Beam Design With Excel (Coefficient Method)

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Prepared by, Md. Humayoun Kabir B.Sc. in Civil Engineering IUBAT- International University of Business Agriculture and Technology Email: [email protected]

Compressive Strength of : f'c

3000

psi Negative Reinforcement in End Support

Yielding Strength of Steel: fy

50000

psi 0

0

1.36

_kip/f

Support Condition:

4

13.5 in (USD)

Total Span Number:

1

21.5 in (WSD)

Design the Span Number:

1

Length of the Span : L

24

f

CC 2.5 in

Let The width of the Beam :

13.5

in

Clear Cover:

2.5

in

0.9 Beam Reinforcement (Negative)

Modulus of Elasticity (Steel) Es 29000000 Main Bar 2

Ext. Top 1

Beam Design with Fixed Dimention

Amount of St. in USD Method: Unit Weight on the Beam:

1.904

kip/f

Assume Dimen.

12 X

24

Main Bar 3

For USD Your Assumption is OK Ext. Bottom 2

For WSD Your Assumption is Wrong

Amount of St. in USD Method:

Result for fixed dimension of Beam

Refresh-1

Finally Dimension: 12 X 24

Stirrup Design (Typical)

Beam Length: Effective Depth: 21.5 in

Insert Your Data

in2_(USD)

in2_(WSD)

Unit Weight on the Beam: ω

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WSD USD Posit. Rein.: -- 2.01 Neg. Rein.: -- 0 10 5 for: 6 Calculations Refresh-1 Refresh-2 8 10 76.17001 in 10.25 in 24 in

Calculations

Modulus of Elasticity (Conc.) Ec 3122018.6

in2 _in2 in2 _in2 Provide: Ø 1. S_max 2. S_max 3. S_max

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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 234

Positive Moment: + M 97.92 kip/f*f M+

97.92 kip/f*f 1175040 psi

Negative Moment: -M 0 kip/f*f

M-d 19.286415 Cal d

t 22.406415 in 22.41 in 24 in

So, Effective Depth will be: d 20.88 d

t Finaly d

Reinforcement: Use:

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Negative As: M/fsjd 0 in*in

As +

Final Dimension of the Beam is: 13.5 X 24 As

-Final Dim. 12

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: 21 f

f'c 3600 psi

λ 1

Reduction Factor: ф 0.75

72500 psi 72.5 ksi

The Maximum shear occurs in the end of the span:

Vu 19.845 kips

At the Critical Section,

Vu 16.61625 kips

Shear force varies linearly zero at mid span f_yt

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Vc 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:

35.444444 in 10.25 in 24 in 1.8 f 19.845 kips Hence фVc 1. S_max 2. S_max 3. S_max V_u=

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16.61625 kips фVc= 18.45 kips 24.6 0.8 f 10.5 f 9.7 Method-02 1.07

Maximum Shear V 19.845 kips

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Shear at d distance: x 17.8227 kips

Now Vc 66 psi

Vc 13530 lb 13.53 kips

Here, x > Vc So, Follow Next Step

Spacing:

USD Design 1

1 Technique for Coefficient

1 12 24 12 2 16 14 9 9 14 1 1 3 16 14 10 11 16 5 3 1 1 2 1 0 0 1 Unrestrained

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2 0 11 9 9 11

3 0 11 10 11 16

Spandrel: 2 24 14 9 9 14

3 16 14 10 11 16

Positive Moment: 97.92 k-f 1175.04 k-in

Negative Moment: 0 k-f 0 k-in

Maximum Reinforcement 0.016256 Max M 1175.04 k-in

Minimum Reinforcement 0.004 Max Rein 0.0162563

Factored Moment: Mu

141.6220194 11.90051 in 11.91 in

Total Depth: 15.03

Finally the dimension is 13.5 X 16

a b c

991011.67 -100780.848 1175.04

ρ1 0.088260911 0.0883 0.0883

ρ2 0.013434004 0.01344 0.01344

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991011.67 -100780.848 0

0.101694915 0.1017 0.1017

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Prepared by, Md. Humayoun Kabir B.Sc. in Civil Engineering IUBAT- International 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 3.25

Beam Reinforcement (Negative)

