# V. AISC 360-16 Shear Weak Axis

Verify the shear strength of an I section loaded in the weak axis using the LRFD and ASD methods per AISC 360-16.

## References

1. Steel Construction Manual, 15th Edition, American Institute of Steel Construction, 2017
2. Design Examples, Version 15.0, American Institute of Steel Construction, 2017, pp G-14 - G-15, Example G.1B

## Details

From the reference:

Verify the available shear strength and adequacy of an ASTM A992 W21X48 beam with end shears of 20.0 kips from dead load and 60.0 kips from live load in the weak direction.

## Validation

Cv2 = 1.0 for all ASTM A6 W shapes with Fy ≤ 70 ksi, per the User Note in section G6 of the AISC 360-16 specification.

The nominal shear strength is:

 Vn = 2×[0.6FybftfCv2 ]= 2×[0.6 (50)(8.14)(0.43)(1.0)] = 210.0 kips

LRFD

The shear strength is:

 ϕvVn = 0.90(210.0) = 189.0 kips

The ultimate shear demand is:

 Vu = 1.2 (20) + 1.6 (60) = 120 kips

ASD

The allowable shear is:

 Vn/Ωv = 306 / 1.67 = 125.8 kips

The shear demand is:

 Va = 20 + 60 = 80 kips

## Results

Table 1. Comparison of results
Shear capacity, ϕvVn, X axis (kips) LRFD 189 189.0 none
Shear demand, Vu, X axis (kips) LRFD 120 120.0 none
Shear capacity, Vnvm, X axis (kips) ASD 125.8 125.8 none The reference rounds this value to 126 kips.
Shear demand, Va, X axis (kips) ASD 80 80.0 none

