V. AISC 360-05 Built up I E.2
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 E.2, pp.E-10 - E-13
Details
From reference (2):
Verify that a built-up, ASTM A572 grade 50, column with PL1in.×8in. flanges and a PL1/4in.×15in. web is sufficient to carry a dead load of 70 kips and live load of 210 kips in axial compression. The column length is 15 ft and the ends are pinned in both axes.
Result Type | Reference | STAAD.Pro | Difference |
---|---|---|---|
ϕcPn (kips) [LRFD] | 508 | 513 | 1.0% |
Pn/Ωc (kips) [ASD] | 338 | 341 | 0.9% |
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 Built up I E.2.STD is typically installed with the program.
STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 31-Oct-12
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 15 0;
MEMBER INCIDENCES
1 1 2;
START USER TABLE
TABLE 2
UNIT INCHES KIP
WIDE FLANGE
I
19.75 17 0.25 8 1 1095.65 85.3529 5.41146 4.25 10.6667 8 1
END
UNIT INCHES KIP
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29732.7
POISSON 0.3
DENSITY 0.000283
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
STRENGTH FY 50 FU 65 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
MEMBER PROPERTY AMERICAN
1 UPTABLE 2 I
UNIT FEET KIP
SUPPORTS
1 PINNED
2 FIXED BUT FY MX MY MZ
LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1
JOINT LOAD
2 FY -70
LOAD 2 LOADTYPE Live TITLE LOAD CASE 2
JOINT LOAD
2 FY -210
UNIT INCHES KIP
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 2005
FU 65 ALL
FYLD 50 ALL
METHOD LRFD
TRACK 2 ALL
STP 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2005
FU 65 ALL
FYLD 50 ALL
METHOD ASD
STP 2 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
1 ST I (UPT)
PASS Eq. H1-1a 0.819 3
420.00 C 0.00 0.00 0.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 86.586 L/C : 3 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 3 Ratio : 0.819(PASS) |
| Loc : 0.00 Condition : Eq. H1-1a |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 4.200E+02(C ) Fy: 0.000E+00 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: 0.000E+00 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 1.067E+01 Ayy: 4.250E+00 Cw: 5.461E+03 |
| Szz: 1.289E+02 Syy: 2.134E+01 |
| Izz: 1.096E+03 Iyy: 8.535E+01 Ix: 5.411E+00 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 50.000 Fu: 65.000 |
|-----------------------------------------------------------------------|
| Actual Member Length: 180.000 |
| 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 4.00 N/A 11.22 T.B4.1-4 |
| Slender 60.00 N/A 36.33 T.B4.1-10 |
| Flexure : Compact 4.00 9.27 19.90 T.B4.1-2 |
| Compact 60.00 91.69 139.00 T.B4.1-9 |
STAAD PLANE -- PAGE NO. 4
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Yield 0.00E+00 8.89E+02 0.000 Eq. D2-1 3 0.00 |
| Rupture 0.00E+00 9.63E+02 0.000 Eq. D2-2 3 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 4.20E+02 8.03E+02 0.523 Sec. E1 3 0.00 |
| Min Buck 4.20E+02 5.13E+02 0.819 Eq. E7-1 3 0.00 |
| Flexural |
| Tor Buck 4.20E+02 6.84E+02 0.614 Eq. E7-1 3 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 1.86E+01 24.17 4.52E+01 5.02E+02 8.93E+02 |
| Min Buck 1.91E+01 86.59 2.89E+01 3.91E+01 5.70E+02 |
| Flexural Ag Fcr Pn |
| Tor Buck 1.88E+01 3.85E+01 7.60E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 2.88E+02 0.000 Eq. G2-1 3 0.00 |
| Local-Y 0.00E+00 1.15E+02 0.000 Eq. G2-1 3 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 1.07E+01 1.00 1.20 8.00 3.20E+02 |
| Local-Y 4.25E+00 1.00 5.00 60.00 1.27E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 6.39E+03 0.000 Eq. F2-1 3 0.00 |
