Prepared by,
Md. Humayoun Kabir
Insert Your Data
B.Sc. in Civil Engineering
Compressive Strength of : f'c
3000
psi
Yielding Strength of Steel: fy
50000
psi
IUBAT- International University of Business A
Negative Reinforcement in End Support 0 in2 (USD) 0 in2 (WSD)
1.36
Unit Weight on the Beam: ω
kip/f
4
Support Condition:
13.5 in (USD) Total Span Number:
1
Design the Span Number:
1
Length of the Span :
24
L
21.5 in (WSD)
f CC
Let The width of the Beam :
13.5
in
Clear Cover:
2.5
in
Reduction Factor for Beam φ
0.9
Modulus of Elasticity (Steel) Es
2.5
in
Beam Rein 29000000
Main Bar
2
Ext. Top
1
Beam Design with Fixed Dimention
Amount of St. in USD M
1.904 kip/f
Unit Weight on the Beam: Assume Dimen.
12
24
X
For USD
Your Assumption is OK
For WSD
Your Assumption is Wrong
Main Bar
3
Ext. Bottom
2
Amount of St. in USD M
Result for fixed dimension of Beam Finally Dimension:
12
X
Refresh-1
Stirrup
24 Beam Length:
Effective Depth:
21.5
in
WSD Posit. Rein.: Neg. Rein.:
--
in
--
in2
2
USD 2.01 in2 0
in2 Provide: Ø for:
10 5 6
Calculations
Refresh-1 Refresh-2
8
1. Smax
76.17001 in
2. Smax
10.25 in
3. Smax
24 in
Calculations Modulus of Elasticity (Conc.) Ec 3122018.6
10
fc
1350 psi
fs
20000 psi
n=
Es/Ec
9.2888621
10
r=
fs/fc
14.814815
15
k=
n/(n+r)
0.4
0.4
j=
1-(k/3)
0.8666667
0.866667
R
Positive Moment:
+M
234
97.92 kip/f*f 97.92 kip/f*f
Negative Moment:
-M
0 kip/f*f
d
19.286415
t
22.406415 in
So, Effective Depth will be: d
M+ 1175040 psi MCal d
22.41 in
24 in
20.88
d t Finaly d
Reinforcement: Positive As
Use: M/fsjd
3.24668435 in*in
Extra top:
Use:
Negative As:
M/fsjd
0 in*in As +
Final Dimension of the Beam is:
13.5
X
24
As -
Final Dim.
Stirrup Design:
Strr Wide of the beam:
10
in
Effective depth of the beam:
20.5
in
Uniformly distributed load:
1.89
kips/f
Span Length:
Reduction Factor:
21
f
f'c
3600
psi
λ
1
ф
0.75
fyt
72500 psi
72.5 ksi
The Maximum shear occurs in the end of the span:
Vu
19.845 kips
Vu
16.61625 kips
At the Critical Section,
Shear force varies linearly zero at mid span
12
Vc
Hence
фVc
24600 lb
18.45
kips
The point in which web reinforcement is no longer needed:
0.7380952 f
Zone: 1
The required spacing of web reinforcement is for vertical stirrups is:
-133.732
Reinforcement for zone two:
1.8 f
Vu= 19.845 kips
1. Smax
35.444444 in
2. Smax
10.25 in
3. Smax
24 in
Vu= 16.61625 kips
фVc=
18.45 kips
24.6 0.8 f
Method-02 1.07
Maximum Shear V
19.845 kips
10.5 f
9.7
Shear at d distance: x
17.8227 kips
Now Vc
66 psi
Vc
13530 lb
Here,
x > Vc
13.53 kips
So, Follow Next Step
Spacing:
USD Design 1 1
Technique for Coefficien
1 1
1
12
24
12
2
16
14
9
9
14
3
16
14
10
11
16
5 1
3 2
1 1 0 0
Unrestrained
1
Spandrel:
2
0
11
9
9
11
3
0
11
10
11
16
2
24
14
9
9
14
3
16
14
10
11
16
Positive Moment: Negative Moment:
97.92 k-f 0 k-f
Maximum Reinforcement Minimum Reinforcement
Factored Moment:
1175.04 k-in 0 k-in
0.016256 Max M 1175.04 k-in 0.004 Max Rein 0.0162563
Mu 141.6220194 11.90051 in
11.91 in
Total Depth:
15.03
Finally the dimension is
a
b
a
16
1175.04
0.088260911 0.013434004
b
X
c
991011.67 -100780.848 ρ1 ρ2
13.5
0.0883 0.01344
c
0.0883 0.01344
991011.67 -100780.848 0.101694915 0
0 0.1017 0
0.1017 0
al University of Business Agriculture and Technology
Email:
[email protected]
Result
V:16 13.5 in (USD) 13.5 in (WSD)
16 in (USD) 24 in (WSD)
Positive Reinforcement in Mid Span 2.45 in2 (USD) 3.25 in2 (WSD)
Beam Reinforcement (Negative) No. of #
5
bar
0.31
0.62 in2
No. of #
5
bar
0.31
0.31 in2
Total Area of Steel :
0.93
Amount of St. in USD Method:
0 in2 Required
WSD Method:
0 in2 Required
in2
Beam Reinforcement (Positive) No. of #
7
bar
0.6
1.8 in2
No. of #
8
bar
0.79
1.58 in2
Total Area of Steel : Amount of St. in USD Method:
2.45 in2 Required
WSD Method:
3.25 in2 Required
3.38
in2
of
1
Stirrup Design (Typical) 24
f
Span:
1
.
