# V.AISC 360-16 W Member Selection F.4

Verify the selection of an optimized wide flange section for 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-26 – F-27, Example F.4

## Details

Select a wide flange section based on moment of inertia required to limit deflection. The member is used as a 30 ft simple span which caries a uniform dead load of 0.8 kip/ft and a uniform live load of 2 kip/ft. The member is continuously braced. The material is ASTM A992 (Fy = 50 ksi).

## Validation

wu = 1.2(0.8) + 1.6(2.0) = 4.16 kip/ft

Mu = wuL2/8 = (4.16)(30)2/8 = 468 kip·ft

wa = 0.8 + 2.0 = 2.8 kip/ft

Ma = waL2/8 = (2.8)(30)2/8 = 315 kip·ft

Minimum Moment of Inertia

Assume a live load deflection limit of L/360 = 30×12/360 = 1.0 in

$Δmax⁡=5wLL4384EI$

Try a W24x55 (Ix = 1,350 in4)

The W24x55 is a compact section and the member is continuously braced.

Mn = Mp = FyZx = 50×134 = 6,700 in·k

LRFD

ϕbMn = 502.5 ft·k > 468 ft·k (OK)

ASD

Mnb = 334.3 ft·k > 315 ft·k (OK)

## Results

Table 1. Comparison of results
Selected section, LRFD W24x55 W24x55 none
Selected section, ASD W24x55 W25x55 none

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

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 14-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 30 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 W24X192
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
2 FIXED BUT FX MZ
1 PINNED
1 UNI GY -0.8
1 UNI GY -2
1 1.2 2 1.6
1 1.0 2 1.0
PERFORM ANALYSIS
DEFINE ENVELOPE
3 ENVELOPE 1 TYPE STRENGTH
4 ENVELOPE 2 TYPE SERVICEABILITY
END DEFINE ENVELOPE
PARAMETER 1
CODE AISC UNIFIED 2016
BEAM 1 ALL
DFF 240 ALL
DJ1 1 ALL
DJ2 2 ALL
SGR 28 ALL
TRACK 2 ALL
FLX 2 ALL
PROFILE W24 ALL
METHOD LRFD
SELECT OPTIMIZED
PARAMETER 2
CODE AISC UNIFIED 2016
BEAM 1 ALL
DFF 240 ALL
DJ1 1 ALL
DJ2 2 ALL
SGR 28 ALL
TRACK 2 ALL
FLX 2 ALL
PROFILE W24 ALL
METHOD ASD
SELECT OPTIMIZED
FINISH


