# V. AISC 360-16 UPT Square Hollow Section

Verify the axial compression capacity, shear capacity, flexure capacity, torsional capacity, and interaction ratio of a user-provided hollow square 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 SHS member for the beam. The section outer depth, D, is 8" and the thickness, t, is 0.30".

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 depth, d = 8 - 2×0.30 = 7.40 in.
• Area,
• Shear area, Aw = 2×D×tw = 4.80 in2
• Moment of inertia,
• Elastic section modulus,
• Plastic section modulus,
• HSS Torsional constant,

Section Classification

The design thickness, t = 0.93×tw = 0.279 in

The design depth, d = D - 3t = 7.163 in

Flange in compression

$λ = d t = 7.163 0.279 = 25.67$

Per Table 4.1a Case 6, $λ < λ r = 1.40 E F y = 1.40 29,000 50 = 33.72$, therefore flanges are non-slender for compression. Similar for the web of the square section.

Flexure classification of flange:

Per Table 4.1b, Case 17, $λ < λ p = 1.12 E F y = 1.12 29,000 50 = 26.97$, therefore flange is compact for bending.

Flexure classification of web:

Per Table 4.1b, Case 19, $λ < λ p = 2.42 E F y = 2.42 29,000 50 = 58.28$, therefore web is compact for bending.

Compression Capacity

Effective slenderness ratio:

$k x L x r x = 1.0 ( 60 ) 3.146 = 19.07 < 4.71 E F y = 4.71 29 , 000 50 = 113.4$

Elastic buckling stress:

 (Eq. E3-4)
$F y F e = 50 787 = 0.064 < 2.25$

Critical buckling stress:

 (Eq. E3-2)

Nominal buckling strength:

 Pn = Ag× Fcr = 9.24 × 48.68 = 449.9 kips (Eq. E3-1)

The axial capacity:
• The ultimate compression capacity (LRFD) = ϕcPn = 0.9 × 449.9 = 404.9 kips
• The allowable compression capacity (ASD) = Pnc = 449.9 / 1.67 = 269.4 kips

Calculate Shear Capacity

The nominal shear strength:

 Vn = 0.6× Fy × Aw × Cv2 (Eq. G4-1)

where
 Cv2 = 1.0 per Section G2.2 with h/t = 25.67 and Kv = 5.

Vn = 0.6 (50) (4.80) (1.0) = 144 kips

The shear capacity:
• The ultimate shear capacity (LRFD) = ϕvVn = 0.9 × 144 = 129.6 kips
• The allowable shear capacity (ASD) = Vnv = 144 / 1.67 = 86.23 kips

Calculate Bending Capacity

Bending capacity in plastic yielding (compact section):

 Mp = Fy × Zx = 50 × 26.69 = 1,335 in·kips (Eq F7-1)

The bending capacity for flexural yielding about the Y axis:
• The ultimate bending capacity (LRFD) = ϕbMy = 0.9 × 1,335 = 1,201 in·kips
• The allowable bending capacity (ASD) = Myb = 1,335 / 1.67 = 799.2 in·kips

Torsional Capacity

$h t = 25.67 < 2.45 E F y = 59.0$

Fcr = 0.6Fy = 30 ksi

Nominal torsional capacity:

Tn = Fcr × C = 1,064 ksi

The torsional capacity:
• The ultimate torsional capacity (LRFD) = ϕTTn = 0.9 × 1,064 = 957.7 kips
• The allowable torsional capacity (ASD) = TnT = 1,064 / 1.67 = 637.2 kips

Interaction Ratio for Bending and Compression

Check the interaction ratio for Load Case 1:

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

## Results

Table 1.
LRFD Compression capacity (kips) 404.9 404.9 none
Bending capacity (in·kips) 1,201 1,201 none
Shear capacity (kips) 129.6 129.6 none
Torsional capacity (in·kips) 957.7 957.7 none
Interaction ratio 0.514 0.514 none
ASD Compression capacity (kips) 269.4 269.4 none
Bending capacity (in·kips) 799.2 799.2 none
Shear capacity (kips) 86.23 86.23 none
Torsional capacity (in·kips) 637.2 637.2 none
Interaction ratio 0.765 0.772 negligible

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

The following design parameters are used:

