V. AISC ASD - Wide Flange Beam Load Capacity 3
Determine the bending (transverse load carrying) capacity of a W16x45 shape.
Reference
AISC Allowable Stress Design, 9th Edition, tables, page 2-80.
Problem
Comparison
The reported STAAD.Pro value is obtained by dividing the applied load (using the table capacity) by the reported STAAD.Pro critical ratio =58/1.008 = 57.54.
Result Type | Theory | STAAD.Pro | Difference | |
---|---|---|---|---|
Total allowable uniform load (kips) | 58 | 57.54 | <1% |
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 3.STD is typically installed with the program.
STAAD SPACE AISC VERIFICATION PROBLEM FOR BENDING CAPACITY. PAGE 2-34 OF
START JOB INFORMATION
ENGINEER DATE 22-Sep-18
END JOB INFORMATION
* 9TH ED. AISC-ASD EXAMPLE 4.
* RATIO SHOULD BE APPROXIMATELY 1.0
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 20 0 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY AMERICAN
1 TABLE ST W16X45
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 PINNED
2 FIXED BUT MZ
LOAD 1
MEMBER LOAD
1 UNI GY -2.9
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
MAIN 1 ALL
BEAM 1 ALL
FYLD 36 ALL
TRACK 2 ALL
UNL 60 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 = 13.30 |
| * | ST W16X45 | | --Z AY = 4.98 |
|DESIGN CODE * | | | AZ = 5.31 |
| AISC-1989 * =============================== ===|=== SY = 9.32 |
| * SZ = 72.80 |
| * |<---LENGTH (FT)= 20.00 --->| RY = 1.57 |
|************* RZ = 6.64 |
| |
| 145.0 (KIP-FEET) |
|PARAMETER | L1 L1 L1 STRESSES |
|IN KIP INCH | IN KIP INCH |
|--------------- + L1 L1 -------------|
| KL/R-Y= 152.83 | FA = 6.39 |
| KL/R-Z= 36.16 + L1 L1 fa = 0.00 |
| UNL = 60.00 | FCZ = 23.76 |
| CB = 1.00 + L1 L1 FTZ = 23.76 |
| CMY = 0.85 | FCY = 27.00 |
| CMZ = 0.85 + FTY = 27.00 |
| FYLD = 36.00 |L0 L0 fbz = 23.90 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -8.1 Fey = 6.39 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 114.23 |
| (KL/R)max = 152.83 (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 0.0 29.0 0.0 0.0 145.0 |
| LOCATION 0.0 0.0 0.0 0.0 10.0 |
| LOADING 0 1 0 0 1 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KIP-FEET) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| FAIL AISC- H1-3 1.006 1 |
| 0.00 T 0.00 -145.00 10.00 |
|* *|
| |
|--------------------------------------------------------------------------|