INTRO

Page 1

Dedication Public License (DPL)

THANKS!

ENGR. LEANDRO B. PICOZN II By downloading the archive, you confirm your agreement in this license.

Professional Regulation Commission Number 0088397

Gandara, Samar, Philippines

…..............................................................................................

I. Freeware

RELEASED 2.1 with Slab Design First of all, the reasons why Spybot-S&D is free:

RELEASED 2.2 with Slab Design minor bugs

RELEASED 2.3 with lumigwat bug REVERSED ANALYSIS I.a. Dedication

RELEASED 2.4 with Earthquake Design on Slabs My Structural Analysis is dedicated to the most wonderful girl on earth :) Annabelle

RELEASED 2.5 with Overhang Cantilever Beams

RELEASED 2.6 Minor Bugs and New Features I.b. Binary

RELEASED 3.0 with Corner Designs What do you get if you buy software? Lots of ones and zeros, nothing more. If they were distributed as art, I could understand paying it. But if the main goal of their order is to earn money - by fees or ads - I don't like it!

RELEASED 3.1 minor bugs fixed

I.c. Conclusion

This means that I grant you the license to use Spybot-S&D as much as you like. But if you like it, I ask two things of you: say a prayer for me (and the most wonderful girl while you're at it ;) ) to your god - or whatever you believe - and wish us some luck.

II. Limitations

II.a. Reverse Engineering

Reverse Engineering is not allowed as with nearly any software. If anyone has doubts in the honesty of the code, I will give insight to a trusted organization like a university under certain limitations (for example only one copy, for a limited time, and that has to be removed after the evaluation time has ended).

II.b. Warranty

I tried my very best to make the code of My Structural Analysis as stable as possible, and I give you the warranty that I placed no code to cause intentional harm to your system.

However, adventuring sometimes involves cutting deep into the system sometimes, and I cannot guarantee that your system will be running the same as before. For example, tensional stress hosts may stop working.

I can also give you no warranty that Spybot-S&D will remove every spy on your system, or that it will give you no false positives. For your own verification the location of the problem is shown with every entry, and if you have any questions remaining you can visit the support forum for more information.

II.c. Liability

Under no circumstances can you make me liable for any damage, however caused, including, but not limited to damage you might do to your system using My Structural analysis.

II.d. Use of application in whole

Free use is limited to the application in whole. Usage of parts only, for example the database or the plug-ins, is not permitted.

II.e. Corporate use

As companies are not individual persons and would have problems fullfilling the above terms, there is a license for corporate users that can be found at safer-networking.ie.

III. Distribution

PLEASE EDIT ONLY BLUE CELLS NOT OTHER TEXT

INTRO

Page 2

Here are some basic rules about distributing My Structural Analysis.

III.a. Private distribution

You may give away single copies of the software as long as you don't modify this license or other files of the archive.

III.b. Mirroring

If you want to mirror “My Structural Analysis”, feel free to do so as long as you don't modify the original archive. If you want to be kept up to date about major updates, you can subscribe to the mailing list.

III.c. Publishing

You may publish My Structural Analysis in a book or magazine (or other media) by simply sending a written request for permission, including a description of your specific needs. I request a copy of the media in which My Structural Analysis is published as compensation.

INTRO

Page 3

Dedication Public License (DPL)

By downloading the archive, you confirm your agreement in this license.

First of all, the reasons why Spybot-S&D is free:

My Structural Analysis is dedicated to the most wonderful girl on earth :) Annabelle

What do you get if you buy software? Lots of ones and zeros, nothing more. If they were distributed as art, I could understand paying it. But if the main goal of their order is to earn money - by fees or ads - I don't like it!

This means that I grant you the license to use Spybot-S&D as much as you like. But if you like it, I ask two things of you: say a prayer for me (and the most wonderful girl while you're at it ;) ) to your god - or whatever you believe - and wish us some luck.

II.a. Reverse Engineering

Reverse Engineering is not allowed as with nearly any software. If anyone has doubts in the honesty of the code, I will give insight to a trusted organization like a university under certain limitations (for example only one copy, for a limited time, and that has to be removed after the evaluation time has ended).

I tried my very best to make the code of My Structural Analysis as stable as possible, and I give you the warranty that I placed no code to cause intentional harm to your system.

However, adventuring sometimes involves cutting deep into the system sometimes, and I cannot guarantee that your system will be running the same as before. For example, tensional stress hosts may stop working.

I can also give you no warranty that Spybot-S&D will remove every spy on your system, or that it will give you no false positives. For your own verification the location of the problem is shown with every entry, and if you have any questions remaining you can visit the support forum for more information.

Under no circumstances can you make me liable for any damage, however caused, including, but not limited to damage you might do to your system using My Structural analysis.

II.d. Use of application in whole

Free use is limited to the application in whole. Usage of parts only, for example the database or the plug-ins, is not permitted.

II.e. Corporate use

As companies are not individual persons and would have problems fullfilling the above terms, there is a license for corporate users that can be found at safer-networking.ie.

