This document summarizes the results of a steel code check for two structural members, 207 and 208. For each member, it provides properties, design criteria, service conditions, design checks for flexure, shear, tension, compression, torsion, and interaction. All design checks showed the members to be OK and within allowable ratios according to the specified design code ANSI/AISC 360-05 LRFD. Sections and material properties are also provided for each member.
Call Girls Walvekar Nagar Call Me 7737669865 Budget Friendly No Advance Booking
Reporte estructura metalica
1. Microsoft
Current Date: 18/06/2017 08:01 p.m.
Units system: Metric
File name: C:UsersRAFADocuments9 SemestreEstructuras metalicasEdificio Estructura de Concreto.adv
Steel Code Check
Design code: ANSI/AISC 360-05 LRFD
________________________________________________________________________________________________________________________
Note.- Only currently selected steel members are printed. AISI elements are not printed
Report: Comprehensive AISC
________________________________________________
Member : 207 (G1)
Design status : OK
________________________________________________
PROPERTIES
Section : L 4X4X3_4
Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]
Thickness (t) 1.90 [cm]
Section properties Unit Major axis Minor axis
Full unreduced cross-sectional area (A) [cm2] 35.10
Moment of Inertia (local axes) (I) [cm4] 317.17 317.17
Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40
Bending constant for moments (principal axis) (J') [cm] 0.00 6.34
Radius of gyration (local axes) (r) [cm] 3.01 3.01
2. Radius of gyration (principal axes) (r') [cm] 3.77 1.96
Saint-Venant torsion constant (J) [cm4] 42.46
Warping constant of the cross-section (Cw) [cm6] 300.76
Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83
Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72
Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82
Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89
Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10
Polar radius of gyration (ro) [cm] 5.33
Area for shear (Aw) [cm2] 19.35 19.35
Torsional modulus (1/C) -- 0.04
Material : A36
Properties Unit Value
-------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [kg/cm2] 2531.04
Tensile strength (Fu): [kg/cm2] 4077.78
Elasticity Modulus (E): [kg/cm2] 2038891.00
Shear modulus for steel (G): [kg/cm2] 809083.80
-------------------------------------------------------------------------------------------------------------------------------
DESIGN CRITERIA
Description Unit Major axis Minor axis
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Top unbraced length between lateral supports (LbTop) [m] 2.10
Bottom unbraced length between lateral supports (LbBop) [m] 2.10
Effective length factor (K) -- 1.00 1.00
Effective length factor for torsion -- 1.00
Length for axial tension (L) [m] 2.10
Unbraced compression length (Lx, Ly) [m] 2.10 2.10
Length for torsion and lateral-torsional buckling [m] 2.10
Additional hypotheses
Continuous lateral torsional restraint No
3. Tension field action No
Single angle connected through width No
Planar element No
---------------------------------------------------------------------------------------------------------------------------------------------------------------
SERVICE CONDITIONS
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Verification Unit Value Ctrl EQ Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Tension
Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1)
Compression
Geometric critical slenderness (KL/r) -- 115.89 (E5-3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECKS
DESIGN FOR FLEXURE (= 0.90)
Bending about major axis, M33
Ratio : 0.01
Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.02 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 2.65 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F)
Modification factor for lateral-torsional buckling (Cb) -- 2.17 (Sec. F1)
Lateral-torsional factor (c) -- 1.00 (Sec. F2.2)
Elastic lateral-torsional moment (Me) [Ton*m] 23.47 (Sec. F10)
Web local buckling (WLB Mn) -- N/A (Sec. F)
Local buckling (LB Mn) -- N/A (Sec. F)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
4. Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
Tension flange yielding (TFY Mn) -- N/A (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Bending about minor axis, M22
Ratio : 0.02
Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.02 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 1.25 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10)
Elastic lateral-torsional moment (Me) [Ton*m] 23.47 (Sec. F10)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR SHEAR
Shear parallel to major axis, V3 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 2.08 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
5. Shear parallel to major axis, V2 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -22.01 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TENSION (= 0.90)
Tension
Ratio : 0.29
Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 23498.30 [kg] Reference : (Sec. D)
DESIGN FOR COMPRESSION (= 0.90)
Compression
Ratio : 0.00
Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 23498.30 [kg] Reference : (Sec. E)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Slenderness parameter for web (w) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4)
Slenderness parameter for flange (f) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4)
Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9)
6. Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10)
Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11)
Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E)
Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7)
Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7)
Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TORSION (= 0.90)
Torsion
Ratio : 0.00
Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00%
Demand : 0.00 [Ton*m] Reference : (Sec. H3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
INTERACTION
Combined axial and flexure interaction value
....................................................................................................................................................................
Ratio : 0.32
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
Combined shear and torsion interaction value
....................................................................................................................................................................
Ratio : 0.00
Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9
....................................................................................................................................................................
CRITICAL STRENGTH RATIO
7. ....................................................................................................................................................................
