V. AISC ASD - Wide Flange Beam Load Capacity 1
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 = 23.76(64.71) = 1,537.5 in·kip = 128.1.
| Result Type | Theory | STAAD.Pro | Difference | |
|---|---|---|---|---|
| Bending capacity (ft·kips) | 128 | 128.1 | 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 1.STD is typically installed with the program.
STAAD SPACE AISC VERIFICATION PROBLEM FOR BENDING CAPACITY. PAGE 2-5 OF
START JOB INFORMATION
ENGINEER DATE 22-Sep-18
END JOB INFORMATION
* 9TH ED. AISC-ASD CODE EXAMPLE 1. RATIO SHOULD BE A LITTLE UNDER 1.0.
* CAPACITY SHOULD BE 128 KIP-FT. (SZ*FCZ SHOULD BE 128 KIP-FT).
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 10 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 12.5
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
MAIN 1 ALL
FYLD 36 ALL
UNL 72 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)= 10.00 --->| RY = 1.56 | |************* RZ = 6.63 | | | | 125.0 (KIP-FEET) | |PARAMETER |L1 STRESSES | |IN KIP INCH | L1 L1 IN KIP INCH | |--------------- + L1 -------------| | KL/R-Y= 76.68 | L1 FA = 15.57 | | KL/R-Z= 18.11 + fa = 0.00 | | UNL = 72.00 | L1 FCZ = 23.76 | | CB = 1.00 + FTZ = 23.76 | | CMY = 0.85 | L1 L1 FCY = 27.00 | | CMZ = 0.85 + L1 FTY = 27.00 | | FYLD = 36.00 | L0 fbz = 23.17 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -6.9 Fey = 25.40 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 455.24 | | (KL/R)max = 76.68 (WITH LOAD NO.) FV = 14.40 | | fv = 2.84 | | | | MAX FORCE/ MOMENT SUMMARY (KIP-FEET) | | ------------------------- | | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 0.0 12.5 0.0 0.0 125.0 | | 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 0.975 1 | | 0.00 T 0.00 -125.00 0.00 | |* *| | | |--------------------------------------------------------------------------|