# V.AISC 360-16 HSST NonCompact Flange F.7

Verify the available flexural strength of a Rectangular HSS flexural member with non-compact flanges per the 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-34 – F-36, Example F.7B

## Details

Verify the bending capacity of a HSST 10x6x3/16. The member is used as a 21 ft simple span subject to a uniform dead load of 0.15 kip/ft and a uniform live load of 0.4 kip/ft. The member is braced at end points only. The material is ASTM A500 Grade C (Fy = 50 ksi).

## Validation

wu = 1.2(0.15) + 1.6(0.4) = 0.82 kip/ft

Mu = wuL2/8 = (0.82)(21)2/8 = 45.2 kip·ft

wa = 0.15 + 0.4 = 0.55 kip/ft

Ma = waL2/8 = (0.55)(21)2/8 = 30.3 kip·ft

Flange slenderness ratio

λ = b/tf = 31.5 (From Reference 1, Table 1-11)

$λ p = 1.12 E F y = 1.12 29 , 000 50 = 27.0$
$λ r = 1.40 E F y = 1.40 29 , 000 50 = 33.7$

λp < λ < λr, therefore, the flange is non-compact .

Web slenderness ratio:

λ = h/tf = 54.5 (From Reference 1, Table 1-11)

$λp=2.42EFy=2.4229,00050=58.3$

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

Flange Local Buckling

Mp = FyZx = 50 × 18.0 = 900 in·k = 75 ft·k

For non-compact sections:

 $Mn=Mp−(Mp−FyS)(3.57btfFyE−4.0)≤Mp$ [Eqn. F7-2]

Yielding and Lateral-Torsional Buckling

Lb = 21 ft = 252 in

The moment at the quarter and three-quarter points on a simply supported beam under uniform distributed load (Table 3-23, Case 1 in Reference 1) is 3/32wl2, which is simply 3/4 of the maximum moment at midspan. In other words, MA = MC = 3/4×MB. Therefore, the lateral-torsional buckling modification factor becomes:
 $Cb=12.5Mmax⁡2.5Mmax⁡+3MA+4MB+3MC=12.5(1.0)2.5(1.0)=3(0.75)+4(1.0)=3(0.75)=1.14$ [Eqn. F1-1]

Lp < Lb < Lr, therefore the nominal moment in the lateral-torsional limit state is given by:

 $Mn=Cb[Mp−(Mp+0.7FySx)(Lb−LpLr−Lp)]≤Mp$ [Eqn. F7-10]

Flange buckling controls, Mn = 66.4 ft·k

LRFD

ϕbMn = 59.8 ft·k

ASD

Mnb = 39.8 ft·k

## Results

Table 1. Comparison of results
Flange classification non-compact non-compact none
ϕbMn (ft·k) 59.8 59.80 none
Mnb (ft·k) 39.8 39.79 negligible

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-16 HSST NonCompact 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
CONSTANTS
MATERIAL STEEL ALL
MEMBER PROPERTY AMERICAN
1 TABLE ST HSST10X6X0.188
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
1 UNI GY -0.15
1 UNI GY -0.4
1 1.2 2 1.6
1 1.0 2 1.0
PERFORM ANALYSIS
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
CB 0 ALL
SGR 5 ALL
TRACK 2 ALL
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
CB 0 ALL
SGR 5 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH


                       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.
------------    -----------     -------------
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: -
------------    -----------     -------------
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  HSST10X6X0.188      (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.756       Loadcase:        3    |
|  Location:     10.50       Ref:      Cl.F7.2                                |
|  Pz:       0.000     T     Vy:       0.1431E-06       Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -45.20        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :    100.002                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.756(PASS)           |
|          Loc  :   10.50            Condition :    Cl.F7.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    10.50, PROPERTIES UNIT: IN  )                  |
| Ag  :   5.370E+00     Axx :   1.906E+00     Ayy :   3.298E+00               |
| Ixx :   7.460E+01     Iyy :   3.410E+01     J   :   7.380E+01               |
| Sxx+:   1.492E+01     Sxx-:   1.492E+01     Zxx :   1.800E+01               |
| Syy+:   1.137E+01     Syy-:   1.137E+01     Zyy :   1.270E+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: NonSlender      31.48       N/A      33.72     Table.4.1a.Case6     |
| Web   : Slender         54.47       N/A      33.72     Table.4.1a.Case6     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:   252.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact      31.48      26.97     33.72     Table.4.1b.Case17    |
| Web   : Compact         54.47      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       152.4       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  67.611                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  9016.2     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  5154.4     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  169.38     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       111.2       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  100.00                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  4121.3     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  3465.6     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  123.59     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       51.47       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    =  57.190     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              8.610       89.06       0.097     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    =  98.950     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     |
|             -45.20       67.50       0.670     Cl.F7.1        3     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  75.000     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       47.63       0.000     Cl.F7.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  52.917     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -45.20       67.50       0.670     Cl.F7.4        3     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  75.000     kip-ft     Eq.F7-10       |
|  Mom. Distr. factor        : CbX    =  1.1364                Eq.F1-1        |
|  Limiting Unbraced Length  : LpX    =  17.511     ft         Eq.F7-12       |
|  Limiting Unbraced Length  : LrX    =  464.32     ft         Eq.F7-13       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -45.20       59.80       0.756     Cl.F7.2        3     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  66.442     kip-ft     Eq.F7-2        |
|-----------------------------------------------------------------------------|
| WEB LOCAL BUCK(Y)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       33.73       0.000     Cl.F7.2        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Web Local Buckling    : Mny    =  37.476     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       |
|                            0.756      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    =  59.797     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  33.728     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       44.78       0.000     Cl.H3.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  4320.0     kip/ft2    Eq.H3-3        |
|  Nom. Strength             : Tn     =  49.753     kip-ft     Eq.H3-1        |
|-----------------------------------------------------------------------------|
48. PARAMETER 2
49. CODE AISC UNIFIED 2016
50. METHOD ASD
51. CB 0 ALL
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.
------------    -----------     -------------
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: -
------------    -----------     -------------
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  HSST10X6X0.188      (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.762       Loadcase:        4    |
|  Location:     10.50       Ref:      Cl.F7.2                                |
|  Pz:       0.000     T     Vy:       0.1192E-06       Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -30.32        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :    100.002                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        0.762(PASS)           |
|          Loc  :   10.50            Condition :    Cl.F7.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    10.50, PROPERTIES UNIT: IN  )                  |
| Ag  :   5.370E+00     Axx :   1.906E+00     Ayy :   3.298E+00               |
| Ixx :   7.460E+01     Iyy :   3.410E+01     J   :   7.380E+01               |
| Sxx+:   1.492E+01     Sxx-:   1.492E+01     Zxx :   1.800E+01               |
| Syy+:   1.137E+01     Syy-:   1.137E+01     Zyy :   1.270E+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: NonSlender      31.48       N/A      33.72     Table.4.1a.Case6     |
| Web   : Slender         54.47       N/A      33.72     Table.4.1a.Case6     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:   252.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact      31.48      26.97     33.72     Table.4.1b.Case17    |
| Web   : Compact         54.47      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       101.4       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  67.611                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  9016.2     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  5154.4     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  169.38     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       74.01       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  100.00                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  4121.3     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  3465.6     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  123.59     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       34.25       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    =  57.190     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              5.775       59.25       0.097     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    =  98.950     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     |
|             -30.32       44.91       0.675     Cl.F7.1        4     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  75.000     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       31.69       0.000     Cl.F7.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  52.917     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -30.32       44.91       0.675     Cl.F7.4        4     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  75.000     kip-ft     Eq.F7-10       |
|  Mom. Distr. factor        : CbX    =  1.1364                Eq.F1-1        |
|  Limiting Unbraced Length  : LpX    =  17.511     ft         Eq.F7-12       |
|  Limiting Unbraced Length  : LrX    =  464.32     ft         Eq.F7-13       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -30.32       39.79       0.762     Cl.F7.2        4     10.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  66.442     kip-ft     Eq.F7-2        |
|-----------------------------------------------------------------------------|
| WEB LOCAL BUCK(Y)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       22.44       0.000     Cl.F7.2        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Web Local Buckling    : Mny    =  37.476     kip-ft     Eq.F7-3        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   15
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (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       |
|                            0.762      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    =  39.785     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  22.441     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   16
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (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       29.79       0.000     Cl.H3.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  4320.0     kip/ft2    Eq.H3-3        |
|  Nom. Strength             : Tn     =  49.753     kip-ft     Eq.H3-1        |
|-----------------------------------------------------------------------------|