V. AISC 360-05 W E.1D
References
- Steel Construction Manual, Version 13.0, American Institute of Steel Construction, 2005
- Design Examples, Version 13.0, American Institute of Steel Construction, 2005, Example E.1d, p.E-9
Details
From reference (2):
Calculate the available strength of a W14×90 with a strong axis unbraced length of 30 ft and weak axis and torsional unbraced lengths of 15 ft. The material properties and loads are as given in Example E.1b. [which then references Example E.1a]
From Example E.1a (also from Reference (1), p.E-4):
…an ASTM A992 (Fy = 50 ksi) W-shape column to carry an axial dead load of 140 kips and live load of 420 kips.
Calculations
Validation
Refer to reference.
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| ϕcPn (kips) [LRFD] | 927 | 927 | none | |
| Pn/Ωc (kips) [ASD] | 617 | 617 | none | |
| Slenderness ratio | 58.6 | 58.63 | negligible |
Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2026\Samples \Verification Models\09 Steel Design\US\AISC\AISC 360-05 W E.1D.STD is typically installed with the program.
STAAD
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 22-Jan-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 30 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST W14X90
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 PINNED
2 FIXED BUT FY MX MZ
LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1
JOINT LOAD
2 FY -140
LOAD 2 LOADTYPE Live TITLE LOAD CASE 2
JOINT LOAD
2 FY -420
LOAD COMB 3 LRFD
1 1.2 2 1.6
LOAD COMB 4 ASD
1 1.0 2 1.0
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2005
METHOD LRFD
FYLD 7200 ALL
FU 9360 ALL
KX 0.5 ALL
KY 0.5 ALL
METHOD LRFD
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2005
FYLD 7200 ALL
FU 9360 ALL
KX 0.5 ALL
KY 0.5 ALL
METHOD ASD
TRACK 2 ALL
CHECK CODE ALL
FINISH
Output
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v3.3a
********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
1 ST W14X90 (AISC SECTIONS)
PASS Eq. H1-1a 0.906 3
840.00 C 0.00 0.00 0.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 58.633 L/C : 3 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 3 Ratio : 0.906(PASS) |
| Loc : 0.00 Condition : Eq. H1-1a |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 8.400E+02(C ) Fy: 0.000E+00 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: 0.000E+00 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 2.059E+01 Ayy: 6.160E+00 Cw: 1.598E+04 |
| Szz: 1.427E+02 Syy: 4.993E+01 |
| Izz: 9.990E+02 Iyy: 3.620E+02 Ix: 4.060E+00 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 7199.999 Fu: 9359.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 30.000 |
| Design Parameters |
| Kz: 1.00 Ky: 0.50 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------|
| SECTION CLASS UNSTIFFENED / λ λp λr CASE |
| STIFFENED |
| Compression : Non-Slender 10.21 N/A 13.49 T.B4.1-3 |
| Non-Slender 25.86 N/A 35.88 T.B4.1-10 |
| Flexure : Non-Compact 10.21 9.15 24.08 T.B4.1-1 |
| Compact 25.86 90.55 137.27 T.B4.1-9 |
STAAD SPACE -- PAGE NO. 7
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v3.3a
********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Yield 0.00E+00 1.19E+03 0.000 Eq. D2-1 3 0.00 |
| Rupture 0.00E+00 1.29E+03 0.000 Eq. D2-2 3 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 8.40E+02 9.27E+02 0.906 Sec. E1 3 0.00 |
| Min Buck 8.40E+02 1.00E+03 0.838 Eq. E3-1 3 0.00 |
| Flexural |
| Tor Buck 8.40E+02 1.02E+03 0.821 Eq. E4-1 3 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 1.84E-01 58.63 5.60E+03 1.20E+04 1.03E+03 |
| Min Buck 1.84E-01 48.70 6.05E+03 1.74E+04 1.11E+03 |
| Flexural Ag Fcr Pn |
| Tor Buck 1.84E-01 6.18E+03 1.14E+03 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 5.56E+02 0.000 Eq. G2-1 3 0.00 |
| Local-Y 0.00E+00 1.85E+02 0.000 Eq. G2-1 3 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 1.43E-01 1.00 1.20 10.21 6.18E+02 |
| Local-Y 4.28E-02 1.00 0.00 25.86 1.85E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 5.89E+02 0.000 Eq. F2-1 3 0.00 |
| Minor 0.00E+00 2.84E+02 0.000 Eq. F6-1 3 0.00 |
| Intermediate Mn My |
| Major 6.54E+02 0.00E+00 |
| Minor 3.15E+02 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 4.66E+02 0.000 Eq. F2-2 3 0.00 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 5.18E+02 0.00E+00 1.00 13.05 42.60 30.00 |
