TemporaryFootingforRectangularTank (www.theengineeringcommunity.org).xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O	P	Q
1	Temporary Tank Footing Design Based on ACI 318-14
2
3	INPUT DATA									DESIGN SUMMARY
4	TANK SIZE				c1	=	40	ft		FOOTING WIDTH				B	=	22,00	ft
5					c2	=	20	ft		FOOTING LENGTH				L	=	42,00	ft
6	BASE PLATE EDGE SIZE				b1	=	40,5	ft		FOOTING EDGE THICKNESS				T	=	10	in
7					b2	=	20,5	ft
8	FOOTING CONCRETE STRENGTH				fc'	=	2	ksi
9	REBAR YIELD STRESS				fy	=	60	ksi
10	TOTAL DEAD LOAD				PDL	=	23	kips
11	LIVE LOAD				PLL	=	1450	kips
12	SURCHARGE				qs	=	0,1	ksf
13	SOIL WEIGHT				ws	=	0,11	pcf
14	FOOTING EMBEDMENT DEPTH				Df	=	0,50	ft
15	FOOTING EDGE THICKNESS				T	=	10	in
16	ALLOW SOIL PRESSURE				Qa	=	2	ksf
17	FOOTING WIDTH				B	=	22	ft
18	FOOTING LENGTH				L	=	42	ft
19
20
21		THE FOOTING DESIGN IS ADEQUATE.
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23
24	ANALYSIS
25	DESIGN LOADS (ACI 318 5.3)
26	ASD:		DL + LL		P	=	1582	kips
27	SD:		1.2 DL + 1.6 LL		Pu	=	2189	kips
28
29	CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1)
30					ASD
31				=	1,71	ksf,	<	Q a		[Satisfactory]
32
33	DESIGN FOR FLEXURE (ACI 318 14.5)
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35						=	49,19	ft-kips
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37		where	f	=	0,6	(ACI 318 21.2)
38			S	=	elastic section modulus of section					=	4400	in3
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40
41						=	19,95	ft-kips		<	f M n		[Satisfactory]
42
43	CHECK FLEXURE SHEAR (ACI 318 14.5)
44
45				=	94,45	kips
46
47		where	f	=	0,6	(ACI 318 21.2)
48
49							=		2,17	kips		<	f V n		[Satisfactory]
50
51	CHECK PUNCHING SHEAR (ACI 318 14.5.5)
52
53									=	1064,92	kips
54
55		where	f	=	0,6	(ACI 318 21.2)
56			bc	=	ratio of long side to short side of concentrated load							=	1,99
57
58								=		136,98	ft-kips		<	f V n		[Satisfactory]
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