V. AISC ASD - Wide Flange Beam Load Capacity 2
Determine the bending (transverse load carrying) capacity of a W16x40 shape.
Reference
AISC Allowable Stress Design, 9th Edition, Example1, page 2-5.
Problem
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 2024\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 |
|* *|
| |
|--------------------------------------------------------------------------|