No. of # 5 bar 0.31 0.62

No. of # 5 bar 0.31 0.31

Total Area of Steel : 0.93 Amount of St. in USD Method: 0

WSD Method: 0

Beam Reinforcement (Positive)

No. of # 7 bar 0.6 1.8

No. of # 8 bar 0.79 1.58

Total Area of Steel : 3.38 Amount of St. in USD Method: 2.45

WSD Method: 3.25

Stirrup Design (Typical)

24 f Span: 1 of 1 . in2_(USD) in2_(WSD) in2 in2 in2 in2_Required in2_Required in2 in2 in2 in2_Required in2_Required

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mm stirrup @ Provide: Ø 10 mm stirrup @ in c/c 10 in c/c f for: 12 f 27 72 72 12 6 10 in

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Area of Used Bar 0.62 Strain of Concrete 0.62

Positive Moment Co-efficient:

0.13

Neg. Moment Co-Efficient:

0.00

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+ M- d t d 24 in 97.92 0 19.28642 24 20.88 1.36 19.28642 24 20.88 2.204 24.55206 28 24.88 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

in2

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Total Area of Steel: 10.62

5.261538 0

X 24

Vu= Unit Load*( Total Span length/2)

Vu=Vu+(Vu/(Total beam length/2))*(Effective Depth in f) in2

in2

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24.6 kips 3 0.11 10 3 0.11 in -133.732 -134 -133 -132.5 -133 Minimum: 10 in New Sys. S. 6.75 5 16 128 5.12 5.12 5 10 240 9.6 10

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300 12

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Technique for Coefficient 12 24 9 14 16 11 10 14 16 10 14 3 12 0.083333 2 24 0.041667 12 1 1 0

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0 0 0 0 11 10 16 0 false false 0 24 0 0 0 11 10 14 24 false false 0 0.125

M+ M- H M Max Re Min Re Max of pr Check D.

1175.04 0 1175.04 0.0162563 0.004 0.016256 11.91 1.36 1175.04 0.0162563 0.004 0.016256 11.91 2.204 1904.256 0.0162563 0.004 0.016256 15.15 18.27 t d 20 0.85 e d 16.88 As+ 16 in 12.88 in As-20.88 13.5 991011.7 -100781 12.88 0.01344 +As 2.44944 20.88 a b c 2604402 -264854 1904.256 β

1

in2

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ρ1 0.093909 0.094 ρ2 0.007786 0.00779 0 -As 0 2604402 -264854 0 ρ1 0.101695 0.1017 ρ2 0 0 in2

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0.003

Design with Dimension

Own Weight of column: 300 plf

0.3 K-f 2.204 k/f 3.246684 0 3.246684 0 4.415632 0 Є_u

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0 0 #DIV/0!

0 #DIV/0! #DIV/0!

Simply 1 0 0.125

1 2

Pst. Row Neg. Row

0.01344 0 0.01344 0 0.01255 0 OK in 20.88 3.537594 0 21.5 in2 in2

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0.016256 0.00779 +As 2.00982 0.00779 0.016256 0.004 -As 0 0.004 0 in2 in2

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Important Notice

This Microsof Excel spreadsheet will be able to design rcc beam in Co-Efficient method. 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 his/her own responsibility.

Md. Humayoun Kabir

Bachelor of Science in Civil Engineering E-mail: [email protected]

IUBAT-International University of Business Agriculture and Technology.

Watch Tutorials in YouTube

01. Column Design with Excel: https://www.youtube.com/watch?v=Jh9uz1F-u3Q 02. Beam Design with Excel: https://www.youtube.com/watch?v=kpbbzji8ZKs 03. Website: http://civil-school.blogspot.com/

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Important Notice

This Microsof Excel spreadsheet will be able to design rcc beam in Co-Efficient method.

This sheet is following the ACI and BNBC code. This sheet is prepared by the recent experience of the owner. If any one wants to implement the result of this sheet in the practical field, it is his/her own responsibility.

IUBAT-International University of Business Agriculture and Technology.

Watch Tutorials in YouTube

01. Column Design with Excel: https://www.youtube.com/watch?v=Jh9uz1F-u3Q 02. Beam Design with Excel: https://www.youtube.com/watch?v=kpbbzji8ZKs 03. Website: http://civil-school.blogspot.com/