INTRO

Page 4

Here are some basic rules about distributing My Structural Analysis.

III.a. Private distribution

You may give away single copies of the software as long as you don't modify this license or other files of the archive.

If you want to mirror “My Structural Analysis”, feel free to do so as long as you don't modify the original archive. If you want to be kept up to date about major updates, you can subscribe to the mailing list.

III.c. Publishing

You may publish My Structural Analysis in a book or magazine (or other media) by simply sending a written request for permission, including a description of your specific needs. I request a copy of the media in which My Structural Analysis is published as compensation.

INTRO

Page 5

What do you get if you buy software? Lots of ones and zeros, nothing more. If they were distributed as art, I could understand paying it. But if the main goal of their order is to earn money - by fees or ads - I don't like it!

This means that I grant you the license to use Spybot-S&D as much as you like. But if you like it, I ask two things of you: say a prayer for me (and the most wonderful girl while you're at it ;) ) to your god - or whatever you believe - and wish us some luck.

Reverse Engineering is not allowed as with nearly any software. If anyone has doubts in the honesty of the code, I will give insight to a trusted organization like a university under certain limitations (for example only one copy, for a limited time, and that has to be removed after the evaluation time has ended).

I tried my very best to make the code of My Structural Analysis as stable as possible, and I give you the warranty that I placed no code to cause intentional harm to your system.

However, adventuring sometimes involves cutting deep into the system sometimes, and I cannot guarantee that your system will be running the same as before. For example, tensional stress hosts may stop working.

I can also give you no warranty that Spybot-S&D will remove every spy on your system, or that it will give you no false positives. For your own verification the location of the problem is shown with every entry, and if you have any questions remaining you can visit the support forum for more information.

Under no circumstances can you make me liable for any damage, however caused, including, but not limited to damage you might do to your system using My Structural analysis.

Free use is limited to the application in whole. Usage of parts only, for example the database or the plug-ins, is not permitted.

As companies are not individual persons and would have problems fullfilling the above terms, there is a license for corporate users that can be found at safer-networking.ie.

INTRO

Page 6

If you want to mirror “My Structural Analysis”, feel free to do so as long as you don't modify the original archive. If you want to be kept up to date about major updates, you can subscribe to the mailing list.

You may publish My Structural Analysis in a book or magazine (or other media) by simply sending a written request for permission, including a description of your specific needs. I request a copy of the media in which My Structural Analysis is published as compensation.

INTRO

Page 7

This means that I grant you the license to use Spybot-S&D as much as you like. But if you like it, I ask two things of you: say a prayer for me (and the most wonderful girl while you're at it ;) ) to your god - or whatever you believe - and wish us some luck.

Reverse Engineering is not allowed as with nearly any software. If anyone has doubts in the honesty of the code, I will give insight to a trusted organization like a university under certain limitations (for example only one copy, for a limited time, and that has to be removed after the evaluation time has ended).

I can also give you no warranty that Spybot-S&D will remove every spy on your system, or that it will give you no false positives. For your own verification the location of the problem is shown with every entry, and if you have any questions remaining you can visit the support forum for more information.

INTRO

Page 8

You may publish My Structural Analysis in a book or magazine (or other media) by simply sending a written request for permission, including a description of your specific needs. I request a copy of the media in which My Structural Analysis is published as compensation.

