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V.AISC 360-16 I Minor Axis Bending F.5

Check the minor axis bending capacity of an I-shaped flexural member 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-28 – F-29, Example F.5

Details

Verify the bending capacity of a W12x58 in bending about the weak axis The member is used as a 15 ft simple span subject to a uniform dead load of 0.667 kip/ft and a uniform live load of 2.0 kip/ft. The member is braced at end points only. The material is ASTM A992 (Fy = 50 ksi).

Validation

Ultimate load (for LRFD):

wu = 1.2(0.667) + 1.6(2.0) = 4.0 kip/ft

Mu = wuL2/8 = (4.0)(15)2/8 = 112.5 kip·ft

Service level load (for ASD):

wa = 0.667 + 2.0 = 2.67 kip/ft

Ma = waL2/8 = (2.67)(15)2/8 = 75.1 kip·ft

Per the User Note in F6.2, the W12x58 has compact flanges in minor axis bending. Therefore, flange local buckling does not control.

Yielding

Mp = FyZy ≤ 1.6FySy [Eqn. F6-1]

Mp = 50×32.5 = 1,625 in·k = 135.4 ft·k

1.6×50×21.4 = 1,712 in·k = 142.7 ft·k

Mp = 135.4 ft·k

LRFD

ϕbMn = 121.9 ft·k

ASD

Mnb = 81.2 ft·k

Results

Table 1. Comparison of results
Result Type Reference STAAD.Pro Difference Comments
ϕbMny (ft·k) 121.9 121.9 none  
Mnyb (ft·k) 81.2 81.09 negligible

STAAD.Pro Input File

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

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 15-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 15 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 W12X58
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
2 FIXED BUT FX MY
1 FIXED BUT MY
LOAD 1 LOADTYPE None  TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GZ -0.667
LOAD 2 LOADTYPE None  TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GZ -2
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
METHOD LRFD
SGR 28 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
SGR 28 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH

STAAD.Pro Output

                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
 ***NOTE : AISC 360-16 Design Statement for STAAD.Pro.
 *** AXIS CONVENTION ***:
 ========================
 The capacity results and intermediate results in the report follow the notations
 and axes labels as defined in the AISC 360-16 code.
 The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16
 design results are reported in AISC 360-16 code axis convention.
   AISC Spec.      STAAD.Pro      Description
  ------------    -----------     -------------
       X               Z          Axis typically parallel to the sections principal major axis.
       Y               Y          Axis typically parallel to the sections principal minor axis.
       Z               X          Longitudinal axis perpendicular to the cross section.
 SECTION FORCES AXIS MAPPING: -
   AISC Spec.      STAAD.Pro      Description
  ------------    -----------     -------------
       Pz              FX         Axial force.
       Vy              FY         Shear force along minor axis.
       Vx              FZ         Shear force along major axis.
       Tz              MX         Torsional moment.
       My              MY         Bending moment about minor axis.
       Mx              MZ         Bending moment about major axis.
 *** DESIGN MESSAGES ***:
 =======================
    1. Section classification reported is for the cross section and loadcase that
       produced the worst case design ratio for flexure/compression Capacity results.     
    2. Results for any Capacity/Check that is not relevant for a section/loadcase
       based on the code clause in AISC 360-16 will not be shown in the report.     
    3. Bending results are reported as being �about� the relevant axis (X/Y), while 
       the results for shear are reported as being for shear forces �along� the axis.
       E.g : Mx indicates bending about the X axis, while Vx indicates shear along
       the X axis.
 *** ABBREVIATIONS ***:
 ======================
    F-T-B = Flexural-Torsional Buckling
    L-T-B = Lateral-Torsional Buckling
    F-L-B = Flange Local Buckling
    W-L-B = Web Local Buckling
    L-L-B = Leg Local Buckling
    C-F-Y = Compression Flange Yielding
    T-F-Y = Tension Flange Yielding
      STAAD SPACE                                              -- PAGE NO.    4
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
 - Member :     1 
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  W12X58              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.923       Loadcase:        3    |
|  Location:      7.50       Ref:      Cl.F6.1                                |
|  Pz:       0.000     T     Vy:        0.000           Vx:     0.5722E-06    |
|  Tz:       0.000           My:        112.5           Mx:      0.000        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     71.747                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.923(PASS)           |
|          Loc  :    7.50            Condition :    Cl.F6.1                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     7.50, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.700E+01     Axx :   1.280E+01     Ayy :   4.392E+00               |
| Ixx :   4.750E+02     Iyy :   1.070E+02     J   :   2.100E+00               |
| Sxx+:   7.787E+01     Sxx-:   7.787E+01     Zxx :   8.640E+01               |
| Syy+:   2.140E+01     Syy-:   2.140E+01     Zyy :   3.250E+01               |
| Cw  :   3.564E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        9359.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        15.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:   180.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       7.81       N/A      13.49     Table.4.1a.Case1     |
| Web   : NonSlender      27.00       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:   180.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          7.81       9.15     24.08     Table.4.1b.Case13    |
| Web   : Compact         27.00     ******    ******     Table.4.1.           |
|-----------------------------------------------------------------------------|
      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       765.0       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  850.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       828.8       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.11806     ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  1105.0     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       702.8       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  34.053                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  35543.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  6614.7     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  780.90     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       525.0       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  71.747                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  8006.6     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  4941.6     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  583.39     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       613.0       0.000     Cl.E4          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  13608.     kip/ft2    Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  5769.8     kip/ft2    Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  681.15     kip        Eq.E4-1        |
|-----------------------------------------------------------------------------|
      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     |
|              30.00       345.6       0.087     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    =  384.00     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       131.8       0.000     Cl.G1          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                -              |
|  Coefficient Kv Along Y    : Kv     =  5.3400                Eq.G2-5        |
|  Nom. Shear Along Y        : Vny    =  131.76     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
      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     |
|              0.000       324.0       0.000     Cl.F2.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  360.00     kip-ft     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -112.5       121.9       0.923     Cl.F6.1        3      7.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  135.42     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       289.2       0.000     Cl.F2.2        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  321.34     kip-ft     Eq.F2-2        |
|  Mom. Distr. factor        : CbX    =  1.0000                Custom         |
|  Limiting Unbraced Length  : LpX    =  8.8616     ft         Eq.F2-5        |
|  coefficient C             : Cx     =  1.0000                Eq.F2-8a       |
|  Effective Rad. of Gyr.    : Rts    = 0.23467     ft         Eq.F2-7        |
|  Limiting Unbraced Length  : LrX    =  29.958     ft         Eq.F2-6        |
|-----------------------------------------------------------------------------|
      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       |
|                            0.923      Eq.H1-1b            3        7.50     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  765.00     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  289.20     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  121.88     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
    46. LOAD LIST 4
    47. PARAMETER 2
    48. CODE AISC UNIFIED 2016
    49. METHOD ASD
    50. SGR 28 ALL
    51. TRACK 2 ALL
    52. CHECK CODE ALL
 PARAMETER 2       