Ratio : 0.32
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
________________________________________________
Member : 208 (G1)
Design status : OK
________________________________________________
PROPERTIES
Section : L 4X4X3_4
Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]
Thickness (t) 1.90 [cm]
Section properties Unit Major axis Minor axis
Full unreduced cross-sectional area (A) [cm2] 35.10
Moment of Inertia (local axes) (I) [cm4] 317.17 317.17
Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40
Bending constant for moments (principal axis) (J') [cm] 0.00 6.34
Radius of gyration (local axes) (r) [cm] 3.01 3.01
Radius of gyration (principal axes) (r') [cm] 3.77 1.96
Saint-Venant torsion constant (J) [cm4] 42.46
Warping constant of the cross-section (Cw) [cm6] 300.76
Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83
Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72
Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82
Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89
Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
8. Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10
Polar radius of gyration (ro) [cm] 5.33
Area for shear (Aw) [cm2] 19.35 19.35
Torsional modulus (1/C) -- 0.04
Material : A36
Properties Unit Value
-------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [kg/cm2] 2531.04
Tensile strength (Fu): [kg/cm2] 4077.78
Elasticity Modulus (E): [kg/cm2] 2038891.00
Shear modulus for steel (G): [kg/cm2] 809083.80
-------------------------------------------------------------------------------------------------------------------------------
DESIGN CRITERIA
Description Unit Major axis Minor axis
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Top unbraced length between lateral supports (LbTop) [m] 2.10
Bottom unbraced length between lateral supports (LbBop) [m] 2.10
Effective length factor (K) -- 1.00 1.00
Effective length factor for torsion -- 1.00
Length for axial tension (L) [m] 2.10
Unbraced compression length (Lx, Ly) [m] 2.10 2.10
Length for torsion and lateral-torsional buckling [m] 2.10
Additional hypotheses
Continuous lateral torsional restraint No
Tension field action No
Single angle connected through width No
Planar element No
---------------------------------------------------------------------------------------------------------------------------------------------------------------
SERVICE CONDITIONS
---------------------------------------------------------------------------------------------------------------------------------------------------------------
9. Verification Unit Value Ctrl EQ Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Tension
Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1)
Compression
Geometric critical slenderness (KL/r) -- 115.89 (E5-3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECKS
DESIGN FOR FLEXURE (= 0.90)
Bending about major axis, M33
Ratio : 0.01
Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.03 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 2.65 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F)
Modification factor for lateral-torsional buckling (Cb) -- 1.83 (Sec. F1)
Lateral-torsional factor (c) -- 1.00 (Sec. F2.2)
Elastic lateral-torsional moment (Me) [Ton*m] 18.20 (Sec. F10)
Web local buckling (WLB Mn) -- N/A (Sec. F)
Local buckling (LB Mn) -- N/A (Sec. F)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
Tension flange yielding (TFY Mn) -- N/A (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Bending about minor axis, M22
10. Ratio : 0.02
Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.02 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 1.25 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10)
Elastic lateral-torsional moment (Me) [Ton*m] 18.20 (Sec. F10)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR SHEAR
Shear parallel to major axis, V3 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 0.69 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear parallel to major axis, V2 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -18.54 [kg] Reference : (Sec. G)
11. ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TENSION (= 0.90)
Tension
Ratio : 0.34
Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 27423.46 [kg] Reference : (Sec. D)
DESIGN FOR COMPRESSION (= 0.90)
Compression
Ratio : 0.00
Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 27423.46 [kg] Reference : (Sec. E)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Slenderness parameter for web (w) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4)
Slenderness parameter for flange (f) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4)
Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9)
Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10)
Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11)
Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E)
Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7)
Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7)
Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
12. DESIGN FOR TORSION (= 0.90)
Torsion
Ratio : 0.00
Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00%
Demand : 0.00 [Ton*m] Reference : (Sec. H3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
INTERACTION
Combined axial and flexure interaction value
....................................................................................................................................................................
Ratio : 0.37
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
Combined shear and torsion interaction value
....................................................................................................................................................................
Ratio : 0.00
Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9
....................................................................................................................................................................
CRITICAL STRENGTH RATIO
....................................................................................................................................................................
