V. AISC 360-10 - G-6
Reference
Design Examples, Version 14.0, American Institute of Steel Construction, 2011, page G-13.
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
Problem
From the reference:
Verify the available shear strength and adequacy of a W21×48 ASTM A992 beam with end shears of 20.0 kips from dead load and 60.0 kips from live load in the weak direction.
Refer to the reference for calculations.
Comparison
| Result Type | Reference | STAAD.Pro | Difference |
|---|---|---|---|
| ϕvVn (kips) [LRFD] | 189 | 189 | none |
| Vn/Ωv (kips) [ASD] | 126 | 126 | none |
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-10 - G-6.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 25-Oct-12
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 8 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.28151e+006
POISSON 0.3
DENSITY 0.489024
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 7200 FU 9360 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
MEMBER PROPERTY AMERICAN
1 TABLE ST W21X48
SUPPORTS
1 FIXED
LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1
MEMBER LOAD
1 CON GZ -20 0.665
LOAD 2 LOADTYPE Live TITLE LOAD CASE 2
MEMBER LOAD
1 CON GZ -60 0.665
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
METHOD LRFD
FYLD 7200
FU 9360
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2010
METHOD ASD
FYLD 7200
FU 9360
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD 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 W21X48 (AISC SECTIONS) FAIL Eq. H1-1b 1.439 3 0.00 -79.80 0.00 0.00 |-----------------------------------------------------------------------| | SLENDERNESS | | Actual Slenderness Ratio : 57.946 L/C : 3 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 1.439(FAIL) | | Loc : 0.00 Condition : Eq. H1-1b | |-----------------------------------------------------------------------| | DESIGN FORCES | | Fx: 0.000E+00( ) Fy: 0.000E+00 Fz: 1.200E+02 | | Mx: 0.000E+00 My: -7.980E+01 Mz: 0.000E+00 | |-----------------------------------------------------------------------| | 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: 8.000 | | 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 13.66 T.B4.1(a)-1 | | Slender 53.54 N/A 36.33 T.B4.1(a)-5 | | Flexure : Non-Compact 9.47 9.27 24.39 T.B4.1(b)-10 | | Compact 53.54 91.69 139.00 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 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 5.54E+02 0.000 Eq. E7-1 3 0.00 | | Min Buck 0.00E+00 4.66E+02 0.000 Eq. E7-1 3 0.00 | | Flexural | | Tor Buck 0.00E+00 4.97E+02 0.000 Eq. E7-1 3 0.00 | | Intermediate | | Results Eff Area KL/r Fcr Fe Pn | | Maj Buck 8.62E-02 11.64 6.28E+03 3.12E+05 6.15E+02 | | Min Buck 8.94E-02 57.95 5.28E+03 1.26E+04 5.17E+02 | | Flexural Ag Fcr Pn | | Tor Buck 8.82E-02 5.64E+03 5.52E+02 | |-----------------------------------------------------------------------| | CHECK FOR SHEAR | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Local-Z -1.20E+02 1.89E+02 0.635 Eq. G2-1 3 0.00 | | Local-Y 0.00E+00 2.16E+02 0.000 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 0.00E+00 4.01E+02 0.000 Eq. F2-1 3 0.00 | | Minor -7.98E+01 5.59E+01 1.428 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 0.00E+00 3.71E+02 0.000 Eq. F2-2 3 0.00 | | Intermediate Mn Me Cb Lp Lr Lb | | Major 4.12E+02 0.00E+00 1.00 5.93 16.76 8.00 | 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 0.00E+00 