| Minor 0.00E+00 1.45E+03 0.000 Eq. F6-1 3 0.00 |
| Intermediate Mn My |
| Major 7.10E+03 0.00E+00 |
| Minor 1.61E+03 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 5.44E+03 0.000 Eq. F2-2 3 0.00 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 6.04E+03 0.00E+00 1.00 89.22 311.02 180.00 |
STAAD PLANE -- PAGE NO. 5
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.819 Eq. H1-1a 3 0.00 |
| Flexure Tens 0.000 Eq. H1-1b 3 0.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 5.44E+03 -0.00E+00 5.13E+02 |
| 1.45E+03 0.00E+00 4.20E+02 |
| Flexure Tens 5.44E+03 -0.00E+00 8.89E+02 |
| 1.45E+03 0.00E+00 0.00E+00 |
|-----------------------------------------------------------------------|
58. LOAD LIST 4
59. PARAMETER 2
60. CODE AISC UNIFIED 2005
61. FU 65 ALL
62. FYLD 50 ALL
63. METHOD ASD
64. STP 2 ALL
65. TRACK 2 ALL
66. CHECK CODE ALL
STEEL DESIGN
STAAD PLANE -- PAGE NO. 6
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
1 ST I (UPT)
PASS Eq. H1-1a 0.820 4
280.00 C 0.00 0.00 0.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 86.586 L/C : 4 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 4 Ratio : 0.820(PASS) |
| Loc : 0.00 Condition : Eq. H1-1a |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 2.800E+02(C ) Fy: 0.000E+00 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: 0.000E+00 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 1.067E+01 Ayy: 4.250E+00 Cw: 5.461E+03 |
| Szz: 1.289E+02 Syy: 2.134E+01 |
| Izz: 1.096E+03 Iyy: 8.535E+01 Ix: 5.411E+00 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 50.000 Fu: 65.000 |
|-----------------------------------------------------------------------|
| Actual Member Length: 180.000 |
| 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 4.00 N/A 11.22 T.B4.1-4 |
| Slender 60.00 N/A 36.33 T.B4.1-10 |
| Flexure : Compact 4.00 9.27 19.90 T.B4.1-2 |
| Compact 60.00 91.69 139.00 T.B4.1-9 |
STAAD PLANE -- PAGE NO. 7
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Yield 0.00E+00 5.91E+02 0.000 Eq. D2-1 4 0.00 |
| Rupture 0.00E+00 6.42E+02 0.000 Eq. D2-2 4 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 2.80E+02 5.35E+02 0.524 Sec. E1 4 0.00 |
| Min Buck 2.80E+02 3.41E+02 0.820 Eq. E7-1 4 0.00 |
| Flexural |
| Tor Buck 2.80E+02 4.55E+02 0.615 Eq. E7-1 4 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 1.86E+01 24.17 4.52E+01 5.02E+02 8.93E+02 |
| Min Buck 1.91E+01 86.59 2.89E+01 3.91E+01 5.70E+02 |
| Flexural Ag Fcr Pn |
| Tor Buck 1.88E+01 3.85E+01 7.60E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 1.92E+02 0.000 Eq. G2-1 4 0.00 |
| Local-Y 0.00E+00 7.63E+01 0.000 Eq. G2-1 4 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 1.07E+01 1.00 1.20 8.00 3.20E+02 |
| Local-Y 4.25E+00 1.00 5.00 60.00 1.27E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 4.25E+03 0.000 Eq. F2-1 4 0.00 |
| Minor 0.00E+00 9.65E+02 0.000 Eq. F6-1 4 0.00 |
| Intermediate Mn My |
| Major 7.10E+03 0.00E+00 |
| Minor 1.61E+03 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -0.00E+00 3.62E+03 0.000 Eq. F2-2 4 0.00 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 6.04E+03 0.00E+00 1.00 89.22 311.02 180.00 |
STAAD PLANE -- PAGE NO. 8
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.820 Eq. H1-1a 4 0.00 |
| Flexure Tens 0.000 Eq. H1-1b 4 0.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 3.62E+03 -0.00E+00 3.41E+02 |
| 9.65E+02 0.00E+00 2.80E+02 |
| Flexure Tens 3.62E+03 -0.00E+00 5.91E+02 |
| 9.65E+02 0.00E+00 0.00E+00 |
|-----------------------------------------------------------------------|