Ratio : 0.37
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
________________________________________________
13. Member : 209 (G1)
Design status : OK
________________________________________________
PROPERTIES
Section : L 4X4X3_4
Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]
Thickness (t) 1.90 [cm]
Section properties Unit Major axis Minor axis
Full unreduced cross-sectional area (A) [cm2] 35.10
Moment of Inertia (local axes) (I) [cm4] 317.17 317.17
Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40
Bending constant for moments (principal axis) (J') [cm] 0.00 6.34
Radius of gyration (local axes) (r) [cm] 3.01 3.01
Radius of gyration (principal axes) (r') [cm] 3.77 1.96
Saint-Venant torsion constant (J) [cm4] 42.46
Warping constant of the cross-section (Cw) [cm6] 300.76
Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83
Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72
Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82
Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89
Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10
Polar radius of gyration (ro) [cm] 5.33
Area for shear (Aw) [cm2] 19.35 19.35
Torsional modulus (1/C) -- 0.04
Material : A36
14. Properties Unit Value
-------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [kg/cm2] 2531.04
Tensile strength (Fu): [kg/cm2] 4077.78
Elasticity Modulus (E): [kg/cm2] 2038891.00
Shear modulus for steel (G): [kg/cm2] 809083.80
-------------------------------------------------------------------------------------------------------------------------------
DESIGN CRITERIA
Description Unit Major axis Minor axis
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Top unbraced length between lateral supports (LbTop) [m] 2.10
Bottom unbraced length between lateral supports (LbBop) [m] 2.10
Effective length factor (K) -- 1.00 1.00
Effective length factor for torsion -- 1.00
Length for axial tension (L) [m] 2.10
Unbraced compression length (Lx, Ly) [m] 2.10 2.10
Length for torsion and lateral-torsional buckling [m] 2.10
Additional hypotheses
Continuous lateral torsional restraint No
Tension field action No
Single angle connected through width No
Planar element No
---------------------------------------------------------------------------------------------------------------------------------------------------------------
SERVICE CONDITIONS
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Verification Unit Value Ctrl EQ Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Tension
Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1)
Compression
Geometric critical slenderness (KL/r) -- 115.89 (E5-3)
15. ---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECKS
DESIGN FOR FLEXURE (= 0.90)
Bending about major axis, M33
Ratio : 0.01
Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.03 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 2.65 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F)
Modification factor for lateral-torsional buckling (Cb) -- 1.51 (Sec. F1)
Lateral-torsional factor (c) -- 1.00 (Sec. F2.2)
Elastic lateral-torsional moment (Me) [Ton*m] 16.84 (Sec. F10)
Web local buckling (WLB Mn) -- N/A (Sec. F)
Local buckling (LB Mn) -- N/A (Sec. F)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
Tension flange yielding (TFY Mn) -- N/A (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Bending about minor axis, M22
Ratio : 0.01
Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.01 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
16. Yielding (Mp) [Ton*m] 1.25 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10)
Elastic lateral-torsional moment (Me) [Ton*m] 16.84 (Sec. F10)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR SHEAR
Shear parallel to major axis, V3 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -0.08 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear parallel to major axis, V2 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -11.62 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TENSION (= 0.90)
17. Tension
Ratio : 0.39
Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 31100.98 [kg] Reference : (Sec. D)
DESIGN FOR COMPRESSION (= 0.90)
Compression
Ratio : 0.00
Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 31100.98 [kg] Reference : (Sec. E)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Slenderness parameter for web (w) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4)
Slenderness parameter for flange (f) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4)
Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9)
Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10)
Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11)
Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E)
Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7)
Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7)
Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TORSION (= 0.90)
Torsion
Ratio : 0.00
Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00%
Demand : 0.00 [Ton*m] Reference : (Sec. H3)
18. ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
INTERACTION
Combined axial and flexure interaction value
....................................................................................................................................................................
Ratio : 0.41
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
Combined shear and torsion interaction value
....................................................................................................................................................................
Ratio : 0.00
Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9
....................................................................................................................................................................
CRITICAL STRENGTH RATIO
....................................................................................................................................................................
Ratio : 0.41
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
________________________________________________
Member : 210 (G1)
Design status : OK
________________________________________________
PROPERTIES
Section : L 4X4X3_4
19. Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]
Thickness (t) 1.90 [cm]
Section properties Unit Major axis Minor axis
Full unreduced cross-sectional area (A) [cm2] 35.10
Moment of Inertia (local axes) (I) [cm4] 317.17 317.17
Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40
Bending constant for moments (principal axis) (J') [cm] 0.00 6.34
Radius of gyration (local axes) (r) [cm] 3.01 3.01
Radius of gyration (principal axes) (r') [cm] 3.77 1.96
Saint-Venant torsion constant (J) [cm4] 42.46
Warping constant of the cross-section (Cw) [cm6] 300.76
Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83
Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72
Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82
Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89
Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10
Polar radius of gyration (ro) [cm] 5.33
Area for shear (Aw) [cm2] 19.35 19.35
Torsional modulus (1/C) -- 0.04
Material : A36
Properties Unit Value
-------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [kg/cm2] 2531.04
Tensile strength (Fu): [kg/cm2] 4077.78
Elasticity Modulus (E): [kg/cm2] 2038891.00
Shear modulus for steel (G): [kg/cm2] 809083.80
-------------------------------------------------------------------------------------------------------------------------------
20. DESIGN CRITERIA
Description Unit Major axis Minor axis
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Top unbraced length between lateral supports (LbTop) [m] 2.10
Bottom unbraced length between lateral supports (LbBop) [m] 2.10
Effective length factor (K) -- 1.00 1.00
Effective length factor for torsion -- 1.00
Length for axial tension (L) [m] 2.10
Unbraced compression length (Lx, Ly) [m] 2.10 2.10
Length for torsion and lateral-torsional buckling [m] 2.10
Additional hypotheses
Continuous lateral torsional restraint No
Tension field action No
Single angle connected through width No
Planar element No
---------------------------------------------------------------------------------------------------------------------------------------------------------------
SERVICE CONDITIONS
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Verification Unit Value Ctrl EQ Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Tension
Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1)
Compression
Geometric critical slenderness (KL/r) -- 115.89 (E5-3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECKS
DESIGN FOR FLEXURE (= 0.90)
Bending about major axis, M33
21. Ratio : 0.06
Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.14 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 2.65 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F)
Modification factor for lateral-torsional buckling (Cb) -- 1.88 (Sec. F1)
Lateral-torsional factor (c) -- 1.00 (Sec. F2.2)
Elastic lateral-torsional moment (Me) [Ton*m] 25.53 (Sec. F10)
Web local buckling (WLB Mn) -- N/A (Sec. F)
Local buckling (LB Mn) -- N/A (Sec. F)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
Tension flange yielding (TFY Mn) -- N/A (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Bending about minor axis, M22
Ratio : 0.09
Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.10 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 1.25 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10)
Elastic lateral-torsional moment (Me) [Ton*m] 25.53 (Sec. F10)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
22. DESIGN FOR SHEAR
Shear parallel to major axis, V3 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -13.41 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear parallel to major axis, V2 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -93.77 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TENSION (= 0.90)
Tension
Ratio : 0.42
Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 33233.26 [kg] Reference : (Sec. D)
DESIGN FOR COMPRESSION (= 0.90)
23. Compression
Ratio : 0.00
Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 33233.26 [kg] Reference : (Sec. E)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Slenderness parameter for web (w) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4)
Slenderness parameter for flange (f) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4)
Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9)
Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10)
Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11)
Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E)
Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7)
Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7)
Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TORSION (= 0.90)
Torsion
Ratio : 0.00
Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00%
Demand : 0.00 [Ton*m] Reference : (Sec. H3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
INTERACTION
24. Combined axial and flexure interaction value
....................................................................................................................................................................
