# V. AISC 360-16 UPT Pipe Section

Verify the axial compression capacity, shear capacity, flexure capacity, torsional capacity, and interaction ratio of a user-provided pipe section member per both the LRFD and ASD methods of the AISC 360-16 code.

## Details

A 5' × 5' portal frame consists of W12x72 columns and a UPT pipe member for the beam. The pipe outer diameter, D, is 10" and the thickness, t, is 0.25".

The following load cases are evaluated:
1. A uniformly distributed load of -2.25 k/in along the beam in the global Y direction.
2. Lateral loads at the top of the left column of 50 kips in the global X direction and 25 kips in the global Z direction (out of plane).
3. A concentrated torque of 0.75 in·kips at mid-span of the beam.
Material Properties
• E = 29,000 ksi
• Fy = 50 ksi

## Validation

Design Forces

The following design loads are used from the STAAD.Pro analysis are then used:
1. Mz = 599.6 in·kips, Fy = 67.5 kips

Section Properties

• Inner diameter, d = 10 - 2×0.25 = 9.5 in.
• Area,
• Shear area, Ay = Ax= Ag / 2 = 3.83 in2
• Moment of inertia,
• Elastic section modulus,
• Plastic section modulus,
• HSS Torsional constant,

Section Classification

Flange in compression

$λ = D t = 10 0.25 = 40$

Per Table 4.1a Case 9, $λ < λ r = 0.11 E F y = 0.11 29,000 50 = 63.8$, therefore flanges are non-slender for compression.

Web in compression

Per Table 4.1a, Case 9, $λ < λ r = 0.11 E F y = 0.11 29,000 50 = 63.8$, therefore the web is non-slender for compression.

Flexure classification:

Per Table 4.1b, Case 20, $λ < λ p = 0.07 E F y = 0.11 29,000 50 = 40.6$, therefore flange is compact for bending.

Compression Capacity

Effective slenderness ratio:

$k x L x r x = 1.0 ( 60 ) 3.448 = 17.40 < 4.71 E F y = 4.71 29 , 000 50 = 113.4$

Elastic buckling stress:

 (Eq. E3-4)
$F y F e = 50 945 = 0.053 < 2.25$

Critical buckling stress:

 (Eq. E3-2)

Nominal buckling strength:

 Pn = Ag× Fcr = 7.66 × 48.91 = 374.5 kips (Eq. E3-1)

The axial capacity:
• The ultimate compression capacity (LRFD) = ϕcPn = 0.9 × 374.5 = 337.0 kips
• The allowable compression capacity (ASD) = Pnc = 374.5 / 1.67 = 224.3 kips

Calculate Shear Capacity

Critical stress is the minimum of Fcr1, Fcr2, and Fcr3:

So, Fcr = 30 ksi.

The nominal shear strength:

Vn = Fcr × Ax = 30 × 3.83 = 114.9 kips

The axial capacity:
• The ultimate shear capacity (LRFD) = ϕvVn = 0.9 × 114.9 = 103.4 kips
• The allowable shear capacity (ASD) = Vnv = 114.9 / 1.67 = 68.78 kips

Calculate Bending Capacity

Bending capacity in plastic yielding (compact section):

 My = Fy × Zx = 50 × 23.77 = 1,189 in·kips (Eq F8-1)

The bending capacity for flexural yielding about the Y axis:
• The ultimate bending capacity (LRFD) = ϕbMy = 0.9 × 1,189 = 1,070 in·kips
• The allowable bending capacity (ASD) = Myb = 1,189 / 1.67 = 711.7 in·kips

Interaction Ratio for Bending and Compression

Check the interaction ratio for Load Case 1:

So use Eq. H1-1b for both methods: $P r 2 P c + ( M r x M c x + M r y M c y ) ≤ 1.0$.

Calculate Torsion Capacity

Critical stress is the minimum of Fcr1, Fcr2, and Fcr3. From shear calculations, Fcr = 30 ksi.