Analysis

Page 9

My Structural Analysis

Computing for LIVE LOAD

Weight of Person + Environment 60.00

Gravity Constant 9.81

Weight in Newtons 588.60

0.59

Number of Person/s per Square Meter 1.00

Slab Self Weight

Thickness 110.00

2.81

Total Actual Load LL + Slab 4.94

Internal SpanArea

Slab 1 Short Span 1.500.140625 6.00

(Side X) 1.50

Long Span 4.00 (Side Y) 4.00

Area

Slab 2 Short Span 4.000.79 18.00

(Side X) 4.50

Long Span 4.50 (Side Y) 4.00

Area

Slab 3 Short Span 3.750.69 16.88

(Side X) 4.50

Long Span 4.50 (Side Y) 3.75

Area

Slab 4 Short Span 1.500.14 6.00

(Side X) 1.50

Long Span 4.00 (Side Y) 3.75

C

SLAB 1

BE

AM

1

SLAB 2

4m 4m

1.5m 4.5m

C BEAM 4 C1 BEAM 2 C

1.5m 4.5m

Analysis

Page 10

3.75m 3.75m

BE

AM

3

SLAB 4 SLAB 3

C

Beam 1 Slab 1 effect 9.41

Slab 2 effect 6.58

Total LL+Slab effect on Beam 1 16.00

Beam 2 Slab 2 effect 8.18

Slab 3 effect 8.54

Total LL+Slab effect on Beam 2 16.72

Beam 3 Slab 3 effect 7.41

Slab 4 effect 8.82

Total LL+Slab effect on Beam 3 16.23

Beam 4 Slab 4 effect 2.47

Slab 1 effect 2.47

Total LL+Slab effect on Beam 4 4.94

End of LL + Slab Computations

Beam 1 Selfweight Base 0.32 m

5.332Height 0.40 m

Lenght 4.00 m

Beam 2 Selfweight Base 0.32 m

5.332Height 0.40 m

Lenght 4.50 m

Beam 3 Selfweight Base 0.32 m

5.332Height 0.40 m

Lenght 3.75 m

Beam 4 Selfweight Base 0.32 m

5.332Height 0.40 m

Analysis

Page 11

Lenght 1.50 m

5.332

Computing for DESIGN MOMENT and STRESS

Beam 1 23.46

46.92

23.46

46.92

Beam 2 24.19

61.22

24.19

54.42

Beam 3 23.70

41.65

23.70

44.43

Beam 4 12.40

3.49

12.40

9.30

Transferring action to Column

Beam 1 R1=Vu/2 23.46

Beam 2 R2=Vu/2 27.21

Beam 3 R3=Vu/2 22.22

Beam 4 R4=Vu/2 4.65

Earthquake NSCP 2.2.5.2.1 (1992) V=

Design Base Shear V= 46.343

Seismic Zone Factor Z= 0.60

Importance Factor I= 1.00

Numerical Coeff 10.00

Numerical Coeff C=

C= 7.62

Site Coeff S= 2.00

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

(ZIC/Rw)W

Rw=

1.25(S)/T(2/3)

Analysis

Page 12

Fundamental Period of Vibration T=

Height 5.85

0.05

T= 0.19

Applied Weight W= 101.42

Design Load for Column Pu= 275.30

Mu= 90.37

Computing Footing Reactions

Column Dimensions Base 0.35

Height 0.35

Length 5.85

Column Weight 23.88

Bottom Reaction 202.84

Number of Storey 2

Overhang/CantileverArea

Slab 5 Short Span 1.500.140625 6.00

(Side X) 1.50

Long Span 4.00 (Side Y) 4.00

Area

Slab 6 Short Span 1.500.140625 6.00

(Side X) 1.50

Long Span 4.00 (Side Y) 4.00

Area

Slab 5A Short Span 4.000.9518144 16.40

(Side X) 4.10

Long Span 4.10 (Side Y) 4.00

Area

Slab 6A Short Span 4.000.9518144 16.40

(Side X) 4.10

Long Span 4.10 (Side Y) 4.00

1.5

Ct(h

n)3/4

hn=

Ct=

R1+R2+R3+R4+COLUMN(WEIGHT)

+Earthquake

Analysis

Page 13

BE

AM

5A

BE

AM

5SLAB 5A SLAB 5

4.1 4.0

Beam 7A C2 BEAM 7

BE

AM

6A

BE

AM

6

SLAB 6A SLAB 6 4.0

Beam 5 Slab 5 effect 9.41

Total LL+Slab effect on Beam 5 9.41

Beam 6 Slab 6 effect 9.41

Total LL+Slab effect on Beam 6 9.41

Beam 7 Slab 5 effect 2.47

Slab 6 effect 2.47

Total LL+Slab effect on Beam 7 4.94

Beam 5A Slab 5 effect 9.41

Slab 5A effect 6.58

Total LL+Slab effect on Beam 5 16.00

Beam 6A Slab 6 effect 9.41

Slab 6A effect 6.58

Total LL+Slab effect on Beam 6 16.00

Beam 7A Slab 5A effect 6.91

Analysis

Page 14

Slab 6A effect 6.91

Total LL+Slab effect on Beam 7 13.82

End of LL + Slab Computations

Beam 5 Selfweight Base 0.20 m

4.20Height 0.40 m

Lenght 4.00 m

Beam 6 Selfweight Base 0.20 m

4.20Height 0.40 m

Lenght 4.00 m

Beam 7 Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 1.82 m

Beam 5A Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 4.00 m

Beam 6A Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 4.00 m

Beam 7A Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 4.10 m

Computing for DESIGN MOMENT and STRESS

Beam 5 15.30

30.60

15.30

30.60

Beam 6 15.30

30.60

15.30

30.60

Beam 7 12.40

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (Wult

L2/8)

Analysis

Page 15

32.98

12.40

26.59

Beam 5A 16.00

31.99

23.46

46.92

Beam 6A 23.46

46.92

23.46

46.92

Beam 7A 13.82

29.04

21.29

43.64

Transferring action to Column

Beam 5 R5=Vu/2 15.30

Beam 6 R6=Vu/2 15.30

Beam 7 R7=(Vu/2)+R1+R2 43.89

Beam 5A R5A=Vu/2 23.46

Beam 6A R6A=Vu/2 23.46

Beam 7A R7A=Vu/2 21.82

Earthquake NSCP 2.2.5.2.1 (1992) V=

Design Base Shear V= 59.348

Seismic Zone Factor Z= 0.60

Importance Factor I= 1.00

Numerical Coeff 10.00

Numerical Coeff C=

C= 7.04

Site Coeff S= 2.00

Fundamental Period of Vibration T=

Height 6.85

Shear (Wult

L/2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

(ZIC/Rw)W

Rw=

1.25(S)/T(2/3)

