V. AISC 360-10 HSST NonCompact Flange F.7
Verify the available flexural strength of a square HSS flexural member with non-compact flanges per the AISC 360-10 code.
Details
From reference (2):
Select a rectangular ASTM A500 Grade B HSS beam with a span of 21 ft. The loads include a uniform dead load of 0.15 kip/ft and a uniform live load of 0.4 kip/ft. Limit the live load deflection to L/240. The beam is braced at the end points only.
Validation
Ultimate moment:
Service moment:
Try a HSS 10×6×3/16, which has a plastic section modulus, Zx = 18.0 in3 and a section modulus, Sx = 14.9 in3.
Flange compactness: λ = b/t = 31.5
Determine the compact and slender flange ratio limits from Table B4.1b:
Thus, the section has a non-compact flange.
Web compactness: λ = h/t = 54.5
Thus, the section has a compact web.
| (F7-2) |
The available flexural strength:
LRFD:
ASD:
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| ϕbMn (ft·k) [LRFD] | 57.0 | 57.0 | none | |
| Mn/Ωb (ft·k) [ASD] | 37.9 | 37.9 | none |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-10 HSST NonCompact Flange F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 19-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 21 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
CONSTANTS
MATERIAL STEEL ALL
MEMBER PROPERTY AMERICAN
1 TABLE ST HSST10X6X0.188
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -0.15
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.4
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
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2010
FU 8352 ALL
FYLD 6624 ALL
METHOD LRFD
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2010
FU 8352 ALL
FYLD 6624 ALL
METHOD ASD
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.4a ******************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST HSST10X6X0.188 (AISC SECTIONS) PASS Eq. H1-1b 0.792 3 0.00 0.00 -45.20 10.50 |-----------------------------------------------------------------------| | SLENDERNESS | | Actual Slenderness Ratio : 100.002 L/C : 3 | | Allowable Slenderness Ratio : 300.000 LOC : 10.50 | |-----------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.792(PASS) | | Loc : 10.50 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: -4.520E+01 | |-----------------------------------------------------------------------| | SECTION PROPERTIES (UNIT: INCH) | | Azz: 1.906E+00 Ayy: 3.298E+00 Cw: 0.000E+00 | | Szz: 1.492E+01 Syy: 1.137E+01 | | Izz: 7.460E+01 Iyy: 3.410E+01 Ix: 7.380E+01 | |-----------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 6623.999 Fu: 8351.999 | |-----------------------------------------------------------------------| | Actual Member Length: 21.000 | | 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 0.00 N/A 0.00 N/A | | Slender 54.47 N/A 35.15 T.B4.1(a)-6 | | Flexure : Non-Compact 31.48 28.12 35.15 T.B4.1(b)-17 | | Compact 54.47 60.76 143.12 T.B4.1(b)-19 | STAAD SPACE -- PAGE NO. 4 STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.4a ******************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) |-----------------------------------------------------------------------| | CHECK FOR AXIAL TENSION | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Yield 0.00E+00 2.22E+02 0.000 Eq. D2-1 3 0.00 | | Rupture 0.00E+00 2.34E+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 1.43E+02 0.000 Eq. E7-1 3 0.00 | | Min Buck 0.00E+00 1.06E+02 0.000 Eq. E7-1 3 0.00 | | Intermediate | | Results Eff Area KL/r Fcr Fe Pn | | Maj Buck 3.11E-02 67.61 4.28E+03 9.02E+03 1.59E+02 | | Min Buck 3.11E-02 100.00 3.15E+03 4.12E+03 1.18E+02 | |-----------------------------------------------------------------------| | CHECK FOR SHEAR | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Local-Z 0.00E+00 4.74E+01 0.000 Eq. G2-1 3 0.00 | | Local-Y 8.61E+00 8.19E+01 0.105 Eq. G2-1 3 0.00 | | Intermediate | | Results Aw Cv Kv h/tw Vn | | Local-Z 1.32E-02 1.00 5.00 31.48 5.26E+01 | | Local-Y 2.29E-02 1.00 5.00 54.47 9.10E+01 | |-----------------------------------------------------------------------| | CHECK FOR TORSION | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | 0.00E+00 4.12E+01 0.000 Eq. H3-1 3 0.00 | | Intermediate Fcr Tn | | 3.97E+03 4.58E+01 | |-----------------------------------------------------------------------| | CHECK FOR BENDING-YIELDING | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Major 4.52E+01 6.21E+01 0.728 Eq. F7-1 3 10.50 | | Minor 0.00E+00 4.38E+01 0.000 Eq. F7-1 3 0.00 | | Intermediate Mn My | | Major 6.90E+01 0.00E+00 | | Minor 4.87E+01 0.00E+00 | STAAD SPACE -- PAGE NO. 5 STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.4a ******************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) |-----------------------------------------------------------------------| | CHECK FOR BENDING-FLANGE LOCAL BUCKLING | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Major 4.52E+01 5.70E+01 0.792 