The nominal shear strength:

Tn = Fcr × C = 30 × 37.33 = 1,120 in·kips

The axial capacity:
• The ultimate torsional capacity (LRFD) = ϕTTn = 0.9 × 1,120 = 1,008 in·kips
• The allowable torsional capacity (ASD) = TnT = 114.9 / 1.67 = 670.6 in·kips

## Results

Table 1.
LRFD Compression capacity (kips) 337 337 none
Bending capacity (in·kips) 1,070 1,070 none
Shear capacity (kips) 103.4 103.4 none
Interaction ratio 0.578 0.578 none
Torsional capacity (in·kips) 1,008 1,008 none
ASD Compression capacity (kips) 224.3 224.3 none
Bending capacity (in·kips) 711.7 711.7 none
Shear capacity (kips) 68.78 68.78 none
Interaction ratio 0.869 0.869 none
Torsional capacity (in·kips) 670.6 670.6 none

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

The following design parameters are used:

• The welded pipe member is specified using STP 2
• Shear lag factor, U for tension rupture capacity is specified by SLF 0.8

The remaining parameters all use their default values.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 13-Apr-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT INCHES KIP
JOINT COORDINATES
1 0 0 0; 2 0 60 0; 3 60 60 0; 4 60 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4;
START USER TABLE
TABLE 1
UNIT INCHES KIP
PIPE
PIPE
10 9.5 0 0
END
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29000
POISSON 0.3
DENSITY 0.000283
ALPHA 6.5e-06
DAMP 0.03
G 11200
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 3 TABLE ST W12X72
MEMBER PROPERTY
2 UPTABLE 1 PIPE
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 4 FIXED
2 UNI GY -2.25
2 FX 50 FZ 25
2 CMOM GX 0.75
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PARAMETER 1
CODE AISC UNIFIED 2016
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD LRFD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
PARAMETER 2
CODE AISC UNIFIED 2016
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD ASD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
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.    7
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2
|-----------------------------------------------------------------------------|
|  Member No:        2       Profile:  ST  PIPE                (UPT)          |
|  Status:        PASS       Ratio:         0.653       Loadcase:        1    |
|  Location:      0.00       Ref:      Cl.G1                                  |
|  Pz:       11.75     C     Vy:        67.50           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      599.6        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     17.400                                    |
| Allowable Slenderness Ratio :    200.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      1             Ratio     :        0.653(PASS)           |
|          Loc  :    0.00            Condition :    Cl.G1                     |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   7.658E+00     Axx :   3.829E+00     Ayy :   3.829E+00               |
| Ixx :   9.105E+01     Iyy :   9.105E+01     J   :   1.821E+02               |
| Sxx+:   1.821E+01     Sxx-:   1.821E+01     Zxx :   2.377E+01               |
| Syy+:   1.821E+01     Syy-:   1.821E+01     Zyy :   2.377E+01               |
| Cw  :   0.000E+00     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:          50.000              Fu:          60.000                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        60.000                                         |
| Design Parameters                                            (Built-Up)     |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    0.80  CSP:   12.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      2 LOC:    60.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender      40.00       N/A      63.80     Table.4.1a.Case9     |
| Web   : NonSlender      40.00       N/A      63.80     Table.4.1a.Case9     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      2 LOC:    60.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact         40.00      40.60    179.80     Table.4.1b.Case20    |
| Web   : Compact         40.00      40.60    179.80     Table.4.1b.Case20    |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    8
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       344.6       0.000     Cl.D2          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  382.88     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       275.7       0.000     Cl.D2          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     =  6.1261     in2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  367.57     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              24.26       337.0       0.072     Cl.E3          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  17.400                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  945.37     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  48.905     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  374.50     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              24.26       337.0       0.072     Cl.E3          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  17.400                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  945.37     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  48.905     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  374.50     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.    9
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             0.6958E-01   103.4       0.001     Cl.G1          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Shear Along X        : Vnx    =  114.86     kip        Eq.G5-1        |
|  Crit. Stress Fcr Along X  : Fcrx   =  30.000     ksi        Eq.G5-2        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              67.50       103.4       0.653     Cl.G1          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Shear Along Y        : Vny    =  114.86     kip        Eq.G5-1        |
|  Crit. Stress Fcr Along Y  : Fcrx   =  30.000     ksi        Eq.G5-2        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   10
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              599.6       1070.       0.561     Cl.F8.1        1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  1188.5     kip-in     Eq.F8-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              2.087       1070.       0.002     Cl.F8.1        2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  1188.5     kip-in     Eq.F8-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   11
