# V. AISC 360-10 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 360-10 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,
• Radius of gyration,
• 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) 404.9 405 negligible
Bending capacity (in·kips) 1,201 1,200 negligible
Shear capacity (kips) 129.6 130 negligible
Torsional capacity (in·kips) 957.7 958 negligible
Interaction ratio 0.514 0.514 negligible
ASD Compression capacity (kips) 269.4 269 negligible
Bending capacity (in·kips) 799.2 799 negligible
Shear capacity (kips) 86.23 86.2 negligible
Torsional capacity (in·kips) 637.2 637 negligible
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 360-10 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 2010
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 2010
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
****************************************************
*                                                  *
*           STAAD.Pro CONNECT Edition              *
*           Version  22.08.00.***                  *
*           Proprietary Program of                 *
*           Bentley Systems, Inc.                  *
*           Date=    OCT 19, 2021                  *
*           Time=    18:11: 3                      *
*                                                  *
*  Licensed to: Bentley Systems Inc                *
****************************************************
INPUT FILE: AISC 360-10 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 2010
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
STEEL DESIGN
STAAD SPACE                                              -- PAGE NO.    6
STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD)   v1.4a
********************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted)
MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
FX            MY             MZ       LOCATION
=======================================================================
2 ST   SHS                      (UPT)
PASS   Sec. G1              0.521         1
11.80 C          0.00         599.73        0.00
|-----------------------------------------------------------------------|
| SLENDERNESS                                                           |
| Actual Slenderness Ratio    :     19.072  L/C  :     1                |
| Allowable Slenderness Ratio :    200.000  LOC  :     0.00             |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS                                                       |
| Critical L/C  :      1    Ratio     :     0.521(PASS)                 |
|          Loc  :    0.00   Condition :   Sec. G1                       |
|-----------------------------------------------------------------------|
| DESIGN FORCES                                                         |
| Fx:   1.180E+01(C ) Fy:   6.750E+01     Fz:   0.000E+00               |
| Mx:   0.000E+00     My:   0.000E+00     Mz:   5.997E+02               |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES  (UNIT: INCH)                                      |
| Azz:   4.800E+00     Ayy:   4.800E+00     Cw:  0.000E+00              |
| Szz:   2.286E+01     Syy:   2.286E+01                                 |
| Izz:   9.145E+01     Iyy:   9.145E+01     Ix:  1.370E+02              |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                   |
| Fyld:          50.000   Fu:          60.000                           |
|-----------------------------------------------------------------------|
| Actual Member Length:        60.000                                   |
| Design Parameters                                                     |
| Kz:    1.00 Ky:    1.00 NSF:    1.00 SLF:    0.80 CSP:   12.00        |
|-----------------------------------------------------------------------|
| SECTION CLASS  UNSTIFFENED /     λ       λp      λr        CASE       |
|                STIFFENED                                              |
| Compression :  Non-Slender     0.00     N/A      0.00      N/A        |
|                Non-Slender    25.67     N/A     33.72    T.B4.1(a)-6  |
| Flexure     :  Compact        25.67    26.97    33.72    T.B4.1(b)-17 |
|                Compact        25.67    58.28   137.27    T.B4.1(b)-19 |
STAAD SPACE                                              -- PAGE NO.    7
STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD)   v1.4a
********************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION                                               |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Yield       0.00E+00   4.16E+02   0.000      Eq. D2-1      1     0.00 |
| Rupture     0.00E+00   3.33E+02   0.000      Eq. D2-2      1     0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION                                           |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Maj Buck    2.44E+01   4.05E+02   0.060      Eq. E3-1      2     0.00 |
| Min Buck    2.44E+01   4.05E+02   0.060      Eq. E3-1      2     0.00 |
| Intermediate                                                          |
| Results     Eff Area     KL/r      Fcr        Fe         Pn           |
