V. AISC LRFD - MC Shape Capacity
To check the adequacy of a fully braced MC shape to carry a uniformly distributed ultimate load of 1.34 kips/ft.
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Design flexural strength, ϕbMn (in·kips) | 1,273 | 1,273 | none | |
| Capacity ratio | 0.987 | 0.987 | none |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC LRFD - MC Shape Capacity.STD is typically installed with the program.
STAAD SPACE BENDING CAPACITY PER AISC LRFD 3RD ED
START JOB INFORMATION
ENGINEER DATE 23-Sep-18
END JOB INFORMATION
*
* TABLE 5-10, PAGE 5-124, AISC LRFD 3RD ED.
* OBJECTIVE : TO CHECK THE ADEQUACY OF AN MC SHAPE.
*
* BEAM IS FULLY BRACED. ACCORDING TO ABOVE REFERENCE,
* CAPACITY OF A 25 FT LONG MC10X41 IS APPROX. 34/25=1.36 KIP/FT
*
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 25 0 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY AMERICAN
1 TABLE ST MC10X41
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 -1.34
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE LRFD
MAIN 1 ALL
* FULLY BRACED CONDITION IS ACHIEVED WITH A UNT OF 1.0 INCH
UNT 1 ALL
FYLD 36 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - (LRFD 3RD EDITION) v1.0 ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN INCH UNIT | | * |=============================| |=== ------------ | |MEMBER 1 * | AISC SECTIONS | | AX=0.1210E+2 | | * | ST MC10X41 | | --Z AY=0.7960E+1 | |DESIGN CODE * | | | AZ=0.3312E+1 | | LRFD 2001 * =============================== |=== PY=0.9490E+1 | | * PZ=0.3930E+2 | | * |<---LENGTH (FT)= 25.00 --->| RY=0.1139E+1 | |************* RZ=0.3602E+1 | | | | 104.7 (KIP-FEET) | |PARAMETER | L1 L1 L1 CAPACITIES | |IN KIP INCH | IN KIP INCH | |--------------- + L1 L1 -------------| | KL/R-Y= 263.37 | PNC=0.3693E+2| | KL/R-Z= 83.28 + L1 L1 pnc=0.0000E+0| | UNL = 1.00 | PNT=0.3920E+3| | CB = 1.00 + L1 L1 pnt=0.0000E+0| | PHIC = 0.85 | MNZ=0.1273E+4| | PHIB = 0.90 + mnz=0.1256E+4| | FYLD = 36.00 |L0 L0 MNY=0.2362E+3| | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| mny=0.0000E+0| | DFF = 0.00 -5.8 VN =0.1547E+3| | dff = 0.00 ABSOLUTE MZ ENVELOPE vn =0.0000E+0| | (WITH LOAD NO.) | | | | MAX FORCE/ MOMENT SUMMARY (KIP-FEET) | | ------------------------- | | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 0.0 16.8 0.0 0.0 104.7 | | 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 LRFD-H1-1B-C 0.987 1 | | 0.00 C 0.00 -104.69 12.50 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|