V. AISC 360-10 W Tens BM H3
Verify the interaction checks due to tension and bending moments in both axes of a W section per the LRFD and ASD methods of the AISC 360-10 code.
References
- American Institute of Steel Construction. 2010 Steel Construction Manual. Fourteenth Edition. AISC: Chicago, IL.
-
American Institute of Steel Construction. 2011. Design Examples, Version 14.0. AISC:Chicago, IL. Example H.3, pp. H-8 - H-11
Note: This reference is freely available for download from the AISC website at https://www.aisc.org/globalassets/aisc/university-programs/teaching-aids/first-semester-design-examples.pdf
Details
From reference (2):
Select an ASTM A992 W-shape with a 14-in. nominal depth to carry forces of 29.0 kips from dead load and 87.0 kips from live load in axial tension, as well as the following moments due to uniformly distributed loads:
- MxD = 32.0 kip-ft
- MxL = 96.0 kip-ft
- MyD = 11.3 kip-ft
- MyL = 33.8 kip-ft
The unbraced length is 30.0 ft and the ends are pinned. Assume the connections are made with no holes.
See example H.3 in reference (2) for calculations.
Results
Result Type | Reference | STAAD.Pro | Difference | Comments |
---|---|---|---|---|
Interaction ratio per H1-1b [LRFD] | 0.873 | 0.874 | negligible | |
Interaction ratio per H1-1b [ASD] | 0.874 | 0.876 | negligible |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\09 Steel Design\US\AISC\AISC 360-10 W Tens BM H3.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 22-May-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 30 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 W14X82
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
2 FIXED BUT FX MY MZ
1 PINNED
LOAD 1 LOADTYPE None TITLE FORCE
JOINT LOAD
2 FX 174
1 FX -174
LOAD 2 LOADTYPE None TITLE MOMENT MAJOR
MEMBER LOAD
1 UNI GY -1.70668
LOAD 3 LOADTYPE None TITLE MOMENT MINOR
MEMBER LOAD
1 UNI GZ 0.6009
UNIT INCHES KIP
LOAD 4 LOADTYPE None TITLE FORCE2
JOINT LOAD
1 FX 116
2 FX 116
LOAD 5 LOADTYPE None TITLE MOMENT MAJOR 2
MEMBER LOAD
1 UNI GY -0.0948
LOAD 6 LOADTYPE None TITLE MOMENT MINOR 2
MEMBER LOAD
1 UNI GZ 0.0334
UNIT FEET KIP
LOAD COMB 7 LRFD
1 1.0 2 1.0 3 1.0
LOAD COMB 8 ASD
4 1.0 5 1.0 6 1.0
PERFORM ANALYSIS
UNIT INCHES KIP
LOAD LIST 7
PARAMETER 1
CODE AISC UNIFIED 2010
METHOD LRFD
FYLD 50 ALL
FU 65 ALL
CB 1.41 ALL
TRACK 2 ALL
UNIT FEET KIP
CHECK CODE ALL
UNIT INCHES KIP
LOAD LIST 8
PARAMETER 2
CODE AISC UNIFIED 2010
METHOD ASD
FYLD 50 ALL
FU 65 ALL
CB 1.41 ALL
TRACK 2 ALL
UNIT FEET KIP
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 W14X82 (AISC SECTIONS)
PASS Eq. H1-1b 0.874 7
174.00 T -67.60 -192.00 15.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 144.970 L/C : 7 |
| Allowable Slenderness Ratio : 300.000 LOC : 15.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 7 Ratio : 0.874(PASS) |
| Loc : 15.00 Condition : Eq. H1-1b |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 1.740E+02(T ) Fy: 0.000E+00 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: -6.760E+01 Mz: -1.920E+02 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 1.727E+01 Ayy: 7.293E+00 Cw: 6.688E+03 |
| Szz: 1.232E+02 Syy: 2.931E+01 |
| Izz: 8.810E+02 Iyy: 1.480E+02 Ix: 5.070E+00 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 7199.999 Fu: 9359.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 30.000 |
| 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 5.91 N/A 13.49 T.B4.1(a)-1 |
| Non-Slender 22.35 N/A 35.88 T.B4.1(a)-5 |
| Flexure : Compact 5.91 9.15 24.08 T.B4.1(b)-10 |
| Compact 22.35 90.55 137.27 T.B4.1(b)-15 |
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 1.74E+02 1.08E+03 0.161 Eq. D2-1 7 0.00 |
| Rupture 1.74E+02 1.17E+03 0.149 Eq. D2-2 7 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 0.00E+00 8.34E+02 0.000 Eq. E3-1 7 0.00 |
| Min Buck 0.00E+00 2.58E+02 0.000 Eq. E3-1 7 0.00 |
| Flexural |
| Tor Buck 0.00E+00 7.99E+02 0.000 Eq. E4-1 7 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 1.67E-01 59.42 5.56E+03 1.17E+04 9.27E+02 |
| Min Buck 1.67E-01 144.97 1.72E+03 1.96E+03 2.87E+02 |
| Flexural Ag Fcr Pn |