      STAAD SPACE                                              -- PAGE NO.    9
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
 ***NOTE : AISC 360-16 Design Statement for STAAD.Pro.
 *** AXIS CONVENTION ***:
 ========================
 The capacity results and intermediate results in the report follow the notations
 and axes labels as defined in the AISC 360-16 code.
 The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16
 design results are reported in AISC 360-16 code axis convention.
   AISC Spec.      STAAD.Pro      Description
  ------------    -----------     -------------
       X               Z          Axis typically parallel to the sections principal major axis.
       Y               Y          Axis typically parallel to the sections principal minor axis.
       Z               X          Longitudinal axis perpendicular to the cross section.
 SECTION FORCES AXIS MAPPING: -
   AISC Spec.      STAAD.Pro      Description
  ------------    -----------     -------------
       Pz              FX         Axial force.
       Vy              FY         Shear force along minor axis.
       Vx              FZ         Shear force along major axis.
       Tz              MX         Torsional moment.
       My              MY         Bending moment about minor axis.
       Mx              MZ         Bending moment about major axis.
 *** DESIGN MESSAGES ***:
 =======================
    1. Section classification reported is for the cross section and loadcase that
       produced the worst case design ratio for flexure/compression Capacity results.     
    2. Results for any Capacity/Check that is not relevant for a section/loadcase
       based on the code clause in AISC 360-16 will not be shown in the report.     
    3. Bending results are reported as being �about� the relevant axis (X/Y), while 
       the results for shear are reported as being for shear forces �along� the axis.
       E.g : Mx indicates bending about the X axis, while Vx indicates shear along
       the X axis.
 *** ABBREVIATIONS ***:
 ======================
    F-T-B = Flexural-Torsional Buckling
    L-T-B = Lateral-Torsional Buckling
    F-L-B = Flange Local Buckling
    W-L-B = Web Local Buckling
    L-L-B = Leg Local Buckling
    C-F-Y = Compression Flange Yielding
    T-F-Y = Tension Flange Yielding
      STAAD SPACE                                              -- PAGE NO.   10
                       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  W12X58              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.925       Loadcase:        4    |
|  Location:      7.50       Ref:      Cl.F6.1                                |
|  Pz:       0.000     T     Vy:        0.000           Vx:     0.4768E-06    |
|  Tz:       0.000           My:        75.01           Mx:      0.000        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     71.747                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        0.925(PASS)           |
|          Loc  :    7.50            Condition :    Cl.F6.1                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     7.50, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.700E+01     Axx :   1.280E+01     Ayy :   4.392E+00               |
| Ixx :   4.750E+02     Iyy :   1.070E+02     J   :   2.100E+00               |
| Sxx+:   7.787E+01     Sxx-:   7.787E+01     Zxx :   8.640E+01               |
| Syy+:   2.140E+01     Syy-:   2.140E+01     Zyy :   3.250E+01               |
| Cw  :   3.564E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        9359.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        15.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      4 LOC:   180.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       7.81       N/A      13.49     Table.4.1a.Case1     |
| Web   : NonSlender      27.00       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:   180.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          7.81       9.15     24.08     Table.4.1b.Case13    |
| Web   : Compact         27.00     ******    ******     Table.4.1.           |
|-----------------------------------------------------------------------------|
      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 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       509.0       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  850.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       552.5       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.11806     ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  1105.0     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       467.6       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  34.053                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  35543.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  6614.7     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  780.90     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       349.3       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  71.747                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  8006.6     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  4941.6     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  583.39     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       407.9       0.000     Cl.E4          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  13608.     kip/ft2    Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  5769.8     kip/ft2    Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  681.15     kip        Eq.E4-1        |
|-----------------------------------------------------------------------------|
      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 SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              20.00       229.9       0.087     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    =  384.00     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       87.84       0.000     Cl.G1          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                -              |
|  Coefficient Kv Along Y    : Kv     =  5.3400                Eq.G2-5        |
|  Nom. Shear Along Y        : Vny    =  131.76     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
      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 BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       215.6       0.000     Cl.F2.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  360.00     kip-ft     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -75.01       81.09       0.925     Cl.F6.1        4      7.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  135.42     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       192.4       0.000     Cl.F2.2        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  321.34     kip-ft     Eq.F2-2        |
|  Mom. Distr. factor        : CbX    =  1.0000                Custom         |
|  Limiting Unbraced Length  : LpX    =  8.8616     ft         Eq.F2-5        |
|  coefficient C             : Cx     =  1.0000                Eq.F2-8a       |
|  Effective Rad. of Gyr.    : Rts    = 0.23467     ft         Eq.F2-7        |
|  Limiting Unbraced Length  : LrX    =  29.958     ft         Eq.F2-6        |
|-----------------------------------------------------------------------------|
      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 AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.925      Eq.H1-1b            4        7.50     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  508.98     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  192.42     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  81.088     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|