V. AISC ASD - Column Compression Capacity 3
Determine the axial compression capacity of a W12X40 column.
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 CONNECT Edition\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 | |* *| | | |--------------------------------------------------------------------------|