# V.AISC 360-16 W LTB Test F.1-2B

Verify the available lateral-torsional buckling capacity of a wide-flange section which is braced at third points with major axis bending 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-10 – F-11, Example F.1-2B

## Details

Verify the bending capacity of a W18x50. The member is used as a 35 ft simple span subject to uniform loads. The member is braced at ends and at third points. The material is ASTM A992 (Fy = 50 ksi).

## Validation

Nonuniform Moment Modification

From Table 3-1 of Reference 1:

• Cb = 1.01 for center segment
• Cb = 1.45 for end segments

By inspection, the center segment will govern.

Lb = 35 / 5 = 11.7 ft

The limiting lengths for lateral-torsional buckling are:

 $Lp=1.75ryEFy=1.75(1.65)29,00050=69.9 in = 5.83 ft$ [Eqn. F2-5]
 $Lr=1.95rtsE0.7FyJcSxho+(JcSxho)2+6.76(E0.7Fy)2$ [Eqn. F2-6]
where
 c = 1 for a doubly symmetric I-shape (Eqn. F2-8a)
$Lr=1.95(1.98)29,0000.7(50)1.24(1.0)88.9(17.4)+(1.24(1.0)88.9(17.4))2+6.76(29,0000.7(50))2=203 in= 16.9 ft$

Mp = FyZx = 50×101 = 5,050 in·k

 $Mn=Cb[Mp−(Mp−0.7FySx)(Lb−LpLr−Lp)]≤Mp$ [Eqn. F3-1]

LRFD

ϕbMn = 304.7 ft·k

ASD

Mnb = 202.7 ft·k

## Results

Table 2. Comparison of results
ϕbMn (ft·k) 304.7 305.5 negligible
Mnb (ft·k) 202.7 203.3 negligible

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

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 06-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 35 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 W18X50
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
2 FIXED BUT FX MZ
1 FIXED BUT MZ
1 UNI GY -0.45
1 UNI GY -0.75
1 1.2 2 1.6
1 1.0 2 1.0
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
SGR 28 ALL
CB 1.01 ALL
LX 11.67 ALL
UNB 11.67 ALL
UNT 11.67 ALL
TRACK 2 ALL
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
SGR 28 ALL
CB 1.01 ALL
LX 11.67 ALL
UNB 11.67 ALL
UNT 11.67 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH


