V. AISC ASD - Wide Flange Beam Load Capacity 3
Determine the bending (transverse load carrying) capacity of a W16x45 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 =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 2023\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 | |* *| | | |--------------------------------------------------------------------------|