V. AISC 360-05 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 360-05 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:

A uniformly distributed load of -2.25 k/in along the beam in the global Y direction.
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).
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:

M_z = 599.6 in·kips, F_y = 67.5 kips

Section Properties

Inner depth, d = 8 - 2×0.30 = 7.40 in.
Area, $A_{g} = D^{2} - d^{2} = 9.24 {in}^{2}$
Shear area, A_w = 2×D×t_w = 4.80 in²
Moment of inertia, $I = \frac{1}{12} (D^{4} - d^{4}) = 91.45 {in}^{4}$
Elastic section modulus, $S = \frac{I}{D / 2} = \frac{91.45}{8 / 2} = 22.86 {in}^{3}$
Radius of gyration, $r = \sqrt{\frac{I}{A_{g}}} = \sqrt{\frac{91.45}{9.24}} = 3.146 in$
Plastic section modulus, $Z = \frac{1}{6} (D^{3} - d^{3}) = 26.69 {in}^{3}$
HSS Torsional constant, $C = 2 (B - t_{w}) (D - t_{w}) t_{w} - 4.5 (4 - π) {t_{w}}^{3} = 35.47 {in}^{3}$

Section Classification

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

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

Flange in compression

λ = \frac{d}{t} = \frac{7.163}{0.279} = 25.67

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

Flexure classification of flange:

Per Table B4.1-12, $λ < λ_{p} = 1.12 \sqrt{\frac{E}{F_{y}}} = 1.12 \sqrt{\frac{29,000}{50}} = 26.97$ , therefore flange is compact for bending.

Flexure classification of web:

Per Table B4.1-13, $λ < λ_{p} = 2.42 \sqrt{\frac{E}{F_{y}}} = 2.42 \sqrt{\frac{29,000}{50}} = 58.28$ , therefore web is compact for bending.

Compression Capacity

Effective slenderness ratio:

\frac{k_{x} L_{x}}{r_{x}} = \frac{1.0 (60)}{3.146} = 19.07 < 4.71 \sqrt{\frac{E}{F_{y}}} = 4.71 \sqrt{\frac{29, 000}{50}} = 113.4

Elastic buckling stress:

F_{e} = \frac{π^{2} E}{{(\frac{k_{x} L_{x}}{r_{x}})}^{2}} = \frac{π^{2} \times 29, 000}{{(19.07)}^{2}} = 787 ksi

(Eq. E3-4)

\frac{F_{y}}{F_{e}} = \frac{50}{787} = 0.064 < 2.25

Critical buckling stress:

F_{cr} = {0.658}^{\frac{F_{y}}{F_{e}}} F_{y} = {0.658}^{(0.064)} 50 = 48.68 ksi

(Eq. E3-2)

Nominal buckling strength:

P_n = A_g× F_cr = 9.24 × 48.68 = 449.9 kips

(Eq. E3-1)

The axial capacity:

The ultimate compression capacity (LRFD) = ϕ_cP_n = 0.9 × 449.9 = 404.9 kips
The allowable compression capacity (ASD) = P_n/Ω_c = 449.9 / 1.67 = 269.4 kips

Calculate Shear Capacity

The nominal shear strength:

V_n = 0.6× F_y × A_w × C_v2

(Eq. G4-1)

where

C_v2

1.0 per Section G2.2 with h/t = 25.67 and K_v = 5.

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

The shear capacity:

The ultimate shear capacity (LRFD) = ϕ_vV_n = 0.9 × 144 = 129.6 kips
The allowable shear capacity (ASD) = V_n/Ω_v = 144 / 1.67 = 86.23 kips

Calculate Bending Capacity

Bending capacity in plastic yielding (compact section):

M_p = F_y × Z_x = 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) = ϕ_bM_y = 0.9 × 1,335 = 1,201 in·kips
The allowable bending capacity (ASD) = M_y/Ω_b = 1,335 / 1.67 = 799.2 in·kips

