MasonryRetainingWall.xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N
1	Daniel
2	Daniel				PROJECT :								PAGE :
3	T. Li				CLIENT :								DESIGN BY :
4	T. Li				JOB NO. :				DATE :				REVIEW BY :
5	Retaining Wall Design Based on ACI 530-99 & ACI 318-02
6
7	INPUT DATA & DESIGN SUMMARY
8	SPECIAL INSPECTION ( 0=NO, 1=YES )					1	Yes
9	TYPE OF MASONRY ( 1=CMU, 2=BRICK )					1	CMU
10	MASONRY STRENGTH			fm'	=	1.5	ksi
11	CONCRETE STRENGTH			fc'	=	4.5	ksi
12	REBAR YIELD STRESS			fy	=	60	ksi
13	LATER SOIL PRESSURE			Pa	=	30	pcf (equivalent fluid pressure)
14	PASSIVE PRESSURE			Pp	=	400	psf / ft
15	SURCHARGE WEIGHT			ws	=	100	psf
16	SERVICE LATERAL FORCE			wLat	=	20	psf
17	FRICTION COEFFICIENT			m	=	0.3
18	ALLOW SOIL PRESSURE			Qa	=	3	ksf
19	THICKNESS OF TOP STEM			tt	=	8	in
20	THICKNESS OF KEY & STEM			tb	=	12	in
21	TOE WIDTH			LT	=	3	ft
22	HEEL WIDTH			LH	=	6	ft
23	HEIGHT OF FENCE STEM			HF	=	4	ft
24	HEIGHT OF TOP STEM			HT	=	3.3	ft
25	HEIGHT OF BOT. STEM			HB	=	5.5	ft
26	FOOTING THICKNESS			hf	=	12	in
27	KEY DEPTH			hk	=	12	in			[THE WALL DESIGN IS ADEQUATE.]
28	SOIL OVER TOE			hp	=	12	in
29	TOP STEM REINF. (As,1)				#	6	@	16	in o.c.
30	As,1 LOCATION (0=at soil face, 1=at middle, 2=at each face)							2	at each face
31	BOT. STEM REINF. (As,2)				#	7	@	8	in o.c.
32	As,2 LOCATION (0=at soil face, 1=at middle, 2=at each face)							2	at each face
33	TOP REINF.OF FOOTING (As,3)				#	6	@	20	in o.c., (Caution > 18" o.c. max. ACI 7.12.2.2)
34	BOT. REINF.OF FOOTING (As,4)				#	5	@	14	in
35
36	ANALYSIS
37	SERVICE LOADS
38		Hb = 0.5 Pa (HT + HB + hf)2				=	1.44	kips
39		Hs = ws Pa (HT + HB + hf) / gb				=	0.29	kips
40		Hp = 0.5 Pp (hp + hf + hk)2				=	1.80	kips
41		HLat = wLat (HF + HT + HB - hp)				=	0.24	kips
42		Ws = ws (LH + tb - tt)				=	0.63	kips
43		Wb = [HT (LH + tb - tt) + HB LH] gb				=	5.39	kips
44		Wf = hf (LH + tb + LT) gc				=	1.50	kips
45		Wk = hk tb gc				=	0.15	kips
46		Ww,t = tt (HT +HF) gm				=	0.54	kips
47		Ww,b = tb HB gm				=	0.61	kips
48
49	FACTORED LOADS
50		gHb = 1.6 Hb		=	2.30	kips
51		gHs = 1.6 Hs		=	0.47	kips
52		gHLat = 1.6 HLat		=	0.38	kips
53		gWs = 1.6 Ws		=	1.01	kips		OVERTURNING MOMENT
54		gWb = 1.2 Wb		=	6.47	kips			H	gH	y	H y	gH y
55		gWf = 1.2 Wf		=	1.80	kips		Hb	1.44	2.30	3.27	4.71	7.53
56		gWk = 1.2 Wk		=	0.18	kips		Hs	0.29	0.47	4.90	1.44	2.30
57		gWw,t = 1.2 Ww,t		=	0.64	kips		HLat	0.24	0.38	7.90	1.86	2.98
58		gWw,b = 1.2 Ww,b		=	0.73	kips		S	1.97	3.15		8.01	12.82
59	RESISTING MOMENT
60			W	gW		x	W x	gW x
61		Ws	0.63	1.01		6.83	4.33	6.92
62		Wb	5.39	6.47		6.94	37.38	44.86		OVERTURNING FACTOR OF SAFETY
63		Wf	1.50	1.80		5.00	7.50	9.00
64		Wk	0.15	0.18		3.50	0.53	0.63				6.70	>	1.5
65		Ww,t	0.54	0.64		3.33	1.78	2.14				[Satisfactory]
66		Ww,b	0.61	0.73		3.50	2.12	2.54
67		S	8.81	10.83			53.64	66.09
68
69
70	CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2)
71
72			=	10.00		ft						=	-0.18	ft
73
74
75
76
77							=	0.79	ksf	<	Q a		[Satisfactory]
78
79
80
81	CHECK FLEXURE CAPACITY FOR MASONRY STEM (ACI 530-99 SEC.1.8.2.1, & 2.3)
82
83							At top srem			At base of bottom stem
84						=	0.88	ft-kips ,		6.20	ft-kips
85
86
87						=	0.54	kips ,		1.14	kips
88
89
90
91
92					At top stem			At base of bottom stem
93		where	te	=	7.63	in ,		11.63	in
94			d	=	4.41	in ,		8.33	in
95			bw	=	12	in ,		12	in
96			Fb	=	0.495	ksi ,		0.495	ksi
97			Fs	=	24	ksi ,		24	ksi
98			As	=	0.33	in2 ,		0.9	in2
99			r	=	0.006	,		0.009
100			Em	=	1350	ksi ,		1350	ksi