Crack_Section_Check_Egyptian Code.xls

	A	B	C	D	E	F	G	H	I	J	K
1	Arab Consulting Engineers						Calculation Sheet :- Ground Tank
2	Moharrom Bakhoum						Unit name :- 01
3							Date :- Feb - 2003
4	Project Name :- محطة مياة - القناطر الخيرية						Prepared by:- Marwa Y.
5	Project Code :- 9938C						Checked by :- Ahmed M.
6
7
8				DESIGN OF CRACKED SECTIONS USING ECP
9
10	Categories of structures:		3			Type of loading:	2	1: short term , 2: permanent loading
11
12		Fy	Es	Fcu	Ec	b	T	d	c	f	Crack cont.
13		3600	2200000	300	242487.1131	100	35	29	6	16	0.15
14		kg/cm2	kg/cm2	kg/cm2	kg/cm2	cm	cm	cm	cm	mm
15
16	1	Straining actions:
17
18		Mu	5.50	m.t
19		Nu	10.00	t
20		Mw	3.67	m.t
21		Nw	6.67	t
22
23	2	Check of sec dimensions:
24
25		Fct(n)	1.90	kg/cm2
26		Fct(m)	17.96	kg/cm2
27		Fct	19.86	kg/cm2
28		Fctr	32.91	kg/cm2
29		Tv	38.71	cm
30		h	1.56
31
32		check	OK
33
34	3	Caculation of area steel
35
36		bcr	Steel stength reduction factor			NOTE THAT this value taken 1
37		1	From table (4-14)&(4-15) ECP			as we shall calculate crack width
38
39		e	55.0000	cm
40		es	43.5000	cm
41		Mus	435000.0000	kg.cm
42		Ru	5.1724	kg/cm2
43		m	0.0017	calculated			If combined bending and tension:
44		Min st ratio	0.0031				Go to M+N
45		Max st ratio	0.0150
46		As req	8.085482	cm2
47		Req st ratio	0.002788
48							k2 =	0.5	Pure bending
49		Act ST area	8.86		cm2		k2 =	1.00	Pure tension
50							k2 =	[e1+e2]/2e1	combined bending and axial tension
51	4	Caculation of crack width
52									y = b or T which smaller
53		b	b1	b2	k1	k2			y =	35
54		1.34	0.8	0.5	0.8	0.5			e1 =	0.00055498
55									e2 =	-0.00015267
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71		Case of loading crack only			b	Factor can be taken as following
72		Mcr	6.7189	m.t	1.7	In case of loading cracks
73		Tcef	15.0000	cm	1.3	In case of imposed deformation for debth or(breadth) less than 30 cm
74		Acef	1500.0000	cm2	1.7	In case of imposed deformation for debth or(breadth) more than 80 cm
75		rr	0.0059		for section between 30 & 80 cm B can be linear interpolated
76		y	7.5511	cm
77		I(inertia)	75500.9188	cm4
78		Fs	1562.4888	kg/cm2	<= Fs allowable=		2000	kg/cm2
79		Fsr	605.0251	kg/cm2	IF not :		Increase As
80		Srm	320.8464	mm	b1	Factor can be taken as following
81		esm	0.000668		0.8	For high strength steel
82		Wk	0.2870	mm	0.5	For mild steel
83					b2	Factor can be taken as following
84					1	For short interval load
85					0.5	For permanent load
86
87
88		Case of early thermal contraction crack			K1	Factor can be taken as following
89		H of wall	4000.0000	mm	Steel	K1
90		Srm	4000.0000	mm	H.T.S	0.8		case of loads only
91		Esm	0.000668		Mild	1.6
92		Wk	3.5785	mm
93					Thikness	H.T.S	Mild	Note : K1=K*K1
94	in case of no thermal crack put H of wall=0.0				<=30 cm	0.64	1.28	case of imposed deformation
95					>=80 cm	0.4	0.8	case of imposed deformation
96					for section between 30 & 80 cm K1 can be linear interpolated
97		check	unsafe
98
99
100