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V.AISC 360-16 C LTB Test F.2B

Verify the flexural capacity of a channel member with bracing at ends and fifth points per AISC 360-16.

References

  1. Steel Construction Manual, 15th Edition, American Institute of Steel Construction, 2017
  2. Design Examples, Version 15.0, American Institute of Steel Construction, 2017, pp.F-20 – F-21., Example F.2B

Details

Verify the bending capacity of a C15x33.9. The member is used as a 25 ft simple span subject to a uniform dead load of 0.23 kip/ft and a uniform live load of 0.69 kip/ft. The member is braced at the supports and at fifth points. The material is ASTM A36.

Validation

Ultimate load (for LRFD):

wu = 1.2(0.23) + 1.6(0.6) = 1.38 kip/ft

Mu = wuL2/8 = (1.38)(25)2/8 = 108 kip·ft

Service level load (for ASD):

wa = 0.23 + 0.39 = 0.92 kip/ft

Ma = waL2/8 = (0.92)(25)2/8 = 71.9 kip·ft

Note: Per the User Note in AISC Specification Section F2, all ASTM A36 channel shapes are compact.

From the AISC Manual Table 3-8, for a C15x33.9:

Lp = 3.75 ft

Lr = 14.5 ft

The unbraced length of the member:

L = 25.0/5 = 5 ft

For a compact channel with Lp < Lb ≤ Lr , the lesser of the flexural yielding or inelastic lateral-torsional buckling limit states will govern the available flexural strength.

Lateral-Torsional Buckling Limit State

Mn = Mp = FyZx Eq. F2-1

Mn = (36 ksi)(50.8 in3) = 1,830 in·kip = 152 ft·kip

The nominal flexural strength in the lateral-torsional buckling limit state is:

M n = C b M p - ( M p - 0.75 F y S x ) L b - L p L r - L p M p Eq. F2-2
where
Cb
=
1.0 for the center segment of a uniformly loaded beam braced at ends and fifth points.
M n = 1.0 1,830 - 1,830 - 0.75 ( 36 ) ( 42.0 ) 5.0 - 3.75 14.5 - 3.75 = 1,740   i n k i p

Mn = 145 ft·kip

Available Flexural Strength

By observation, the section is governed by the lateral-torsional buckling limit state.

LRFD

ϕb = 0.90

ϕbMn = 0.90(145) = 131 ft-kip > 108 kip·ft

ASD

Ωb = 1.67

Mnb = 145/1.67 = 86.8 ft-kip > 71.9 kip·ft

Results

Table 1. Comparison of results
Result Type Reference STAAD.Pro Difference Comments
Lateral-torsional buckling, about X axis (ft·kips) LRFD 131 130.2 negligible  
Lateral-torsional buckling, about X axis (ft·kips) ASD 86.8 86.65 negligible  

STAAD.Pro Input File

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\360-2016\Bending\AISC 360-16 C LTB Test F.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 25 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST C15X33
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE None  TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -0.23
LOAD 2 LOADTYPE None  TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.69
LOAD COMB 3 COMBINATION LOAD CASE 3
1 1.2 2 1.6 
LOAD COMB 4 COMBINATION LOAD CASE 4
1 1.0 2 1.0 
PERFORM ANALYSIS
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2016
CB 1 ALL
FLX 1 ALL
METHOD LRFD
SGR 1 ALL
TRACK 2 ALL
UNB 5 ALL
UNT 5 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 1
CODE AISC UNIFIED 2016
CB 1 ALL
FLX 1 ALL
METHOD ASD
SGR 1 ALL
TRACK 2 ALL
UNB 5 ALL
UNT 5 ALL
CHECK CODE ALL
FINISH

