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V.AISC 360-16 Built Up Column E.2

Verify the available compressive strength of a built-up column with a slender web per the AISC 360-16 code.

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.E-14 – E-18., Example E.2

Details

From reference 2:

Verify that a built-up, ASTM A572 Grade 50 column with PL1 in.×8 in. flanges and a PL4 in.×15 in. web… is sufficient to carry a dead load of 70 kips and live load of 210 kips in axial compression. The column’s unbraced length is 15 ft and the ends are pinned in both axes.

ASTM A572 Grade 50: Fy = 50 ksi

Validation

Refer to reference.

Results

Table 1. Comparison of results
Result Type Reference STAAD.Pro Difference Comments
ϕcPn (kips) 500 497.9 negligible
Pnc (kips) 332 331.3 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\Compression\AISC 360-16 Built Up Column E.STD is typically installed with the program.

STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 31-Oct-12
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 15 0;
MEMBER INCIDENCES
1 1 2;
START USER TABLE
*TABLE 1
*UNIT INCHES KIP
*ISECTION
*I1
*17 0.25 17 8 1 8 1 0 0 0
TABLE 2
UNIT INCHES KIP
WIDE FLANGE
I
19.75 17 0.25 8 1 1095.65 85.3529 5.41146 4.25 10.6667 8 1
END
UNIT INCHES KIP
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29732.7
POISSON 0.3
DENSITY 0.000283
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
STRENGTH FY 50 FU 65 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
MEMBER PROPERTY AMERICAN
1 UPTABLE 2 I
UNIT FEET KIP
SUPPORTS
1 PINNED
2 FIXED BUT FY MX MY MZ
LOAD 1 LOADTYPE Dead  TITLE LOAD CASE 1
JOINT LOAD
2 FY -70
LOAD 2 LOADTYPE Live  TITLE LOAD CASE 2
JOINT LOAD
2 FY -210
UNIT INCHES KIP
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
METHOD LRFD
STP 2 ALL
SGR 15 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
STP 2 ALL
SGR 15 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH

STAAD.Pro Output

      STAAD PLANE                                              -- PAGE NO.    3
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 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 PLANE                                              -- PAGE NO.    4
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
 - Member :     1 
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  I                   (UPT)          |
|  Status:        PASS       Ratio:         0.843       Loadcase:        3    |
|  Location:      0.00       Ref:      Cl.E3                                  |
|  Pz:       420.0     C     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      0.000        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     86.586                                    |
| Allowable Slenderness Ratio :    200.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      3             Ratio     :        0.843(PASS)           |
|          Loc  :    0.00            Condition :    Cl.E3                     |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.975E+01     Axx :   1.067E+01     Ayy :   4.250E+00               |
| Ixx :   1.096E+03     Iyy :   8.535E+01     J   :   5.411E+00               |
| Sxx+:   1.289E+02     Sxx-:   1.289E+02     Zxx :   1.421E+02               |
| Syy+:   2.134E+01     Syy-:   2.134E+01     Zyy :   3.223E+01               |
| Cw  :   5.461E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:          50.000              Fu:          65.000                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:       180.000                                         |
| Design Parameters                                            (Built-Up)     |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:   12.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      3 LOC:   180.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       4.00       N/A      11.08     Table.4.1a.Case2     |
| Web   : Slender         60.00       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      3 LOC:   180.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          4.00       9.15     19.65     Table.4.1b.Case11    |
| Web   : Compact         60.00      90.55    137.27     Table.4.1b.Case15    |
|-----------------------------------------------------------------------------|
      STAAD PLANE                                              -- PAGE NO.    5
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       888.8       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  987.50     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       962.8       0.000     Cl.D2          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     =  19.750     in2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  1283.8     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              420.0       800.5       0.525     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  24.167                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  490.07     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  47.910     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  889.47     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              420.0       497.9       0.843     Cl.E3          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  86.586                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  38.177     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  28.900     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  553.26     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              420.0       673.0       0.624     Cl.E4          3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  92.170     ksi        Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  39.844     ksi        Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  747.78     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
      STAAD PLANE                                              -- PAGE NO.    6
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       432.0       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    =  480.00     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       114.8       0.000     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    =  127.50     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
      STAAD PLANE                                              -- PAGE NO.    7
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       6393.       0.000     Cl.F2.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  7103.1     kip-in     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       1451.       0.000     Cl.F6.1        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  1611.7     kip-in     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       5403.       0.000     Cl.F2.2        3      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  6003.6     kip-in     Eq.F2-2        |
|  Mom. Distr. factor        : CbX    =  1.0000                Custom         |
|  Limiting Unbraced Length  : LpX    =  88.115     in         Eq.F2-5        |
|  coefficient C             : Cx     =  1.0000                Eq.F2-8a       |
|  Effective Rad. of Gyr.    : Rts    =  2.3015     in         Eq.F2-7        |
|  Limiting Unbraced Length  : LrX    =  304.70     in         Eq.F2-6        |
|-----------------------------------------------------------------------------|
      STAAD PLANE                                              -- PAGE NO.    8
                       STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
                     *****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| CLAUSE H1                                                                   |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.843      Eq.H1-1a            3        0.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  497.94     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  5403.3     kip-in     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  1450.5     kip-in     Cl.H1.1        |
|-----------------------------------------------------------------------------|
    62. LOAD LIST 4
    63. PARAMETER 2
    64. CODE AISC UNIFIED 2016
    65. METHOD ASD
    66. STP 2 ALL
    67. SGR 15 ALL
    68. TRACK 2 ALL
    69. CHECK CODE ALL
 PARAMETER 2       
      STAAD PLANE                                              -- PAGE NO.    9
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 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 PLANE                                              -- PAGE NO.   10
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
 - Member :     1 
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  I                   (UPT)          |
|  Status:        PASS       Ratio:         0.845       Loadcase:        4    |
|  Location:      0.00       Ref:      Cl.E3                                  |
|  Pz:       280.0     C     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      0.000        |
|-----------------------------------------------------------------------------|
| SLENDERNESS                                                                 |
| Actual Slenderness Ratio    :     86.586                                    |
| Allowable Slenderness Ratio :    200.000            LOC  :     0.00         |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS                                                             |
| Critical L/C  :      4             Ratio     :        0.845(PASS)           |
|          Loc  :    0.00            Condition :    Cl.E3                     |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES  (LOC:     0.00, PROPERTIES UNIT: IN  )                  |