Ct(h

n)3/4

hn=

Analysis

Page 16

0.05

T= 0.21

Applied Weight W= 140.54

Design Load for Column Pu= 433.53

Mu= 135.51

Computing Footing Reactions

Column Dimensions Base 0.35

Height 0.35

Length 6.85

Column Weight 27.91

Bottom Reaction 281.08

Number of Storey 2.00

Overhang/Cantilever/CornerArea

Slab 7 Short Span 1.000.0594884 4.10

(Side X) 1.00

Long Span 4.10 (Side Y) 4.10

Area

Slab 8 Short Span 1.000.44444444 1.50

(Side X) 1.00

Long Span 1.50 (Side Y) 1.50

Slab 9 Short Span 1.500.140625 6.00

(Side X) 4.00

Long Span 4.00 (Side Y) 1.50

Slab 10 Short Span 4.000.9518144 16.40

(Side X) 4.00

Long Span 4.10 (Side Y) 4.10

1

BE

AM

8

BE

AM

14

Ct=

R7+R5A+R6A+R7A+COLUMN(WEIGHT)

Analysis

Page 17

SLAB 10

BE

AM

14 SLAB 7

BE

AM

8

4.0 4.1

BEAM 15 C3 BEAM 12

BE

AM

13 B

EA

M 9

1.5 SLAB 9 SLAB 8 1.5

BEAM 11 BEAM 10

Beam 8 Slab 7 effect 9.92

Total LL+Slab effect on Beam 5 9.92

Beam 9 Slab 8 effect 3.15

Total LL+Slab effect on Beam 6 3.15

Beam 10 Slab 8 effect 1.65

Total LL+Slab effect on Beam 7 1.65

Beam 11 Slab 9 effect 9.41

Total LL+Slab effect on Beam 5 9.41

Beam 12 Slab 7 effect 1.65

Slab 8 effect 1.65

Total LL+Slab effect on Beam 6 3.29

Beam 13 Slab 8 effect 3.15

Slab 9 effect 3.53

Total LL+Slab effect on Beam 7 6.68

Analysis

Page 18

Beam 14 Slab 7 effect 9.92

Slab 10 effect 6.91

Total LL+Slab effect on Beam 6 16.83

Beam 15 Slab 9 effect 9.41

Slab 10 effect 6.58

Total LL+Slab effect on Beam 7 16.00

End of LL + Slab Computations

Beam 8 Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 4.10 m

Beam 9 Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 1.50 m

Beam 10 Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 1.00 m

Beam 11 Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 4.00 m

Beam 12 Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 1.00 m

Beam 13 Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 1.50 m

Beam 14 Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 4.10 m

Beam 15 Selfweight Base 0.32 m

5.33Height 0.40 m

Lenght 4.00 m

Analysis

Page 19

Computing for DESIGN MOMENT and STRESS

Beam 8 17.39

36.53

17.39

35.64

Beam 9 10.62

23.89

Shear (WL) 10.62

15.93

Beam 10 9.11

9.11

Shear (WL) 9.11

9.11

Beam 11 16.88

33.76

16.88

33.76

Beam 12 10.76

29.11

Shear (WL) 10.76

62.33

Beam 13 14.15

38.98

Shear (WL) 7.47

54.06

Beam 14 24.30

51.06

16.83

33.66

Beam 15 16.00

31.99

23.46

46.92

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (WL2)

Moment (WL2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (WL2)

Moment (WL2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

Moment (Wult

L2/8)

Shear (Wult

L/2)

Analysis

Page 20

Transferring action to Column

Beam 8 R8=Vu/2 17.82

Beam 9 R9=Vu/2 7.96

Beam 10 R10=Vu/2 4.56

Beam 11 R11=Vu/2 16.88

Beam 12 R12=Vu/2+R8+R9 64.92

Beam 13 R13=Vu/2+R10+R11 53.02

Beam 14 R14=Vu/2 16.83

Beam 15 R15=Vu/2 23.46

Earthquake NSCP 2.2.5.2.1 (1992) V=

Design Base Shear V= 93.308

Seismic Zone Factor Z= 0.600

Importance Factor I= 1.000

Numerical Coeff 10.000

Numerical Coeff C=

C= 7.616

Site Coeff S= 2.000

Fundamental Period of Vibration T=

Height 5.850

0.050

T= 0.188

Applied Weight W= 204.20

Design Load for Column Pu= 556.42

Mu= 181.95

Computing Footing Reactions

Column Dimensions Base 0.45

Height 0.45

Length 6.85

Column Weight 45.97

Bottom Reaction 204.20

Number of Storey 2.00

(ZIC/Rw)W

Rw=

1.25(S)/T(2/3)

Ct(h

n)3/4

hn=

Ct=

R12+R13+R14+R15+COLUMN(WEIGHT)

Analysis

Page 21

kgs

Newton (N)

