V. AISC 360-05 W Local Buckling F.3
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 F.3, pp.F-20 - F-22
Details
From reference (2):
Select an ASTM A992 W-shape beam with a simple span of 40 feet. The nominal loads are a uniform dead load of 0.05 kip/ft and two equal 18 kip concentrated live loads acting at the third points of the beam. The beam is continuously braced. Also calculate the deflection.
Validation
Refer to reference.
Result Type | Reference | STAAD.Pro | Difference | Comments |
---|---|---|---|---|
ϕbMn (ft·k) [LRFD] | 398 | 398 | none | |
Mn/Ωb (ft·k) [ASD] | 265 | 265 | none |
STAAD.Pro Input File
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\09 Steel Design\US\AISC\AISC 360-05 W Local Buckling F.3.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 14-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 40 0 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 W21X48
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -0.05
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 CON GY -18 13.333
1 CON GY -18 26.667
LOAD COMB 3 COMBINATION LOAD CASE 3
1 1.2 2 1.6
LOAD COMB 4 COMBINATION LOAD CASE 4
1 1.0 2 1.0
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2005
FU 9360 ALL
FYLD 7200 ALL
FLX 2 ALL
METHOD LRFD
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2005
FU 9360 ALL
FYLD 7200 ALL
FLX 2 ALL
METHOD ASD
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro 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 W21X48 (AISC SECTIONS)
FAIL Eq. H1-1b 6.470 3
0.00 0.00 -395.99 20.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 289.731 L/C : 3 |
| Allowable Slenderness Ratio : 300.000 LOC : 20.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 3 Ratio : 6.470(FAIL) |
| Loc : 20.00 Condition : Eq. H1-1b |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 0.000E+00( ) Fy: 0.000E+00 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: -3.960E+02 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 7.000E+00 Ayy: 7.210E+00 Cw: 3.936E+03 |
| Szz: 9.311E+01 Syy: 9.509E+00 |
| Izz: 9.590E+02 Iyy: 3.870E+01 Ix: 8.030E-01 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 7199.999 Fu: 9359.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 40.000 |
| Design Parameters |
| Kz: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------|
| SECTION CLASS UNSTIFFENED / λ λp λr CASE |
| STIFFENED |
| Compression : Non-Slender 9.47 N/A 13.49 T.B4.1-3 |
| Slender 53.54 N/A 35.88 T.B4.1-10 |
| Flexure : Non-Compact 9.47 9.15 24.08 T.B4.1-1 |
| Compact 53.54 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 6.35E+02 0.000 Eq. D2-1 3 0.00 |
| Rupture -0.00E+00 6.87E+02 0.000 Eq. D2-2 3 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 0.00E+00 4.61E+02 0.000 Sec. E1 3 0.00 |
| Min Buck 0.00E+00 3.79E+01 0.000 Eq. E7-1 3 0.00 |
| Flexural |
| Tor Buck 0.00E+00 1.54E+02 0.000 Eq. E7-1 3 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 8.92E-02 58.20 5.23E+03 1.22E+04 5.12E+02 |
| Min Buck 9.79E-02 289.73 4.31E+02 4.91E+02 4.22E+01 |
| Flexural Ag Fcr Pn |
| Tor Buck 9.79E-02 1.75E+03 1.72E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 1.89E+02 0.000 Eq. G2-1 3 0.00 |
| Local-Y 3.00E+01 2.16E+02 0.139 Eq. G2-1 3 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 4.86E-02 1.00 1.20 9.47 2.10E+02 |
| Local-Y 5.01E-02 1.00 0.00 53.54 2.16E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 3.96E+02 4.01E+02 0.987 Eq. F2-1 3 20.00 |
| Minor 0.00E+00 5.59E+01 0.000 Eq. F6-1 3 0.00 |
| Intermediate Mn My |
| Major 4.46E+02 0.00E+00 |
| Minor 6.21E+01 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 3.96E+02 6.12E+01 6.470 Eq. F2-3 3 20.00 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 6.80E+01 0.00E+00 1.00 5.85 16.53 40.00 |