Ratio : 0.56
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
Combined shear and torsion interaction value
....................................................................................................................................................................
Ratio : 0.01
Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9
....................................................................................................................................................................
CRITICAL STRENGTH RATIO
....................................................................................................................................................................
Ratio : 0.56
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
________________________________________________
Member : 211 (G1)
Design status : N.G.
________________________________________________
PROPERTIES
Section : L 4X4X3_4
Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]
Thickness (t) 1.90 [cm]
25. Section properties Unit Major axis Minor axis
Full unreduced cross-sectional area (A) [cm2] 35.10
Moment of Inertia (local axes) (I) [cm4] 317.17 317.17
Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40
Bending constant for moments (principal axis) (J') [cm] 0.00 6.34
Radius of gyration (local axes) (r) [cm] 3.01 3.01
Radius of gyration (principal axes) (r') [cm] 3.77 1.96
Saint-Venant torsion constant (J) [cm4] 42.46
Warping constant of the cross-section (Cw) [cm6] 300.76
Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83
Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72
Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82
Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89
Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10
Polar radius of gyration (ro) [cm] 5.33
Area for shear (Aw) [cm2] 19.35 19.35
Torsional modulus (1/C) -- 0.04
Material : A36
Properties Unit Value
-------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [kg/cm2] 2531.04
Tensile strength (Fu): [kg/cm2] 4077.78
Elasticity Modulus (E): [kg/cm2] 2038891.00
Shear modulus for steel (G): [kg/cm2] 809083.80
-------------------------------------------------------------------------------------------------------------------------------
DESIGN CRITERIA
Description Unit Major axis Minor axis
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Top unbraced length between lateral supports (LbTop) [m] 2.10
Bottom unbraced length between lateral supports (LbBop) [m] 2.10
Effective length factor (K) -- 1.00 1.00
26. Effective length factor for torsion -- 1.00
Length for axial tension (L) [m] 2.10
Unbraced compression length (Lx, Ly) [m] 2.10 2.10
Length for torsion and lateral-torsional buckling [m] 2.10
Additional hypotheses
Continuous lateral torsional restraint No
Tension field action No
Single angle connected through width No
Planar element No
---------------------------------------------------------------------------------------------------------------------------------------------------------------
SERVICE CONDITIONS
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Verification Unit Value Ctrl EQ Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Tension
Maximum geometric slenderness (L/r) -- 106.92 (Sec. D1)
Compression
Geometric critical slenderness (KL/r) -- 115.89 (E5-3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECKS
DESIGN FOR FLEXURE (= 0.90)
Bending about major axis, M33
Ratio : 0.24
Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : -0.57 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 2.65 (Sec. F)
27. Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F)
Modification factor for lateral-torsional buckling (Cb) -- 2.20 (Sec. F1)
Lateral-torsional factor (c) -- 1.00 (Sec. F2.2)
Elastic lateral-torsional moment (Me) [Ton*m] 18.51 (Sec. F10)
Web local buckling (WLB Mn) -- N/A (Sec. F)
Local buckling (LB Mn) -- N/A (Sec. F)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
Tension flange yielding (TFY Mn) -- N/A (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Bending about minor axis, M22
Ratio : 0.54
Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : -0.61 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 1.25 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10)
Elastic lateral-torsional moment (Me) [Ton*m] 18.51 (Sec. F10)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR SHEAR
Shear parallel to major axis, V3 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 4.05 [kg] Reference : (Sec. G)
28. ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear parallel to major axis, V2 (= 0.90)
Ratio : 0.02
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 651.88 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TENSION (= 0.90)
Tension
Ratio : 0.40
Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 32161.35 [kg] Reference : (Sec. D)
DESIGN FOR COMPRESSION (= 0.90)
Compression
Ratio : 0.00
Capacity : 39424.71 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 32161.35 [kg] Reference : (Sec. E)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
29. ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Slenderness parameter for web (w) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4)
Slenderness parameter for flange (f) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4)
Elastic flexural stress (Fex) [kg/cm2] 1498.43 (Eq. E4-9)
Elastic flexural stress (Fey) [kg/cm2] 1498.43 (Ec. E4-10)
Elastic torsional buckling stress (Fez) [kg/cm2] 34537.26 (Eq. E4-11)
Critical flexural buckling stress (Fcr) [kg/cm2] 1248.13 (Sec.E)
Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7)
Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7)
Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TORSION (= 0.90)
Torsion
Ratio : 0.00
Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00%
Demand : 0.00 [Ton*m] Reference : (Sec. H3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
INTERACTION
Combined axial and flexure interaction value
....................................................................................................................................................................
