V. AISC 360-10 HSST Shear Capacity G.4
Verify the available shear strength along the strong axis of a rectangular HSS section per the LRFD and ASD methods of the AISD 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 G.4, pp. G-9 - G-10
Details
From reference (2):
Determine the available shear strength and adequacy of an HSS6×4×3/8 ASTM A500 Grade B member with end shears of 11.0 kips from dead load and 33.0 kips from live load. The beam is oriented with the shear parallel to the 6 in. dimension.
Validation
Ultimate load:
Service load:
Area of the web for shear:
Section G5 of Reference 1 gives kv = 5.
Therefore, Cv = 1.0.
Nominal Shear Strength
The available shear strength:
LRFD:
ASD:
Results
Result Type | Reference | STAAD.Pro | Difference | Comments |
---|---|---|---|---|
ϕvVn (kips) [LRFD] | 86.0 | 85.9 | negligible | |
Vn/Ωv (kips) [ASD] | 57.2 | 57.1 | 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 HSST Shear Capacity G.4.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 23-Jun-20
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 4 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 HSST6X4X0.375
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1
MEMBER LOAD
1 CON GY -22
LOAD 2 LOADTYPE Live TITLE LOAD CASE 2
MEMBER LOAD
1 CON GY -66
LOAD COMB 3 LRFD
1 1.2 2 1.6
LOAD COMB 4 ASD
1 1.0 2 1.0
PERFORM ANALYSIS
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2010
FYLD 6624 ALL
FU 8352 ALL
METHOD LRFD
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2010
FYLD 6624 ALL
FU 8352 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 HSST6X4X0.375 (AISC SECTIONS)
FAIL Eq. H1-1b 3.215 3
0.00 0.00 -132.00 2.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 30.913 L/C : 3 |
| Allowable Slenderness Ratio : 300.000 LOC : 2.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 3 Ratio : 3.215(FAIL) |
| Loc : 2.00 Condition : Eq. H1-1b |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 0.000E+00( ) Fy: 6.600E+01 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: -1.320E+02 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 2.061E+00 Ayy: 3.457E+00 Cw: 0.000E+00 |
| Szz: 9.433E+00 Syy: 7.450E+00 |
| Izz: 2.830E+01 Iyy: 1.490E+01 Ix: 3.280E+01 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 6623.999 Fu: 8351.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 4.000 |
| 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 |
| Non-Slender 14.19 N/A 35.15 T.B4.1(a)-6 |
| Flexure : Compact 8.46 28.12 35.15 T.B4.1(b)-17 |
| Compact 14.19 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 2.56E+02 0.000 Eq. D2-1 3 0.00 |
| Rupture -0.00E+00 2.69E+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 2.47E+02 0.000 Eq. E3-1 3 0.00 |
| Min Buck 0.00E+00 2.40E+02 0.000 Eq. E3-1 3 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 4.29E-02 22.43 6.40E+03 8.19E+04 2.75E+02 |
| Min Buck 4.29E-02 30.91 6.21E+03 4.31E+04 2.67E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 5.12E+01 0.000 Eq. G2-1 3 0.00 |
| Local-Y 6.60E+01 8.59E+01 0.769 Eq. G2-1 3 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 1.43E-02 1.00 5.00 8.46 5.69E+01 |
| Local-Y 2.40E-02 1.00 5.00 14.19 9.54E+01 |
|-----------------------------------------------------------------------|
| CHECK FOR TORSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| 0.00E+00 2.94E+01 0.000 Eq. H3-1 3 0.00 |
| Intermediate Fcr Tn |
| 3.97E+03 3.27E+01 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 1.32E+02 4.11E+01 3.215 Eq. F7-1 3 2.00 |
| Minor 0.00E+00 3.08E+01 0.000 Eq. F7-1 3 0.00 |
| Intermediate Mn My |
| Major 4.56E+01 0.00E+00 |
| Minor 3.43E+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 FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 3.215 Eq. H1-1b 3 2.00 |
| Flexure Tens 3.215 Eq. H1-1b 3 2.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 4.11E+01 1.32E+02 2.40E+02 |
| 3.08E+01 0.00E+00 0.00E+00 |
| Flexure Tens 4.11E+01 1.32E+02 2.56E+02 |
| 3.08E+01 0.00E+00 -0.00E+00 |
|-----------------------------------------------------------------------|
47. LOAD LIST 4
48. PARAMETER 2
49. CODE AISC UNIFIED 2010
50. FYLD 6624 ALL
51. FU 8352 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 HSST6X4X0.375 (AISC SECTIONS)
FAIL Eq. H1-1b 3.222 4
0.00 0.00 -88.00 2.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 30.913 L/C : 4 |
| Allowable Slenderness Ratio : 300.000 LOC : 2.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 4 Ratio : 3.222(FAIL) |
| Loc : 2.00 Condition : Eq. H1-1b |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 0.000E+00( ) Fy: 4.400E+01 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: -8.800E+01 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 2.061E+00 Ayy: 3.457E+00 Cw: 0.000E+00 |
| Szz: 9.433E+00 Syy: 7.450E+00 |
| Izz: 2.830E+01 Iyy: 1.490E+01 Ix: 3.280E+01 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 6623.999 Fu: 8351.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 4.000 |
| 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 |
| Non-Slender 14.19 N/A 35.15 T.B4.1(a)-6 |
| Flexure : Compact 8.46 28.12 35.15 T.B4.1(b)-17 |
| Compact 14.19 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 1.70E+02 0.000 Eq. D2-1 4 0.00 |
| Rupture -0.00E+00 1.79E+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 1.65E+02 0.000 Eq. E3-1 4 0.00 |
| Min Buck 0.00E+00 1.60E+02 0.000 Eq. E3-1 4 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 4.29E-02 22.43 6.40E+03 8.19E+04 2.75E+02 |
| Min Buck 4.29E-02 30.91 6.21E+03 4.31E+04 2.67E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 3.41E+01 0.000 Eq. G2-1 4 0.00 |
| Local-Y 4.40E+01 5.71E+01 0.770 Eq. G2-1 4 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 1.43E-02 1.00 5.00 8.46 5.69E+01 |
| Local-Y 2.40E-02 1.00 5.00 14.19 9.54E+01 |
|-----------------------------------------------------------------------|
| CHECK FOR TORSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| 0.00E+00 1.96E+01 0.000 Eq. H3-1 4 0.00 |
| Intermediate Fcr Tn |
| 3.97E+03 3.27E+01 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 8.80E+01 2.73E+01 3.222 Eq. F7-1 4 2.00 |
| Minor 0.00E+00 2.05E+01 0.000 Eq. F7-1 4 0.00 |
| Intermediate Mn My |
| Major 4.56E+01 0.00E+00 |
| Minor 3.43E+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 FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 3.222 Eq. H1-1b 4 2.00 |
| Flexure Tens 3.222 Eq. H1-1b 4 2.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 2.73E+01 8.80E+01 1.60E+02 |
| 2.05E+01 0.00E+00 0.00E+00 |
| Flexure Tens 2.73E+01 8.80E+01 1.70E+02 |
| 2.05E+01 0.00E+00 -0.00E+00 |
|-----------------------------------------------------------------------|