                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
***NOTE : AISC 360-16 Design Statement for STAAD.Pro.
*** AXIS CONVENTION ***:
========================
The capacity results and intermediate results in the report follow the notations
and axes labels as defined in the AISC 360-16 code.
The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16
design results are reported in AISC 360-16 code axis convention.
------------    -----------     -------------
X               Z          Axis typically parallel to the sections principal major axis.
Y               Y          Axis typically parallel to the sections principal minor axis.
Z               X          Longitudinal axis perpendicular to the cross section.
SECTION FORCES AXIS MAPPING: -
------------    -----------     -------------
Pz              FX         Axial force.
Vy              FY         Shear force along minor axis.
Vx              FZ         Shear force along major axis.
Tz              MX         Torsional moment.
My              MY         Bending moment about minor axis.
Mx              MZ         Bending moment about major axis.
*** DESIGN MESSAGES ***:
=======================
1. Section classification reported is for the cross section and loadcase that
produced the worst case design ratio for flexure/compression Capacity results.
2. Results for any Capacity/Check that is not relevant for a section/loadcase
based on the code clause in AISC 360-16 will not be shown in the report.
3. Bending results are reported as being �about� the relevant axis (X/Y), while
the results for shear are reported as being for shear forces �along� the axis.
E.g : Mx indicates bending about the X axis, while Vx indicates shear along
the X axis.
*** ABBREVIATIONS ***:
======================
F-T-B = Flexural-Torsional Buckling
L-T-B = Lateral-Torsional Buckling
F-L-B = Flange Local Buckling
W-L-B = Web Local Buckling
L-L-B = Leg Local Buckling
C-F-Y = Compression Flange Yielding
T-F-Y = Tension Flange Yielding
STAAD SPACE                                              -- PAGE NO.    4
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  W24X192             (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.223       Loadcase:        3    |
|  Location:     15.00       Ref:      Cl.F2.1                                |
|  Pz:       0.000     T     Vy:       0.1144E-05       Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -468.0        |
|-----------------------------------------------------------------------------|
|  Status:        PASS       Ratio:         0.223       Loadcase:        3    |
|  Location:     15.00       Ref:      Cl.F2.1                                |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :    117.541                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.223(PASS)           |
|          Loc  :   15.00            Condition :    Cl.F2.1                   |
|-----------------------------------------------------------------------------|
| SERVICEABILITY CHECKS                                                      |
| Critical L/C  :      4             Ratio     :        0.186(PASS)           |
|          Loc  :   15.00            Condition :    Deflection                |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    15.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   5.650E+01     Axx :   3.796E+01     Ayy :   2.066E+01               |
| Ixx :   6.260E+03     Iyy :   5.300E+02     J   :   3.080E+01               |
| Sxx+:   4.910E+02     Sxx-:   4.910E+02     Zxx :   5.590E+02               |
| Syy+:   8.154E+01     Syy-:   8.154E+01     Zyy :   1.260E+02               |
| Cw  :   7.724E+04     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        9359.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        30.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:   360.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       4.45       N/A      13.49     Table.4.1a.Case1     |
| Web   : NonSlender      26.64       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:   360.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          4.45       9.15     24.08     Table.4.1b.Case10    |
| Web   : Compact         26.64      90.55    137.27     Table.4.1b.Case15    |
|-----------------------------------------------------------------------------|
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       2542.       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  2825.0     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       2754.       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.39236     ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  3672.5     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       2334.       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  34.201                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  35236.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  6609.8     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  2593.4     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       923.9       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  117.54                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  2983.2     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  2616.3     kip/ft2    Eq.E3-3        |
|  Nom. Flexural Buckling    : Pny    =  1026.5     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       1930.       0.000     Cl.E4          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  10933.     kip/ft2    Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  5465.5     kip/ft2    Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  2144.4     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     |
|              0.000       1025.       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    =  1138.8     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              62.40       619.7       0.101     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    =  619.65     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     |
|             -468.0       2096.       0.223     Cl.F2.1        3     15.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  2329.2     kip-ft     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       472.5       0.000     Cl.F6.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  525.00     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
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       |
|                            0.223      Eq.H1-1b            3       15.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  2542.5     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  2096.3     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  472.50     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
|-----------------------------------------------------------------------------|
|                         CHECKS FOR DEFLECTION                               |
|-----------------------------------------------------------------------------|
|                            RATIO           L/C          LOC                 |
|                            0.186            4           15.00               |
| Actual Deflection    : 0.27953      in.    Actual Span/Defl. :  1287.9      |
| Allowable Deflection :  1.5000      in.    Allow Span/Defl.  :  240.00      |
