WallFooting.xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	O
1	Daniel
2	Daniel				PROJECT :								PAGE :
3	T. Li				CLIENT :								DESIGN BY :
4	T. Li				JOB NO. :				DATE :				REVIEW BY :
5	Footing Design of Shear Wall Based on ACI 318-99
6
7	INPUT DATA
8	WALL LENGTH				Lw =	30.5	ft
9	WALL HIGHT				h =	42	ft
10	WALL THICKNESS				t =	12	in
11	FOOTING LENGTH				L =	38.5	ft
12					L1 =	4	ft
13	FOOTING WIDTH				B =	10	ft
14	FOOTING THICHNESS				T =	24	in
15	FOOTING EMBEDMENT DEPTH				D =	3	ft
16	ALLOWABLE SOIL PRESSURE				qa =	2.5	ksf
17	DEAD LOAD AT TOP WALL				Pr,DL =	54.115	kips
18	LIVE LOAD AT TOP WALL				Pr,LL =	54.115	kips
19	TOP LOAD LOCATION				a =	2	ft
20	WALL SELF WEIGHT				Pw =	26.04	kips
21	LATERAL LOAD TYPE (0=wind,1=seismic)					1	seismic
22	SEISMIC LOAD (E/1.4 , ASD)				F =	43.21	kips			THE FOOTING DESIGN IS ADEQUATE.
23	CONCRETE STRENGTH				fc' =	3	ksi
24	REBAR YIELD STRESS				fy =	60	ksi
25	TOP BARS, LONGITUDINAL					3	#	5
26	BOTTOM BARS, LONGITUDINAL					11	#	10
27	BOTTOM BARS, TRANSVERSE				#	6	@	12	in o.c.
28
29	ANALYSIS
30	CHECK OVERTURNING FACTOR
31		F = MR / MO =		1.53	>	1.0 / 0.9	for seismic		[Satisfactory]
32		Where	Pf =	111.65	kips (footing self weight)
33			MO = F (h + D) =		1944	ft-kips (overturning moment)
34			MR = (Pr,DL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) =						2975	ft-kips (resisting moment without live load)
35
36	CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
37		Ps =	77	kips (soil weight in footing size)
38		P = (Pr,DL + Pr,LL) + Pw + (Pf - Ps) =				168.92	kips (total vertical net load)
39		MR = (Pr,DL + Pr, LL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) =						3300	ft-kips (resisting moment with live load)
40		e = 0.5 L - (MR - MO) / P =			11.23	ft (eccentricity from middle of footing)
41
42
43
44							=	1.40	ksf	<	4 / 3 qa
45
46											[Satisfactory]
47		Where	e =	11.23	ft, > (L / 6)
48
49	CHECK FOOTING CAPACITY (STRENGTH DESIGN)
50		Mu,R =	1.2 [Pr,DL (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw)] + 0.5 Pr, LL(L1 + a) =							3733	ft-kips
51		Mu,o =	1.4 F(h + D) =		2722	ft-kips
52		Pu =	1.2 (Pr,DL + Pf + Pw ) + 0.5 Pr, LL =				257	kips
53		eu = 0.5L - (Mu,R - Mu,O) / Pu =			15.32	ft
54
55
56
57								4.37	ksf
58
59
60
61
62
63
64														(cont'd)
65		BENDING MOMENT & SHEAR AT EACH FOOTING SECTION
66		Section	0	1/10 L	2/10 L	3/10 L	4/10 L	5/10 L	6/10 L	7/10 L	8/10 L	9/10 L	L
67		Xu (ft)	0	3.85	7.70	11.55	15.40	19.25	23.10	26.95	30.80	34.65	38.50
68		Pu,w (klf)	0.0	0.0	23.3	16.9	10.5	4.0	-2.4	-8.8	-15.2	0.0	0.0
69		Mu,w (ft-k)	0	0	-188	-720	-1503	-2440	-3438	-4400	-5232	-5839	-6314
70		Vu,w (kips)	0	0	-98	-175	-228	-255	-259	-237	-191	-123	-123
71		Pu,f (ksf)	0.3	0.3	0.3	0.3	0.3	0.3	0.3	0.3	0.3	0.3	0.3
72		Mu,f (ft-k)	0	-26	-103	-232	-413	-645	-928	-1264	-1651	-2089	-2579
73		Vu,f (kips)	0	-13	-27	-40	-54	-67	-80	-94	-107	-121	-134
74		qu (ksf)	-4.4	-2.9	-1.5	-0.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
75		Mu,q (ft-k)	0	288	1012	1961	2951	3941	4931	5922	6912	7902	8893
76		Vu,q (kips)	0	141	226	257	257	257	257	257	257	257	257
77		S Mu (ft-k)	0	263	722	1008	1035	856	565	258	29	-26	0
78		S Vu (kips)	0	127	102	42	-24	-65	-82	-74	-41	13	0
79
80		Location			Mu,max		d (in)	rreqD	rprovD	Vu,max		fVc = 2 f b d (fc')0.5
81		Top Longitudinal			-26	ft-k	20.69	0.0001	0.0004	127	kips	231	kips
82		Bottom Longitudinal			1035	ft-k	20.37	0.0049	0.0057	127	kips	228	kips
83		Bottom Transverse			7	ft-k / ft	19.36	0.0018	0.0019	3	kips / ft	22	kips / ft
84
85
86
87			Where							rmin =	0.0018
88
89
90
91								0.0160			[Satisfactory]
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93
94
95
96
97
98						LICENSE NUMBER: ?????
99
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