V. AISC 360-16 W E.1B
Verify the compressive strength of a wide flange section per the AISC 360-16 code.
References
- Steel Construction Manual, 15th Edition, American Institute of Steel Construction, 2017
- Design Examples, Version 15, American Institute of Steel Construction, 2017, pp.E-4 – E-5., Example E.1B, and E1.D
Details
From reference 2:
Verify a W14x90 is adequate to carry the loading… The column is pinned top and bottom in both axes and braced at the midpoint about the y-y axis and torsionally. The column is verified for … ASTM A913 Grade 65 material.
The 30' tall column in the diagram in the reference is subjected to 140 kips of dead load and 420 kips of live load.
ASTM A572 Grade 65: Fy = 65 ksi
Section Properties
- Ag = 26.5 in2
- rx = 6.14 in
- ry = 3.70 in
Calculations
Validation
Ultimate load (for LRFD):
Pu = 1.2(140) + 1.6(420) =
840 kips
Service level load (for ASD):
Pa = 140 + 420 = 560 kips
Reference 2 uses an slightly conservative estimate for evalutating the column's capacity per Table 4-1b in Reference 1. An equivelant unbraced length about y-y is determined to be 18.1 ft and the column capacity is evaluated using the table entry for an unbraced length of 19 ft.
Example E1.D evaluates the capacity of the member directly.
Element slenderness limit:
Thus, the flanges are nonslender.
Thus, the web is nonslender.
The critical stress:
Nominal compressive Strength:
LRFD:
ASD:
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| ϕcPn (kips) | 1,120 | 1,118 | negligible | |
| Pn/Ωc (kips) | 743 | 743.9 | negligible |
Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2026\Samples \Verification Models\09 Steel Design\US\AISC\AISC 360-16 W E.1B.STD is typically installed with the program.
The following design parametersdesign parameters are used:
- A913 Gr.65 grade steel is specified using the parameter
SGR 26. - The effective lengths are specified for design using the
LXandLYparameters. - A rolled section (for residual stresses) is indicated using the parameter
STP 1.
STAAD
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 04-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT INCHES KIP
JOINT COORDINATES
1 0 0 0; 2 0 360 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29000
POISSON 0.3
DENSITY 0.000283
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 W14X90
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 PINNED
2 FIXED BUT FY MX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
JOINT LOAD
2 FY -140
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
JOINT LOAD
2 FY -420
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 2016
LY 180 ALL
LX 180 ALL
METHOD LRFD
SGR 26 ALL
STP 1 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
LY 180 ALL
LX 180 ALL
SGR 26 ALL
STP 1 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
Output
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1
|-----------------------------------------------------------------------------|
| Member No: 1 Profile: ST W14X90 (AISC SECTIONS)|
| Status: PASS Ratio: 0.751 Loadcase: 3 |
| Location: 0.00 Ref: Cl.E3 |
| Pz: 840.0 C Vy: 0.000 Vx: 0.000 |
| Tz: 0.000 My: 0.000 Mx: 0.000 |
|-----------------------------------------------------------------------------|
| COMPRESSION SLENDERNESS |
| Actual Slenderness Ratio : 58.633 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 3 Ratio : 0.751(PASS) |
| Loc : 0.00 Condition : Cl.E3 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 2.650E+01 Axx : 2.059E+01 Ayy : 6.160E+00 |
| Ixx : 9.990E+02 Iyy : 3.620E+02 J : 4.060E+00 |
| Sxx+: 1.427E+02 Sxx-: 1.427E+02 Zxx : 1.570E+02 |
| Syy+: 4.993E+01 Syy-: 4.993E+01 Zyy : 7.560E+01 |
| Cw : 1.593E+04 x0 : 0.000E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 65.000 Fu: 80.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 360.000 |
| Design Parameters (Rolled) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 3 LOC: 360.00) |
| λ λp λr CASE |
| Flange: NonSlender 10.21 N/A 11.83 Table.B4.1a.Case1 |
| Web : NonSlender 25.86 N/A 31.47 Table.B4.1a.Case5 |
| |
| FLEXURE CLASSIFICATION (L/C: 3 LOC: 360.00) |
| λ λp λr CASE |
| Flange: NonCompact 10.21 8.03 21.12 Table.B4.1b.Case10 |
| Web : Compact 25.86 79.42 120.40 Table.B4.1b.Case15 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 5
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL TENSION |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 1550. 0.000 Cl.D2 3 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 1722.5 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 1590. 0.000 Cl.D2 3 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 26.500 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 2120.0 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 840.0 1118. 0.751 Cl.E3 3 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcx/rx = 58.633 Cl.E2 |
