V. AISC ASD - Column Compression Capacity 3
Determine the axial compression capacity of a W12X40 column.
Reference
AISC Allowable Stress Design, 9th Edition, tables on page 3-28.
Problem
Comparison
The reported STAAD.Pro value is obtained by
multiplying FA
times AX
from the STAAD.Pro output = 12.97(11.70) = 151.7.
Result Type | Theory | STAAD.Pro | Difference | |
---|---|---|---|---|
Axial capacity (kips) | 154 | 151.7 | 1.5% |
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 3.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 3-28 OF 9TH ED. AISC-ASD. W12X40, 16 FT LONG.
* FA SHOULD BE APPROXIMATELY 154/11.80 = 13.05 KSI
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 16 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY AMERICAN
1 TABLE ST W12X40
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 -150
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
FYLD 36 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 = 11.70 |
| * | ST W12X40 | | --Z AY = 3.25 |
|DESIGN CODE * | | | AZ = 5.51 |
| AISC-1989 * =============================== ===|=== SY = 11.01 |
| * SZ = 51.60 |
| * |<---LENGTH (FT)= 16.00 --->| RY = 1.94 |
|************* RZ = 5.12 |
| |
| 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= 98.90 |L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 FA = 12.97 |
| KL/R-Z= 37.48 +L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 fa = 12.82 |
| UNL = 192.00 |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 = 15.27 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 106.29 |
| (KL/R)max = 98.90 (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 150.0 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 0.988 1 |
| 150.00 C 0.00 0.00 0.00 |
|* *|
| |
|--------------------------------------------------------------------------|