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V.AISC 360-16 WT Shape F.10

Verify the available flexural strength of a WT ("split tee") member per the AISC 60-16 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-45 – F-47. Example F.10

Details

Verify the bending capacity of a WT5x6. The member is used as a 6.0 ft simple span. The member is continuously braced. The material is ASTM A992 (Fy = 50 ksi).

Validation

The member is continuously braced, so lateral-torsional buckling does not control.

Yielding

Mn = FyZx ≤ 1.6My [Eqn. F9-2]

where
My
=
FySx = 50×1.22 = 61 in·k

Mn = 50×2.20 = 110 in·k > 1.6(61.0) = 97.6 in·k

Flange Local Buckling

λ = b/2tf = 9.43 (from Table 1-8 of Reference 1)

λp=0.38EFy=0.3829,00050=9.15
λp=1.0EFy=1.029,00050=24.1

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

For non-compact sections:

Mn=Mp(Mp0.7FySx)(λλpλrλp)1.6My[Eqn. F9-14]
Mn=110[1100.7(50)(3.20)](9.439.1524.19.15)=110 in⋅k>96.7 in⋅k

Mn = 97.6 in·k = 8.13 ft·k

LRFD

ϕbMn = 7.32 ft·k

ASD

Mnb = 4.87 ft·k

Results

Table 1. Comparison of results
Result Type Reference STAAD.Pro Difference Comments
ϕbMn (ft·k) 7.32 7.21 1.5%  
Mnb (ft·k) 4.87 4.797 1.5%