Torsional Capacity

\frac{h}{t} = 25.67 < 2.45 \sqrt{\frac{E}{F_{y}}} = 59.0

F_cr = 0.6F_y = 30 ksi

Nominal torsional capacity:

T_n = F_cr × C = 1,064 ksi

The torsional capacity:

The ultimate torsional capacity (LRFD) = ϕ_TT_n = 0.9 × 1,064 = 957.7 kips
The allowable torsional capacity (ASD) = T_n/Ω_T = 1,064 / 1.67 = 637.2 kips

Interaction Ratio for Bending and Compression

Check the interaction ratio for Load Case 1:

\frac{P_{r}}{P_{c}} = \frac{11.80}{404.9} = 0.029 < 0.2 (LRFD)

\frac{P_{r}}{P_{c}} = \frac{11.80}{269.4} = 0.044 < 0.2 (ASD)

So use Eq. H1-1b for both methods: $\frac{P_{r}}{2 P_{c}} + (\frac{M_{r x}}{M_{c x}} + \frac{M_{r y}}{M_{c y}}) \leq 1.0$ .

\frac{0.029}{2} + (\frac{599.7}{1,201} + \frac{0}{1,201}) = 0.514 (LRFD)

\frac{0.044}{2} + (\frac{599.7}{799.2} + \frac{0}{799.2}) = 0.765 (ASD)

Results

Table 1.
Result Type		Reference	STAAD.Pro	Difference
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

STAAD.Pro Input

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-05 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
LOAD 1 LOADTYPE None  TITLE LOAD CASE 1
MEMBER LOAD
2 UNI GY -2.25
LOAD 2 LOADTYPE None  TITLE LOAD CASE 2
JOINT LOAD
2 FX 50 FZ 25
LOAD 3 LOADTYPE None  TITLE LOAD CASE 3
MEMBER LOAD
2 CMOM GX 0.75
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PARAMETER 1
CODE AISC UNIFIED 2005
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 2005
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 Output

                                                                  PAGE NO.    1
             ****************************************************        
             *                                                  *        
             *           STAAD.Pro CONNECT Edition              *        
             *           Version  22.12.00.***                  *        
             *           Proprietary Program of                 *        
             *           Bentley Systems, Inc.                  *        
             *           Date=    OCT 27, 2022                  *        
             *           Time=    15:29:26                      *        
             *                                                  *        
             *  Licensed to: Bentley Systems Inc                *        
             ****************************************************        
     1. STAAD SPACE
INPUT FILE: AISC 360-05 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
    39. LOAD 1 LOADTYPE NONE  TITLE LOAD CASE 1
    40. MEMBER LOAD
    41. 2 UNI GY -2.25
    42. LOAD 2 LOADTYPE NONE  TITLE LOAD CASE 2
    43. JOINT LOAD
    44. 2 FX 50 FZ 25
    45. LOAD 3 LOADTYPE NONE  TITLE LOAD CASE 3
    46. MEMBER LOAD
    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 2005
    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-360-05-LRFD)   v3.3a
                       ********************************************
 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.B4.1-12    |
| Flexure     :  Compact        25.67    26.97    33.72    T.B4.1-12    |
|                Compact        25.67    58.28   137.27    T.B4.1-13    |
      STAAD SPACE                                              -- PAGE NO.    7
                       STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)   v3.3a
                       ********************************************
 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      Sec. E1       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-360-05-LRFD)   v3.3a
                       ********************************************
 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 2005
    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-360-05-ASD)   v3.3a
                       ********************************************
 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.B4.1-12    |
| Flexure     :  Compact        25.67    26.97    33.72    T.B4.1-12    |
|                Compact        25.67    58.28   137.27    T.B4.1-13    |
      STAAD SPACE                                              -- PAGE NO.   10
                       STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD)   v3.3a
                       ********************************************
 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      Sec. E1       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-360-05-ASD)   v3.3a
                       ********************************************
 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 27,2022   TIME= 15:29:27 ****
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