V. AISC ASD - Column Compression Capacity 2
Determine the axial compression capacity of a W12X106 column.
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 CONNECT Edition\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 | |* *| | | |--------------------------------------------------------------------------|