KiloNewton (KN)

person/s

millimeter

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Beam 1 on Slab 1

trapezoid

Beam 1 on Slab 2

triangle

Beam 2 on Slab 2

trapezoid

Beam 2 on Slab 3

trapezoid

Beam 3 on Slab 3

triangle

Beam 3 on Slab 4

trapezoid

Beam 4 on Slab 4

m/sec2

KN/m2

KN/m2

Analysis

Page 22

triangle

Beam 4 on Slab 1

triangle

KN/m max 4

KN/m min 1.5

KN/m

KN/m max 4.5

KN/m min 4

KN/m

KN/m max 4.5

KN/m min 3.75

KN/m

KN/m max 3.75

KN/m min 1.5

KN/m

KN/m

KN/m

KN/m

KN/m

Analysis

Page 23

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN

KN 158 C3

KN 74.5 C2

KN 77.5381033 C1

KN

Analysis

Page 24

mts 3.85

6

9.85

KN

KN

KN-m

meter

meter

meter

KN

KN

Storeies

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Beam 5 on Slab 5

trapezoid

Analysis

Page 25

Beam 6 on Slab 6

trapezoid

Beam 7 on Slab 5

triangle

Beam 7 on Slab 6

triangle

Beam 5A on Slab 5

trapezoid

Beam 5A on Slab 5A

triangle

Beam 6A on Slab 6

trapezoid

Beam 6A on Slab 6A

triangle

Beam 7A on Slab 5A

trapezoid

Beam 7A on Slab 6A

trapezoid

KN/m max 4

min 1.5

KN/m

KN/m max 4

KN/m min 1.5

KN/m

KN/m max

KN/m min

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

Analysis

Page 26

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

Analysis

Page 27

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN

KN

KN 74.4867338

KN

KN

KN

KN

mts 3.85

Analysis

Page 28

6

9.85

KN

KN

KN-m

meter

meter

meter

KN

KN

Storeies

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Meter/s

Beam 8 on Slab 7

trapezoid

Beam 9 on Slab 8

trapezoid

Beam 10 on Slab 8

Analysis

Page 29

triangle

Beam 11 on Slab 9

trapezoid

Beam 12 on Slab 7

triangle

Beam 12 on Slab 8

triangle

Beam 13 on Slab 8

trapezoid

Beam 14 on Slab 7

trapezoid

Beam 14 on Slab 10

trapezoid

Beam 15 on Slab 9

trapezoid

Beam 15 on Slab 10

triangle

KN/m max 4.1

min 1

KN/m

KN/m max 1.5

KN/m min 1

KN/m

KN/m max

KN/m min

KN/m

KN/m max 0

min 0

KN/m

KN/m max 0

KN/m min 0

KN/m

KN/m max

KN/m min

KN/m

Analysis

Page 30

KN/m max 0

KN/m min 0

KN/m

KN/m max

KN/m min

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

KN/m

Analysis

Page 31

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

KN/m

KN-m

KN/m

KN

Analysis

Page 32

KN

KN

KN 158.230945

KN

KN

KN

KN

KN

KN

mts 3.85

6

9.85

KN

KN

KN-m

meter

meter

meter

KN

KN

Storeies

SLAB

Page 33

REINFORCED CONCRETE SLAB DESIGN

SLAB 1

Edge 1

C = Continuous

Ls 4100 mm D = Discontinuous

Ed

ge 4

Ed

ge 2

EDGE CONDITIONS

Edge 1 C

Edge 2 C

Ll 4100 mm Edge 3 C

Edge 4 C

Edge 3

SHORT SPAN LONG SPAN

LENGTH OF SLAB SPAN mm 4100 4100

2 WAY 1.00

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 20

ASSUMED SLAB THICKNESS mm 110.0

Minimum Thickness OK mm 91.1

Maximum Thickness OK mm 114.0

Smax=2t mm 220

Concrete Density 23.5

LOADS

Selfweight 2.81

Dead Load 1.00

Live Load 2.00

Actual Load 11.77

SHORT SPAN LONG SPAN EDGE 1 EDGE 2 EDGE 3

ßs 0.024 0.024 0.031 0.032 0.031

Actual Moment kN-m 4.67 4.75 6.23 6.33 6.23

BAR SIZE mm 12 12 12 12 12

assumed spacing along mm 150 150 150 150 150

layer 1 or 2 B1 B2 T2 T1 T2

effective depth mm 84.00 72.00 72.00 84.00 72.00

Act. Steel Ratio 0.0090 0.0105 0.0105 0.0090 0.0105

Minimum Steel Ratio 0.0051 0.0051 0.0051 0.0051 0.0051

0.0378 0.0378 0.0378 0.0378 0.0378

Max. Steel Ratio 0.0284 0.0284 0.0284 0.0284 0.0284

Adapted Steel Ratio 0.0090 0.0105 0.0105 0.0090 0.0105

Resulting Moment kN-m 14.11 14.11 14.11 14.11 14.11

Remarks SAFE SAFE SAFE SAFE SAFE

kN/m3

kN/m2

kN/m2

kN/m2

kN/m2

ρbal

SLAB

Page 34

DETAILS

Edge 1 C

Edge 2 C

Edge 3 C

Edge 4 C

SLAB

Page 35

Ly/Lx = 1.0000 Nd = 0

ß 0.85

SHORT 0

LONG 0

1000 per meter length used in design

0.850

0.9 strength reduction factor

per M length SHORT

113.10 Area of One Bar

EDGE 4 LONG

0.032 113.10 Area of One Bar

6.33 EDGE 1

12 113.10 Area of One Bar

150 EDGE 2

T1 113.10 Area of One Bar

84.00 EDGE 3

0.0090 113.10 Area of One Bar

0.0051 EDGE 4

0.0378 113.10 Area of One Bar

0.0284

0.0090

14.11

SAFE

Factor β1 based on 10.2.7.3

SLAB

Page 36

SHORT 27.3333333333 pcs

LONG 27.3333333333 pcs

SHORT 97.3399375872 kgs

LONG 97.3399375872 kgs

SHORT 1.9098095755 KN

LONG 1.9098095755 KN

development length

270.0446392 135.7395581

SLAB

Page 37

g = 0.2204

SHORT SHORT

753.98 Total Area Bars 6.6666666667 no of bars per meter

LONG LONG

753.98 Total Area Bars 6.6666666667 no of bars per meter

EDGE 1 EDGE 1

753.98 Total Area Bars 6.6666666667 no of bars per meter