• The welded SHS 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
TUBE
SHS
9.24 8 8 0.3 91.4452 91.4452 136.96 4.8 4.8
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 TABLE ST W12X72
3 TABLE ST W12X72
MEMBER PROPERTY
2 UPTABLE 1 SHS
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
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


                                                                  PAGE NO.    1
****************************************************
*                                                  *
*           Version  22.08.00.***                  *
*           Proprietary Program of                 *
*           Bentley Systems, Inc.                  *
*           Date=    OCT 19, 2021                  *
*           Time=    18:12:40                      *
*                                                  *
*  Licensed to: Bentley Systems Inc                *
****************************************************
INPUT FILE: AISC 360-16 UPT Square Hollow Section.STD
2. START JOB INFORMATION
3. ENGINEER DATE 13-APR-21
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT INCHES KIP
7. JOINT COORDINATES
8. 1 0 0 0; 2 0 60 0; 3 60 60 0; 4 60 0 0
9. MEMBER INCIDENCES
10. 1 1 2; 2 2 3; 3 3 4
11. START USER TABLE
12. TABLE 1
13. UNIT INCHES KIP
14. TUBE
15. SHS
16. 9.24 8 8 0.3 91.4452 91.4452 136.96 4.8 4.8
17. END
18. DEFINE MATERIAL START
19. ISOTROPIC STEEL
20. E 29000
21. POISSON 0.3
22. DENSITY 0.000283
23. ALPHA 6.5E-06
24. DAMP 0.03
25. G 11200
26. TYPE STEEL
27. STRENGTH RY 1.5 RT 1.2
28. END DEFINE MATERIAL
29. MEMBER PROPERTY AMERICAN
30. 1 TABLE ST W12X72
31. 3 TABLE ST W12X72
32. MEMBER PROPERTY
33. 2 UPTABLE 1 SHS
34. CONSTANTS
35. MATERIAL STEEL ALL
36. SUPPORTS
37. 1 FIXED
38. 4 FIXED
STAAD SPACE                                              -- PAGE NO.    2
41. 2 UNI GY -2.25
44. 2 FX 50 FZ 25
47. 2 CMOM GX 0.75
48. PERFORM ANALYSIS
P R O B L E M   S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS          4  NUMBER OF MEMBERS       3
NUMBER OF PLATES          0  NUMBER OF SOLIDS        0
NUMBER OF SURFACES        0  NUMBER OF SUPPORTS      2
Using 64-bit analysis engine.
SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER
TOTAL      PRIMARY LOAD CASES =     3, TOTAL DEGREES OF FREEDOM =      12
TOTAL LOAD COMBINATION  CASES =     0  SO FAR.
49. PRINT ANALYSIS RESULTS
ANALYSIS RESULTS
STAAD SPACE                                              -- PAGE NO.    3
JOINT DISPLACEMENT (INCH RADIANS)    STRUCTURE TYPE = SPACE
------------------
JOINT  LOAD   X-TRANS   Y-TRANS   Z-TRANS   X-ROTAN   Y-ROTAN   Z-ROTAN
1    1    0.00000   0.00000   0.00000   0.00000   0.00000   0.00000
2    0.00000   0.00000   0.00000   0.00000   0.00000   0.00000
3    0.00000   0.00000   0.00000   0.00000   0.00000   0.00000
2    1    0.00132  -0.00662   0.00000   0.00000   0.00000  -0.00085
2    0.09809   0.00107   0.28808   0.00654   0.00408  -0.00152
3    0.00000   0.00000   0.00012   0.00000   0.00000   0.00000
3    1   -0.00132  -0.00662   0.00000   0.00000   0.00000   0.00085
2    0.09263  -0.00107   0.04272   0.00141   0.00408  -0.00142
3    0.00000   0.00000   0.00012   0.00000   0.00000   0.00000
4    1    0.00000   0.00000   0.00000   0.00000   0.00000   0.00000
2    0.00000   0.00000   0.00000   0.00000   0.00000   0.00000
3    0.00000   0.00000   0.00000   0.00000   0.00000   0.00000
STAAD SPACE                                              -- PAGE NO.    4
SUPPORT REACTIONS -UNIT KIP  INCH    STRUCTURE TYPE = SPACE
-----------------
JOINT  LOAD   FORCE-X   FORCE-Y   FORCE-Z     MOM-X     MOM-Y     MOM Z
1    1     11.80     67.50      0.00      0.00      0.00   -108.35
2    -25.61    -10.88    -24.93  -1364.43     -2.23   1206.26
3      0.00      0.00      0.00     -0.38      0.00      0.00
4    1    -11.80     67.50      0.00      0.00      0.00    108.35
2    -24.39     10.88     -0.07   -135.57     -2.23   1141.12
3      0.00      0.00      0.00     -0.38      0.00      0.00
STAAD SPACE                                              -- PAGE NO.    5
MEMBER END FORCES    STRUCTURE TYPE = SPACE
-----------------
ALL UNITS ARE -- KIP  INCH     (LOCAL )
MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
1    1     1     67.50    -11.80     0.00      0.00      0.00    -108.35
2    -67.50     11.80     0.00      0.00      0.00    -599.73
2     1    -10.88     25.61   -24.93     -2.23   1364.43    1206.26
2     10.88    -25.61    24.93      2.23    131.11     330.63
3     1      0.00      0.00    -0.00     -0.00      0.38       0.00
2      0.00      0.00     0.00      0.00     -0.38       0.00
2    1     2     11.80     67.50     0.00      0.00      0.00     599.73
3    -11.80     67.50     0.00      0.00      0.00    -599.73
2     2     24.39    -10.88     0.07    131.11     -2.23    -330.63
3    -24.39     10.88    -0.07   -131.11     -2.23    -321.98
3     2      0.00      0.00     0.00     -0.38     -0.00       0.00
3      0.00      0.00    -0.00     -0.38      0.00       0.00
3    1     3     67.50     11.80     0.00      0.00      0.00     599.73
4    -67.50    -11.80     0.00      0.00      0.00     108.35
2     3     10.88     24.39     0.07     -2.23    131.11     321.98
4    -10.88    -24.39    -0.07      2.23   -135.57    1141.12
3     3      0.00      0.00    -0.00     -0.00      0.38       0.00