                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
***NOTE : AISC 360-16 Design Statement for STAAD.Pro.
*** AXIS CONVENTION ***:
========================
The capacity results and intermediate results in the report follow the notations
and axes labels as defined in the AISC 360-16 code.
The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16
design results are reported in AISC 360-16 code axis convention.
------------    -----------     -------------
X               Z          Axis typically parallel to the sections principal major axis.
Y               Y          Axis typically parallel to the sections principal minor axis.
Z               X          Longitudinal axis perpendicular to the cross section.
SECTION FORCES AXIS MAPPING: -
------------    -----------     -------------
Pz              FX         Axial force.
Vy              FY         Shear force along minor axis.
Vx              FZ         Shear force along major axis.
Tz              MX         Torsional moment.
My              MY         Bending moment about minor axis.
Mx              MZ         Bending moment about major axis.
*** DESIGN MESSAGES ***:
=======================
1. Section classification reported is for the cross section and loadcase that
produced the worst case design ratio for flexure/compression Capacity results.
2. Results for any Capacity/Check that is not relevant for a section/loadcase
based on the code clause in AISC 360-16 will not be shown in the report.
3. Bending results are reported as being �about� the relevant axis (X/Y), while
the results for shear are reported as being for shear forces �along� the axis.
E.g : Mx indicates bending about the X axis, while Vx indicates shear along
the X axis.
*** ABBREVIATIONS ***:
======================
F-T-B = Flexural-Torsional Buckling
L-T-B = Lateral-Torsional Buckling
F-L-B = Flange Local Buckling
W-L-B = Web Local Buckling
L-L-B = Leg Local Buckling
C-F-Y = Compression Flange Yielding
T-F-Y = Tension Flange Yielding
STAAD SPACE                                              -- PAGE NO.    7
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  W18X50              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.872       Loadcase:        3    |
|  Location:     17.50       Ref:      Cl.F2.2                                |
|  Pz:       0.000     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -266.4        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :    254.294                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.872(PASS)           |
|          Loc  :   17.50            Condition :    Cl.F2.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    17.50, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.470E+01     Axx :   8.550E+00     Ayy :   6.390E+00               |
| Ixx :   8.000E+02     Iyy :   4.010E+01     J   :   1.240E+00               |
| Sxx+:   8.889E+01     Sxx-:   8.889E+01     Zxx :   1.010E+02               |
| Syy+:   1.069E+01     Syy-:   1.069E+01     Zyy :   1.660E+01               |
| Cw  :   3.044E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        9359.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        35.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:   420.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       6.58       N/A      13.49     Table.4.1a.Case1     |
| Web   : Slender         45.23       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:   420.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          6.58       9.15     24.08     Table.4.1b.Case10    |
| Web   : Compact         45.23      90.55    137.27     Table.4.1b.Case15    |
|-----------------------------------------------------------------------------|
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 TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       661.5       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  735.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       716.6       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.10208     ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  955.50     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       506.3       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  56.933                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  12716.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  5680.7     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  562.50     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       51.36       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  254.29                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  637.37     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  558.97     kip/ft2    Eq.E3-3        |
|  Nom. Flexural Buckling    : Pny    =  57.061     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       478.8       0.000     Cl.E4          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  9995.5     kip/ft2    Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  5325.9     kip/ft2    Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  531.99     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    9
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       230.8       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    =  256.50     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              30.45       191.7       0.159     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    =  191.70     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   10
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     |
|             -266.4       378.8       0.703     Cl.F2.1        3     17.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  420.83     kip-ft     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       62.25       0.000     Cl.F6.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  69.167     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -266.4       305.5       0.872     Cl.F2.2        3     17.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  339.47     kip-ft     Eq.F2-2        |
|  Mom. Distr. factor        : CbX    =  1.0100                Custom         |
|  Limiting Unbraced Length  : LpX    =  5.8339     ft         Eq.F2-5        |
|  coefficient C             : Cx     =  1.0000                Eq.F2-8a       |
|  Effective Rad. of Gyr.    : Rts    = 0.16521     ft         Eq.F2-7        |
|  Limiting Unbraced Length  : LrX    =  16.964     ft         Eq.F2-6        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   11
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       |
|                            0.872      Eq.H1-1b            3       17.50     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  661.50     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  305.53     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  62.250     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
52. PARAMETER 2
53. CODE AISC UNIFIED 2016
54. METHOD ASD
55. SGR 28 ALL
56. CB 1.01 ALL
57. LX 11.67 ALL
58. UNB 11.67 ALL
59. UNT 11.67 ALL
60. TRACK 2 ALL
61. CHECK CODE ALL
PARAMETER 2
STAAD SPACE                                              -- PAGE NO.   12
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
***NOTE : AISC 360-16 Design Statement for STAAD.Pro.
*** AXIS CONVENTION ***:
========================
The capacity results and intermediate results in the report follow the notations
and axes labels as defined in the AISC 360-16 code.
The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16
design results are reported in AISC 360-16 code axis convention.
------------    -----------     -------------
X               Z          Axis typically parallel to the sections principal major axis.
Y               Y          Axis typically parallel to the sections principal minor axis.
Z               X          Longitudinal axis perpendicular to the cross section.
SECTION FORCES AXIS MAPPING: -
------------    -----------     -------------
Pz              FX         Axial force.
Vy              FY         Shear force along minor axis.
Vx              FZ         Shear force along major axis.
Tz              MX         Torsional moment.
My              MY         Bending moment about minor axis.
Mx              MZ         Bending moment about major axis.
*** DESIGN MESSAGES ***:
=======================
1. Section classification reported is for the cross section and loadcase that
produced the worst case design ratio for flexure/compression Capacity results.
2. Results for any Capacity/Check that is not relevant for a section/loadcase
based on the code clause in AISC 360-16 will not be shown in the report.
3. Bending results are reported as being �about� the relevant axis (X/Y), while
the results for shear are reported as being for shear forces �along� the axis.
E.g : Mx indicates bending about the X axis, while Vx indicates shear along
the X axis.
*** ABBREVIATIONS ***:
======================
F-T-B = Flexural-Torsional Buckling
L-T-B = Lateral-Torsional Buckling
F-L-B = Flange Local Buckling
W-L-B = Web Local Buckling
L-L-B = Leg Local Buckling
C-F-Y = Compression Flange Yielding
T-F-Y = Tension Flange Yielding
STAAD SPACE                                              -- PAGE NO.   13
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  W18X50              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.904       Loadcase:        4    |
|  Location:     17.50       Ref:      Cl.F2.2                                |
|  Pz:       0.000     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -183.8        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :    254.294                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        0.904(PASS)           |
|          Loc  :   17.50            Condition :    Cl.F2.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    17.50, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.470E+01     Axx :   8.550E+00     Ayy :   6.390E+00               |
| Ixx :   8.000E+02     Iyy :   4.010E+01     J   :   1.240E+00               |
| Sxx+:   8.889E+01     Sxx-:   8.889E+01     Zxx :   1.010E+02               |
| Syy+:   1.069E+01     Syy-:   1.069E+01     Zyy :   1.660E+01               |
| Cw  :   3.044E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        9359.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        35.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      4 LOC:   420.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       6.58       N/A      13.49     Table.4.1a.Case1     |
| Web   : Slender         45.23       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:   420.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          6.58       9.15     24.08     Table.4.1b.Case10    |
| Web   : Compact         45.23      90.55    137.27     Table.4.1b.Case15    |
|-----------------------------------------------------------------------------|
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 TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       440.1       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  735.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       477.7       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.10208     ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  955.50     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       336.8       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  56.933                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  12716.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  5680.7     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  562.50     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       34.17       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  254.29                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  637.37     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  558.97     kip/ft2    Eq.E3-3        |
|  Nom. Flexural Buckling    : Pny    =  57.061     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       318.6       0.000     Cl.E4          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  9995.5     kip/ft2    Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  5325.9     kip/ft2    Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  531.99     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   15
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       153.6       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    =  256.50     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              21.00       127.8       0.164     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    =  191.70     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   16
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -183.8       252.0       0.729     Cl.F2.1        4     17.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  420.83     kip-ft     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       41.42       0.000     Cl.F6.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  69.167     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -183.8       203.3       0.904     Cl.F2.2        4     17.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  339.47     kip-ft     Eq.F2-2        |
|  Mom. Distr. factor        : CbX    =  1.0100                Custom         |
|  Limiting Unbraced Length  : LpX    =  5.8339     ft         Eq.F2-5        |
|  coefficient C             : Cx     =  1.0000                Eq.F2-8a       |
|  Effective Rad. of Gyr.    : Rts    = 0.16521     ft         Eq.F2-7        |
|  Limiting Unbraced Length  : LrX    =  16.964     ft         Eq.F2-6        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   17
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       |
|                            0.904      Eq.H1-1b            4       17.50     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  440.12     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  203.28     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  41.417     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|