mm stirrup @ in c/c f
Provide: Ø for:
10 10 12
mm stirrup @ in c/c f
27 72
72 12 6
10 in
Area of Used Bar
0.62
in2
Strain of Concrete 0.62
Positive Moment Co-efficient:
0.13
Neg. Moment Co-Efficient:
0.00
Єu
Strain of Concrete
0.003
Design with Dimension 2
21.5 in
Wrong
Own Weight of column: Total Unit weight:
158.688 158.688 1904256 0 24.55206 M+ 24 in
M97.92
1.36 2.204 27.67206 28
10
24.88
20.88
10 No. of #
9
bar
1 in*in
2 No. of #
5
bar
0.31 in*in
d t 0 19.28642 19.28642 24.55206
d 24 24 28
20.88 20.88 24.88
Total Area of Steel:
10.62 in2
5.261538 in2 0 in2 X
24
Vu= Unit Load*( Total Span length/2)
Vu=Vu+(Vu/(Total beam length/2))*(Effective Depth in f)
24.6 kips
3
0.11
3
0.11
10
in
-133.732 -134 -133
Minimum:
-132.5
-133
10 in
New Sys.
S. 5
6.75 16
128
5.12
10
240
9.6
5.12 5 10
300
f
12
Technique for Coefficient 12
24
9
14
10
14
16 11
10
14
16
3 2
12 0.083333 24 0.041667
1 1
0
12
0
0
0 0
11
10
16
0
false
false
0 24
0
0 0
11
10
14
0
0.125
24
false
M+ M1175.04 1.36 2.204
β1
false
HM Max Re Min Re Max of pr Check D. 0 1175.04 0.0162563 0.004 0.016256 11.91 1175.04 0.0162563 0.004 0.016256 11.91 1904.256 0.0162563 0.004 0.016256 15.15 18.27 20 16.88
td ed
0.85
As+ 16 in
12.88 in
As-
20.88
13.5
991011.7 -100781 12.88
0.01344
+As
2.44944 in
20.88
2
a
b c 2604402 -264854 1904.256
ρ1 ρ2 0
-As
0.093909 0.007786
0.094 0.00779
0 in2 2604402 -264854 ρ1 ρ2
0.101695 0
0 0.1017 0
Єu
0.003
Design with Dimension
ght of column:
3.246684 3.246684 4.415632
300 plf 0.3 K-f 2.204 k/f
0 0 0
24
0.083333 0.041667
0
0
#DIV/0!
0
#DIV/0!
#DIV/0!
0
0.125
Simply
1 1 2
Pst. Row Neg. Row 0.01344 0 0.01344 0 0.01255 0
OK in 20.88 3.537594 in2 0 in2
21.5
0.016256 0.00779
0.00779
+As
2.00982 in2
0.016256 0.004
0.004
-As
0 in2
0
Theories For USD Method
Theories For WSD Method
Important Noti
This Microsof Excel spreadsheet will be able to design rcc beam in Co-Efficient m This sheet is following the ACI and BNBC code. This sheet is prepared by If any one wants to implement the result of this sheet in the practical field, it is hi
Md. Humayoun Kabir Bachelor of Science in Civil Engineering E-mail:
[email protected]
IUBAT-International University of Business Agric
Watch Tutorials in YouTu
01. Column Design with Excel: https://www.youtube.com/watch?v=Jh
02. Beam Design with Excel: https://www.youtube.com/watch?v=kpb 03. Website: http://civil-school.blogspot.com/
tant Notice
cc beam in Co-Efficient method. et is prepared by the recent experience of the owner. the practical field, it is his/her own responsibility.
niversity of Business Agriculture and Technology.
ch Tutorials in YouTube
youtube.com/watch?v=Jh9uz1F-u3Q
utube.com/watch?v=kpbbzji8ZKs
m/
