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:

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 4.1b, Case 17, $λ < λ_{p} = 1.12 \sqrt{\frac{E}{F_{y}}} = 1.12 \sqrt{\frac{29,000}{50}} = 26.97$ , therefore flange is compact for bending.

Flexure classification of web:

Per Table 4.1b, Case 19, $λ < λ_{p} = 2.42 \sqrt{\frac{E}{F_{y}}} = 2.42 \sqrt{\frac{29,000}{50}} = 58.28$ , 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	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

STAAD.Pro Input

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
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 2016
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD LRFD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
PARAMETER 2
CODE AISC UNIFIED 2016
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD ASD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
FINISH

STAAD.Pro Output

                       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        |
|-----------------------------------------------------------------------------|
| COMPRESSION 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.B4.1a.Case6    |
| Web   : NonSlender      25.45       N/A      33.72     Table.B4.1a.Case6    |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      2 LOC:    60.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact         25.45      26.97     33.72     Table.B4.1b.Case17   |
| Web   : Compact         25.45      58.28    137.27     Table.B4.1b.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                                  |
|-----------------------------------------------------------------------------|
| FLEXURAL 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        |
|-----------------------------------------------------------------------------|
| FLEXURAL 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 CLAUSE H1                                                   |
|                            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.
   AISC Spec.      STAAD.Pro      Description
  ------------    -----------     -------------
       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: -
   AISC Spec.      STAAD.Pro      Description
  ------------    -----------     -------------
       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        |
|-----------------------------------------------------------------------------|
| COMPRESSION 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.B4.1a.Case6    |
| Web   : NonSlender      25.45       N/A      33.72     Table.B4.1a.Case6    |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      2 LOC:    60.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact         25.45      26.97     33.72     Table.B4.1b.Case17   |
| Web   : Compact         25.45      58.28    137.27     Table.B4.1b.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
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
                     ****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEXURAL 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        |
|-----------------------------------------------------------------------------|
| FLEXURAL 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 CLAUSE H1                                                   |
|                            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
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
                     ****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     2 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR TORSION                                  |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              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 CLAUSE H.3-X AXIS                                           |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.614      Eq.H3-6             2        0.00     |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H.3-Y AXIS                                           |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.136      Eq.H3-6             2        0.00     |
|-----------------------------------------------------------------------------|