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Evo Design - structural engineering
Calculation No.
001-RC BEAM
INTERACTIVE ONLINE CALCULATION SHEET
Project No.
onlinestructuraldesign.com
SAMPLE CALCULATION
Project Title:
Reinforced Concrete Beam - interactive design spreadsheet
Calc. By
Date
Rev.
MN
16.04.2014
0
Subject/Feature:
Reinforced Concrete Beam - Bending Moment Capacity (ACI 318)
Checked By
Date
Imperial Units spreadsheet
CN
16.04.2014
Input
Output
Beam section dimensions
Beam flexural strength
Reinforcement
Materials (steel, concrete)
Beam bending moment capacity at ultimate limit state
Beam section dimensions
h =
32
in
element depth
b =
16
in
element width
(parameters that can not be modified in the demo version)
Area =
in
2
RC Element Area
Reinforcement
cover
in
cover to the center of the bars
d =
in
depth of bottom reinforcement (h- cover)
Bar size #
3
4
5
6
7
8
9
10
11
14
18
no
3
4
5
6
7
8
9
10
11
14
18
no
3
4
5
6
7
8
9
10
11
14
18
mm
n =
0
1
2
3
4
5
6
7
8
9
10
0
1
2
3
4
5
6
7
8
9
10
0
1
2
3
4
5
6
7
8
9
10
no of bars
Area =
nominal area
A
s
=
in
2
area of reinforcement in tension side
r
tens.reinf
=
%
percentage of tension reinforcement
per ACI 318
Section 10.9.1
Materias
Concrete
f
c
'
=
2.5
3
3.5
4
5
6
7
8
9
10
ksi
concrete characteristic
cylinder strength
Reinforcement type
see reinforcement types here
Grade
40
50
60
75
f
y
=
ksi
reinforcement yield strength
A
s,min
=
[3*sqrt(f
c
')/f
y
]*b
w
*d
but not less than
200*b
w
*d/f
y
minimum area of flexural reinforcement
where sqrt
(f
c
') is the square root of specified compressive strength of concrete in psi
per ACI 318
Section 10.5.1
[3*sqrt(f
c
')/f
y
]*b
w
*d =
in
2
200*b
w
*d/f
y
=
in
2
A
s,min
=
in
2
A
s
A
s,min
Section strength reduction factor
per ACI 318-05
f
=
0.90
For tension controlled sections
Section 9.3
Values of
f
strength reduction factor
References:
ACI318-05 - Building code requirements for structural concrete
Calculation No.
CALCULATION SHEET
Project No.
onlinestructuraldesign.com
Project Title:
Calc. By
Date
Rev.
Subject
Ckd. By
Date
The relationship between concrete compressive stress and concrete strain is satisfied
per ACI 318-05
by an equivalent rectangular concrete stress distribution defined by a 0.85*f
c
' uniform
Sections 10.2.6 and 10.2.7
stress over an equivalent compression zone bounded by edges of the cross section and
a straight line located parallel to the neutral axis at a distance a =
b
1
*c from the fiber of
maximum compressive strain.
per ACI 318-05
Section 10.2.3
Maximum usable strain at extreme concrete
compression fiber shall be assumed equal to 0.003;
The relation between concrete compressive stress and
concrete strain is assumed rectangular
Section 10.2.7.1
0.85f
c
' value uniformly distributed over an equivalent
compression zone bounded by edges of the cross section
and a straigth line located parale to the neutral axis at a
distance a =
b
1
*c from the fiber of max. compression strain
b
1
=
factor relating depth of equivalent
per ACI 318-05
rectangular compressive stress block
Section 10.2.7.3
to neutral axis depth
between 2500 and 4000 psi b1 = 0.85, above 4000
b
1
will
be reduced lineary at a rate of 0.05 per 1000 psi but not
lower than 0.65
a =
b
1
* c
depth of equivalent rectangular
Section 10.2.7.1
stress block
Bending moment capacity - Stress and strain equilibrium for pure bending
T =
A
s
* f
y
=
kip
C = T
a =
C / (0.85 * f
c
' * b) =
in
c =
a /
b
1
=
in
f
M =
f
A
s
*f
y
*(d-a/2) =
kip-ft
References:
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