# V.AISC 360-16 HSST Slender Flange F.8

Verify the available flexural strength of a square HSS flexural member with slender flange per AISC 360-16 code.

## References

1. Steel Construction Manual, 15th Edition, American Institute of Steel Construction, 2017
2. Design Examples, Version 15.0, American Institute of Steel Construction, 2017, pg F-39 – F-41, Example F.8B

## Details

Verify the bending capacity of a HSST 18x8x3/16. The member is used as a 21 ft simple span subject to a uniform dead load of 0.125 kip/ft and a uniform live load of 0.375 kip/ft. The member is continuously braced. The material is ASTM A500 Grade C (Fy = 50 ksi).

## Validation

Ultimate load (for LRFD):

wu = 1.2(0.125) + 1.6(0.375) = 0.75 kip/ft

Mu = wuL2/8 = (0.75)(21)2/8 = 41.3 kip·ft

Service level load (for ASD):

wa = 0.125 + 0.375 = 0.50 kip/ft

Ma = waL2/8 = (0.50)(21)2/8 = 27.6 kip·ft

Flange slenderness ratio

λ = b/tf = 43.0 (From Reference 1, Table 1-12)

$λr=1.40EFy=1.4029,00050=33.7$

λ > λr, therefore, the flange is slender.

Web slenderness ratio:

λ = h/tf = 54.4 (From Reference 1, Table 1-12)

$λp=2.42EFy=2.4229,00050=58.3$

λ < λp, therefore, the web is compact (limit state of web local buckling need not be checked).

Flange Local Buckling

 Mn = FySe [Eqn. F7-3]

where
 Se = the effect section modulus $Ieff(H/2)$ Ieff = the effective moment of inertia. A simplified method as presented in Reference 2 is used, with the effective flange width: $Ieff≈Ix−(Σbt312+Σad2)$ be = the effective flange width of the compression flange, per Section F7.2(c) of Reference 1: $=1.92tfEFy(1−0.38b/tfEFy)≤b$ b = usable flange width = b - 3t = 8.0 - 3(0.174) = 7.48 in

The portion of the compression flange that is not effective: b - be = 7.48 - 6.33 = 1.15 in

Mn = 50×12.1 = 605 in·k = 50.4 ft·k

LRFD

ϕbMn = 45.4 ft·k

ASD

Mnb = 30.2 ft·k

## Results

Table 1. Comparison of results
Result Type Reference STAAD.Pro Difference Comments
Flange slenderness slender slender none
ϕbMn (ft·k) 45.4 46.28 1.9%
Mnb (ft·k) 30.2 30.79 2.0%

## STAAD.Pro Input File

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-16 HSST Slender Flange F.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 19-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 21 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 HSST8X8X0.188
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE None  TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -0.125
LOAD 2 LOADTYPE None  TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.375
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
FLX 2 ALL
METHOD LRFD
SGR 5 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
FLX 2 ALL
METHOD ASD
SGR 5 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH


## STAAD.Pro Output

                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (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               Z          Axis typically parallel to the sections principal major axis.
Y               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.    4
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  HSST8X8X0.188       (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.893       Loadcase:        3    |
|  Location:     10.50       Ref:      Cl.F7.2                                |
|  Pz:       0.000     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -41.34        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     79.175                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.893(PASS)           |
|          Loc  :   10.50            Condition :    Cl.F7.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    10.50, PROPERTIES UNIT: IN  )                  |
| Ag  :   5.370E+00     Axx :   2.602E+00     Ayy :   2.602E+00               |
| Ixx :   5.440E+01     Iyy :   5.440E+01     J   :   8.450E+01               |
| Sxx+:   1.360E+01     Sxx-:   1.360E+01     Zxx :   1.570E+01               |
| Syy+:   1.360E+01     Syy-:   1.360E+01     Zyy :   1.570E+01               |
| Cw  :   0.000E+00     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        8927.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        21.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:   252.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Slender         42.98       N/A      33.72     Table.4.1a.Case6     |
| Web   : Slender         42.98       N/A      33.72     Table.4.1a.Case6     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:   252.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Slender         42.98      26.97     33.72     Table.4.1b.Case17    |
| Web   : Compact         42.98      58.28    137.27     Table.4.1b.Case19    |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    5
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       241.6       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  268.50     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       249.7       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.37292E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  332.94     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       151.6       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  79.175                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  6574.8     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  4552.8     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  168.40     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       151.6       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  79.175                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  6574.8     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  4552.8     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  168.40     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    6
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       70.26       0.000     Cl.G1          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  5.0000                Cl.G4          |
|  Nom. Shear Along X        : Vnx    =  78.070     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              7.875       70.26       0.112     Cl.G1          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along Y    : Kv     =  5.0000                Cl.G4          |
|  Nom. Shear Along Y        : Vny    =  78.070     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    7
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -41.34       58.88       0.702     Cl.F7.1        3     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  65.417     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       58.88       0.000     Cl.F7.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  65.417     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -41.34       46.28       0.893     Cl.F7.2        3     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  51.425     kip-ft     Eq.F7-3        |
|-----------------------------------------------------------------------------|
| WEB LOCAL BUCK(Y)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       46.28       0.000     Cl.F7.2        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Web Local Buckling    : Mny    =  51.425     kip-ft     Eq.F7-3        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    8
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.893      Eq.H1-1b            3       10.50     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  241.65     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  46.283     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  46.283     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    9
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR TORSION                                  |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       47.91       0.000     Cl.H3.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  4320.0     kip/ft2    Eq.H3-3        |
|  Nom. Strength             : Tn     =  53.233     kip-ft     Eq.H3-1        |
|-----------------------------------------------------------------------------|
47. LOAD LIST 4
48. PARAMETER 2
49. CODE AISC UNIFIED 2016
50. FLX 2 ALL
51. METHOD ASD
52. SGR 5 ALL
53. TRACK 2 ALL
54. CHECK CODE ALL
PARAMETER 2
STAAD SPACE                                              -- PAGE NO.   10
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  FEET (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               Z          Axis typically parallel to the sections principal major axis.
Y               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.   11
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  HSST8X8X0.188       (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.895       Loadcase:        4    |
|  Location:     10.50       Ref:      Cl.F7.2                                |
|  Pz:       0.000     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -27.56        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     79.175                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        0.895(PASS)           |
|          Loc  :   10.50            Condition :    Cl.F7.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    10.50, PROPERTIES UNIT: IN  )                  |
| Ag  :   5.370E+00     Axx :   2.602E+00     Ayy :   2.602E+00               |
| Ixx :   5.440E+01     Iyy :   5.440E+01     J   :   8.450E+01               |
| Sxx+:   1.360E+01     Sxx-:   1.360E+01     Zxx :   1.570E+01               |
| Syy+:   1.360E+01     Syy-:   1.360E+01     Zyy :   1.570E+01               |
| Cw  :   0.000E+00     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        8927.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        21.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      4 LOC:   252.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Slender         42.98       N/A      33.72     Table.4.1a.Case6     |
| Web   : Slender         42.98       N/A      33.72     Table.4.1a.Case6     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:   252.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Slender         42.98      26.97     33.72     Table.4.1b.Case17    |
| Web   : Compact         42.98      58.28    137.27     Table.4.1b.Case19    |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   12
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       160.8       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  268.50     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       166.5       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.37292E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  332.94     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       100.8       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  79.175                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  6574.8     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  4552.8     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  168.40     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       100.8       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  79.175                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  6574.8     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  4552.8     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  168.40     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   13
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       46.75       0.000     Cl.G1          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  5.0000                Cl.G4          |
|  Nom. Shear Along X        : Vnx    =  78.070     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              5.250       46.75       0.112     Cl.G1          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along Y    : Kv     =  5.0000                Cl.G4          |
|  Nom. Shear Along Y        : Vny    =  78.070     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   14
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -27.56       39.17       0.704     Cl.F7.1        4     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  65.417     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       39.17       0.000     Cl.F7.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  65.417     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -27.56       30.79       0.895     Cl.F7.2        4     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  51.425     kip-ft     Eq.F7-3        |
|-----------------------------------------------------------------------------|
| WEB LOCAL BUCK(Y)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       30.79       0.000     Cl.F7.2        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Web Local Buckling    : Mny    =  51.425     kip-ft     Eq.F7-3        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   15
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
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ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.895      Eq.H1-1b            4       10.50     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  160.78     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  30.793     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  30.793     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   16
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
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ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR TORSION                                  |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       31.88       0.000     Cl.H3.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  4320.0     kip/ft2    Eq.H3-3        |
|  Nom. Strength             : Tn     =  53.233     kip-ft     Eq.H3-1        |
|-----------------------------------------------------------------------------|