Ratio : 1.19
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
Combined shear and torsion interaction value
....................................................................................................................................................................
30. Ratio : 0.03
Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9
....................................................................................................................................................................
CRITICAL STRENGTH RATIO
....................................................................................................................................................................
Ratio : 1.19
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
________________________________________________
Member : 212 (G2)
Design status : OK
________________________________________________
PROPERTIES
Section : L 4X4X3_4
Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]
Thickness (t) 1.90 [cm]
Section properties Unit Major axis Minor axis
Full unreduced cross-sectional area (A) [cm2] 35.10
Moment of Inertia (local axes) (I) [cm4] 317.17 317.17
Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40
Bending constant for moments (principal axis) (J') [cm] 0.00 6.34
Radius of gyration (local axes) (r) [cm] 3.01 3.01
Radius of gyration (principal axes) (r') [cm] 3.77 1.96
31. Saint-Venant torsion constant (J) [cm4] 42.46
Warping constant of the cross-section (Cw) [cm6] 300.76
Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83
Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72
Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82
Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89
Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10
Polar radius of gyration (ro) [cm] 5.33
Area for shear (Aw) [cm2] 19.35 19.35
Torsional modulus (1/C) -- 0.04
Material : A36
Properties Unit Value
-------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [kg/cm2] 2531.04
Tensile strength (Fu): [kg/cm2] 4077.78
Elasticity Modulus (E): [kg/cm2] 2038891.00
Shear modulus for steel (G): [kg/cm2] 809083.80
-------------------------------------------------------------------------------------------------------------------------------
DESIGN CRITERIA
Description Unit Major axis Minor axis
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Top unbraced length between lateral supports (LbTop) [m] 2.18
Bottom unbraced length between lateral supports (LbBop) [m] 2.18
Effective length factor (K) -- 1.00 1.00
Effective length factor for torsion -- 1.00
Length for axial tension (L) [m] 2.18
Unbraced compression length (Lx, Ly) [m] 2.18 2.18
Length for torsion and lateral-torsional buckling [m] 2.18
Additional hypotheses
Continuous lateral torsional restraint No
Tension field action No
32. Single angle connected through width No
Planar element No
---------------------------------------------------------------------------------------------------------------------------------------------------------------
SERVICE CONDITIONS
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Verification Unit Value Ctrl EQ Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Tension
Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1)
Compression
Geometric critical slenderness (KL/r) -- 118.12 (E5-3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECKS
DESIGN FOR FLEXURE (= 0.90)
Bending about major axis, M33
Ratio : 0.01
Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.03 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 2.65 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F)
Modification factor for lateral-torsional buckling (Cb) -- 2.20 (Sec. F1)
Lateral-torsional factor (c) -- 1.00 (Sec. F2.2)
Elastic lateral-torsional moment (Me) [Ton*m] 17.54 (Sec. F10)
Web local buckling (WLB Mn) -- N/A (Sec. F)
Local buckling (LB Mn) -- N/A (Sec. F)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
33. Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
Tension flange yielding (TFY Mn) -- N/A (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Bending about minor axis, M22
Ratio : 0.03
Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.03 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 1.25 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10)
Elastic lateral-torsional moment (Me) [Ton*m] 17.54 (Sec. F10)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR SHEAR
Shear parallel to major axis, V3 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -0.12 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
34. Shear parallel to major axis, V2 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -32.36 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TENSION (= 0.90)
Tension
Ratio : 0.00
Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00%
Demand :-21081.20 [kg] Reference : (Sec. D)
DESIGN FOR COMPRESSION (= 0.90)
Compression
Ratio : 0.55
Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00%
Demand :-21081.20 [kg] Reference : (Sec. E)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Slenderness parameter for web (w) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4)
Slenderness parameter for flange (f) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4)
Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9)
Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10)
35. Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11)
Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E)
Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7)
Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7)
Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TORSION (= 0.90)
Torsion
Ratio : 0.00
Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00%
Demand : 0.00 [Ton*m] Reference : (Sec. H3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
INTERACTION
Combined axial and flexure interaction value
....................................................................................................................................................................
Ratio : 0.59
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
Combined shear and torsion interaction value
....................................................................................................................................................................
Ratio : 0.00
Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9
....................................................................................................................................................................
CRITICAL STRENGTH RATIO
....................................................................................................................................................................