3.99E+02 0.000 Eq. F3-1 3 0.00 | | Minor -7.98E+01 5.55E+01 1.439 Eq. F6-2 3 0.00 | | Intermediate Mn Fcr | | Major 4.44E+02 0.00E+00 | | Minor 6.16E+01 0.00E+00 | |-----------------------------------------------------------------------| | CHECK FOR FLEXURE TENS/COMP INTERACTION | | RATIO CRITERIA L/C LOC | | Flexure Comp 1.439 Eq. H1-1b 3 0.00 | | Flexure Tens 1.439 Eq. H1-1b 3 0.00 | | Intermediate Mcx Mrx Pc | | Mcy Mry Pr | | Flexure Comp 3.71E+02 0.00E+00 4.66E+02 | | 5.55E+01 -7.98E+01 0.00E+00 | | Flexure Tens 3.71E+02 0.00E+00 6.35E+02 | | 5.55E+01 -7.98E+01 0.00E+00 | |-----------------------------------------------------------------------| 46. LOAD LIST 4 47. PARAMETER 2 48. CODE AISC UNIFIED 2010 49. METHOD ASD 50. FYLD 7200 51. FU 9360 52. TRACK 2 ALL 53. 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 W21X48 (AISC SECTIONS) FAIL Eq. H1-1b 1.442 4 0.00 -53.20 0.00 0.00 |-----------------------------------------------------------------------| | SLENDERNESS | | Actual Slenderness Ratio : 57.946 L/C : 4 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 1.442(FAIL) | | Loc : 0.00 Condition : Eq. H1-1b | |-----------------------------------------------------------------------| | DESIGN FORCES | | Fx: 0.000E+00( ) Fy: 0.000E+00 Fz: 8.000E+01 | | Mx: 0.000E+00 My: -5.320E+01 Mz: 0.000E+00 | |-----------------------------------------------------------------------| | 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: 8.000 | | 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 13.66 T.B4.1(a)-1 | | Slender 53.54 N/A 36.33 T.B4.1(a)-5 | | Flexure : Non-Compact 9.47 9.27 24.39 T.B4.1(b)-10 | | Compact 53.54 91.69 139.00 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 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 3.68E+02 0.000 Eq. E7-1 4 0.00 | | Min Buck 0.00E+00 3.10E+02 0.000 Eq. E7-1 4 0.00 | | Flexural | | Tor Buck 0.00E+00 3.31E+02 0.000 Eq. E7-1 4 0.00 | | Intermediate | | Results Eff Area KL/r Fcr Fe Pn | | Maj Buck 8.62E-02 11.64 6.28E+03 3.12E+05 6.15E+02 | | Min Buck 8.94E-02 57.95 5.28E+03 1.26E+04 5.17E+02 | | Flexural Ag Fcr Pn | | Tor Buck 8.82E-02 5.64E+03 5.52E+02 | |-----------------------------------------------------------------------| | CHECK FOR SHEAR | | | | FORCE CAPACITY RATIO CRITERIA L/C LOC | | Local-Z -8.00E+01 1.26E+02 0.636 Eq. G2-1 4 0.00 | | Local-Y 0.00E+00 1.44E+02 0.000 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 0.00E+00 2.67E+02 0.000 Eq. F2-1 4 0.00 | | Minor -5.32E+01 3.72E+01 1.431 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 0.00E+00 2.47E+02 0.000 Eq. F2-2 4 0.00 | | Intermediate Mn Me Cb Lp Lr Lb | | Major 4.12E+02 0.00E+00 1.00 5.93 16.76 8.00 | 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 0.00E+00 2.66E+02 0.000 Eq. F3-1 4 0.00 | | Minor -5.32E+01 3.69E+01 1.442 Eq. F6-2 4 0.00 | | Intermediate Mn Fcr | | Major 4.44E+02 0.00E+00 | | Minor 6.16E+01 0.00E+00 | |-----------------------------------------------------------------------| | CHECK FOR FLEXURE TENS/COMP INTERACTION | | RATIO CRITERIA L/C LOC | | Flexure Comp 1.442 Eq. H1-1b 4 0.00 | | Flexure Tens 1.442 Eq. H1-1b 4 0.00 | | Intermediate Mcx Mrx Pc | | Mcy Mry Pr | | Flexure Comp 2.47E+02 0.00E+00 3.10E+02 | | 3.69E+01 -5.32E+01 0.00E+00 | | Flexure Tens 2.47E+02 0.00E+00 4.22E+02 | | 3.69E+01 -5.32E+01 0.00E+00 | |-----------------------------------------------------------------------|