Deep_Footing_Daniel_T_Li.xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O	P	Q	R
1	Daniel
2	Daniel					PROJECT :										PAGE :
3	Tian Li					CLIENT :										DESIGN BY :
4	Tian Li					JOB NO. :				DATE :						REVIEW BY :
5	Deep Footing Design Based on ACI 318-02
6
7	INPUT DATA
8	PEDESTAL DIAMETER				c	=	60	in
9	SQUARE FOOTING LENGTH				L	=	18	ft
10	FOOTING EMBEDMENT DEPTH				Df	=	10.5	ft
11	FOOTING THICKNESS				T	=	18	in
12	WATER TABLE				h	=	8	ft
13	CONCRETE STRENGTH				fc'	=	3	ksi
14	REBAR YIELD STRESS				fy	=	60	ksi
15	AXIAL DEAD LOAD				PDL	=	73.1	k
16	AXIAL LIVE LOAD				PLL	=	365.4	k
17	LATERAL LOAD (0=WIND, 1=SEISMIC)					=	0	Wind,ASD
18	WIND AXIAL LOAD				PLAT	=	-79.175	k, ASD, uplift
19	WIND MOMENT LOAD				MLAT	=	867.4125	ft-k, ASD
20	WIND SHEAR LOAD				VLAT	=	11.95	k, ASD
21	SURCHARGE				qs	=	0.1	ksf
22	BBACKFILL SOIL WEIGHT				ws	=	0.1	kcf
23	ALLOW SOIL PRESSURE				Qa	=	4	ksf
24	FOOTING REINFORCING SIZE					#	10
25	PEDESTAL VERT. REINF. SIZE				22	#	10	vertical
26	PEDESTAL SHEAR. REINF.				#	4	spiral @	3	in o.c.
27
28	DESIGN SUMMARY
29	TOP FOOTING REINF., E. WAY =>					6 # 10
30	BOT. FOOTING REINF., E. WAY =>					29 # 10 @ 7 in o.c.						THE FOOTING DESIGN IS ADEQUATE.
31
32
33	ANALYSIS
34	DESIGN LOADS (IBC SEC.1605.3.2 & ACI 318-02 SEC.9.2.1)
35	CASE 1:		DL + LL		P	=	439	kips			1.2 DL + 1.6 LL			Pu	=	672	kips
36	CASE 2:		DL + LL + 1.3 W		P	=	336	kips			1.2 DL + LL + 1.6 W			Pu	=	326	kips
37					M	=	1128	ft-kips						Mu	=	1388	ft-kips
38					e	=	3.4	ft, fr cl ftg						eu	=	4.3	ft, fr cl ftg
39	CASE 3:		DL + LL + 0.65 W		P	=	387	kips			0.9 DL+ 1.6 W			Pu	=	-61	kips
40					M	=	434	ft-kips						Mu	=	1388	ft-kips
41					e	=	1.1	ft, fr cl ftg						eu	=	-22.8	ft, fr cl ftg
42
43	CHECK OVERTURNING FACTOR
44		MR / MO =		2.284438012	>	F = 1.5				[Satisfactory]
45		Where	MO =	MLAT + VLAT Df - 0.5 PLATL =				1705	k-ft
46			Pftg =	(0.15 kcf) [T L2 + (p c2/ 4)(Df - T)] =					99.41	k, footing weight
47			wsat =	ws + 0.018 kcf =		0.118	kcf, saturated soil weight
48			wwater =		0.0625	kcf, water specifc weight
49			Psoil =	[ws MIN(h, Df -T)+ (wsat - wwater) MAX(Df - T - h, 0)] (L2 - p c2/ 4) =								260.3842968	k, soil wt
50			MR =	0.5 (PDL + Pftg + Psoil) L =			3896	k-ft
51			F = 1.5 for wind, IBC 1609.1.3
52
53	CHECK UPLIFT CAPACITY
54		FGravity / FUplift =		7.55168121	>	1.0		[Satisfactory]
55		Where	FUplift =	- PLAT =	79.2	k
56			Pftg =	99.41	k, footing weight
57			Psoil =	425.40	k, soil weight with 30o pyramid
58			FGravity =	PDL+ Pftg+ Psoil =		597.90	k								4
59
60
61
62																		(cont'd)
63	CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2)
64
65		Service Loads			CASE 1			CASE 2			CASE 3
66		P			438.5			335.6			387.0			k
67		e			0.0			3.4			1.1		ft, (from center of footing)
68		qs L2			32.4			32.4			32.4		k, (surcharge load)
69		DPftg			33.1			33.1			33.1		k, (footing increased)
70		S P			504.0			401.1			452.6			k
71		S M			0.0			1290.8			496.4			k-ft, (VLat included)
72		e			0.0	< L/6		3.2	> L/6		1.1	< L/6		ft
73		qmax			1.6			2.6			1.9			ksf
74		qallow			4.0			5.3			5.3			ksf
75
76		Where
77
78										[Satisfactory]
79
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81
82
83	DESIGN FOOTING FLEXURE & CHECK FLEXURE SHEAR
84	(ACI 318-02 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, 12.5, 15.5.2, 11.1.3.1, & 11.3)
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96
97		FACTORED SOIL PRESSURE
98		Factored Loads			CASE 1			CASE 2			CASE 3
99		Pu			672.4			326.4			-60.9			k
100		eu			0.0			4.3			-22.8			ft