36. Ratio : 0.59
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
________________________________________________
Member : 213 (G2)
Design status : OK
________________________________________________
PROPERTIES
Section : L 4X4X3_4
Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]
Thickness (t) 1.90 [cm]
Section properties Unit Major axis Minor axis
Full unreduced cross-sectional area (A) [cm2] 35.10
Moment of Inertia (local axes) (I) [cm4] 317.17 317.17
Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40
Bending constant for moments (principal axis) (J') [cm] 0.00 6.34
Radius of gyration (local axes) (r) [cm] 3.01 3.01
Radius of gyration (principal axes) (r') [cm] 3.77 1.96
Saint-Venant torsion constant (J) [cm4] 42.46
Warping constant of the cross-section (Cw) [cm6] 300.76
Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83
Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72
Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82
Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89
Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
37. Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10
Polar radius of gyration (ro) [cm] 5.33
Area for shear (Aw) [cm2] 19.35 19.35
Torsional modulus (1/C) -- 0.04
Material : A36
Properties Unit Value
-------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [kg/cm2] 2531.04
Tensile strength (Fu): [kg/cm2] 4077.78
Elasticity Modulus (E): [kg/cm2] 2038891.00
Shear modulus for steel (G): [kg/cm2] 809083.80
-------------------------------------------------------------------------------------------------------------------------------
DESIGN CRITERIA
Description Unit Major axis Minor axis
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Top unbraced length between lateral supports (LbTop) [m] 2.18
Bottom unbraced length between lateral supports (LbBop) [m] 2.18
Effective length factor (K) -- 1.00 1.00
Effective length factor for torsion -- 1.00
Length for axial tension (L) [m] 2.18
Unbraced compression length (Lx, Ly) [m] 2.18 2.18
Length for torsion and lateral-torsional buckling [m] 2.18
Additional hypotheses
Continuous lateral torsional restraint No
Tension field action No
Single angle connected through width No
Planar element No
---------------------------------------------------------------------------------------------------------------------------------------------------------------
SERVICE CONDITIONS
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Verification Unit Value Ctrl EQ Reference
38. ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Tension
Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1)
Compression
Geometric critical slenderness (KL/r) -- 118.12 (E5-3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECKS
DESIGN FOR FLEXURE (= 0.90)
Bending about major axis, M33
Ratio : 0.01
Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.02 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 2.65 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F)
Modification factor for lateral-torsional buckling (Cb) -- 1.52 (Sec. F1)
Lateral-torsional factor (c) -- 1.00 (Sec. F2.2)
Elastic lateral-torsional moment (Me) [Ton*m] 23.54 (Sec. F10)
Web local buckling (WLB Mn) -- N/A (Sec. F)
Local buckling (LB Mn) -- N/A (Sec. F)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
Tension flange yielding (TFY Mn) -- N/A (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Bending about minor axis, M22
Ratio : 0.02
39. Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.02 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 1.25 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10)
Elastic lateral-torsional moment (Me) [Ton*m] 23.54 (Sec. F10)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR SHEAR
Shear parallel to major axis, V3 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -1.25 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear parallel to major axis, V2 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -11.28 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
40. ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TENSION (= 0.90)
Tension
Ratio : 0.00
Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00%
Demand :-25254.10 [kg] Reference : (Sec. D)
DESIGN FOR COMPRESSION (= 0.90)
Compression
Ratio : 0.66
Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00%
Demand :-25254.10 [kg] Reference : (Sec. E)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Slenderness parameter for web (w) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4)
Slenderness parameter for flange (f) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4)
Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9)
Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10)
Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11)
Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E)
Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7)
Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7)
Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TORSION (= 0.90)
41. Torsion
Ratio : 0.00
Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00%
Demand : 0.00 [Ton*m] Reference : (Sec. H3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
INTERACTION
Combined axial and flexure interaction value
....................................................................................................................................................................
Ratio : 0.68
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
Combined shear and torsion interaction value
....................................................................................................................................................................
Ratio : 0.00
Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9
....................................................................................................................................................................
CRITICAL STRENGTH RATIO
....................................................................................................................................................................
