V. AISC ASD - Select Wide Flange Beam 3
Determine an optimum section to carry a moment of 220 ft·kips plus its selfweight and spanning 35 ft between supports.
Comparison
| Result Type | Theory | STAAD.Pro | Difference | |
|---|---|---|---|---|
| Selected section | W24x68 | W24x68 | 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 3.STD is typically installed with the program.
STAAD SPACE AISC VERIFICATION PROBLEM FOR BENDING CAPACITY. PAGE 2-147
START JOB INFORMATION
ENGINEER DATE 22-Sep-18
END JOB INFORMATION
* OF 9TH ED. AISC-ASD. EXAMPLE 10.
* RATIO SHOULD BE APPROXIMATELY 1.0
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 35 0 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY AMERICAN
*TRIAL SECTION
1 TABLE ST W18X35
UNIT INCHES KIP
DEFINE MATERIAL START
ISOTROPIC STEEL_50_KSI
E 29000
POISSON 0.3
DENSITY 0.000283
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 50 FU 62 RY 1.5 RT 1.2
END DEFINE MATERIAL
UNIT FEET KIP
CONSTANTS
MATERIAL STEEL_50_KSI ALL
SUPPORTS
1 PINNED
2 FIXED BUT MZ
LOAD 1
SELFWEIGHT Y -1
MEMBER LOAD
1 CON GY -22 10
1 CON GY -22 25
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
MAIN 1 ALL
BEAM 1 ALL
FYLD 36 ALL
UNL 180 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 = 20.10 | | * | ST W24X68 | | --Z AY = 8.73 | |DESIGN CODE * | | | AZ = 7.01 | | AISC-1989 * =============================== ===|=== SY = 15.70 | | * SZ = 154.43 | | * |<---LENGTH (FT)= 35.00 --->| RY = 1.87 | |************* RZ = 9.54 | | | | 232.7 (KIP-FEET) | |PARAMETER | L1 L1 L1 STRESSES | |IN KIP INCH | L1 L1 IN KIP INCH | |--------------- + -------------| | KL/R-Y= 224.42 | FA = 2.97 | | KL/R-Z= 44.02 + L1 L1 fa = 0.00 | | UNL = 180.00 | FCZ = 18.70 | | CB = 1.00 + L1 L1 FTZ = 21.60 | | CMY = 0.85 | FCY = 27.00 | | CMZ = 0.85 + FTY = 27.00 | | FYLD = 36.00 |L0 L0 fbz = 18.08 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -12.9 Fey = 2.97 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 77.07 | | (KL/R)max = 224.42 (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 23.5 0.0 0.0 232.7 | | LOCATION 0.0 0.0 0.0 0.0 17.5 | | LOADING 0 1 0 0 1 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KIP-FEET) *| |* -------------- *| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H1-3 0.967 1 | | 0.00 T 0.00 -232.69 17.50 | |* *| |**************************************************************************| | | AISC VERIFICATION PROBLEM FOR BENDING CAPACITY. PAGE 2-1 -- PAGE NO. 4 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= |--------------------------------------------------------------------------|