V. AISC ASD - Beam Load Capacity 3
Determine the bending (transverse load carrying) capacity of a W10X45 shape.
Comparison
The reported STAAD.Pro value is obtained by dividing the applied load (using the table capacity) by the reported STAAD.Pro critical ratio = 17/1.002 = 16.97.
| Result Type | Theory | STAAD.Pro | Difference | |
|---|---|---|---|---|
| Allowable uniform load (kips/ft) | 17 | 16.97 | none | |
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC ASD - 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 5. GOVERNING CONDIION IS SHEAR.
* RATIO SHOULD BE APPROXIMATELY 1.0
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 6 0 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY AMERICAN
1 TABLE ST W10X45
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 -17
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
MAIN 1 ALL
BEAM 1 ALL
FYLD 36 ALL
TRACK 2 ALL
SHEAR 1 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 W10X45 | | --Z AY = 3.54 | |DESIGN CODE * | | | AZ = 9.94 | | AISC-1989 * =============================== ===|=== SY = 13.32 | | * SZ = 49.11 | | * |<---LENGTH (FT)= 6.00 --->| RY = 2.00 | |************* RZ = 4.32 | | | | 76.5 (KIP-FEET) | |PARAMETER | L1 L1 L1 STRESSES | |IN KIP INCH | IN KIP INCH | |--------------- + L1 L1 -------------| | KL/R-Y= 35.93 | FA = 19.51 | | KL/R-Z= 16.67 + L1 L1 fa = 0.00 | | UNL = 72.00 | 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 = 0.00 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -4.2 Fey = 115.66 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 537.14 | | (KL/R)max = 35.93 (WITH LOAD NO.) FV = 14.40 | | fv = 14.43 | | | | MAX FORCE/ MOMENT SUMMARY (KIP-FEET) | | ------------------------- | | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 0.0 51.0 0.0 0.0 76.5 | | LOCATION 0.0 0.0 0.0 0.0 3.0 | | LOADING 0 1 0 0 1 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KIP-FEET) *| |* -------------- *| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | FAIL SHEAR -Y 1.002 1 | | 0.00 T 0.00 0.00 0.00 | |* *| | | |--------------------------------------------------------------------------|