4      0.00      0.00     0.00      0.00     -0.38       0.00
************** END OF LATEST ANALYSIS RESULT **************
50. PARAMETER 1
51. CODE AISC UNIFIED 2016
52. SLF 0.8 MEMB 2
53. FYLD 50 ALL
54. FU 60 ALL
55. METHOD LRFD
56. STP 2 MEMB 2
57. TRACK 2 MEMB 2
58. CHECK CODE MEMB 2
PARAMETER 1
STAAD SPACE                                              -- PAGE NO.    6
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  SHS                 (UPT)          |
|  Status:        PASS       Ratio:         0.521       Loadcase:        1    |
|  Location:      0.00       Ref:      Cl.G1                                  |
|  Pz:       11.80     C     Vy:        67.50           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      599.7        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     19.072                                    |
| Allowable Slenderness Ratio :    200.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      1             Ratio     :        0.521(PASS)           |
|          Loc  :    0.00            Condition :    Cl.G1                     |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   9.240E+00     Axx :   4.800E+00     Ayy :   4.800E+00               |
| Ixx :   9.145E+01     Iyy :   9.145E+01     J   :   1.370E+02               |
| Sxx+:   2.286E+01     Sxx-:   2.286E+01     Zxx :   2.669E+01               |
| Syy+:   2.286E+01     Syy-:   2.286E+01     Zyy :   2.669E+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      25.45       N/A      33.72     Table.4.1a.Case6     |
| Web   : NonSlender      25.45       N/A      33.72     Table.4.1a.Case6     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      2 LOC:    60.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact         25.45      26.97     33.72     Table.4.1b.Case17    |
| Web   : Compact         25.45      58.28    137.27     Table.4.1b.Case19    |
|-----------------------------------------------------------------------------|
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       415.8       0.000     Cl.D2          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  462.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       332.6       0.000     Cl.D2          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     =  7.3920     in2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  443.52     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              24.39       404.9       0.060     Cl.E3          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  19.072                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  786.84     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  48.688     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  449.87     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              24.39       404.9       0.060     Cl.E3          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  19.072                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  786.84     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  48.688     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  449.87     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     |
|             0.7438E-01   129.6       0.001     Cl.G1          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  5.0000                Cl.G4          |
|  Nom. Shear Along X        : Vnx    =  144.00     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              67.50       129.6       0.521     Cl.G1          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along Y    : Kv     =  5.0000                Cl.G4          |
|  Nom. Shear Along Y        : Vny    =  144.00     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
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     |
|              599.7       1201.       0.499     Cl.F7.1        1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  1334.7     kip-in     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              2.231       1201.       0.002     Cl.F7.1        2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  1334.7     kip-in     Eq.F7-1        |
|-----------------------------------------------------------------------------|
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       |
|                            0.514      Eq.H1-1b            1        0.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  404.89     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  1201.2     kip-in     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  1201.2     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     |
|              131.1       957.7       0.137     Cl.H3.1        2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  30.000     ksi        Eq.H3-3        |
|  Nom. Strength             : Tn     =  1064.1     kip-in     Eq.H3-1        |
|-----------------------------------------------------------------------------|
59. PARAMETER 2
60. CODE AISC UNIFIED 2016
61. SLF 0.8 MEMB 2
62. FYLD 50 ALL
63. FU 60 ALL
64. METHOD ASD
65. STP 2 MEMB 2
66. TRACK 2 MEMB 2
67. 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  SHS                 (UPT)          |
|  Status:        PASS       Ratio:         0.783       Loadcase:        1    |
