V. AISC ASD - Column Compression Capacity 2
Determine the axial compression capacity of a W12X106 column.
Reference
AISC Allowable Stress Design, 9th Edition, Example 2, page 3-4.
Problem
Comparison
The reported STAAD.Pro value is obtained by
multiplying FA
times AX
from the STAAD.Pro output = 18.30(31.20) = 571.0.
Result Type | Theory | STAAD.Pro | Difference | |
---|---|---|---|---|
Allowable load (kips) | 577 | 571.0 | 1.0% |
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\09 Steel Design\US\AISC\AISC ASD - Column Compression Capacity 2.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 2.
* RATIO SHOULD BE APPROXIMATELY 540/577 = 0.936
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 11 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY AMERICAN
1 TABLE ST W12X106
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 -540
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
FYLD 36 ALL
TRACK 2 ALL
KZ 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 = 31.20 |
| * | ST W12X106 | | --Z AY = 7.02 |
|DESIGN CODE * | | | AZ = 16.22 |
| AISC-1989 * =============================== ===|=== SY = 49.34 |
| * SZ = 144.65 |
| * |<---LENGTH (FT)= 11.00 --->| RY = 3.11 |
|************* RZ = 5.47 |
| |
| 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= 42.50 |L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 FA = 18.30 |
| KL/R-Z= 48.28 +L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 fa = 17.31 |
| UNL = 132.00 |L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 FCZ = 23.76 |
| CB = 1.00 +L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 FTZ = 23.76 |
| 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 = 82.68 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 64.07 |
| (KL/R)max = 48.28 (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 540.0 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 0.946 1 |
| 540.00 C 0.00 0.00 0.00 |
|* *|
| |
|--------------------------------------------------------------------------|