STAAD.Pro Output

      STAAD SPACE                                              -- PAGE NO.    3
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (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.    4
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
 - Member :     1 
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  C15X33              (AISC SECTIONS)|
|  Status:        FAIL       Ratio:         1.113       Loadcase:        3    |
|  Location:      0.00       Ref:      Cl.D1                                  |
|  Pz:       0.000     T     Vy:        17.25           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -.2084E-13    |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :    333.952                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        1.113(FAIL)           |
|          Loc  :    0.00            Condition :    Cl.D1                     |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.000E+01     Axx :   4.420E+00     Ayy :   6.000E+00               |
| Ixx :   3.150E+02     Iyy :   8.070E+00     J   :   9.595E-01               |
| Sxx+:   4.200E+01     Sxx-:   4.200E+01     Zxx :   5.080E+01               |
| Syy+:   3.178E+00     Syy-:   9.373E+00     Zyy :   6.190E+00               |
| Cw  :   3.555E+02     x0  :  -1.762E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        5184.000              Fu:       11519.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        25.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:   300.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       5.23       N/A      15.89     Table.4.1a.Case1     |
| Web   : NonSlender      34.25       N/A      42.29     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:   300.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          5.23      10.79     28.38     Table.4.1b.Case10    |
| Web   : Compact         34.25     106.72    161.78     Table.4.1b.Case15    |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.    5
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       324.0       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  360.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       435.0       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.69444E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  580.00     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       278.8       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  53.452                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  14425.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  4460.1     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  309.73     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       20.26       0.000     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  333.95                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  369.57     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  324.11     kip/ft2    Eq.E3-3        |
|  Nom. Flexural Buckling    : Pny    =  22.508     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       202.9       0.000     Cl.E4          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Constant                  : H      = 0.91231                Eq.E4-8        |
|  Euler Buckling Stress     : Fez    =  4829.7     kip/ft2    Eq.E4-7        |
|  Elastic F-T-B Stress      : Fe     =  4637.1     kip/ft2    Eq.E4-3        |
|  Crit. F-T-B Stress        : Fcr    =  3246.8     kip/ft2    Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  225.47     kip        Eq.E4-1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.    6
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       85.92       0.000     Cl.G1          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  1.2000                Cl.G6          |
|  Nom. Shear Along X        : Vnx    =  95.472     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              17.25       116.6       0.148     Cl.G1          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                -              |
|  Coefficient Kv Along Y    : Kv     =  5.3400                Eq.G2-5        |
|  Nom. Shear Along Y        : Vny    =  129.60     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.    7
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -107.8       137.2       0.786     Cl.F2.1        3     12.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  152.40     kip-ft     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       13.73       0.000     Cl.F6.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  15.256     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -107.8       130.2       0.828     Cl.F2.2        3     12.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  144.71     kip-ft     Eq.F2-2        |
|  Mom. Distr. factor        : CbX    =  1.0000                Custom         |
|  Limiting Unbraced Length  : LpX    =  3.7395     ft         Eq.F2-5        |
|  coefficient C             : Cx     =  1.0811                Eq.F2-8b       |
|  Effective Rad. of Gyr.    : Rts    = 0.94105E-01 ft         Eq.F2-7        |
|  Limiting Unbraced Length  : LrX    =  14.262     ft         Eq.F2-6        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.    8
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| CLAUSE H1                                                                   |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.828      Eq.H1-1b            3       12.50     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  324.00     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  130.24     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  13.731     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|
    49. LOAD LIST 4
    50. PARAMETER 1
    51. CODE AISC UNIFIED 2016
    52. CB 1 ALL
    53. FLX 1 ALL
    54. METHOD ASD
    55. SGR 1 ALL
    56. TRACK 2 ALL
    57. UNB 5 ALL
    58. UNT 5 ALL
    59. CHECK CODE ALL
 **WARNING-DUPLICATE PARAMETER BLOCK NUMBER.
 PLEASE PROVIDE VALID PARAMETER BLOCK NUMBER.
 PARAMETER 1       
      STAAD SPACE                                              -- PAGE NO.    9
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (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.   10