|-----------------------------------------------------------------------------|
PARAMETER 1
STAAD SPACE                                              -- PAGE NO.    9
STAAD.PRO MEMBER SELECTION - 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.   10
STAAD.PRO MEMBER SELECTION - AISC 360-16 LRFD (V1.2)
********************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  W24X55              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.931       Loadcase:        3    |
|  Location:     15.00       Ref:      Cl.F2.1                                |
|  Pz:       0.000     T     Vy:       0.1144E-05       Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -468.0        |
|-----------------------------------------------------------------------------|
|  Status:        PASS       Ratio:         0.931       Loadcase:        3    |
|  Location:     15.00       Ref:      Cl.F2.1                                |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :    268.605                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.931(PASS)           |
|          Loc  :   15.00            Condition :    Cl.F2.1                   |
|-----------------------------------------------------------------------------|
| SERVICEABILITY CHECKS                                                      |
| Critical L/C  :      4             Ratio     :        0.864(PASS)           |
|          Loc  :   15.00            Condition :    Deflection                |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    15.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.620E+01     Axx :   7.080E+00     Ayy :   9.322E+00               |
| Ixx :   1.350E+03     Iyy :   2.910E+01     J   :   1.180E+00               |
| Sxx+:   1.144E+02     Sxx-:   1.144E+02     Zxx :   1.340E+02               |
| Syy+:   8.302E+00     Syy-:   8.302E+00     Zyy :   1.330E+01               |
| Cw  :   3.866E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        9359.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        30.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:   360.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       6.94       N/A      13.49     Table.4.1a.Case1     |
| Web   : Slender         54.63       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:   360.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          6.94       9.15     24.08     Table.4.1b.Case10    |
| Web   : Compact         54.63      90.55    137.27     Table.4.1b.Case15    |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   11
STAAD.PRO MEMBER SELECTION - 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       729.0       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  810.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       789.8       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.11250     ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  1053.0     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       568.6       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  39.436                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  26502.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  6426.1     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  631.83     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       50.73       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  268.60                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  571.26     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  500.99     kip/ft2    Eq.E3-3        |
|  Nom. Flexural Buckling    : Pny    =  56.362     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       201.7       0.000     Cl.E4          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  2271.5     kip/ft2    Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  1992.1     kip/ft2    Eq.E3-3        |
|  Nom. Flex-tor Buckling    : Pn     =  224.11     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   12
STAAD.PRO MEMBER SELECTION - 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       191.2       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    =  212.40     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              62.40       251.7       0.248     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    =  279.66     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   13
STAAD.PRO MEMBER SELECTION - 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     |
|             -468.0       502.5       0.931     Cl.F2.1        3     15.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  558.33     kip-ft     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       49.81       0.000     Cl.F6.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  55.350     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   14
STAAD.PRO MEMBER SELECTION - 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       |
|                            0.931      Eq.H1-1b            3       15.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  729.00     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  502.50     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  49.815     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
|-----------------------------------------------------------------------------|
|                         CHECKS FOR DEFLECTION                               |
|-----------------------------------------------------------------------------|
|                            RATIO           L/C          LOC                 |
|                            0.864            4           15.00               |
| Actual Deflection    :  1.2962      in.    Actual Span/Defl. :  277.73      |
| Allowable Deflection :  1.5000      in.    Allow Span/Defl.  :  240.00      |
|-----------------------------------------------------------------------------|
** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. **
PARAMETER 1
STAAD SPACE                                              -- PAGE NO.   15
STAAD.PRO MEMBER SELECTION - 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.   16
STAAD.PRO MEMBER SELECTION - AISC 360-16 LRFD (V1.2)
********************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  W24X55              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.931       Loadcase:        3    |
|  Location:     15.00       Ref:      Cl.F2.1                                |
|  Pz:       0.000     T     Vy:       0.1144E-05       Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -468.0        |
|-----------------------------------------------------------------------------|
|  Status:        PASS       Ratio:         0.931       Loadcase:        3    |
|  Location:     15.00       Ref:      Cl.F2.1                                |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :    268.605                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.931(PASS)           |
|          Loc  :   15.00            Condition :    Cl.F2.1                   |
|-----------------------------------------------------------------------------|
| SERVICEABILITY CHECKS                                                      |
| Critical L/C  :      4             Ratio     :        0.864(PASS)           |
|          Loc  :   15.00            Condition :    Deflection                |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    15.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.620E+01     Axx :   7.080E+00     Ayy :   9.322E+00               |
