1.1 COLUMN DESIGN.xls

	A	B	C	D	E	F	G	H	I	J	K	S
1	Project		XXX				Design of Column with Bi-axial moment					Staad My = Muy
2			XXX				Designed by		Date		Page	Staad Mz = Mux
3	Client		XXX				XXX
4			XXX				Checked		Revision		Job No
5	Strl. Consultant		XXX				XXX		-		XXX
6	Ref	Calculations
7		Column	C1
8		Pu =	789	kN
9		Mux =	0.5	kN-m
10		Muy =	52	kN-m
11		fck =	20	N/mm2
12		fy =	415	N/mm2
13		Length of column =		3000	mm
14
15		b =	230	mm	Dia of bar	20
16		D =	600	mm	used
17
18		lex/b =	13.04	>12	LONG COLUMN
19
20		ley/D =	5.00	<12	SHORT COLUMN
21
29		Assuming	1	% steel with reinforcement distributed equally on four sides
30
31		Ag =	138000	mm2
32		p =	1	%
33
34		Puz =	1671525
35		Puz =	1671.525	kN
36
37		Moment due to Slenderness
38		Calculation of Pb
39		Pb(about x-x axis) =					d'/b =	0.21
40
41	Table 60		k1 =	0.184
42	SP:16		k2 =	0.028
43			Pbx =	511704	N
44			Pbx =	511.704	kN
45
46		Pb(about y-y axis) =					d'/D =	0.08
47
48	Table 60		k1 =	0
49	SP:16		k2 =	0
50			Pby =	0	N
51			Pby =	0	kN
52
53			kx =
54
55
56			kx =	0.76
57
58			ky =
59
60			ky =	0.00
61
62		Now,
63		Max =	11.74	kN-m
64		May =	0.00	kN-m
65
66		Moments due to minimum eccentricity
67
68		ex =			0.05b =	11.5	mm
69
70		ex =	13.67	mm	CONSIDER ECCENTRICITY MOMENT
71
72		ey =			0.05D =	30	mm
73
74		ey =	26		CONSIDER ECCENTRICITY MOMENT
75
76		Mux =	10.78	kN-m
77		Muy =	20.51	kN-m
78
79		Total moments for which the column is to be designed
80
81		Mux =	22.52	kN-m
82		Muy =	52.00	kN-m
83
84		The section is to be checked for biaxial bending
85		Pu/fck.b.D =		0.30
86
87		p/fck =		0.05
88
89		Mux/fck.b2.D =		0.08		from chart SP 16			for d'/b =	0.20
90
91		Mux1 =	49197000	N-mm
92		Mux1 =	49.197	kN-m
93
94		Muy/fck.b.D2 =		0.10		from chart SP 16			for d'/D =	0.05
95
96		Muy1 =	157320000	N-mm
97		Muy1 =	157.32	kN-m
98
99		Mux/Mux1 =		0.46
100		Muy/Muy1 =		0.33
101
102		Pu/Puz =		0.47
103
104		if Pu/Puz <	0.2			1
105		if Pu/Puz >	0.8			2
106		for Pu/Puz between 0.2 & 0.8				1.45
107		Otherwise				1.45