V. AISC ASD - Rectangular Tube Compression Capacity
Determine the axial compression capacity of a rectangular 7x5x3/8 structural tube.
Reference
AISC Allowable Stress Design, 9th Edition, tables on page 3-49.
Problem
Comparison
The reported STAAD.Pro value is obtained by multiplying FA
times AX
from the STAAD.Pro output = 6.32(8.08) = 51.06.
Result Type | Theory | STAAD.Pro | Difference | |
---|---|---|---|---|
Axial capacity (kips) | 51 | 51.1 | <1% |
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\09 Steel Design\US\AISC\AISC ASD - Rectangular Tube Compression Capacity.STD is typically installed with the program.
STAAD SPACE AISC VERIFICATION PROBLEM FOR AXIAL COMPRESSION CAPACITY.
START JOB INFORMATION
ENGINEER DATE 03-Sep-18
END JOB INFORMATION
* PAGE 3-49 OF 9TH ED. AISC-ASD. RECTANGULAR TUBE 7X5X3/8, 25 FT LONG.
* FA SHOULD BE APPROX. 51/8.08 = 6.31 KSI
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 25 0;
MEMBER INCIDENCES
1 1 2;
START USER TABLE
TABLE 1
UNIT INCHES KIP
TUBE
TUB70506
8.08 7 5 0.375 52.2 30.8 64.2 3.97 2.98
END
UNIT INCHES KIP
MEMBER PROPERTY AMERICAN
1 UPTABLE 1 TUB70506
*1 TA ST TUB70506
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 FIXED
LOAD 1
JOINT LOAD
2 FY -50
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC
FYLD 46 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD Output
STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) v1.0
********************************************
|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN INCH UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 1 * | UPT | | | AX = 8.08 |
| * | UP TUB70506 | | |--Z AY = 3.97 |
|DESIGN CODE * | | | | AZ = 2.98 |
| AISC-1989 * =============================== |=====| SY = 12.32 |
| * SZ = 14.91 |
| * |<---LENGTH (FT)= 25.00 --->| RY = 1.95 |
|************* RZ = 2.54 |
| |
| 0.0 (KIP-FEET) |
|PARAMETER |L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 STRESSES |
|IN KIP INCH |L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 IN KIP INCH |
|--------------- +L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 -------------|
| KL/R-Y= 153.66 |L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 FA = 6.32 |
| KL/R-Z= 118.03 +L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 fa = 6.19 |
| UNL = 300.00 |L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 FCZ = 27.60 |
| CB = 1.00 +L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 FTZ = 27.60 |
| CMY = 0.85 |L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 FCY = 27.60 |
| CMZ = 0.85 +L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 FTY = 27.60 |
| FYLD = 46.00 |L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 L0 fbz = 0.00 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 0.0 Fey = 6.32 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 10.72 |
| (KL/R)max = 153.66 (WITH LOAD NO.) FV = 18.40 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KIP-FEET) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 50.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 1 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KIP-FEET) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-1 0.978 1 |
| 50.00 C 0.00 0.00 0.00 |
|* *|
| |
|--------------------------------------------------------------------------|