| Elastic Buckling Stress : Fex = 83.255 ksi Eq.E3-4 |
| Crit. Buckling Stress : Fcrx = 46.881 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 1242.3 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 840.0 1237. 0.679 Cl.E3 3 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcy/ry = 48.701 Cl.E2 |
| Elastic Buckling Stress : Fey = 120.67 ksi Eq.E3-4 |
| Crit. Buckling Stress : Fcry = 51.880 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 1374.8 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL-TORSIONAL-BUCKLING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 840.0 1271. 0.661 Cl.E4 3 0.00 |
| |
| Intermediate Results : |
| Elastic F-T-B Stress : Fe = 136.80 ksi Eq.E4-2 |
| Crit. F-T-B Stress : Fcr = 53.278 ksi Eq.E3-2 |
| Nom. Flex-tor Buckling : Pn = 1411.9 kip Eq.E4-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 6
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR SHEAR |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 722.7 0.000 Cl.G1 3 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along X : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along X : Kv = 1.2000 Cl.G6 |
| Nom. Shear Along X : Vnx = 803.01 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 240.2 0.000 Cl.G1 3 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along Y : Cv = 1.0000 - |
| Coefficient Kv Along Y : Kv = 5.3400 Eq.G2-5 |
| Nom. Shear Along Y : Vny = 240.24 kip Eq.G2-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 7
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR BENDING |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 4423. 0.000 Cl.F6.1 3 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 4914.0 kip-in Eq.F6-1 |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 6542. 0.000 Cl.F2.2 3 0.00 |
| |
| Intermediate Results : |
| Nom L-T-B Cap : Mnx = 7268.8 kip-in Eq.F2-2 |
| Mom. Distr. factor : CbX = 1.0000 Custom |
| Limiting Unbraced Length : LpX = 137.40 in Eq.F2-5 |
| coefficient C : Cx = 1.0000 Eq.F2-8a |
| Effective Rad. of Gyr. : Rts = 4.1020 in Eq.F2-7 |
| Limiting Unbraced Length : LrX = 418.78 in Eq.F2-6 |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 8627. 0.000 Cl.F3.1 3 0.00 |
| |
| Intermediate Results : |
| Nom F-L-B Cap : Mnx = 9585.8 kip-in Eq.F3-1 |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 4026. 0.000 Cl.F6.2 3 0.00 |
| |
| Intermediate Results : |
| Nom F-L-B Cap : Mny = 4473.2 kip-in Eq.F6-2 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 8
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL BEND INTERACTION |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H1 |
| RATIO CRITERIA L/C LOC |
| 0.751 Eq.H1-1a 3 0.00 |
| |
| Intermediate Results : |
| Axial Capacity : Pc = 1118.1 kip Cl.H1.1 |
| Moment Capacity : Mcx = 6541.9 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 4025.9 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|
49. LOAD LIST 4
50. PARAMETER 2
51. CODE AISC UNIFIED 2016
52. METHOD ASD
53. LY 180 ALL
54. LX 180 ALL
55. SGR 26 ALL
56. STP 1 ALL
57. TRACK 2 ALL
58. CHECK CODE ALL
PARAMETER 2
STAAD SPACE -- PAGE NO. 9
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
***NOTE : AISC 360-16 Design Statement for STAAD.Pro.
*** AXIS CONVENTION ***:
========================
The capacity results and intermediate results in the report follow the notations
and axes labels as defined in the AISC 360-16 code.
The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16
design results are reported in AISC 360-16 code axis convention.
AISC Spec. STAAD.Pro Description
------------ ----------- -------------
X/U Z Axis typically parallel to the sections principal major axis.
Y/V Y Axis typically parallel to the sections principal minor axis.
Z X Longitudinal axis perpendicular to the cross section.
SECTION FORCES AXIS MAPPING: -
AISC Spec. STAAD.Pro Description
------------ ----------- -------------
Pz FX Axial force.
Vy FY Shear force along minor axis.
Vx FZ Shear force along major axis.
Tz MX Torsional moment.
My MY Bending moment about minor axis.
Mx MZ Bending moment about major axis.
*** DESIGN MESSAGES ***:
=======================
1. Section classification reported is for the cross section and loadcase that
produced the worst case design ratio for flexure/compression Capacity results.
2. Results for any Capacity/Check that is not relevant for a section/loadcase
based on the code clause in AISC 360-16 will not be shown in the report.
3. Bending results are reported as being "about" the relevant axis (X/Y), while
the results for shear are reported as being for shear forces "along" the axis.
E.g : Mx indicates bending about the X axis, while Vx indicates shear along
the X axis.