STAAD SPACE -- PAGE NO. 8
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v3.3a
********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-FLANGE LOCAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 5.74E+02 0.000 Eq. F3-1 3 0.00 |
| Minor 0.00E+00 2.73E+02 0.000 Eq. F6-2 3 0.00 |
| Intermediate Mn Fcr |
| Major 6.37E+02 0.00E+00 |
| Minor 3.03E+02 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.906 Eq. H1-1a 3 0.00 |
| Flexure Tens 0.000 Eq. H1-1b 3 0.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 4.66E+02 -0.00E+00 9.27E+02 |
| 2.73E+02 0.00E+00 8.40E+02 |
| Flexure Tens 4.66E+02 -0.00E+00 1.19E+03 |
| 2.73E+02 0.00E+00 0.00E+00 |
|-----------------------------------------------------------------------|
51. LOAD LIST 4
52. PARAMETER 2
53. CODE AISC UNIFIED 2005
54. FYLD 7200 ALL
55. FU 9360 ALL
56. KX 0.5 ALL
57. KY 0.5 ALL
58. METHOD ASD
59. TRACK 2 ALL
60. CHECK CODE ALL
STEEL DESIGN
STAAD SPACE -- PAGE NO. 9
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD) v3.3a
********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
1 ST W14X90 (AISC SECTIONS)
PASS Eq. H1-1a 0.908 4
560.00 C 0.00 0.00 0.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 58.633 L/C : 4 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 4 Ratio : 0.908(PASS) |
| Loc : 0.00 Condition : Eq. H1-1a |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 5.600E+02(C ) Fy: 0.000E+00 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: 0.000E+00 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 2.059E+01 Ayy: 6.160E+00 Cw: 1.598E+04 |
| Szz: 1.427E+02 Syy: 4.993E+01 |
| Izz: 9.990E+02 Iyy: 3.620E+02 Ix: 4.060E+00 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 7199.999 Fu: 9359.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 30.000 |
| Design Parameters |
| Kz: 1.00 Ky: 0.50 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------|
| SECTION CLASS UNSTIFFENED / λ λp λr CASE |
| STIFFENED |
| Compression : Non-Slender 10.21 N/A 13.49 T.B4.1-3 |
| Non-Slender 25.86 N/A 35.88 T.B4.1-10 |
| Flexure : Non-Compact 10.21 9.15 24.08 T.B4.1-1 |
| Compact 25.86 90.55 137.27 T.B4.1-9 |
STAAD SPACE -- PAGE NO. 10
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD) v3.3a
********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Yield 0.00E+00 7.93E+02 0.000 Eq. D2-1 4 0.00 |
| Rupture 0.00E+00 8.61E+02 0.000 Eq. D2-2 4 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 5.60E+02 6.17E+02 0.908 Sec. E1 4 0.00 |
| Min Buck 5.60E+02 6.67E+02 0.839 Eq. E3-1 4 0.00 |
| Flexural |
| Tor Buck 5.60E+02 6.81E+02 0.822 Eq. E4-1 4 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 1.84E-01 58.63 5.60E+03 1.20E+04 1.03E+03 |
| Min Buck 1.84E-01 48.70 6.05E+03 1.74E+04 1.11E+03 |
| Flexural Ag Fcr Pn |
| Tor Buck 1.84E-01 6.18E+03 1.14E+03 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 3.70E+02 0.000 Eq. G2-1 4 0.00 |
| Local-Y 0.00E+00 1.23E+02 0.000 Eq. G2-1 4 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 1.43E-01 1.00 1.20 10.21 6.18E+02 |
| Local-Y 4.28E-02 1.00 0.00 25.86 1.85E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 3.92E+02 0.000 Eq. F2-1 4 0.00 |
| Minor 0.00E+00 1.89E+02 0.000 Eq. F6-1 4 0.00 |
| Intermediate Mn My |
| Major 6.54E+02 0.00E+00 |
| Minor 3.15E+02 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 3.10E+02 0.000 Eq. F2-2 4 0.00 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 5.18E+02 0.00E+00 1.00 13.05 42.60 30.00 |
STAAD SPACE -- PAGE NO. 11
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD) v3.3a
********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-FLANGE LOCAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 3.82E+02 0.000 Eq. F3-1 4 0.00 |
| Minor 0.00E+00 1.81E+02 0.000 Eq. F6-2 4 0.00 |
| Intermediate Mn Fcr |
| Major 6.37E+02 0.00E+00 |
| Minor 3.03E+02 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.908 Eq. H1-1a 4 0.00 |
| Flexure Tens 0.000 Eq. H1-1b 4 0.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 3.10E+02 -0.00E+00 6.17E+02 |
| 1.81E+02 0.00E+00 5.60E+02 |
| Flexure Tens 3.10E+02 -0.00E+00 7.93E+02 |
| 1.81E+02 0.00E+00 0.00E+00 |
|-----------------------------------------------------------------------|