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

``````STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 27-Nov-18
JOB NAME AISC Desgin Example v15.0 - G.6
END JOB INFORMATION
*********************************************
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 4 0 0;
MEMBER INCIDENCES
1 1 2;
**********************************************
DEFINE MATERIAL START
ISOTROPIC STEEL_50_KSI
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 7200 FU 8928 RY 1.5 RT 1.2
END DEFINE MATERIAL
**********************************************
MEMBER PROPERTY AMERICAN
1 TABLE ST W21X48
*
CONSTANTS
MATERIAL STEEL_50_KSI ALL
BETA 90.0 MEMBER 1
*
SUPPORTS
1 PINNED
2 FIXED BUT FX MY MZ
**********************************************
UNIT INCHES KIP
1 CON GY -40
1 CON GY -120
*
UNIT FEET KIP
1 1.2 2 1.6
*
1 1.0 2 1.0
*********************************************
PERFORM ANALYSIS
UNIT INCHES KIP
PRINT SUPPORT REACTION ALL
*********************************************
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
*
TRACK 2 ALL
CHECK CODE ALL
*********************************************
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
*
TRACK 2 ALL
CHECK CODE ALL
FINISH
``````

```                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (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.    5
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  W21X48              (AISC SECTIONS)|
|  Status:        FAIL       Ratio:         4.346       Loadcase:        3    |
|  Location:     24.00       Ref:      Cl.F6.2                                |
|  Pz:       0.000     T     Vy:        0.000           Vx:     -120.0        |
|  Tz:       0.000           My:       -2880.           Mx:      0.000        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     28.973                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        4.346(FAIL)           |
|          Loc  :   24.00            Condition :    Cl.F6.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    24.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.410E+01     Axx :   7.000E+00     Ayy :   7.210E+00               |
| Ixx :   9.590E+02     Iyy :   3.870E+01     J   :   8.030E-01               |
| Sxx+:   9.311E+01     Sxx-:   9.311E+01     Zxx :   1.070E+02               |
| Syy+:   9.509E+00     Syy-:   9.509E+00     Zyy :   1.490E+01               |
| Cw  :   3.931E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:          50.000              Fu:          62.000                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        48.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:   12.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:    48.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       9.47       N/A      13.49     Table.4.1a.Case1     |
| Web   : Slender         53.54       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:    48.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact       9.47       9.15     24.08     Table.4.1b.Case13    |
| Web   : Compact         53.54     ******    ******     Table.4.1.           |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    6
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       634.5       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  705.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       655.7       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     =  14.100     in2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  874.20     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       556.1       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  5.8202                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  8449.2     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  49.876     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  617.87     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       529.2       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  28.973                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  340.96     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  47.023     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  588.02     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       537.9       0.000     Cl.E4          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  498.48     ksi        Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  47.944     ksi        Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  597.69     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    7
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              120.0       189.0       0.635     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    =  210.01     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       216.3       0.000     Cl.G1          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                -              |
|  Coefficient Kv Along Y    : Kv     =  5.3400                Eq.G2-5        |
|  Nom. Shear Along Y        : Vny    =  216.30     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    8
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              2880.       670.5       4.295     Cl.F6.1        3     24.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  745.00     kip-in     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       4775.       0.000     Cl.F3.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  5306.1     kip-in     Eq.F3-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(Y)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              2880.       662.7       4.346     Cl.F6.2        3     24.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mny    =  736.35     kip-in     Eq.F6-2        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    9
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            4.346      Eq.H1-1b            3       24.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  634.50     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  4775.5     kip-in     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  662.71     kip-in     Cl.H1.1        |
|-----------------------------------------------------------------------------|
62. *********************************************
64. PARAMETER 2
65. CODE AISC UNIFIED 2016
66. METHOD ASD
67. *
68. TRACK 2 ALL
69. CHECK CODE ALL
PARAMETER 2
STAAD SPACE                                              -- PAGE NO.   10
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (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.   11
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  W21X48              (AISC SECTIONS)|
|  Status:        FAIL       Ratio:         4.354       Loadcase:        4    |
|  Location:     24.00       Ref:      Cl.F6.2                                |
|  Pz:       0.000     T     Vy:        0.000           Vx:     -80.00        |
|  Tz:       0.000           My:       -1920.           Mx:      0.000        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     28.973                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        4.354(FAIL)           |
|          Loc  :   24.00            Condition :    Cl.F6.2                   |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:    24.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.410E+01     Axx :   7.000E+00     Ayy :   7.210E+00               |
| Ixx :   9.590E+02     Iyy :   3.870E+01     J   :   8.030E-01               |
| Sxx+:   9.311E+01     Sxx-:   9.311E+01     Zxx :   1.070E+02               |
| Syy+:   9.509E+00     Syy-:   9.509E+00     Zyy :   1.490E+01               |
| Cw  :   3.931E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:          50.000              Fu:          62.000                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        48.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:   12.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      4 LOC:    48.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       9.47       N/A      13.49     Table.4.1a.Case1     |
| Web   : Slender         53.54       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:    48.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonCompact       9.47       9.15     24.08     Table.4.1b.Case13    |
| Web   : Compact         53.54     ******    ******     Table.4.1.           |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   12
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       422.2       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  705.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       437.1       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     =  14.100     in2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  874.20     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       370.0       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  5.8202                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  8449.2     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  49.876     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  617.87     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       352.1       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  28.973                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  340.96     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  47.023     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  588.02     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       357.9       0.000     Cl.E4          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  498.48     ksi        Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  47.944     ksi        Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  597.69     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   13
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              80.00       125.8       0.636     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    =  210.01     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       144.2       0.000     Cl.G1          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                -              |
|  Coefficient Kv Along Y    : Kv     =  5.3400                Eq.G2-5        |
|  Nom. Shear Along Y        : Vny    =  216.30     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   14
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              1920.       446.1       4.304     Cl.F6.1        4     24.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  745.00     kip-in     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       3177.       0.000     Cl.F3.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mnx    =  5306.1     kip-in     Eq.F3-1        |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(Y)                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              1920.       440.9       4.354     Cl.F6.2        4     24.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom F-L-B Cap             : Mny    =  736.35     kip-in     Eq.F6-2        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   15
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            4.354      Eq.H1-1b            4       24.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Modification Fact. for Cb : Cbf    =  1.0000                Eq.H1-2        |
|  Axial Capacity            : Pc     =  422.16     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  3177.3     kip-in     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  440.93     kip-in     Cl.H1.1        |
|-----------------------------------------------------------------------------|
```