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Column Load Capacity Tables

IS 456:2000 · Clause 39.3 — Short Axially Loaded Members in Compression

Axial load carrying capacity of short RCC columns per IS 456. Formula: Pu = 0.4·fck·Ac + 0.67·fy·Asc. Tables for M20, M25 concrete with Fe415, Fe500 steel.

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Formula (IS 456 Clause 39.3)

Pu = 0.4 × fck × Ac + 0.67 × fy × Asc

Where Pu = ultimate axial load (kN), fck = characteristic compressive strength of concrete (MPa), Ac = area of concrete = Ag − Asc, fy = yield strength of steel (MPa), Asc = area of steel reinforcement

Select Concrete + Steel Grade

Select Column Size (b × D mm)

Load Capacity — 230×230 mm (M20 + Fe415)

0.8%

358

377

1.2%

396

1.4%

415

1.6%

435

1.8%

454

473

2.5%

520

568

3.5%

615

663

Working load ≈ Pu / 1.5 · Economical: 1.0% to 2.0% — economical for most buildings

Full Table — M20 + Fe415 (Pu in kN)

Size	0.8%	1%	1.2%	1.4%	1.6%	1.8%	2%	2.5%	3%	3.5%	4%
230×230	358	377	396	415	435	454	473	520	568	615	663
230×300	467	492	517	542	567	592	616	679	741	803	865
230×350	545	575	604	633	662	691	720	793	866	939	1012
230×400	623	656	689	723	756	789	822	905	988	1070	1153
230×450	701	738	776	813	850	887	925	1018	1111	1204	1297
230×500	779	820	862	903	945	986	1027	1131	1234	1338	1441
230×600	935	984	1034	1084	1134	1183	1233	1357	1481	1606	1730
300×300	610	642	674	707	739	772	804	885	966	1047	1128
300×400	813	856	899	942	986	1029	1072	1180	1288	1396	1504
300×450	914	963	1012	1060	1109	1157	1206	1328	1449	1571	1692
300×500	1016	1070	1124	1178	1232	1286	1340	1475	1610	1745	1880
300×600	1219	1284	1349	1414	1478	1543	1608	1770	1932	2094	2256
300×750	1524	1605	1686	1767	1848	1929	2010	2213	2415	2618	2820
400×400	1084	1142	1199	1257	1314	1372	1430	1574	1718	1862	2006
400×500	1355	1427	1499	1571	1643	1715	1787	1967	2147	2327	2508
400×600	1625	1712	1799	1885	1972	2058	2145	2361	2577	2793	3009
450×450	1371	1444	1517	1590	1664	1737	1810	1993	2176	2359	2543
450×600	1828	1926	2024	2121	2219	2317	2415	2659	2903	3147	3391
500×500	1694	1784	1874	1964	2054	2144	2234	2459	2684	2909	3134
600×600	2438	2568	2698	2828	2958	3088	3218	3543	3868	4193	4518

Design Notes

• Values for short columns only (effective length / least lateral dimension ≤ 12)

• For slender columns, apply reduction factor per IS 456 Clause 39.7

• Minimum 4 bars for rectangular columns, 6 bars for circular columns

• Minimum bar diameter: 12mm

• Maximum spacing of lateral ties: least of (a) least lateral dimension, (b) 16 × smallest bar dia, (c) 300mm

• Factor of safety ~1.5 applied (use Pu/1.5 for working load capacity)

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