| Tor Buck 1.67E-01 5.32E+03 8.87E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z 9.01E+00 4.66E+02 0.019 Eq. G2-1 7 0.00 |
| Local-Y 2.56E+01 2.19E+02 0.117 Eq. G2-1 7 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 1.20E-01 1.00 1.20 5.91 5.18E+02 |
| Local-Y 5.06E-02 1.00 0.00 22.35 2.19E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 1.92E+02 5.21E+02 0.368 Eq. F2-1 7 15.00 |
| Minor -6.76E+01 1.68E+02 0.402 Eq. F6-1 7 15.00 |
| Intermediate Mn My |
| Major 5.79E+02 0.00E+00 |
| Minor 1.87E+02 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 1.92E+02 4.91E+02 0.391 Eq. F2-2 7 15.00 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 5.45E+02 0.00E+00 1.41 8.77 33.01 30.00 |
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 FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.794 Eq. H1-1b 7 15.00 |
| Flexure Tens 0.874 Eq. H1-1b 7 15.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 4.91E+02 1.92E+02 2.58E+02 |
| 1.68E+02 -6.76E+01 0.00E+00 |
| Flexure Tens 4.91E+02 1.92E+02 1.08E+03 |
| 1.68E+02 -6.76E+01 1.74E+02 |
|-----------------------------------------------------------------------|
66. UNIT INCHES KIP
67. LOAD LIST 8
68. PARAMETER 2
69. CODE AISC UNIFIED 2010
70. METHOD ASD
71. FYLD 50 ALL
72. FU 65 ALL
73. CB 1.41 ALL
74. TRACK 2 ALL
75. UNIT FEET KIP
76. CHECK CODE ALL
STEEL DESIGN
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 W14X82 (AISC SECTIONS)
PASS Eq. H1-1b 0.876 8
116.00 T -45.09 -127.98 15.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 144.970 L/C : 8 |
| Allowable Slenderness Ratio : 300.000 LOC : 15.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 8 Ratio : 0.876(PASS) |
| Loc : 15.00 Condition : Eq. H1-1b |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 1.160E+02(T ) Fy: 0.000E+00 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: -4.509E+01 Mz: -1.280E+02 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 1.727E+01 Ayy: 7.293E+00 Cw: 6.688E+03 |
| Szz: 1.232E+02 Syy: 2.931E+01 |
| Izz: 8.810E+02 Iyy: 1.480E+02 Ix: 5.070E+00 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 7199.999 Fu: 9359.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 30.000 |
| 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 5.91 N/A 13.49 T.B4.1(a)-1 |
| Non-Slender 22.35 N/A 35.88 T.B4.1(a)-5 |
| Flexure : Compact 5.91 9.15 24.08 T.B4.1(b)-10 |
| Compact 22.35 90.55 137.27 T.B4.1(b)-15 |
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 1.16E+02 7.19E+02 0.161 Eq. D2-1 8 0.00 |
| Rupture 1.16E+02 7.80E+02 0.149 Eq. D2-2 8 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 0.00E+00 5.55E+02 0.000 Eq. E3-1 8 0.00 |
| Min Buck 0.00E+00 1.72E+02 0.000 Eq. E3-1 8 0.00 |
| Flexural |
| Tor Buck 0.00E+00 5.31E+02 0.000 Eq. E4-1 8 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 1.67E-01 59.42 5.56E+03 1.17E+04 9.27E+02 |
| Min Buck 1.67E-01 144.97 1.72E+03 1.96E+03 2.87E+02 |
| Flexural Ag Fcr Pn |
| Tor Buck 1.67E-01 5.32E+03 8.87E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z 6.01E+00 3.10E+02 0.019 Eq. G2-1 8 0.00 |
| Local-Y 1.71E+01 1.46E+02 0.117 Eq. G2-1 8 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 1.20E-01 1.00 1.20 5.91 5.18E+02 |
| Local-Y 5.06E-02 1.00 0.00 22.35 2.19E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 1.28E+02 3.47E+02 0.369 Eq. F2-1 8 15.00 |
| Minor -4.51E+01 1.12E+02 0.403 Eq. F6-1 8 15.00 |
| Intermediate Mn My |
| Major 5.79E+02 0.00E+00 |
| Minor 1.87E+02 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 1.28E+02 3.26E+02 0.392 Eq. F2-2 8 15.00 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 5.45E+02 0.00E+00 1.41 8.77 33.01 30.00 |
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 FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.795 Eq. H1-1b 8 15.00 |
| Flexure Tens 0.876 Eq. H1-1b 8 15.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 3.26E+02 1.28E+02 1.72E+02 |
| 1.12E+02 -4.51E+01 0.00E+00 |
| Flexure Tens 3.26E+02 1.28E+02 7.19E+02 |
| 1.12E+02 -4.51E+01 1.16E+02 |
|-----------------------------------------------------------------------|