| Maj Buck    9.24E+00    19.07   4.87E+01   7.87E+02   4.50E+02        |
| Min Buck    9.24E+00    19.07   4.87E+01   7.87E+02   4.50E+02        |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR                                                       |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Local-Z    -7.44E-02   1.30E+02   0.001      Eq. G2-1      2     0.00 |
| Local-Y     6.75E+01   1.30E+02   0.521      Eq. G2-1      1     0.00 |
| Intermediate                                                          |
| Results        Aw        Cv       Kv      h/tw      Vn                |
| Local-Z     4.80E+00     1.00     5.00    25.67   1.44E+02            |
| Local-Y     4.80E+00     1.00     5.00    25.67   1.44E+02            |
|-----------------------------------------------------------------------|
| CHECK FOR TORSION                                                     |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
|             1.31E+02   9.58E+02   0.137      Eq. H3-1      2     0.00 |
| Intermediate Fcr        Tn                                            |
|             3.00E+01   1.06E+03                                       |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING                                            |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Major      -6.00E+02   1.20E+03   0.499      Eq. F7-1      1     0.00 |
| Minor      -2.23E+00   1.20E+03   0.002      Eq. F7-1      2     0.00 |
| Intermediate   Mn        My                                           |
| Major       1.33E+03   0.00E+00                                       |
| Minor       1.33E+03   0.00E+00                                       |
STAAD SPACE                                              -- PAGE NO.    8
STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD)   v1.4a
********************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION                               |
|                       RATIO      CRITERIA    L/C     LOC              |
| Flexure Comp          0.514      Eq. H1-1b     1     0.00             |
| Flexure Tens          0.499      Eq. H1-1b     1     0.00             |
| Intermediate         Mcx /      Mrx /      Pc /                       |
|                      Mcy        Mry        Pr                         |
| Flexure Comp         1.20E+03  -6.00E+02   4.05E+02                   |
|                      1.20E+03   0.00E+00   1.18E+01                   |
| Flexure Tens         1.20E+03  -6.00E+02   3.33E+02                   |
|                      1.20E+03   0.00E+00   0.00E+00                   |
|-----------------------------------------------------------------------|
59. PARAMETER 2
60. CODE AISC UNIFIED 2010
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
STEEL DESIGN
STAAD SPACE                                              -- PAGE NO.    9
STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD)   v1.4a
********************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted)
MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
FX            MY             MZ       LOCATION
=======================================================================
2 ST   SHS                      (UPT)
PASS   Sec. G1              0.783         1
11.80 C          0.00         599.73        0.00
|-----------------------------------------------------------------------|
| SLENDERNESS                                                           |
| Actual Slenderness Ratio    :     19.072  L/C  :     1                |
| Allowable Slenderness Ratio :    200.000  LOC  :     0.00             |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS                                                       |
| Critical L/C  :      1    Ratio     :     0.783(PASS)                 |
|          Loc  :    0.00   Condition :   Sec. G1                       |
|-----------------------------------------------------------------------|
| DESIGN FORCES                                                         |
| Fx:   1.180E+01(C ) Fy:   6.750E+01     Fz:   0.000E+00               |
| Mx:   0.000E+00     My:   0.000E+00     Mz:   5.997E+02               |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES  (UNIT: INCH)                                      |
| Azz:   4.800E+00     Ayy:   4.800E+00     Cw:  0.000E+00              |
| Szz:   2.286E+01     Syy:   2.286E+01                                 |
| Izz:   9.145E+01     Iyy:   9.145E+01     Ix:  1.370E+02              |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                   |
| Fyld:          50.000   Fu:          60.000                           |
|-----------------------------------------------------------------------|
| Actual Member Length:        60.000                                   |
| Design Parameters                                                     |
| Kz:    1.00 Ky:    1.00 NSF:    1.00 SLF:    0.80 CSP:   12.00        |
|-----------------------------------------------------------------------|
| SECTION CLASS  UNSTIFFENED /     λ       λp      λr        CASE       |
|                STIFFENED                                              |
