V. AISC ASD - Wide Flange Beam Load Capacity 2
Determine the bending (transverse load carrying) capacity of a W16x40 shape.
Comparison
The reported STAAD.Pro value is obtained by multiplying the FCZ and SZ values from the STAAD.Pro output = 21.60(64.71) = 1397.7 in·kip = 116.5 ft·kips.
| Result Type | Theory | STAAD.Pro | Difference | |
|---|---|---|---|---|
| Bending capacity (ft·kips) | 116.5 | 116.5 | none | |
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC ASD - Wide Flange Beam Load Capacity 2.STD is typically installed with the program.
STAAD SPACE AISC VERIFICATION PROBLEM FOR BENDING CAPACITY. PAGE 2-6 OF
START JOB INFORMATION
ENGINEER DATE 22-Sep-18
END JOB INFORMATION
* 9TH ED. AISC-ASD CODE EXAMPLE 2.
* CAPACITY SHOULD BE 116.5 KIP-FT. (SZ*FCZ SHOULD BE 116.5 KIP-FT).
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 9 0 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY AMERICAN
1 TABLE ST W16X40
UNIT INCHES KIP
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 29000
POISSON 0.3
END DEFINE MATERIAL
UNIT FEET KIP
CONSTANTS
MATERIAL MATERIAL1 ALL
SUPPORTS
1 FIXED
LOAD 1
JOINT LOAD
2 FY 12.94
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
MAIN 1 ALL
FYLD 36 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD Output
STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) v1.0 ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN INCH UNIT | | * |=============================| ===|=== ------------ | |MEMBER 1 * | AISC SECTIONS | | AX = 11.80 | | * | ST W16X40 | | --Z AY = 4.39 | |DESIGN CODE * | | | AZ = 4.73 | | AISC-1989 * =============================== ===|=== SY = 8.26 | | * SZ = 64.75 | | * |<---LENGTH (FT)= 9.00 --->| RY = 1.56 | |************* RZ = 6.63 | | | | 116.5 (KIP-FEET) | |PARAMETER |L1 STRESSES | |IN KIP INCH | L1 IN KIP INCH | |--------------- + L1 L1 -------------| | KL/R-Y= 69.01 | L1 FA = 16.31 | | KL/R-Z= 16.30 + L1 fa = 0.00 | | UNL = 108.00 | L1 FCZ = 21.60 | | CB = 1.00 + FTZ = 21.60 | | CMY = 0.85 | L1 FCY = 27.00 | | CMZ = 0.85 + L1 L1 FTY = 27.00 | | FYLD = 36.00 | L0 fbz = 21.58 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -6.5 Fey = 31.36 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 562.02 | | (KL/R)max = 69.01 (WITH LOAD NO.) FV = 14.40 | | fv = 2.94 | | | | MAX FORCE/ MOMENT SUMMARY (KIP-FEET) | | ------------------------- | | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 0.0 12.9 0.0 0.0 116.5 | | LOCATION 0.0 0.0 0.0 0.0 0.0 | | LOADING 0 1 0 0 1 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KIP-FEET) *| |* -------------- *| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H1-3 0.999 1 | | 0.00 T 0.00 -116.46 0.00 | |* *| | | |--------------------------------------------------------------------------|