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V. AISC ASD - Column Compression Capacity 1

Determine the axial compression capacity of a W14X132 column.

Reference

AISC Allowable Stress Design, 9th Edition, Example 1, page 3-4.

Problem

Fy =36 ksi

KyLy =16ft

KzLz = 31ft

Comparison

The reported STAAD.Pro value is obtained by multiplying FA times AX from the STAAD.Pro output:

17.36 ksi (38.8 in2) = 673.6 kips

Result Type Reference STAAD.Pro Difference
Allowable load (kips) 679 673.6 0.8%

STAAD Input

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\ASD 9th Edition\AISC ASD - Column Compression Capacity 1.STD is typically installed with the program.

STAAD SPACE AISC VERIFICATION PROBLEM FOR AXIAL COMPRESSION CAPACITY.
START JOB INFORMATION
ENGINEER DATE 22-Sep-18
END JOB INFORMATION
* PAGE 3-4 OF 9TH ED. AISC-ASD. EXAMPLE 1. FA SHOULD BE 679/38.8 =
* 17.5 KSI. RATIO SHOULD BE APPROXIMATELY 670/679 = 0.987
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 31 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY AMERICAN
1 TABLE ST W14X132
UNIT INCHES KIP
DEFINE MATERIAL START
ISOTROPIC STEEL_50_KSI
E 29000
POISSON 0.3
DENSITY 0.000283
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 50 FU 62 RY 1.5 RT 1.2
END DEFINE MATERIAL
UNIT FEET KIP
CONSTANTS
MATERIAL STEEL_50_KSI ALL
SUPPORTS
1 FIXED
LOAD 1
JOINT LOAD
2 FY -670
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
FYLD 36 ALL
LY 192 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH

STAAD Output

      AISC VERIFICATION PROBLEM FOR AXIAL COMPRESSION CAPACITY -- PAGE NO.    3
                       STAAD.PRO CODE CHECKING - (AISC 9TH EDITION)   v1.0
                       ********************************************
  |--------------------------------------------------------------------------|
  |                                                    Y        PROPERTIES   |
  |*************                                       |        IN INCH UNIT |
  |            *  |=============================|   ===|===     ------------ |
  |MEMBER   1  *  |  AISC SECTIONS              |      |        AX =  38.80  |
  |            *  | ST  W14X132                 |      |   --Z  AY =   8.48  |
  |DESIGN CODE *  |                             |      |        AZ =  20.33  |
  | AISC-1989  *  ===============================   ===|===     SY =  74.56  |
  |            *                                                SZ = 208.16  |
  |            *  |<---LENGTH (FT)=   31.00 --->|               RY =   3.76  |
  |*************                                                RZ =   6.28  |
  |                                                                          |
  |                  0.0 (KIP-FEET)                                          |
  |PARAMETER        |L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  STRESSES     |
  |IN KIP  INCH     |L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  IN KIP  INCH |
  |---------------  +L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  -------------|
  | KL/R-Y=  51.09  |L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  FA  =  17.36 |
  | KL/R-Z=  59.24  +L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  fa  =  17.27 |
  | UNL   = 372.00  |L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  FCZ =  21.60 |
  | CB    =   1.00  +L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  FTZ =  21.60 |
  | CMY   =   0.85  |L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  FCY =  27.00 |
  | CMZ   =   0.85  +L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  FTY =  27.00 |
  | FYLD  =  36.00  |L0 L0  L0  L0  L0  L0  L0  L0  L0  L0  L0  fbz =   0.00 |
  | NSF   =   1.00  +---+---+---+---+---+---+---+---+---+---|   fby =   0.00 |
  | DFF   =   0.00   0.0                                        Fey =  57.21 |
  | dff=      0.00               ABSOLUTE MZ ENVELOPE           Fez =  42.55 |
  | (KL/R)max =  59.24              (WITH LOAD NO.)             FV  =  14.40 |
  |                                                             fv  =   0.00 |
  |                                                                          |
  |                      MAX FORCE/ MOMENT SUMMARY  (KIP-FEET)               |
  |                      -------------------------                           |
  |                                                                          |
  |                AXIAL      SHEAR-Y    SHEAR-Z    MOMENT-Y    MOMENT-Z     |
  |                                                                          |
  |      VALUE     670.0         0.0        0.0         0.0         0.0      |
  |   LOCATION       0.0         0.0        0.0         0.0         0.0      |
  |    LOADING         1           0          0           0           0      |
  |                                                                          |
  |**************************************************************************|
  |*                                                                        *|
  |*                         DESIGN SUMMARY  (KIP-FEET)                     *|
  |*                         --------------                                 *|
  |*                                                                        *|
  |*       RESULT/     CRITICAL COND/     RATIO/         LOADING/           *|
  |         FX              MY             MZ           LOCATION             |
  |        ======================================================            |
  |          PASS        AISC- H1-1       0.994              1               |
  |        670.00 C          0.00         0.00             0.00              |
  |*                                                                        *|
  |**************************************************************************|
  |                                                                          |
      AISC VERIFICATION PROBLEM FOR AXIAL COMPRESSION CAPACITY -- PAGE NO.    4
 ALL UNITS ARE - KIP  INCH (UNLESS OTHERWISE Noted)
 MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                          FX            MY             MZ       LOCATION
 =======================================================================