| Compression :  Non-Slender     0.00     N/A      0.00      N/A        |
|                Non-Slender    25.67     N/A     33.72    T.B4.1(a)-6  |
| Flexure     :  Compact        25.67    26.97    33.72    T.B4.1(b)-17 |
|                Compact        25.67    58.28   137.27    T.B4.1(b)-19 |
STAAD SPACE                                              -- PAGE NO.   10
STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD)   v1.4a
********************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION                                               |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Yield       0.00E+00   2.77E+02   0.000      Eq. D2-1      1     0.00 |
| Rupture     0.00E+00   2.22E+02   0.000      Eq. D2-2      1     0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION                                           |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Maj Buck    2.44E+01   2.69E+02   0.091      Eq. E3-1      2     0.00 |
| Min Buck    2.44E+01   2.69E+02   0.091      Eq. E3-1      2     0.00 |
| Intermediate                                                          |
| Results     Eff Area     KL/r      Fcr        Fe         Pn           |
| Maj Buck    9.24E+00    19.07   4.87E+01   7.87E+02   4.50E+02        |
| Min Buck    9.24E+00    19.07   4.87E+01   7.87E+02   4.50E+02        |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR                                                       |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Local-Z    -7.44E-02   8.62E+01   0.001      Eq. G2-1      2     0.00 |
| Local-Y     6.75E+01   8.62E+01   0.783      Eq. G2-1      1     0.00 |
| Intermediate                                                          |
| Results        Aw        Cv       Kv      h/tw      Vn                |
| Local-Z     4.80E+00     1.00     5.00    25.67   1.44E+02            |
| Local-Y     4.80E+00     1.00     5.00    25.67   1.44E+02            |
|-----------------------------------------------------------------------|
| CHECK FOR TORSION                                                     |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
|             1.31E+02   6.37E+02   0.206      Eq. H3-1      2     0.00 |
| Intermediate Fcr        Tn                                            |
|             3.00E+01   1.06E+03                                       |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING                                            |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Major      -6.00E+02   7.99E+02   0.750      Eq. F7-1      1     0.00 |
| Minor      -2.23E+00   7.99E+02   0.003      Eq. F7-1      2     0.00 |
| Intermediate   Mn        My                                           |
| Major       1.33E+03   0.00E+00                                       |
| Minor       1.33E+03   0.00E+00                                       |
STAAD SPACE                                              -- PAGE NO.   11
STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD)   v1.4a
********************************************
ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION                               |
|                       RATIO      CRITERIA    L/C     LOC              |
| Flexure Comp          0.772      Eq. H1-1b     1     0.00             |
| Flexure Tens          0.750      Eq. H1-1b     1     0.00             |
| Intermediate         Mcx /      Mrx /      Pc /                       |
|                      Mcy        Mry        Pr                         |
| Flexure Comp         7.99E+02   3.31E+02   2.69E+02                   |
|                      7.99E+02  -2.23E+00   2.44E+01                   |
| Flexure Tens         7.99E+02   3.31E+02   2.22E+02                   |
|                      7.99E+02  -2.23E+00   0.00E+00                   |
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP TORSION SHEAR INTERACTION                 |
|                       RATIO      CRITERIA    L/C     LOC              |
| Flx Tor Comp Shr      0.618      Eq. H3-6      2     0.00             |
| Flx Tor Tens Shr      0.527      Eq. H3-6      2     0.00             |
| Intermediate         Mcx /      Mcy /      Mrx /      Mry /           |
|                      Vcx /      Vcy /      Vrx /      Vry /           |
|                      Tc         Tr         Pc         Pr              |
| Flx Tor Comp Shr     7.99E+02   7.99E+02   3.31E+02  -2.23E+00        |
|                      8.62E+01   8.62E+01  -7.44E-02  -1.09E+01        |
|                      6.37E+02   1.31E+02   2.69E+02   2.44E+01        |
| Flx Tor Tens Shr     7.99E+02   7.99E+02   3.31E+02  -2.23E+00        |
|                      8.62E+01   8.62E+01  -7.44E-02  -1.09E+01        |
|                      6.37E+02   1.31E+02   2.22E+02   0.00E+00        |
|-----------------------------------------------------------------------|
68. FINISH
STAAD SPACE                                              -- PAGE NO.   12
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= OCT 19,2021   TIME= 18:11: 4 ****
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