ABCDEFGHIJKLMNOPQRSTUVWXYZAAABACADAEAFAGAHAIAJAKALAMANAOAPAQARASATAUAVAWAXAYAZBABBBCBDBEBFBGBHBIBJBKBLBM
1
2
PROJECT :
PAGE :
3
 CLIENT :
DESIGN BY :
4
JOB NO. :
DATE :
REVIEW BY :
5
Concrete Beam Design, for New or Existing, Based on ACI 318-14
6
7
INPUT DATA & DESIGN SUMMARY
8
CONCRETE STRENGTH
f 'c =4,5ksi
9
REBAR STRENGTH
MAINfy =75ksi
10
STIRRUPfy =75ksi
11
FACTORED BENDING MOMENT
Mu =1730ft-k
12
FACTORED SHEAR FORCE
Vu =162kips
13
FACTORED TORSIONAL MOMENT
Tu =19,65ft-k
14
SECTION DIMENSIONS
bw =12in
15
h =24in
16
hf =6in
THE DESIGN IS ADEQUATE.
17
b =88
in, (ACI 318-14 6.3.2.1 & 9.2.4.4)
<== Tips:
For torsion, b = Min[ L/4, S, bw+16hf, bw+2h-2hf], (ACI 318-14 9.2.4.4)
18
COMPRESSION REINFORCEMENT
3#6
For non-torsion, b = Min[ L/4, S, bw+8hf, bw+2h-2hf], (ACI 318-14 6.3.2.1)
19
TENSION REINFORCEMENT
3#6
20
SHEAR REINFORCEMENT
2legs #3@12in o.c.
21
22
ANALYSIS
23
CHECK FLEXURAL CAPACITY
24
25
26
27
28
29
30
31
32
33
34
35
Cover =1,5
in, (ACI 318 20.6.1)
rprov'd =
0,0055< rmax =0,0131, (ACI 318 9.3.3.1)
36
d =45,44in> rmin =0,0033, (ACI 318 9.6.1)
37
d' =2,44in
[Satisfactory]
38
 f =0,90
, (ACI 318-14 21.2)
c =4,44
in, by pure math method
39
ec,max =0,0005Fc =342,99kips
40
es,max =0,0050
, (ACI 318-14 21.2.2)
dc =1,52in
41
42
 fMn =1190,71ft-k>Mu
[Satisfactory]
43
44
CHECK SHEAR CAPACITY
45
Check section limitation (ACI 22.5.5 & 22.5.1.2)
Determine concrete capacity (ACI 22.5.5.1)
46
47
137,93kips
48
230,0<517,3kips
[Satisfactory]
49
wheref =0,75
50
144,10kips ,<== applicable
51
Check shear reinforcement (ACI 22.5)
52
53
where63,25
54
55
56
0,871
57
58
59
60
61
62
 =0,716in2 / ft<0,800in2 / ft
[Satisfactory]
63
64
Check spacing limits for shear reinforcement (ACI 22.6.9.5)
65
66
0,00
kips, (ACI 22.5.1.1)
67
68
69
70
71
=22>S =12in
72
[Satisfactory]
73
74
75
(cont'd)
76
CHECK TORSION CAPACITY
77
Check section limitation (ACI 22.7.7.1)
78
79
wheref =0,75(ACI 21.2)
80
Ph =258
in, (perimeter of centerline of outermost closed
81
transverse torsional reinforcement.)
82
Aoh =1 287
in2 (area enclosed by centerline of the outermost
83
0,215<0,474
[Satisfactory]
closed transverse torsional reinforcement.)
84
85
Check if torsional reinforcement required (ACI 9.5.4.1)
86
where
be = MIN(h-hf , 4hf) =
32
in, (one side, ACI 9.2.4.4)
87
Pcp =160
in, (outside perimeter of the concrete cross
88
section.)
89
36,5<36,5ft-kAcp =1 216
in2 (area enclosed by outside perimeter of
90
Torsional reinforcement NOT reqD.
concrete cross section.)
91
92
Check the max factored torque causing cracking (ACI 22.7.3.2)
93
94
95
96
36,5<146,1
97
Reduction of the torsional moment can occur.
98
99
Determine the area of one leg of a closed stirrup (ACI 22.7.6.1)
100