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
 - Member :     1 
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  C15X33              (AISC SECTIONS)|
|  Status:        FAIL       Ratio:         1.113       Loadcase:        4    |
|  Location:      0.00       Ref:      Cl.D1                                  |
|  Pz:       0.000     T     Vy:        11.50           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -.1421E-13    |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :    333.952                                    |
| Allowable Slenderness Ratio :    300.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        1.113(FAIL)           |
|          Loc  :    0.00            Condition :    Cl.D1                     |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.000E+01     Axx :   4.420E+00     Ayy :   6.000E+00               |
| Ixx :   3.150E+02     Iyy :   8.070E+00     J   :   9.595E-01               |
| Sxx+:   4.200E+01     Sxx-:   4.200E+01     Zxx :   5.080E+01               |
| Syy+:   3.178E+00     Syy-:   9.373E+00     Zyy :   6.190E+00               |
| Cw  :   3.555E+02     x0  :  -1.762E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:        5184.000              Fu:       11519.999                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:        25.000                                         |
| Design Parameters                                            (Rolled)       |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:    1.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      4 LOC:   300.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       5.23       N/A      15.89     Table.4.1a.Case1     |
| Web   : NonSlender      34.25       N/A      42.29     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:   300.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          5.23      10.79     28.38     Table.4.1b.Case10    |
| Web   : Compact         34.25     106.72    161.78     Table.4.1b.Case15    |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.   11
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       215.6       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  360.00     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       290.0       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     = 0.69444E-01 ft2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  580.00     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       185.5       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  53.452                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  14425.     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  4460.1     kip/ft2    Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  309.73     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       13.48       0.000     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  333.95                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  369.57     kip/ft2    Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  324.11     kip/ft2    Eq.E3-3        |
|  Nom. Flexural Buckling    : Pny    =  22.508     kip        Eq.E3-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       135.0       0.000     Cl.E4          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Constant                  : H      = 0.91231                Eq.E4-8        |
|  Euler Buckling Stress     : Fez    =  4829.7     kip/ft2    Eq.E4-7        |
|  Elastic F-T-B Stress      : Fe     =  4637.1     kip/ft2    Eq.E4-3        |
|  Crit. F-T-B Stress        : Fcr    =  3246.8     kip/ft2    Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  225.47     kip        Eq.E4-1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.   12
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       57.17       0.000     Cl.G1          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along X    : Cv     =  1.0000                Eq.G2-9        |
|  Coefficient Kv Along X    : Kv     =  1.2000                Cl.G6          |
|  Nom. Shear Along X        : Vnx    =  95.472     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              11.50       77.60       0.148     Cl.G1          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Coefficient Cv Along Y    : Cv     =  1.0000                -              |
|  Coefficient Kv Along Y    : Kv     =  5.3400                Eq.G2-5        |
|  Nom. Shear Along Y        : Vny    =  129.60     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.   13
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -71.88       91.26       0.788     Cl.F2.1        4     12.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  152.40     kip-ft     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       9.136       0.000     Cl.F6.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  15.256     kip-ft     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|             -71.88       86.65       0.829     Cl.F2.2        4     12.50   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  144.71     kip-ft     Eq.F2-2        |
|  Mom. Distr. factor        : CbX    =  1.0000                Custom         |
|  Limiting Unbraced Length  : LpX    =  3.7395     ft         Eq.F2-5        |
|  coefficient C             : Cx     =  1.0811                Eq.F2-8b       |
|  Effective Rad. of Gyr.    : Rts    = 0.94105E-01 ft         Eq.F2-7        |
|  Limiting Unbraced Length  : LrX    =  14.262     ft         Eq.F2-6        |
|-----------------------------------------------------------------------------|
      STAAD SPACE                                              -- PAGE NO.   14
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| CLAUSE H1                                                                   |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.829      Eq.H1-1b            4       12.50     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  215.57     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  86.653     kip-ft     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  9.1356     kip-ft     Cl.H1.1        |
|-----------------------------------------------------------------------------|