| Ag  :   1.975E+01     Axx :   1.067E+01     Ayy :   4.250E+00               |
| Ixx :   1.096E+03     Iyy :   8.535E+01     J   :   5.411E+00               |
| Sxx+:   1.289E+02     Sxx-:   1.289E+02     Zxx :   1.421E+02               |
| Syy+:   2.134E+01     Syy-:   2.134E+01     Zyy :   3.223E+01               |
| Cw  :   5.461E+03     x0  :   0.000E+00     y0  :   0.000E+00               |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                         |
| Fyld:          50.000              Fu:          65.000                      |
|-----------------------------------------------------------------------------|
| Actual Member Length:       180.000                                         |
| Design Parameters                                            (Built-Up)     |
| Kx:    1.00  Ky:    1.00  NSF:    1.00  SLF:    1.00  CSP:   12.00          |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C:      4 LOC:   180.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: NonSlender       4.00       N/A      11.08     Table.4.1a.Case2     |
| Web   : Slender         60.00       N/A      35.88     Table.4.1a.Case5     |
|                                                                             |
| FLEXURE CLASSIFICATION     (L/C:      4 LOC:   180.00)                      |
|                            λ         λp        λr       CASE                |
| Flange: Compact          4.00       9.15     19.65     Table.4.1b.Case11    |
| Web   : Compact         60.00      90.55    137.27     Table.4.1b.Case15    |
|-----------------------------------------------------------------------------|
      STAAD PLANE                                              -- PAGE NO.   11
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL TENSION                            |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       591.3       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom. Ten. Yld Cap         : Pn     =  987.50     kip        Eq.D2-1        |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE                                                             |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       641.9       0.000     Cl.D2          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective area            : Ae     =  19.750     in2        Eq.D3-1        |
|  Nom. Ten. Rpt Cap         : Pn     =  1283.8     kip        Eq.D2-2        |
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL COMPRESSION                        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              280.0       532.6       0.526     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcx/rx =  24.167                Cl.E2          |
|  Elastic Buckling Stress   : Fex    =  490.07     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcrx   =  47.910     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pnx    =  889.47     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y                                                         |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              280.0       331.3       0.845     Cl.E3          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Effective Slenderness     : Lcy/ry =  86.586                Cl.E2          |
|  Elastic Buckling Stress   : Fey    =  38.177     ksi        Eq.E3-4        |
|  Crit. Buckling Stress     : Fcry   =  28.900     ksi        Eq.E3-2        |
|  Nom. Flexural Buckling    : Pny    =  553.26     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
| FLEX-TOR-BUCKLING                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              280.0       447.8       0.625     Cl.E4          4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Elastic F-T-B Stress      : Fe     =  92.170     ksi        Eq.E4-2        |
|  Crit. F-T-B Stress        : Fcr    =  39.844     ksi        Eq.E3-2        |
|  Nom. Flex-tor Buckling    : Pn     =  747.78     kip        Eq.E7-1        |
|-----------------------------------------------------------------------------|
      STAAD PLANE                                              -- PAGE NO.   12
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR SHEAR                                    |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       287.4       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    =  480.00     kip        Eq.G6-1        |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y                                                               |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       76.35       0.000     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    =  127.50     kip        Eq.G2-1        |
|-----------------------------------------------------------------------------|
      STAAD PLANE                                              -- PAGE NO.   13
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR BENDING                                  |
|-----------------------------------------------------------------------------|
| FLEX YIELDING (X)                                                           |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       4253.       0.000     Cl.F2.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along X : Mnx    =  7103.1     kip-in     Eq.F2-1        |
|-----------------------------------------------------------------------------|
| FLEX. YIELDING (Y)                                                          |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       965.1       0.000     Cl.F6.1        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom Flex Yielding Along Y : Mny    =  1611.7     kip-in     Eq.F6-1        |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X                                                        |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|              0.000       3595.       0.000     Cl.F2.2        4      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Nom L-T-B Cap             : Mnx    =  6003.6     kip-in     Eq.F2-2        |
|  Mom. Distr. factor        : CbX    =  1.0000                Custom         |
|  Limiting Unbraced Length  : LpX    =  88.115     in         Eq.F2-5        |
|  coefficient C             : Cx     =  1.0000                Eq.F2-8a       |
|  Effective Rad. of Gyr.    : Rts    =  2.3015     in         Eq.F2-7        |
|  Limiting Unbraced Length  : LrX    =  304.70     in         Eq.F2-6        |
|-----------------------------------------------------------------------------|
      STAAD PLANE                                              -- PAGE NO.   14
                       STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.1)
                     ****************************************************
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted).
                                                       - Member :     1 Contd.
|-----------------------------------------------------------------------------|
|                         CHECKS FOR AXIAL BEND INTERACTION                   |
|-----------------------------------------------------------------------------|
| CLAUSE H1                                                                   |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.845      Eq.H1-1a            4        0.00     |
|                                                                             |
| Intermediate Results :                                                      |
|  Axial Capacity            : Pc     =  331.29     kip        Cl.H1.1        |
|  Moment Capacity           : Mcx    =  3595.0     kip-in     Cl.H1.1        |
|  Moment Capacity           : Mcy    =  965.10     kip-in     Cl.H1.1        |
|-----------------------------------------------------------------------------|