EDGE 2 EDGE 2

753.98 Total Area Bars 6.6666666667 no of bars per meter

EDGE 3 EDGE 3

753.98 Total Area Bars 6.6666666667 no of bars per meter

EDGE 4 EDGE 4

753.98 Total Area Bars 6.6666666667 no of bars per meter

SLAB

Page 38

SLAB

Page 39

no of bars per meter

no of bars per meter

no of bars per meter

no of bars per meter

no of bars per meter

no of bars per meter

SLAB

Page 40

BEAM1

Page 41

Summary Results @ Midspan

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 139.61 KN-m

Capacity Status PASS

Shear -93.27 KN

Cross-Section Dimensions

Height of Beam mm 400

Width of Beam mm 320

Length of Beam mm 4000

Reinforcement data Space in between

Bottom Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Top Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6 Total

Weight if Main Bars kgs 947.716 9.2971228529

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 326.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0279

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM1

Page 42

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -78.06

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 318.70

(√fc'/3) bwd kN 159.35

d/4 mm 81.50

d/2 mm 163.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 326.00 38.95 -171.33 -130.79 107.67 163.00 107.67

326.00 666.67 162.94 -155.44 -318.38 90.45 81.50 81.50

666.67 1166.67 285.14 -132.13 -417.26 245.05 81.50 81.50

1166.67 1666.67 407.34 -108.81 -516.15 141.50 81.50 81.50

1666.67 2166.67 529.54 -85.49 -615.04 78.96 81.50 78.96

2166.67 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1666.67

1666.67 to 2166.67

follow table rest at Smax

BEAM1

Page 43

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

249.0270419

96.1503667

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4865710.08 1

As = 2412748.8

d= 0.0001302083

947.716 a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM1

Page 44

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

107.67 163 YES NO 163

90.45 81.5 YES NO

245.05 81.5 YES NO

141.50 81.5 YES NO

78.96 81.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM1

Page 45

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM1

Page 46

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM2

Page 47

Summary Results @ Midspan

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 165.49 KN-m

Capacity Status PASS

Shear -100.76 KN

Cross-Section Dimensions

Height of Beam mm 400

Width of Beam mm 320

Length of Beam mm 4500

Reinforcement data Space in between

Bottom Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Top Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 1066.1805 10.459230705

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 326.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0279

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM2

Page 48

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -86.16

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 318.70

(√fc'/3) bwd kN 159.35

d/4 mm 81.50

d/2 mm 163.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 326.00 38.95 -186.93 -140.32 100.36 163.00 100.36

326.00 750.00 183.30 -167.94 -351.24 92.24 81.50 81.50

750.00 1250.00 305.51 -145.55 -451.05 242.89 81.50 81.50

1250.00 1750.00 427.71 -123.16 -550.86 139.21 81.50 81.50

1750.00 2250.00 549.91 -100.76 -650.67 77.50 81.50 77.50

2250.00 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1750

1750 to 2250

follow table rest at Smax

BEAM2

Page 49

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

249.0270419

96.1503667

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 5473923.84 1

As = 2714342.4

d= 0.0001302083

1066.1805 a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM2

Page 50

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

100.36 163 YES NO 163

92.24 81.5 YES NO

242.89 81.5 YES NO

139.21 81.5 YES NO

77.50 81.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM2

Page 51

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM2

Page 52

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM3

Page 53

Summary Results @ Midspan

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 128.55 KN-m

Capacity Status PASS

Shear -90.77 KN

Cross-Section Dimensions

Height of Beam mm 400

Width of Beam mm 320

Length of Beam mm 3750

Reinforcement data Space in between

Bottom Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Top Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 888.48375 8.7160255875

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 326.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0279