| Ixx :   1.350E+03     Iyy :   2.910E+01     J   :   1.180E+00               |
| Sxx+:   1.144E+02     Sxx-:   1.144E+02     Zxx :   1.340E+02               |
| Syy+:   8.302E+00     Syy-:   8.302E+00     Zyy :   1.330E+01               |
| Cw  :   3.866E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        7200.000              Fu:        9359.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        30.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:   360.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       6.94       N/A      13.49     Table.4.1a.Case1     |
| Web   : Slender         54.63       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:   360.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          6.94       9.15     24.08     Table.4.1b.Case10    |
| Web   : Compact         54.63      90.55    137.27     Table.4.1b.Case15    |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   17
STAAD.PRO MEMBER SELECTION - 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       729.0       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  810.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       789.8       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.11250     ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  1053.0     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       568.6       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  39.436                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  26502.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  6426.1     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  631.83     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       50.73       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  268.60                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  571.26     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  500.99     kip/ft2    Eq.E3-3        |
|  Nom. Flexural Buckling    : Pny    =  56.362     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       201.7       0.000     Cl.E4          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  2271.5     kip/ft2    Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  1992.1     kip/ft2    Eq.E3-3        |
|  Nom. Flex-tor Buckling    : Pn     =  224.11     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   18
STAAD.PRO MEMBER SELECTION - 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       191.2       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    =  212.40     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              62.40       251.7       0.248     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    =  279.66     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   19
STAAD.PRO MEMBER SELECTION - 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     |
|             -468.0       502.5       0.931     Cl.F2.1        3     15.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  558.33     kip-ft     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       49.81       0.000     Cl.F6.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  55.350     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   20
STAAD.PRO MEMBER SELECTION - 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       |
|                            0.931      Eq.H1-1b            3       15.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  729.00     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  502.50     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  49.815     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
|-----------------------------------------------------------------------------|
|                         CHECKS FOR DEFLECTION                               |
|-----------------------------------------------------------------------------|
|                            RATIO           L/C          LOC                 |
|                            0.864            4           15.00               |
| Actual Deflection    :  1.2962      in.    Actual Span/Defl. :  277.73      |
| Allowable Deflection :  1.5000      in.    Allow Span/Defl.  :  240.00      |
|-----------------------------------------------------------------------------|
57. PARAMETER 2
58. CODE AISC UNIFIED 2016
59. BEAM 1 ALL
60. DFF 240 ALL
61. DJ1 1 ALL
62. DJ2 2 ALL
63. SGR 28 ALL
64. TRACK 2 ALL
65. FLX 2 ALL
66. PROFILE W24 ALL
67. METHOD ASD
68. SELECT OPTIMIZED
PARAMETER 2
STAAD SPACE                                              -- PAGE NO.   21
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.   22
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  W24X55              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.864       Loadcase:        4    |
|  Location:     15.00       Ref:      Deflection                             |
|-----------------------------------------------------------------------------|
|-----------------------------------------------------------------------------|
|                         CHECKS FOR DEFLECTION                               |
|-----------------------------------------------------------------------------|
|                            RATIO           L/C          LOC                 |
|                            0.864            4           15.00               |
| Actual Deflection    :  1.2962      in.    Actual Span/Defl. :  277.73      |
| Allowable Deflection :  1.5000      in.    Allow Span/Defl.  :  240.00      |
|-----------------------------------------------------------------------------|
PARAMETER 2
STAAD SPACE                                              -- PAGE NO.   23
STAAD.PRO MEMBER SELECTION - 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.   24
STAAD.PRO MEMBER SELECTION - AISC 360-16 ASD (V1.2)
*******************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  W24X55              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.864       Loadcase:        4    |
|  Location:     15.00       Ref:      Deflection                             |
|-----------------------------------------------------------------------------|
** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. **
PARAMETER 2
STAAD SPACE                                              -- PAGE NO.   25
STAAD.PRO MEMBER SELECTION - 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.   26
STAAD.PRO MEMBER SELECTION - AISC 360-16 ASD (V1.2)
*******************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  W24X55              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.864       Loadcase:        4    |
|  Location:     15.00       Ref:      Deflection                             |
|-----------------------------------------------------------------------------|
69. FINISH
****************************************************************************
**WARNING** SOME MEMBER SIZES HAVE CHANGED SINCE LAST ANALYSIS.
IN THE POST PROCESSOR, MEMBER QUERIES WILL USE THE LAST
ANALYSIS FORCES WITH THE UPDATED MEMBER SIZES.
TO CORRECT THIS INCONSISTENCY, PLEASE DO ONE MORE ANALYSIS.
FROM THE UPPER MENU, PRESS RESULTS, UPDATE PROPERTIES, THEN
FILE SAVE; THEN ANALYZE AGAIN WITHOUT THE GROUP OR SELECT
COMMANDS.
****************************************************************************