Ratio : 0.68
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
________________________________________________
Member : 214 (G2)
42. Design status : OK
________________________________________________
PROPERTIES
Section : L 4X4X3_4
Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]
Thickness (t) 1.90 [cm]
Section properties Unit Major axis Minor axis
Full unreduced cross-sectional area (A) [cm2] 35.10
Moment of Inertia (local axes) (I) [cm4] 317.17 317.17
Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40
Bending constant for moments (principal axis) (J') [cm] 0.00 6.34
Radius of gyration (local axes) (r) [cm] 3.01 3.01
Radius of gyration (principal axes) (r') [cm] 3.77 1.96
Saint-Venant torsion constant (J) [cm4] 42.46
Warping constant of the cross-section (Cw) [cm6] 300.76
Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83
Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72
Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82
Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89
Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10
Polar radius of gyration (ro) [cm] 5.33
Area for shear (Aw) [cm2] 19.35 19.35
Torsional modulus (1/C) -- 0.04
Material : A36
Properties Unit Value
43. -------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [kg/cm2] 2531.04
Tensile strength (Fu): [kg/cm2] 4077.78
Elasticity Modulus (E): [kg/cm2] 2038891.00
Shear modulus for steel (G): [kg/cm2] 809083.80
-------------------------------------------------------------------------------------------------------------------------------
DESIGN CRITERIA
Description Unit Major axis Minor axis
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Top unbraced length between lateral supports (LbTop) [m] 2.18
Bottom unbraced length between lateral supports (LbBop) [m] 2.18
Effective length factor (K) -- 1.00 1.00
Effective length factor for torsion -- 1.00
Length for axial tension (L) [m] 2.18
Unbraced compression length (Lx, Ly) [m] 2.18 2.18
Length for torsion and lateral-torsional buckling [m] 2.18
Additional hypotheses
Continuous lateral torsional restraint No
Tension field action No
Single angle connected through width No
Planar element No
---------------------------------------------------------------------------------------------------------------------------------------------------------------
SERVICE CONDITIONS
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Verification Unit Value Ctrl EQ Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Tension
Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1)
Compression
Geometric critical slenderness (KL/r) -- 118.12 (E5-3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
44. DESIGN CHECKS
DESIGN FOR FLEXURE (= 0.90)
Bending about major axis, M33
Ratio : 0.01
Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.03 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 2.65 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F)
Modification factor for lateral-torsional buckling (Cb) -- 1.52 (Sec. F1)
Lateral-torsional factor (c) -- 1.00 (Sec. F2.2)
Elastic lateral-torsional moment (Me) [Ton*m] 17.87 (Sec. F10)
Web local buckling (WLB Mn) -- N/A (Sec. F)
Local buckling (LB Mn) -- N/A (Sec. F)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
Tension flange yielding (TFY Mn) -- N/A (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Bending about minor axis, M22
Ratio : 0.02
Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.02 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 1.25 (Sec. F)
45. Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10)
Elastic lateral-torsional moment (Me) [Ton*m] 17.87 (Sec. F10)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR SHEAR
Shear parallel to major axis, V3 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 0.85 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear parallel to major axis, V2 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -13.84 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TENSION (= 0.90)
46. Tension
Ratio : 0.00
Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00%
Demand :-29334.75 [kg] Reference : (Sec. D)
DESIGN FOR COMPRESSION (= 0.90)
Compression
Ratio : 0.76
Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00%
Demand :-29334.75 [kg] Reference : (Sec. E)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Slenderness parameter for web (w) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4)
Slenderness parameter for flange (f) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4)
Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9)
Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10)
Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11)
Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E)
Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7)
Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7)
Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TORSION (= 0.90)
Torsion
Ratio : 0.00
Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00%
Demand : 0.00 [Ton*m] Reference : (Sec. H3)
47. ---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
INTERACTION
Combined axial and flexure interaction value
....................................................................................................................................................................
Ratio : 0.80
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
Combined shear and torsion interaction value
....................................................................................................................................................................
Ratio : 0.00
Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9
....................................................................................................................................................................
CRITICAL STRENGTH RATIO
....................................................................................................................................................................
Ratio : 0.80
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
________________________________________________
Member : 215 (G2)
Design status : OK
________________________________________________
PROPERTIES
Section : L 4X4X3_4
48. Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]
Thickness (t) 1.90 [cm]
Section properties Unit Major axis Minor axis
Full unreduced cross-sectional area (A) [cm2] 35.10
Moment of Inertia (local axes) (I) [cm4] 317.17 317.17
Moment of Inertia (principal axes) (I') [cm4] 498.94 135.40
Bending constant for moments (principal axis) (J') [cm] 0.00 6.34
Radius of gyration (local axes) (r) [cm] 3.01 3.01
Radius of gyration (principal axes) (r') [cm] 3.77 1.96
Saint-Venant torsion constant (J) [cm4] 42.46