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 3.96E+02 3.98E+02 0.995 Eq. F3-1 3 20.00 |
| Minor 0.00E+00 5.52E+01 0.000 Eq. F6-2 3 0.00 |
| Intermediate Mn Fcr |
| Major 4.42E+02 0.00E+00 |
| Minor 6.14E+01 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 6.470 Eq. H1-1b 3 20.00 |
| Flexure Tens 6.470 Eq. H1-1b 3 20.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 6.12E+01 3.96E+02 3.79E+01 |
| 5.52E+01 0.00E+00 0.00E+00 |
| Flexure Tens 6.12E+01 3.96E+02 6.35E+02 |
| 5.52E+01 0.00E+00 -0.00E+00 |
|-----------------------------------------------------------------------|
50. LOAD LIST 4
51. PARAMETER 2
52. CODE AISC UNIFIED 2005
53. FU 9360 ALL
54. FYLD 7200 ALL
55. FLX 2 ALL
56. METHOD ASD
57. TRACK 2 ALL
58. 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 W21X48 (AISC SECTIONS)
FAIL Eq. H1-1b 6.139 4
0.00 0.00 -249.99 20.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 289.731 L/C : 4 |
| Allowable Slenderness Ratio : 300.000 LOC : 20.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 4 Ratio : 6.139(FAIL) |
| Loc : 20.00 Condition : Eq. H1-1b |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 0.000E+00( ) Fy: 0.000E+00 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: -2.500E+02 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 7.000E+00 Ayy: 7.210E+00 Cw: 3.936E+03 |
| Szz: 9.311E+01 Syy: 9.509E+00 |
| Izz: 9.590E+02 Iyy: 3.870E+01 Ix: 8.030E-01 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 7199.999 Fu: 9359.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 40.000 |
| Design Parameters |
| Kz: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------|
| SECTION CLASS UNSTIFFENED / λ λp λr CASE |
| STIFFENED |
| Compression : Non-Slender 9.47 N/A 13.49 T.B4.1-3 |
| Slender 53.54 N/A 35.88 T.B4.1-10 |
| Flexure : Non-Compact 9.47 9.15 24.08 T.B4.1-1 |
| Compact 53.54 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 4.22E+02 0.000 Eq. D2-1 4 0.00 |
| Rupture -0.00E+00 4.58E+02 0.000 Eq. D2-2 4 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 0.00E+00 3.07E+02 0.000 Sec. E1 4 0.00 |
| Min Buck 0.00E+00 2.52E+01 0.000 Eq. E7-1 4 0.00 |
| Flexural |
| Tor Buck 0.00E+00 1.03E+02 0.000 Eq. E7-1 4 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 8.92E-02 58.20 5.23E+03 1.22E+04 5.12E+02 |
| Min Buck 9.79E-02 289.73 4.31E+02 4.91E+02 4.22E+01 |
| Flexural Ag Fcr Pn |
| Tor Buck 9.79E-02 1.75E+03 1.72E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 1.26E+02 0.000 Eq. G2-1 4 0.00 |
| Local-Y 1.90E+01 1.44E+02 0.132 Eq. G2-1 4 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 4.86E-02 1.00 1.20 9.47 2.10E+02 |
| Local-Y 5.01E-02 1.00 0.00 53.54 2.16E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 2.50E+02 2.67E+02 0.936 Eq. F2-1 4 20.00 |
| Minor 0.00E+00 3.72E+01 0.000 Eq. F6-1 4 0.00 |
| Intermediate Mn My |
| Major 4.46E+02 0.00E+00 |
| Minor 6.21E+01 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 2.50E+02 4.07E+01 6.139 Eq. F2-3 4 20.00 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 6.80E+01 0.00E+00 1.00 5.85 16.53 40.00 |
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 2.50E+02 2.65E+02 0.944 Eq. F3-1 4 20.00 |
| Minor 0.00E+00 3.67E+01 0.000 Eq. F6-2 4 0.00 |
| Intermediate Mn Fcr |
| Major 4.42E+02 0.00E+00 |
| Minor 6.14E+01 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 6.139 Eq. H1-1b 4 20.00 |
| Flexure Tens 6.139 Eq. H1-1b 4 20.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 4.07E+01 2.50E+02 2.52E+01 |
| 3.67E+01 0.00E+00 0.00E+00 |
| Flexure Tens 4.07E+01 2.50E+02 4.22E+02 |
| 3.67E+01 0.00E+00 -0.00E+00 |
|-----------------------------------------------------------------------|