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V.AISC 360-16 HSST Compact Flange F.6

Verify the flexural strength of a square HSS flexural member with 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, pp.F-30 – F-31. Example F.6

Details

Verify the bending capacity of a HSST 3.5x3.5x1/8. The member is used as a 7.5 ft simple span subject to a uniform dead load of 0.145 kip/ft and a uniform live load of 0.435 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(0.145) + 1.6(0.435) = 0.87 kip/ft

Mu = wuL2/8 = (0.87)(7.5)2/8 = 6.12 kip·ft

Service level load (for ASD):

wa = 0.145 + 0.435 = 0.58 kip/ft

Ma = waL2/8 = (0.58)(7.5)2/8 = 4.08 kip·ft

From the AISC Manual Table 3-13:

LRFD

ϕbMn = 7.21 ft·k

ASD

Mnb = 4.79 ft·k

However, this does not account for using the design wall thickness for calculating the slenderness ratio for the flange local buckling as per section B4.2.

b\t = [3.5 - 3×(0.93×0.125)] / (0.93×0.125) = 27.1

λ p = 1.12 E F y = 1.12 29,000 50 = 26.97 < 27.1
Note: STAAD.Pro uses the design wall thickness for this calculation and thus considers the section as non-compact.

Mp = Z×Fy = 1.93×50 = 96.5 in·k = 8.04 ft·k

For non-compact sections:

Mn=Mp(MpFyS)(3.57btfFyE4.0)Mp[Eqn. F7-2]
Mn=96.5(96.550×1.66)(3.57×27.15029,0004.0)=96.27 in⋅k =8.02 ft⋅k

LRFD

ϕbMn = 7.22 ft·k

ASD

Mnb = 4.80 ft·k

Results

Table 1. Comparison of results
Result Type Reference STAAD.Pro Difference Comments
Flange slenderness compact non-compact n/a The reference does not consider the design wall thickness, which increases the slenderness ratio just above the plastic limit.
ϕbMn (ft·k) 7.22 7.209 negligible  
Mnb (ft·k) 4.8 4.796 negligible

STAAD.Pro Input File

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\360-2016\Bending\AISC 360-16 HSST Compact Flange F.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 7.5 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 HSST3.5X3.5X0.125
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 -0.145
LOAD 2 LOADTYPE None  TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.435
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 SPACE                                              -- PAGE NO.    3
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 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 (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
 - Member :     1 
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  HSST3.5X3.5X0.125   (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.849       Loadcase:        3    |
|  Location:      3.75       Ref:      Cl.F7.2                                |
|  Pz:       0.000     T     Vy:       -.1907E-06       Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -6.117        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     65.585                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.849(PASS)           |
|          Loc  :    3.75            Condition :    Cl.F7.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     3.75, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.540E+00     Axx :   7.313E-01     Ayy :   7.313E-01               |
| Ixx :   2.900E+00     Iyy :   2.900E+00     J   :   4.580E+00               |
| Sxx+:   1.657E+00     Sxx-:   1.657E+00     Zxx :   1.930E+00               |
| Syy+:   1.657E+00     Syy-:   1.657E+00     Zyy :   1.930E+00               |
| Cw  :   0.000E+00     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        8927.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:         7.500                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:    90.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender      27.17       N/A      33.72     Table.4.1a.Case6     |
| Web   : NonSlender      27.17       N/A      33.72     Table.4.1a.Case6     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:    90.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact      27.17      26.97     33.72     Table.4.1b.Case17    |
| Web   : Compact         27.17      58.28    137.27     Table.4.1b.Case19    |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.    5
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 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       69.30       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  77.000     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       71.61       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.10694E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  95.480     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       50.60       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  65.585                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  9581.9     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  5257.1     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  56.222     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       50.60       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  65.585                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  9581.9     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  5257.1     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  56.222     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.    6
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 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       19.74       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    =  21.938     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              3.263       19.74       0.165     Cl.G1          3      7.50   |
|                                                                             |
| 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    =  21.938     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.    7
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -6.117       7.238       0.845     Cl.F7.1        3      3.75   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  8.0417     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       7.238       0.000     Cl.F7.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  8.0417     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -6.117       7.209       0.849     Cl.F7.2        3      3.75   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  8.0099     kip-ft     Eq.F7-2        |
|-----------------------------------------------------------------------------|
| WEB LOCAL BUCK(Y)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       7.209       0.000     Cl.F7.2        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Web Local Buckling    : Mny    =  8.0099     kip-ft     Eq.F7-2        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.    8
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| CLAUSE H1                                                                   |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.849      Eq.H1-1b            3        3.75     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Factor       : Cb     =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  69.300     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  7.2089     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  7.2089     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.    9
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 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       5.964       0.000     Cl.H3.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  4320.0     kip/ft2    Eq.H3-3        |
|  Nom. Strength             : Tn     =  6.6268     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 (V1.1)
                     ****************************************************
 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 (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
 - Member :     1 
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  HSST3.5X3.5X0.125   (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.850       Loadcase:        4    |
|  Location:      3.75       Ref:      Cl.F7.2                                |
|  Pz:       0.000     T     Vy:       -.1192E-06       Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -4.078        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     65.585                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        0.850(PASS)           |
|          Loc  :    3.75            Condition :    Cl.F7.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     3.75, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.540E+00     Axx :   7.313E-01     Ayy :   7.313E-01               |
| Ixx :   2.900E+00     Iyy :   2.900E+00     J   :   4.580E+00               |
| Sxx+:   1.657E+00     Sxx-:   1.657E+00     Zxx :   1.930E+00               |
| Syy+:   1.657E+00     Syy-:   1.657E+00     Zyy :   1.930E+00               |
| Cw  :   0.000E+00     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        8927.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:         7.500                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      4 LOC:    90.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender      27.17       N/A      33.72     Table.4.1a.Case6     |
| Web   : NonSlender      27.17       N/A      33.72     Table.4.1a.Case6     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:    90.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact      27.17      26.97     33.72     Table.4.1b.Case17    |
| Web   : Compact         27.17      58.28    137.27     Table.4.1b.Case19    |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.   12
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 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       46.11       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  77.000     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       47.74       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.10694E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  95.480     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       33.67       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  65.585                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  9581.9     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  5257.1     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  56.222     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       33.67       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  65.585                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  9581.9     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  5257.1     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  56.222     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.   13
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 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       13.14       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    =  21.938     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              2.175       13.14       0.166     Cl.G1          4      7.50   |
|                                                                             |
| 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    =  21.938     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.   14
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -4.078       4.815       0.847     Cl.F7.1        4      3.75   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  8.0417     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       4.815       0.000     Cl.F7.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  8.0417     kip-ft     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -4.078       4.796       0.850     Cl.F7.2        4      3.75   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  8.0099     kip-ft     Eq.F7-2        |
|-----------------------------------------------------------------------------|
| WEB LOCAL BUCK(Y)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       4.796       0.000     Cl.F7.2        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Web Local Buckling    : Mny    =  8.0099     kip-ft     Eq.F7-2        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.   15
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| CLAUSE H1                                                                   |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.850      Eq.H1-1b            4        3.75     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Factor       : Cb     =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  46.108     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  4.7964     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  4.7964     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.   16
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 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       3.968       0.000     Cl.H3.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  4320.0     kip/ft2    Eq.H3-3        |
|  Nom. Strength             : Tn     =  6.6268     kip-ft     Eq.H3-1        |
|-----------------------------------------------------------------------------|