Warping constant of the cross-section (Cw) [cm6] 300.76
Distance from centroid to shear center (principal axis) (xo, yo) [cm] 1.83 1.83
Top elastic section modulus of the section (local axis) (S top) [cm3] 45.72 45.72
Bottom elastic section modulus of the section (local axis) (S bot) [cm3] 96.82 96.82
Top elastic section modulus of the section (principal axis) (S' top) [cm3] 69.73 32.89
Bottom elastic section modulus of the section (principal axis) (S' bot) [cm3] 69.73 32.89
Plastic section modulus (local axis) (Z) [cm3] 82.26 82.10
Plastic section modulus (principal axis) (Z') [cm3] 114.20 57.10
Polar radius of gyration (ro) [cm] 5.33
Area for shear (Aw) [cm2] 19.35 19.35
Torsional modulus (1/C) -- 0.04
Material : A36
Properties Unit Value
-------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy): [kg/cm2] 2531.04
Tensile strength (Fu): [kg/cm2] 4077.78
Elasticity Modulus (E): [kg/cm2] 2038891.00
Shear modulus for steel (G): [kg/cm2] 809083.80
-------------------------------------------------------------------------------------------------------------------------------
49. DESIGN CRITERIA
Description Unit Major axis Minor axis
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Top unbraced length between lateral supports (LbTop) [m] 2.18
Bottom unbraced length between lateral supports (LbBop) [m] 2.18
Effective length factor (K) -- 1.00 1.00
Effective length factor for torsion -- 1.00
Length for axial tension (L) [m] 2.18
Unbraced compression length (Lx, Ly) [m] 2.18 2.18
Length for torsion and lateral-torsional buckling [m] 2.18
Additional hypotheses
Continuous lateral torsional restraint No
Tension field action No
Single angle connected through width No
Planar element No
---------------------------------------------------------------------------------------------------------------------------------------------------------------
SERVICE CONDITIONS
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Verification Unit Value Ctrl EQ Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Tension
Maximum geometric slenderness (L/r) -- 111.19 (Sec. D1)
Compression
Geometric critical slenderness (KL/r) -- 118.12 (E5-3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN CHECKS
DESIGN FOR FLEXURE (= 0.90)
Bending about major axis, M33
50. Ratio : 0.04
Capacity : 2.38 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.11 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 2.65 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 2.65 (Sec. F)
Modification factor for lateral-torsional buckling (Cb) -- 1.88 (Sec. F1)
Lateral-torsional factor (c) -- 1.00 (Sec. F2.2)
Elastic lateral-torsional moment (Me) [Ton*m] 19.49 (Sec. F10)
Web local buckling (WLB Mn) -- N/A (Sec. F)
Local buckling (LB Mn) -- N/A (Sec. F)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
Tension flange yielding (TFY Mn) -- N/A (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Bending about minor axis, M22
Ratio : 0.08
Capacity : 1.12 [Ton*m] Ctrl Eq. : D1 at 100.00%
Demand : 0.09 [Ton*m] Reference : (Sec. F)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Yielding (Mp) [Ton*m] 1.25 (Sec. F)
Lateral-torsional buckling (LTB Mn) [Ton*m] 1.25 (Sec. F10)
Elastic lateral-torsional moment (Me) [Ton*m] 19.49 (Sec. F10)
Flange local buckling (FLB Mn) -- N/A (Sec. F)
Slenderness parameter for flange () -- 5.33 (Sec. B4)
Limiting slenderness parameter for compact flange (p) -- 15.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (r) -- 25.83 (Sec. B4)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
51. DESIGN FOR SHEAR
Shear parallel to major axis, V3 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : 3.75 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Shear parallel to major axis, V2 (= 0.90)
Ratio : 0.00
Capacity : 26453.37 [kg] Ctrl Eq. : D1 at 0.00%
Demand : -75.66 [kg] Reference : (Sec. G)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Web Shear coefficient (Cv) -- 1.00
Web plate buckling coefficient (kv) -- 1.20 (Sec. G2)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TENSION (= 0.90)
Tension
Ratio : 0.00
Capacity : 79947.96 [kg] Ctrl Eq. : D1 at 0.00%
Demand :-33234.85 [kg] Reference : (Sec. D)
DESIGN FOR COMPRESSION (= 0.90)
52. Compression
Ratio : 0.87
Capacity : 38353.41 [kg] Ctrl Eq. : D1 at 0.00%
Demand :-33234.85 [kg] Reference : (Sec. E)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Slenderness parameter for web (w) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact web (rw) -- 12.77 (Sec. B4)
Slenderness parameter for flange (f) -- 5.33 (Sec. B4)
Limiting slenderness parameter for non-compact flange (rf) -- 12.77 (Sec. B4)
Elastic flexural stress (Fex) [kg/cm2] 1442.23 (Eq. E4-9)
Elastic flexural stress (Fey) [kg/cm2] 1442.23 (Ec. E4-10)
Elastic torsional buckling stress (Fez) [kg/cm2] 34526.89 (Eq. E4-11)
Critical flexural buckling stress (Fcr) [kg/cm2] 1214.21 (Sec.E)
Stress reduction factor in unstiffened elements (Qs) -- 1.00 (Sec.E7)
Effective section reduction factor in stiffened elements (Qa) -- 1.00 (Sec.E7)
Effective area at a uniform stress (Aeff) [cm2] 35.10 (Sec.E7)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
DESIGN FOR TORSION (= 0.90)
Torsion
Ratio : 0.00
Capacity : 0.30 [Ton*m] Ctrl Eq. : D1 at 0.00%
Demand : 0.00 [Ton*m] Reference : (Sec. H3)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Critical stress (Fcr) [kg/cm2] 1518.62 (Sec. H)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
INTERACTION
53. Combined axial and flexure interaction value
....................................................................................................................................................................
Ratio : 0.99
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
Combined shear and torsion interaction value
....................................................................................................................................................................
Ratio : 0.00
Ctrl Eq. : D1 at 0.00% Reference : (Ec. 4.9) DG 9
....................................................................................................................................................................
CRITICAL STRENGTH RATIO
....................................................................................................................................................................
Ratio : 0.99
Ctrl Eq. : D1 at 100.00% Reference : (H2-1)
....................................................................................................................................................................
________________________________________________
Member : 216 (G2)
Design status : N.G.
________________________________________________
PROPERTIES
Section : L 4X4X3_4
Flange length (a) 10.16 [cm]
Distance k (k) 2.87 [cm]