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM3

Page 54

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -74.99

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 318.70

(√fc'/3) bwd kN 159.35

d/4 mm 81.50

d/2 mm 163.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 326.00 38.95 -165.76 -127.17 110.74 163.00 110.74

326.00 625.00 152.75 -151.29 -304.04 88.80 81.50 81.50

625.00 1125.00 274.95 -127.08 -402.04 245.25 81.50 81.50

1125.00 1625.00 397.16 -102.88 -500.03 142.41 81.50 81.50

1625.00 2125.00 519.36 -78.67 -598.03 79.64 81.50 79.64

2125.00 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1625

1625 to 2125

follow table rest at Smax

BEAM3

Page 55

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

249.0270419

96.1503667

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4561603.2 m3 1

As = 2261952 m3

d= 0.0001302083 Kg/m3

888.48375 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM3

Page 56

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

110.74 163 YES NO 163

88.80 81.5 YES NO

245.25 81.5 YES NO

142.41 81.5 YES NO

79.64 81.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM3

Page 57

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM3

Page 58

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM4

Page 59

Summary Results @ Midspan

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 38.25 KN-m

Capacity Status PASS

Shear -55.64 KN

Cross-Section Dimensions

Height of Beam mm 400

Width of Beam mm 320

Length of Beam mm 1500

Reinforcement data Space in between

Bottom Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Top Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 355.39 3.486410235

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM4

Page 60

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -30.86

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -86.51 -76.21 189.31 167.00 167.00

334.00 250.00 61.10 -92.74 -153.84 70.20 167.00 70.20

250.00 750.00 183.30 -55.64 -238.95 281.84 83.50 83.50

750.00 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!

follow table rest at Smax

BEAM4

Page 61

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 1824641.28 m3 1

As = 904780.8 m3

d= 0.0001302083 Kg/m3

355.3935 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM4

Page 62

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

189.31 167 YES NO 167

70.20 167 YES NO

281.84 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM4

Page 63

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM4

Page 64

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM5

Page 65

Summary Results @ Midspan

Bending Moment Capacity 283.58 KN-m

Moment Applied Moment 123.28 KN-m

Capacity Status PASS

Shear -76.94 KN

Cross-Section Dimensions

Height of Beam mm 400

Width of Beam mm 200

Length of Beam mm 4000

Reinforcement data Space in between

Bottom Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Top Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 947.72 9.29709396

Stirrup Size mm 10 0.0188496

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0075

Compression STEEL RATIO 0.0152

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0436

Steel Reinforcement Ratio at Center of Gravity 0.0331

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM5

Page 66

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -64.09

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 204.08

(√fc'/3) bwd kN 102.04

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 15.59 -141.03 -90.99 158.57 167.00 158.57

334.00 666.67 101.84 -128.23 -230.07 125.17 83.50 83.50

666.67 1166.67 178.21 -109.00 -287.21 227.97 83.50 83.50

1166.67 1666.67 254.59 -89.76 -344.35 135.81 83.50 83.50

1666.67 2166.67 330.96 -70.53 -401.49 123.92 83.50 83.50

2166.67 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1666.67

1666.67 to 2166.67

follow table rest at Smax

BEAM5

Page 67

d'>a

Compression Steel does not Yield

Ductile

52

Space in between 17.33

20

20

16

16

16

17.6

KN

2.454375E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4865710.08 m3 1

As = 2412748.8 m3

d= 0.0001302083 Kg/m3

947.716 kgs a

x= 3034.5

Taking (+) sign

x= 57.9963569256

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM5

Page 68

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

158.57 167 YES NO 167

125.17 83.5 YES NO

227.97 83.5 YES NO

135.81 83.5 YES NO

123.92 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM5

Page 69

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 49.30 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 66.06 KN-m

315.09 KN-m

283.58 KN-m

BEAM5

Page 70

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -47.2384 mm

= 140.1664

Mn1= 114.14 KN-m

Mn2= -71.44 KN-m

42.70 KN-m

38.43 KN-m

BEAM5A

Page 71

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 125.66 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 4000

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 947.72 9.29709396

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM5A

Page 72

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -60.75

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -133.68 -111.37 129.55 167.00 129.55

334.00 666.67 162.94 -121.55 -284.48 101.23 83.50 83.50

666.67 1166.67 285.14 -103.31 -388.45 269.68 83.50 83.50

1166.67 1666.67 407.34 -85.08 -492.42 151.96 83.50 83.50

1666.67 2166.67 529.54 -66.85 -596.39 83.42 83.50 83.42

2166.67 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1666.67

1666.67 to 2166.67

follow table rest at Smax

BEAM5A

Page 73

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4865710.08 m3 1

As = 2412748.8 m3

d= 0.0001302083 Kg/m3

947.716 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM5A

Page 74

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

129.55 167 YES NO 167

101.23 83.5 YES NO

269.68 83.5 YES NO

151.96 83.5 YES NO

83.42 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM5A

Page 75

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM5A

Page 76

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM6

Page 77

Summary Results @ Midspan

Bending Moment Capacity 283.58 KN-m

Moment Applied Moment 123.28 KN-m

Capacity Status PASS

Shear -76.94 KN

Cross-Section Dimensions

Height of Beam mm 400

Width of Beam mm 200

Length of Beam mm 4000

Reinforcement data Space in between

Bottom Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Top Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 947.72 9.29709396

