ConcreteBeam.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	Concrete Beam Design Based on ACI 318-99
6		INPUT DATA
7		f 'c		=	3	ksi	Mu =	272.5	ft-k
8		Main Bar fy		=	60	ksi	Vu =	46.4	k
9		Stirrup fy		=	40	ksi	Tu =	113.0	ft-k
10							b =	24	in, (ACI 8.10.2)
11		Top bars	3	#	7		h =	30	in
12		Bot bars	7	#	7		bw =	24	in
13							hf =	0	in
14		Stirrup size		==> #	3	@	8	in o.c.
15		No. of legs		=	3		d (optional)	=		in	The design is adequate.
16		DESIGN SUMMARY		2
17		Main bar top (Compressive Reinf.) :				Use 3 # 7			Stirrups :	Use # 3 @ 8 in. o.c. (3 legs)
18		Main bar bottom (Tensile Reinf.) :				Use 7 # 7 ( 1 layer )
19		GOVERNING CASE ANALYSIS
20
21			=	0.003				=	0.85			=	0.0160
22
23			=	27.7	in			=	0.90			=	29000	ksi
24
25			=	2.3	in			=	0.0033				0.0063
26
27
28
29
30
31
32
33
34		Case 1			Case 2				Case 3			Case 4
35
36							CASE 2 APPLICABLE
37
38		FLEXURAL ANALYSIS
39		Case 1 Analysis :
40
41
42						in						in2
43
44
45		Case 2 Analysis :
46
47
48							2.23	in					2.28	in2
49
50
51		Case 3 Analysis :
52
53
54					in									in2
55
56
57
58						in2						ksi
59
60		Case 4 Analysis :
61
62
63					in									in2
64
65
66
67							in2					ksi
68
69
70		SHEAR ANALYSIS												(cont'd)
71		Check section limitation (ACI 11.5.6.8)						Determine concrete capacity (ACI 11.3.1.1 or 11.3.2.1)
72
73										72.79	k
74		46.4	<	309.4	k	[Satisfactory]
75		where	f =	0.85
76												79.04	k ,<== applicable
77		Check shear reinforcement (ACI 11.5)
78
79								where					59.34
80
81
82													0.393
83
84
85
86
87
88			=	0.360	in2 / ft	<			0.495	in2 / ft	[Satisfactory]
89
90		Check spacing limits for shear reinforcement (ACI 11.5.4)
91
92					-24.47	k
93
94
95
96
97							=	13	>	S =	8	in
98									[Satisfactory]
99
100