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.578      Eq.H1-1b            1        0.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  337.05     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  1069.7     kip-in     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  1069.7     kip-in     Cl.H1.1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   12
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR TORSION                                  |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              156.3       1008.       0.155     Cl.H3.1        2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  30.000     ksi        Cl.H3.1(a)     |
|  Nom. Strength             : Tn     =  1119.9     kip-in     Eq.H3-1        |
|-----------------------------------------------------------------------------|
57. PARAMETER 2
58. CODE AISC UNIFIED 2016
59. SLF 0.8 MEMB 2
60. FYLD 50 ALL
61. FU 60 ALL
62. METHOD ASD
63. STP 2 MEMB 2
64. TRACK 2 MEMB 2
65. CHECK CODE MEMB 2
PARAMETER 2
STAAD SPACE                                              -- PAGE NO.   13
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.   14
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2
|-----------------------------------------------------------------------------|
|  Member No:        2       Profile:  ST  PIPE                (UPT)          |
|  Status:        PASS       Ratio:         0.981       Loadcase:        1    |
|  Location:      0.00       Ref:      Cl.G1                                  |
|  Pz:       11.75     C     Vy:        67.50           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      599.6        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     17.400                                    |
| Allowable Slenderness Ratio :    200.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      1             Ratio     :        0.981(PASS)           |
|          Loc  :    0.00            Condition :    Cl.G1                     |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   7.658E+00     Axx :   3.829E+00     Ayy :   3.829E+00               |
| Ixx :   9.105E+01     Iyy :   9.105E+01     J   :   1.821E+02               |
| Sxx+:   1.821E+01     Sxx-:   1.821E+01     Zxx :   2.377E+01               |
| Syy+:   1.821E+01     Syy-:   1.821E+01     Zyy :   2.377E+01               |
| Cw  :   0.000E+00     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:          50.000              Fu:          60.000                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        60.000                                         |
| Design Parameters                                            (Built-Up)     |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    0.80  CSP:   12.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      2 LOC:    60.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender      40.00       N/A      63.80     Table.4.1a.Case9     |
| Web   : NonSlender      40.00       N/A      63.80     Table.4.1a.Case9     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      2 LOC:    60.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact         40.00      40.60    179.80     Table.4.1b.Case20    |
| Web   : Compact         40.00      40.60    179.80     Table.4.1b.Case20    |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   15
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       229.3       0.000     Cl.D2          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  382.88     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       183.8       0.000     Cl.D2          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     =  6.1261     in2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  367.57     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              24.26       224.3       0.108     Cl.E3          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  17.400                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  945.37     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  48.905     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  374.50     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              24.26       224.3       0.108     Cl.E3          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  17.400                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  945.37     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  48.905     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  374.50     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   16
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             0.6958E-01   68.78       0.001     Cl.G1          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Shear Along X        : Vnx    =  114.86     kip        Eq.G5-1        |
|  Crit. Stress Fcr Along X  : Fcrx   =  30.000     ksi        Eq.G5-2        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              67.50       68.78       0.981     Cl.G1          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Shear Along Y        : Vny    =  114.86     kip        Eq.G5-1        |
|  Crit. Stress Fcr Along Y  : Fcrx   =  30.000     ksi        Eq.G5-2        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   17
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              599.6       711.7       0.843     Cl.F8.1        1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  1188.5     kip-in     Eq.F8-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              2.087       711.7       0.003     Cl.F8.1        2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  1188.5     kip-in     Eq.F8-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   18
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.869      Eq.H1-1b            1        0.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  224.25     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  711.68     kip-in     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  711.68     kip-in     Cl.H1.1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   19
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR TORSION                                  |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              156.3       670.6       0.233     Cl.H3.1        2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  30.000     ksi        Cl.H3.1(a)     |
|  Nom. Strength             : Tn     =  1119.9     kip-in     Eq.H3-1        |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.775      Eq.H3-6             2        0.00     |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.166      Eq.H3-6             2        0.00     |
|-----------------------------------------------------------------------------|