FootingAtPiping (www.theengineeringcommunity.org).xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O	P	R	S	T
1	Design of Footing at Piping Based on ACI 318-14
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3	INPUT DATA & DESIGN SUMMARY
4	COLUMN WIDTH				c1	=	5	in
5	COLUMN DEPTH				c2	=	5	in
6	BASE PLATE WIDTH				b1	=	16	in
7	BASE PLATE DEPTH				b2	=	16	in
8	FOOTING CONCRETE STRENGTH				fc'	=	2,5	ksi
9	REBAR YIELD STRESS				fy	=	60	ksi
10	AXIAL DEAD LOAD				PDL	=	40	k
11	AXIAL LIVE LOAD				PLL	=	25	k
12	LATERAL LOAD (0=WIND, 1=SEISMIC)					=	0	Wind,SD										<== Tips:	The ASCE 7-10 wind loads have been changed to SD level.
13	WIND AXIAL LOAD				PLAT	=	20	k, SD											If ASCE 7-05, or early, the input wind loads should be increased by 1.6.
14	WIND MOMENT LOAD				MLAT	=	96	ft-k, SD
15	WIND SHEAR LOAD				VLAT	=	2	k, SD
16	SURCHARGE				qs	=	0,1	ksf
17	SOIL WEIGHT				ws	=	0,11	kcf
18	FOOTING EMBEDMENT DEPTH				Df	=	3	ft
19	FOOTING MIDDLE THICKNESS				T	=	18	in
20	SOIL COVER THICKNESS				D	=	12	in
21	ALLOW SOIL PRESSURE				Qa	=	3	ksf
22	SQUARE FOOTING LENGTH				L	=	7	ft
23	REINFORCING SIZE					#	5
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26	MIDDLE BOTTOM EACH WAY :					9 # 5 @ 9 in o.c.					THE DESIGN IS INADEQUATE, SEE BELOW.
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29	ANALYSIS
30	DESIGN LOADS (IBC SEC.1605.3.2 & ACI 318 5.3)
31	CASE 1:		DL + LL		P	=	65	kips
32					M	=	0	ft-kips
33	CASE 2:		DL + LL + 0.6(1.3) W		P	=	81	kips
34					M	=	75	ft-kips
35	CASE 3:		DL + LL + 0.6(0.65) W		P	=	73	kips
36					M	=	37	ft-kips
37
38	CHECK OVERTURNING FACTOR (IBC 1605.2.1, 1808.3.1, & ASCE 7 12.13.4)
39		MR / MO =		6,4	>	F = 1.0 / 0.9			[Satisfactory]
40		Where	MO =	MLAT + VLAT Df - 0.5 PLAT L =				32	k-ft
41			Pconc =	(0.15 kcf) L2 [T + 2 (Df - D - T) /3] =				13,48	k, footing wt
42			Psoil =	ws D L2 =		5,39	k, soil weight
43			MR =	0.5 PDLL + 0.5 (Pconc + Psoil) L =				206	k-ft
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45
46	CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1)
47
48		Service Loads			CASE 1			CASE 2			CASE 3
49		P			65,0			80,6			72,8			k
50		qs L2			4,9			4,9			2,9		k, (surcharge load)
51		P conc - soil			3,6			3,6			2,2		k, (footing increased)
52		S P			73,5			89,1			77,9			k
53		S M			0,0			74,9			37,4			ft - k
54		qmin			2,250	> 0		1,367	> 0		1,704	> 0		ksf, net pressure
55		q3			2,250			2,274			2,158			ksf, net pressure
56		q2			2,250			3,181			2,611			ksf, net pressure
57		qmax			2,250			4,088			3,065			ksf, net pressure
58		qallow			3,0			4,0			4,0			ksf
59
60																	(cont'd)
61		Where
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63																[Unsatisfactory]
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67
68	DESIGN FLEXURE & CHECK FLEXURE SHEAR (ACI 318 13.2.7, 21, & 22)
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83		Service Loads			CASE 1			CASE 2			CASE 3
84		V			36,7			59,4			46,4			k, flexure shear
85		M			69,7			115,4			89,3			ft - k, flexure moment
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90
91		DESIGN FLEXURE
92		Location			Mu,max = 1.5 M		d (in)	rmin	rreqD	rmax	smax		use		rprovD
93		Middle Bottom Each Way			173,1	ft-k	14,69	0,0022	0,0022	0,0129	18		9 # 5 @ 9 in o.c.		0,0023
94																[Satisfactory]
95		CHECK FLEXURE SHEAR
96		Direction			Vu,max = 1.5 V		fVc = 2 f b d (fc')0.5				check Vu < f Vc
97		Pipe Direction			89,0	k		93	k		[Satisfactory]
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99	CHECK PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)
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