V. ACI 318-02 Square Column
Determine the reinforced steel quantity for a square column per ACI 318-02.
Reference
Notes on ACI 318-02 Building Code Requirements for Structural Concrete, Example 7.8, p7-46, Design of Square Column for Biaxial loading.
Problem
Comparison
Result Type | ACI Notes | STAAD.Pro | Difference |
---|---|---|---|
Provided steel area per ACI 318-02(in2) | 5.93 (4- #11) | 5.93 (4- #11) | none |
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\10 Concrete Design\US\ACI 318-02 Square Column.STD is typically installed with the program.
STAAD SPACE SQUARE COLUMN DESIGN PER ACI 318-02
START JOB INFORMATION
ENGINEER DATE 21-Sep-18
END JOB INFORMATION
*
* REFERENCE : NOTES ON ACI 318-02 BUILDING CODE REQUIREMENTS
* FOR STRUCUTURAL CONCRETE EXAMPLE 7.8 (PAGE # 7-46)
*
* OBJECTIVE : TO DETERMINE THE REINFORCED STEEL QUANTITY FOR A
* SQUARE COLUMN PER THE ACI 318-02 CODE
*
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 12 0;
MEMBER INCIDENCES
1 1 2;
UNIT INCHES KIP
MEMBER PROPERTY AMERICAN
1 PRIS YD 24 ZD 24
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 3150
POISSON 0.17
END DEFINE MATERIAL
CONSTANTS
MATERIAL MATERIAL1 ALL
SUPPORTS
1 FIXED
UNIT FEET KIP
LOAD 1
JOINT LOAD
2 FY -1200
2 MZ 300
2 MX 125
PERFORM ANALYSIS
START CONCRETE DESIGN
CODE ACI 2002
UNIT INCHES KIP
FC 5 ALL
MINMAIN 11 ALL
MAXMAIN 11 ALL
TRACK 2 ALL
DESIGN COLUMN ALL
END CONCRETE DESIGN
FINISH
STAAD Output
====================================================================
COLUMN NO. 1 DESIGN PER ACI 318-02 - AXIAL + BENDING
FY - 60000 FC - 5000 PSI, SQRE SIZE - 24.00 X 24.00 INCHES, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 5.760 SQ. IN.
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI-Z PHI-Y
-------------------------------------------------------------------
4 - NUMBER 11 1.083 1 END 0.650 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 4 SPACING 22.56 IN
COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KIP-FT)
--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal.(inch)
2795.88 2236.70 1043.87 793.30 9.12
M0 P-tens. Des.Pn Des.Mn e/h
294.69 -374.40 1846.15 461.54 0.02083
--------------------------------------------------------
COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KIP-FT)
--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal.(inch)
2795.88 2236.70 1043.87 793.30 9.12
M0 P-tens. Des.Pn Des.Mn e/h
294.69 -374.40 1846.15 192.31 0.00868
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2064.65 486.58 1032.32 793.01
P0 |* 1892.60 580.71 860.27 780.26
| * 1720.54 652.53 688.22 755.81
Pn,max|__* 1548.49 709.10 516.16 677.87
| * 1376.43 749.65 344.11 565.14
Pn | * 1204.38 776.44 172.05 435.29
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2064.65 486.58 1032.32 793.01
COMPRESSION| * 1892.60 580.71 860.27 780.26
Pb|-------*Mb 1720.54 652.53 688.22 755.81
| * 1548.49 709.10 516.16 677.87
___________|____*_______ 1376.43 749.65 344.11 565.14
| * M0 Mn, 1204.38 776.44 172.05 435.29
| * BENDING
P-tens|* MOMENT
|
********************END OF COLUMN DESIGN RESULTS********************