|  Location:      0.00       Ref:      Cl.G1                                  |
|  Pz:       11.80     C     Vy:        67.50           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      599.7        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     19.072                                    |
| Allowable Slenderness Ratio :    200.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      1             Ratio     :        0.783(PASS)           |
|          Loc  :    0.00            Condition :    Cl.G1                     |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   9.240E+00     Axx :   4.800E+00     Ayy :   4.800E+00               |
| Ixx :   9.145E+01     Iyy :   9.145E+01     J   :   1.370E+02               |
| Sxx+:   2.286E+01     Sxx-:   2.286E+01     Zxx :   2.669E+01               |
| Syy+:   2.286E+01     Syy-:   2.286E+01     Zyy :   2.669E+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      25.45       N/A      33.72     Table.4.1a.Case6     |
| Web   : NonSlender      25.45       N/A      33.72     Table.4.1a.Case6     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      2 LOC:    60.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact         25.45      26.97     33.72     Table.4.1b.Case17    |
| Web   : Compact         25.45      58.28    137.27     Table.4.1b.Case19    |
|-----------------------------------------------------------------------------|
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       276.6       0.000     Cl.D2          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  462.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       221.8       0.000     Cl.D2          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     =  7.3920     in2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  443.52     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              24.39       269.4       0.091     Cl.E3          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  19.072                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  786.84     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  48.688     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  449.87     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              24.39       269.4       0.091     Cl.E3          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  19.072                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  786.84     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  48.688     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  449.87     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     |
|             0.7438E-01   86.23       0.001     Cl.G1          2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  5.0000                Cl.G4          |
|  Nom. Shear Along X        : Vnx    =  144.00     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              67.50       86.23       0.783     Cl.G1          1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along Y    : Kv     =  5.0000                Cl.G4          |
|  Nom. Shear Along Y        : Vny    =  144.00     kip        Eq.G4-1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   17
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ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              599.7       799.2       0.750     Cl.F7.1        1      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  1334.7     kip-in     Eq.F7-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              2.231       799.2       0.003     Cl.F7.1        2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  1334.7     kip-in     Eq.F7-1        |
|-----------------------------------------------------------------------------|
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       |
|                            0.772      Eq.H1-1b            1        0.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  269.39     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  799.22     kip-in     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  799.22     kip-in     Cl.H1.1        |
|-----------------------------------------------------------------------------|
STAAD SPACE                                              -- PAGE NO.   19
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ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
- Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR TORSION                                  |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              131.1       637.2       0.206     Cl.H3.1        2      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    =  30.000     ksi        Eq.H3-3        |
|  Nom. Strength             : Tn     =  1064.1     kip-in     Eq.H3-1        |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.614      Eq.H3-6             2        0.00     |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAU                                                        |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.136      Eq.H3-6             2        0.00     |
|-----------------------------------------------------------------------------|
68. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= OCT 19,2021   TIME= 18:12:41 ****
************************************************************