Eq. F7-2 3 10.50 | | Minor 0.00E+00 3.05E+01 0.000 Eq. F7-3 3 0.00 | | Intermediate Mn Fcr | | Major 6.34E+01 0.00E+00 | | Minor 3.39E+01 0.00E+00 | |-----------------------------------------------------------------------| | CHECK FOR FLEXURE TENS/COMP INTERACTION | | RATIO CRITERIA L/C LOC | | Flexure Comp 0.792 Eq. H1-1b 3 10.50 | | Flexure Tens 0.792 Eq. H1-1b 3 10.50 | | Intermediate Mcx Mrx Pc | | Mcy Mry Pr | | Flexure Comp 5.70E+01 4.52E+01 1.06E+02 | | 3.05E+01 0.00E+00 0.00E+00 | | Flexure Tens 5.70E+01 4.52E+01 2.22E+02 | | 3.05E+01 0.00E+00 0.00E+00 | |-----------------------------------------------------------------------| 47. LOAD LIST 4 48. PARAMETER 2 49. CODE AISC UNIFIED 2010 50. FU 8352 ALL 51. FYLD 6624 ALL 52. METHOD ASD 53. TRACK 2 ALL 54. CHECK CODE ALL STEEL DESIGN WARNING: For member# 1 the profile has been selected from HSS Rect/Round (non A1085)/Pipe tables of AISC database. Weld type is considered to be Elect-resist-weld. Thickness is already reduced from the table. Further reductions will not be done. STAAD SPACE -- PAGE NO. 6 STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.4a ******************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST HSST10X6X0.188 (AISC SECTIONS) PASS Eq. H1-1b 0.799 4 0.00 0.00 -30.32 10.50 |-----------------------------------------------------------------------| | SLENDERNESS | | Actual Slenderness Ratio : 100.002 L/C : 4 | | Allowable Slenderness Ratio : 300.000 LOC : 10.50 | |-----------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.799(PASS) | | Loc : 10.50 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: -3.032E+01 | |-----------------------------------------------------------------------| | SECTION PROPERTIES (UNIT: INCH) | | Azz: 1.906E+00 Ayy: 3.298E+00 Cw: 0.000E+00 | | Szz: 1.492E+01 Syy: 1.137E+01 | | Izz: 7.460E+01 Iyy: 3.410E+01 Ix: 7.380E+01 | |-----------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 6623.999 Fu: 8351.999 | |-----------------------------------------------------------------------| | Actual Member Length: 21.000 | | 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 0.00 N/A 0.00 N/A | | Slender 54.47 N/A 35.15 T.B4.1(a)-6 | | Flexure : Non-Compact 31.48 28.12 35.15 T.B4.1(b)-17 | | Compact 54.47 60.76 143.12 T.B4.1(b)-19 | STAAD SPACE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.4a ******************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) |-----------------------------------------------------------------------| | CHECK FOR AXIAL TENSION | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Yield 0.00E+00 1.48E+02 0.000 Eq. D2-1 4 0.00 | | Rupture 0.00E+00 1.56E+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 9.55E+01 0.000 Eq. E7-1 4 0.00 | | Min Buck 0.00E+00 7.04E+01 0.000 Eq. E7-1 4 0.00 | | Intermediate | | Results Eff Area KL/r Fcr Fe Pn | | Maj Buck 3.11E-02 67.61 4.28E+03 9.02E+03 1.59E+02 | | Min Buck 3.11E-02 100.00 3.15E+03 4.12E+03 1.18E+02 | |-----------------------------------------------------------------------| | CHECK FOR SHEAR | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Local-Z 0.00E+00 3.15E+01 0.000 Eq. G2-1 4 0.00 | | Local-Y 5.78E+00 5.45E+01 0.106 Eq. G2-1 4 0.00 | | Intermediate | | Results Aw Cv Kv h/tw Vn | | Local-Z 1.32E-02 1.00 5.00 31.48 5.26E+01 | | Local-Y 2.29E-02 1.00 5.00 54.47 9.10E+01 | |-----------------------------------------------------------------------| | CHECK FOR TORSION | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | 0.00E+00 2.74E+01 0.000 Eq. H3-1 4 0.00 | | Intermediate Fcr Tn | | 3.97E+03 4.58E+01 | |-----------------------------------------------------------------------| | CHECK FOR BENDING-YIELDING | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Major 3.03E+01 4.13E+01 0.734 Eq. F7-1 4 10.50 | | Minor 0.00E+00 2.92E+01 0.000 Eq. F7-1 4 0.00 | | Intermediate Mn My | | Major 6.90E+01 0.00E+00 | | Minor 4.87E+01 0.00E+00 | STAAD SPACE -- PAGE NO. 8 STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.4a ******************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted) |-----------------------------------------------------------------------| | CHECK FOR BENDING-FLANGE LOCAL BUCKLING | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Major 3.03E+01 3.79E+01 0.799 Eq. F7-2 4 10.50 | | Minor 0.00E+00 2.03E+01 0.000 Eq. F7-3 4 0.00 | | Intermediate Mn Fcr | | Major 6.34E+01 0.00E+00 | | Minor 3.39E+01 0.00E+00 | |-----------------------------------------------------------------------| | CHECK FOR FLEXURE TENS/COMP INTERACTION | | RATIO CRITERIA L/C LOC | | Flexure Comp 0.799 Eq. H1-1b 4 10.50 | | Flexure Tens 0.799 Eq. H1-1b 4 10.50 | | Intermediate Mcx Mrx Pc | | Mcy Mry Pr | | Flexure Comp 3.79E+01 3.03E+01 7.04E+01 | | 2.03E+01 0.00E+00 0.00E+00 | | Flexure Tens 3.79E+01 3.03E+01 1.48E+02 | | 2.03E+01 0.00E+00 0.00E+00 | |-----------------------------------------------------------------------|