V. IS456 2000-Axially Loaded Rectangular Column
Verify the designed results produced by the program with hand calculated design results for an axially loaded rectangular column section as per IS456:2000.
Details
The fixed-base, 2.5 m column is subjected to axial force of 3,300 kN. The section is 450mm x 600mm. The concrete strength is 25 N/mm2 and the yield strength of steel is 415 N/mm2. Use a clear cover of 40 mm. The main reinforcement is 20 mm and the lateral ties are 8 mm.
Validation
Slenderness Ratio
From Table. 28 Clause E-3 of IS 456 : 2000, the effective length of the compression member:
Least lateral dimension of column = (5,000/450) = 11.11 < 12
Large lateral dimension of column = (5,000/600) = 8.33 < 12
So, we can consider and design as a short column.
Check for Minimum Eccentricity of Column
As per Clause 25.4 of IS 456 : 2000, calculate the minimum eccentricity:
For Depth, emin = (2,500/500) + (600/30) = 25 mm > 20 mm. (OK)
For Width emin = (2,500/500) + (450/30) = 20 mm. (OK)
Hence Minimum Eccentricity is ok.
Check for Maximum Eccentricity of Column
As per Clause 39.3 of IS 456 : 2000 calculate the maximum eccentricity:
For Depth emax = 0.05 × 600 = 30 mm. Hence, emin < emax (OK)
For Width emax = 0.05 × 450 = 22.5 mm. Hence, emin < emax (OK)
Hence Maximum Eccentricity is ok.
Design for Flexure
Gross Area of Column, Ag = 450 × 600 = 27 × 104 mm2 .
Area of Concrete, Ac = Ag – Asc = 27 × 104 - Asc
Area of Longitudinal Reinforcement, Asc = Pu = 0.4 × fck × Ac + 0.67 × fy × Asc
Let assume 20 mm dia bar. So, Ast = (3.14/4) × 202 = 314.15 mm2 .
Nos. of Bars will be = (2238.3/314.15) = 7.12 ≈ 8 Nos
So, the actual reinforcement will be = 8 × (3.14/4) × 202 = 2513.2 mm2
As per Clause 26.5.3.2 (c) of IS 456 : 2000 Bar Diameter of Lateral Ties:
So, Provide 8 mm dia. bar for lateral ties.
As per Clause 26.5.3.2 (c) of IS 456 : 2000 Pitch of Lateral Ties:
- Least lateral dimension = 450 mm
- 16 × 20 = 320 mm
- 300 mm
Provide 8 mm dia. bar @ 300 mm for lateral ties.
Results
Result Type | Reference | STAAD.Pro | Difference | Comments |
---|---|---|---|---|
Reqd. area of steel (mm2) | 2,238 | 2,238.39 | negligible | |
Spacing of rectangular ties reinforcement (mm) | 300 | 300 | none |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\10 Concrete Design\India\IS456 2000-Axially Loaded Rectangular Column.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 16-Aug-20
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 2.5 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17184e+07
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-05
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 PRIS YD 0.6 ZD 0.45
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
1 FIXED
LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1
JOINT LOAD
2 FY -3300
PERFORM ANALYSIS PRINT ALL
START CONCRETE DESIGN
CODE INDIAN
CLEAR 0.04 ALL
ELZ 2 ALL
ELY 2 ALL
FC 25000 ALL
FYMAIN 415000 ALL
MAXMAIN 20 ALL
MAXSEC 8 ALL
MINMAIN 20 ALL
MINSEC 8 ALL
TRACK 2 ALL
DESIGN COLUMN 1
END CONCRETE DESIGN
FINISH
STAAD.Pro Output
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IS 456 - 2000 C O L U M N D E S I G N R E S U L T S
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IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 1 D E S I G N R E S U L T S
M25 Fe415 (Main) Fe415 (Sec.)
LENGTH: 2500.0 mm CROSS SECTION: 450.0 mm X 600.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 1 END JOINT: 1 SHORT COLUMN
DESIGN FORCES (KNS-MET)
-----------------------
DESIGN AXIAL FORCE (Pu) : 3300.00
About Z About Y
INITIAL MOMENTS : 0.00 0.00
MOMENTS DUE TO MINIMUM ECC. : 0.00 0.00
SLENDERNESS RATIOS : - -
MOMENTS DUE TO SLENDERNESS EFFECT : - -
MOMENT REDUCTION FACTORS : - -
ADDITION MOMENTS (Maz and May) : - -
TOTAL DESIGN MOMENTS : 0.00 0.00
REQD. STEEL AREA : 2238.39 Sq.mm.
REQD. CONCRETE AREA: 267761.62 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 20 dia. (0.93%, 2513.27 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS)
------------------------------------------------------
Puz : 3300.00 KNS
STAAD SPACE -- PAGE NO. 6
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)
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END JOINT: 1 Puz : 3373.68 KNS IR:0.98
END JOINT: 2 Puz : 3373.68 KNS IR:0.98
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********************END OF COLUMN DESIGN RESULTS********************