Concrete_Retaining_Wall_Daniel_T_Li.xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N
1	Daniel
2	Daniel				PROJECT :								PAGE :
3	Tian Li				CLIENT :								DESIGN BY :
4	Tian Li				JOB NO. :				DATE :				REVIEW BY :
5	Retaining Wall Design Based on ACI 318-05
6
7	INPUT DATA & DESIGN SUMMARY
8	CONCRETE STRENGTH			fc'	=	3	ksi
9	REBAR YIELD STRESS			fy	=	40	ksi
10	LATERAL SOIL PRESSURE			Pa=ka gb	=	20	pcf (equivalent fluid pressure)
11	BACKFILL SPECIFIC WEIGHT			gb	=	100	pcf
12	SATURATED SPECIFIC WEIGHT			gsat	=	118	pcf
13	WATER TABLE			h	=	24.5	ft
14	PASSIVE PRESSURE			Pp	=	300	psf / ft
15	SURCHARGE WEIGHT			ws	=	220	psf
16	FRICTION COEFFICIENT			m	=	0.4
17	ALLOW SOIL PRESSURE			Qa	=	4	ksf
18	THICKNESS OF TOP STEM			tt	=	18	in
19	THICKNESS OF KEY & STEM			tb	=	18	in
20	TOE WIDTH			LT	=	3	ft
21	HEEL WIDTH			LH	=	8	ft
22	HEIGHT OF TOP STEM			HT	=	10	ft
23	HEIGHT OF BOT. STEM			HB	=	10	ft
24	FOOTING THICKNESS			hf	=	18	in
25	KEY DEPTH			hk	=	36	in
26	SOIL OVER TOE			hp	=	0	in
27	TOP STEM REINF. (As,1)				#	9	@	6	in o.c.
28	As,1 LOCATION (0=at soil face, 1=at middle)					2	at each face
29	BOT. STEM REINF. (As,2)				#	9	@	6	in o.c.
30	As,2 LOCATION (0=at soil face, 1=at middle)					2	at each face
31	TOP REINF.OF FOOTING (As,3)				#	7	@	7	in o.c.
32	BOT. REINF.OF FOOTING (As,4)				#	7	@	12	in	[THE WALL DESIGN IS ADEQUATE.]
33
34	ANALYSIS
35	SERVICE LOADS
36		Hb = 0.5 Pa h2 + h Pa H + 0.5 [Pa (gsat - gw) / gb +gw] H2
37						=	4.62	kips
38		Where	h =	21.5	ft ,	H =	0	ft
39		Hs = ws Pa (HT + HB + hf) / gb				=	0.95	kips
40		Hp = 0.5 Pp (hp + hf + hk)2				=	3.04	kips
41		Ws = ws (LH + tb - tt)				=	1.76	kips
42		Wb = Wb1 + Wb2				=	16.00	kips
43		Where	Wb1 =	16	kips ,	Wb2 =	0.00	kips
44		Wf = hf (LH + tb + LT) gc				=	2.81	kips
45		Wk = hk tb gc				=	0.68	kips
46		Ww,t = tt HT gc				=	2.25	kips
47		Ww,b = tb HB gc				=	2.25	kips
48
49	FACTORED LOADS
50		gHb = 1.6 Hb		=	7.40	kips
51		gHs = 1.6 Hs		=	1.51	kips
52		gWs = 1.6 Ws		=	2.82	kips		OVERTURNING MOMENT
53		gWb = 1.2 Wb		=	19.20	kips			H	gH	y	H y	gH y
54		gWf = 1.2 Wf		=	3.38	kips		Hb	4.62	7.40	7.17	33.12791667	53.00
55		gWk = 1.2 Wk		=	0.81	kips		Hs	0.95	1.51	10.75	10.1695	16.27
56		gWw,t = 1.2 Ww,t		=	2.70	kips		S	5.57	8.91		43.29741667	69.28
57		gWw,b = 1.2 Ww,b		=	2.70	kips
58	RESISTING MOMENT
59			W	gW		x	W x	gW x
60		Ws	1.76	2.82		8.50	14.96	23.94
61		Wb	16.00	19.20		8.50	136.00	163.20		OVERTURNING FACTOR OF SAFETY
62		Wf	2.81	3.38		6.25	17.58	21.09
63		Wk	0.68	0.81		3.75	2.53	3.04				4.34077572	>	1.5
64		Ww,t	2.25	2.70		3.75	8.44	10.13				[Satisfactory]
65		Ww,b	2.25	2.70		3.75	8.44	10.13
66		S	25.75	31.60			187.94	231.52
67
68
69	CHECK SOIL BEARING CAPACITY (ACI 318-05 SEC.15.2.2)
70
71			=	12.50		ft						=	0.63	ft
72
73
74
75
76							=	2.68	ksf	<	Q a		[Satisfactory]
77
78
79
80	CHECK FLEXURE CAPACITY, AS,1 & AS,2, FOR STEM (ACI 318-05 SEC.15.4.2, 10.2, 10.5.4, 7.12.2, 12.2, & 12.5)
81	h =	20	ft ,	H' =	0	ft
82	A = ws Pa / gb =			44	plf
83	B = h Pa =			400	plf
84	C = [Pa (gsat - gw) / gb + gw] H' =				0	plf
85
86	At base of top stem
87	Mu =		8.85	ft-kips
88	Vu =		2.30	kips
89	Pu =		2.70	kips
90
91	At base of bottom stem
92	Mu =		56.75	ft-kips
93	Vu =		7.81	kips
94	Pu =		5.40	kips
95
96								At top stem			At base of bottom stem
97
98							=	85.04	ft-kips ,		85.30	ft-kips
99								>	Mu			>	Mu
100									[Satisfactory]				[Satisfactory]