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 WT Shape F.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 6 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 T W10X12
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 -0.08
LOAD 2 LOADTYPE None  TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.24
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 28 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
FLX 2 ALL
METHOD ASD
SGR 28 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:  T   W10X12              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.300       Loadcase:        3    |
|  Location:      3.00       Ref:      Cl.F9.1                                |
|  Pz:       0.000     T     Vy:       -.7749E-07       Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -2.160        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     91.750                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.300(PASS)           |
|          Loc  :    3.00            Condition :    Cl.F9.1                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     3.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.770E+00     Axx :   8.316E-01     Ayy :   9.376E-01               |
| Ixx :   4.303E+00     Iyy :   1.090E+00     J   :   2.735E-02               |
| Sxx+:   3.178E+00     Sxx-:   1.202E+00     Zxx :   2.202E+00               |
| Syy+:   5.505E-01     Syy-:   5.505E-01     Zyy :   8.700E-01               |
| Cw  :   2.546E-02     x0  :   1.249E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        9359.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:         6.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:    72.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       9.43       N/A      13.49     Table.4.1a.Case1     |
| Web   : Slender         25.97       N/A      18.06     Table.4.1a.Case4     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:    72.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact       9.43       9.15     24.08     Table.4.1b.Case10    |
| Web   : NonCompact      25.97      20.23     36.61     Table.4.1b.Case14    |
|-----------------------------------------------------------------------------|
      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       79.65       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  88.500     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       86.29       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.12292E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  115.05     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       61.26       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  46.178                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  19328.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  6160.5     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  68.072     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       42.17       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  91.750                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  4896.1     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  3890.6     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  46.853     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       31.54       0.000     Cl.E4          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Constant                  : H      = 0.66133                Eq.E4-8        |
|  Euler Buckling Stress     : Fez    =  5434.0     kip/ft2    Eq.E4-7        |
|  Elastic F-T-B Stress      : Fe     =  3253.0     kip/ft2    Eq.E4-3        |
|  Crit. F-T-B Stress        : Fcr    =  2851.0     kip/ft2    Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  35.044     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
      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       22.45       0.000     Cl.G1          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  1.2000                Cl.G6          |
|  Nom. Shear Along X        : Vnx    =  24.948     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              1.440       25.32       0.057     Cl.G1          3      6.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along Y    : Kv     =  1.2000                Cl.G3          |
|  Nom. Shear Along Y        : Vny    =  28.129     kip        Eq.G3-1        |
|-----------------------------------------------------------------------------|
      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     |
|             -2.160       7.210       0.300     Cl.F9.1        3      3.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  8.0109     kip-ft     Eq.F9-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       3.263       0.000     Cl.F6.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  3.6250     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -2.160       7.210       0.300     Cl.F9.3        3      3.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  8.0109     kip-ft     Eq.F9-14       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(Y)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       3.229       0.000     Cl.F6.2        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mny    =  3.5875     kip-ft     Eq.F6-2        |
|-----------------------------------------------------------------------------|
| WEB LOCAL BUCK(X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             0.4441E-16   3.941       0.000     Cl.F9.4        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom W-L-B Cap             : Mnx    =  4.3788     kip-ft     Eq.F9-16       |
|  Critical Com. W-B Stress  : FcrX   =  6296.9     kip/ft2    Eq.F9-18       |
|-----------------------------------------------------------------------------|
      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       |
|                            0.300      Eq.H1-1b            3        3.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  79.650     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  7.2098     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  3.2288     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
    46. LOAD LIST 4
    47. PARAMETER 2
    48. CODE AISC UNIFIED 2016
    49. FLX 2 ALL
    50. METHOD ASD
    51. SGR 28 ALL
    52. TRACK 2 ALL
    53. CHECK CODE ALL
 PARAMETER 2       
      STAAD SPACE                                              -- PAGE NO.    9
                       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.   10
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
 - Member :     1 
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  T   W10X12              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.300       Loadcase:        4    |
|  Location:      3.00       Ref:      Cl.F9.1                                |
|  Pz:       0.000     T     Vy:       -.4470E-07       Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -1.440        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     91.750                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        0.300(PASS)           |
|          Loc  :    3.00            Condition :    Cl.F9.1                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     3.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.770E+00     Axx :   8.316E-01     Ayy :   9.376E-01               |
| Ixx :   4.303E+00     Iyy :   1.090E+00     J   :   2.735E-02               |
| Sxx+:   3.178E+00     Sxx-:   1.202E+00     Zxx :   2.202E+00               |
| Syy+:   5.505E-01     Syy-:   5.505E-01     Zyy :   8.700E-01               |
| Cw  :   2.546E-02     x0  :   1.249E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        9359.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:         6.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      4 LOC:    72.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       9.43       N/A      13.49     Table.4.1a.Case1     |
| Web   : Slender         25.97       N/A      18.06     Table.4.1a.Case4     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:    72.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact       9.43       9.15     24.08     Table.4.1b.Case10    |
| Web   : NonCompact      25.97      20.23     36.61     Table.4.1b.Case14    |
|-----------------------------------------------------------------------------|
      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 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       52.99       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  88.500     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       57.52       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.12292E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  115.05     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       40.76       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  46.178                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  19328.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  6160.5     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  68.072     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       28.06       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  91.750                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  4896.1     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  3890.6     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  46.853     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       20.98       0.000     Cl.E4          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Constant                  : H      = 0.66133                Eq.E4-8        |
|  Euler Buckling Stress     : Fez    =  5434.0     kip/ft2    Eq.E4-7        |
|  Elastic F-T-B Stress      : Fe     =  3253.0     kip/ft2    Eq.E4-3        |
|  Crit. F-T-B Stress        : Fcr    =  2851.0     kip/ft2    Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  35.044     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
      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 SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       14.94       0.000     Cl.G1          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  1.2000                Cl.G6          |
|  Nom. Shear Along X        : Vnx    =  24.948     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             0.9600       16.84       0.057     Cl.G1          4      6.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along Y    : Kv     =  1.2000                Cl.G3          |
|  Nom. Shear Along Y        : Vny    =  28.129     kip        Eq.G3-1        |
|-----------------------------------------------------------------------------|
      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 BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.440       4.797       0.300     Cl.F9.1        4      3.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  8.0109     kip-ft     Eq.F9-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       2.171       0.000     Cl.F6.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  3.6250     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -1.440       4.797       0.300     Cl.F9.3        4      3.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  8.0109     kip-ft     Eq.F9-14       |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(Y)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       2.148       0.000     Cl.F6.2        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mny    =  3.5875     kip-ft     Eq.F6-2        |
|-----------------------------------------------------------------------------|
| WEB LOCAL BUCK(X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             0.3701E-16   2.622       0.000     Cl.F9.4        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom W-L-B Cap             : Mnx    =  4.3788     kip-ft     Eq.F9-16       |
|  Critical Com. W-B Stress  : FcrX   =  6296.9     kip/ft2    Eq.F9-18       |
|-----------------------------------------------------------------------------|
      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 AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| CLAUSE H1                                                                   |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.300      Eq.H1-1b            4        3.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  52.994     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  4.7969     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  2.1482     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|