*** ABBREVIATIONS ***:
======================
F-T-B = Flexural-Torsional Buckling
L-T-B = Lateral-Torsional Buckling
F-L-B = Flange Local Buckling
W-L-B = Web Local Buckling
L-L-B = Leg Local Buckling
C-F-Y = Compression Flange Yielding
T-F-Y = Tension Flange Yielding
STAAD SPACE -- PAGE NO. 10
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1
|-----------------------------------------------------------------------------|
| Member No: 1 Profile: ST W14X90 (AISC SECTIONS)|
| Status: PASS Ratio: 0.753 Loadcase: 4 |
| Location: 0.00 Ref: Cl.E3 |
| Pz: 560.0 C Vy: 0.000 Vx: 0.000 |
| Tz: 0.000 My: 0.000 Mx: 0.000 |
|-----------------------------------------------------------------------------|
| COMPRESSION SLENDERNESS |
| Actual Slenderness Ratio : 58.633 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 4 Ratio : 0.753(PASS) |
| Loc : 0.00 Condition : Cl.E3 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 2.650E+01 Axx : 2.059E+01 Ayy : 6.160E+00 |
| Ixx : 9.990E+02 Iyy : 3.620E+02 J : 4.060E+00 |
| Sxx+: 1.427E+02 Sxx-: 1.427E+02 Zxx : 1.570E+02 |
| Syy+: 4.993E+01 Syy-: 4.993E+01 Zyy : 7.560E+01 |
| Cw : 1.593E+04 x0 : 0.000E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 65.000 Fu: 80.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 360.000 |
| Design Parameters (Rolled) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 4 LOC: 360.00) |
| λ λp λr CASE |
| Flange: NonSlender 10.21 N/A 11.83 Table.B4.1a.Case1 |
| Web : NonSlender 25.86 N/A 31.47 Table.B4.1a.Case5 |
| |
| FLEXURE CLASSIFICATION (L/C: 4 LOC: 360.00) |
| λ λp λr CASE |
| Flange: NonCompact 10.21 8.03 21.12 Table.B4.1b.Case10 |
| Web : Compact 25.86 79.42 120.40 Table.B4.1b.Case15 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 11
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL TENSION |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 1031. 0.000 Cl.D2 4 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 1722.5 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 1060. 0.000 Cl.D2 4 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 26.500 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 2120.0 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 560.0 743.9 0.753 Cl.E3 4 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcx/rx = 58.633 Cl.E2 |
| Elastic Buckling Stress : Fex = 83.255 ksi Eq.E3-4 |
| Crit. Buckling Stress : Fcrx = 46.881 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 1242.3 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 560.0 823.3 0.680 Cl.E3 4 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcy/ry = 48.701 Cl.E2 |
| Elastic Buckling Stress : Fey = 120.67 ksi Eq.E3-4 |
| Crit. Buckling Stress : Fcry = 51.880 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 1374.8 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL-TORSIONAL-BUCKLING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 560.0 845.4 0.662 Cl.E4 4 0.00 |
| |
| Intermediate Results : |
| Elastic F-T-B Stress : Fe = 136.80 ksi Eq.E4-2 |
| Crit. F-T-B Stress : Fcr = 53.278 ksi Eq.E3-2 |
| Nom. Flex-tor Buckling : Pn = 1411.9 kip Eq.E4-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 12
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR SHEAR |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 480.8 0.000 Cl.G1 4 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along X : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along X : Kv = 1.2000 Cl.G6 |
| Nom. Shear Along X : Vnx = 803.01 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 160.2 0.000 Cl.G1 4 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along Y : Cv = 1.0000 - |
| Coefficient Kv Along Y : Kv = 5.3400 Eq.G2-5 |
| Nom. Shear Along Y : Vny = 240.24 kip Eq.G2-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 13
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR BENDING |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 2943. 0.000 Cl.F6.1 4 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 4914.0 kip-in Eq.F6-1 |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 4353. 0.000 Cl.F2.2 4 0.00 |
| |
| Intermediate Results : |
| Nom L-T-B Cap : Mnx = 7268.8 kip-in Eq.F2-2 |
| Mom. Distr. factor : CbX = 1.0000 Custom |
| Limiting Unbraced Length : LpX = 137.40 in Eq.F2-5 |
| coefficient C : Cx = 1.0000 Eq.F2-8a |
| Effective Rad. of Gyr. : Rts = 4.1020 in Eq.F2-7 |
| Limiting Unbraced Length : LrX = 418.78 in Eq.F2-6 |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 5740. 0.000 Cl.F3.1 4 0.00 |
| |
| Intermediate Results : |
| Nom F-L-B Cap : Mnx = 9585.8 kip-in Eq.F3-1 |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 2679. 0.000 Cl.F6.2 4 0.00 |
| |
| Intermediate Results : |
| Nom F-L-B Cap : Mny = 4473.2 kip-in Eq.F6-2 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 14
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL BEND INTERACTION |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H1 |
| RATIO CRITERIA L/C LOC |
| 0.753 Eq.H1-1a 4 0.00 |
| |
| Intermediate Results : |
| Axial Capacity : Pc = 743.92 kip Cl.H1.1 |
| Moment Capacity : Mcx = 4352.6 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 2678.6 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|