V. AISC ASD - Select Wide Flange Beam 2
Determine a 14in deep section to carry a load of 1 kip/ft over a span of 25 ft.
Comparison
| Result Type | Theory | STAAD.Pro | Difference | |
|---|---|---|---|---|
| Selected section | W14x30 | W14x30 | none | |
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC ASD - Select Wide Flange Beam 2.STD is typically installed with the program.
STAAD SPACE AISC VERIFICATION PROBLEM FOR BENDING CAPACITY. PAGE 2-35 OF
START JOB INFORMATION
ENGINEER DATE 22-Sep-18
END JOB INFORMATION
* 9TH ED. AISC-ASD EXAMPLE 7. LATERALLY SUPPORTED BEAM.
* RATIO SHOULD BE APPROXIMATELY 1.0
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 25 0 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY AMERICAN
* TRIAL SECTION SIZE:
1 TABLE ST W14X22
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 -1
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
DMAX 15 ALL
MAIN 1 ALL
BEAM 1 ALL
FYLD 36 ALL
UNL 1 ALL
TRACK 2 ALL
*CHECK CODE ALL
SELECT OPTIMIZED
FINISH
STAAD Output
STAAD.PRO MEMBER SELECTION - (AISC 9TH EDITION) v1.0 *********************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN INCH UNIT | | * |=============================| ===|=== ------------ | |MEMBER 1 * | AISC SECTIONS | | AX = 8.85 | | * | ST W14X30 | | --Z AY = 3.40 | |DESIGN CODE * | | | AZ = 3.47 | | AISC-1989 * =============================== ===|=== SY = 5.82 | | * SZ = 42.17 | | * |<---LENGTH (FT)= 25.00 --->| RY = 1.49 | |************* RZ = 5.73 | | | | 78.1 (KIP-FEET) | |PARAMETER | L1 L1 L1 STRESSES | |IN KIP INCH | IN KIP INCH | |--------------- + L1 L1 -------------| | KL/R-Y= 201.59 | FA = 3.67 | | KL/R-Z= 52.32 + L1 L1 fa = 0.00 | | UNL = 1.00 | 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 = 22.23 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -4.3 Fey = 3.67 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 54.56 | | (KL/R)max = 201.59 (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 12.5 0.0 0.0 78.1 | | LOCATION 0.0 0.0 0.0 0.0 12.5 | | LOADING 0 1 0 0 1 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KIP-FEET) *| |* -------------- *| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H1-3 0.936 1 | | 0.00 T 0.00 -78.12 12.50 | |* *| | | |--------------------------------------------------------------------------|