Stirrup Size mm 10 0.0188496

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0075

Compression STEEL RATIO 0.0152

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0436

Steel Reinforcement Ratio at Center of Gravity 0.0331

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM6

Page 78

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -64.09

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 204.08

(√fc'/3) bwd kN 102.04

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 15.59 -141.03 -90.99 158.57 167.00 158.57

334.00 666.67 101.84 -128.23 -230.07 125.17 83.50 83.50

666.67 1166.67 178.21 -109.00 -287.21 227.97 83.50 83.50

1166.67 1666.67 254.59 -89.76 -344.35 135.81 83.50 83.50

1666.67 2166.67 330.96 -70.53 -401.49 123.92 83.50 83.50

2166.67 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1666.67

1666.67 to 2166.67

follow table rest at Smax

BEAM6

Page 79

d'>a

Compression Steel does not Yield

Ductile

52

Space in between 17.33

20

20

16

16

16

17.6

KN

2.454375E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4865710.08 m3 1

As = 2412748.8 m3

d= 0.0001302083 Kg/m3

947.716 kgs a

x= 3034.5

Taking (+) sign

x= 57.9963569256

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM6

Page 80

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

158.57 167 YES NO 167

125.17 83.5 YES NO

227.97 83.5 YES NO

135.81 83.5 YES NO

123.92 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM6

Page 81

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 49.30 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 66.06 KN-m

315.09 KN-m

283.58 KN-m

BEAM6

Page 82

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -47.2384 mm

= 140.1664

Mn1= 114.14 KN-m

Mn2= -71.44 KN-m

42.70 KN-m

38.43 KN-m

BEAM6A

Page 83

Summary Results @ Midspan

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 123.28 KN-m

Capacity Status PASS

Shear -76.94 KN

Cross-Section Dimensions

Height of Beam mm 400

Width of Beam mm 320

Length of Beam mm 4000

Reinforcement data Space in between

Bottom Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Top Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 947.72 9.29709396

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM6A

Page 84

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -64.09

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -141.03 -115.30 125.13 167.00 125.13

334.00 666.67 162.94 -128.23 -291.17 98.90 83.50 83.50

666.67 1166.67 285.14 -109.00 -394.14 265.80 83.50 83.50

1166.67 1666.67 407.34 -89.76 -497.10 150.53 83.50 83.50

1666.67 2166.67 529.54 -70.53 -600.07 82.91 83.50 82.91

2166.67 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1666.67

1666.67 to 2166.67

follow table rest at Smax

BEAM6A

Page 85

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4865710.08 m3 1

As = 2412748.8 m3

d= 0.0001302083 Kg/m3

947.716 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM6A

Page 86

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

125.13 167 YES NO 167

98.90 83.5 YES NO

265.80 83.5 YES NO

150.53 83.5 YES NO

82.91 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM6A

Page 87

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM6A

Page 88

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM7

Page 89

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 75.15 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 1820

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 431.21 4.2301777518

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM7

Page 90

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -46.16

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -119.09 -94.21 153.15 167.00 153.15

334.00 303.33 74.14 -121.55 -195.68 66.96 83.50 66.96

303.33 803.33 196.34 -81.48 -277.81 259.65 83.50 83.50

803.33 1303.33 318.54 -41.41 -359.95 162.57 83.50 83.50

1303.33 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1303.33

#VALUE!

follow table rest at Smax

BEAM7

Page 91

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 2213898.0864 m3 1

As = 1097800.704 m3

d= 0.0001302083 Kg/m3

431.21078 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM7

Page 92

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

153.15 167 YES NO 167

66.96 83.5 YES NO

259.65 83.5 YES NO

162.57 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM7

Page 93

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM7

Page 94

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM7A

Page 95

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 127.98 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 4100

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 971.41 9.529521309

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM7A

Page 96

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -61.05

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -133.97 -111.72 129.14 167.00 129.14

334.00 683.33 167.01 -121.55 -288.56 102.30 83.50 83.50

683.33 1183.33 289.21 -103.76 -392.97 270.39 83.50 83.50

1183.33 1683.33 411.41 -85.97 -497.39 151.95 83.50 83.50

1683.33 2183.33 533.62 -68.18 -601.80 83.31 83.50 83.31

2183.33 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1683.33

1683.33 to 2183.33

follow table rest at Smax

BEAM7A

Page 97

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4987352.832 m3 1

As = 2473067.52 m3

d= 0.0001302083 Kg/m3

971.4089 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM7A

Page 98

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

129.14 167 YES NO 167

102.30 83.5 YES NO

270.39 83.5 YES NO

151.95 83.5 YES NO

83.31 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM7A

Page 99

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM7A

Page 100

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM8

Page 101

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 127.98 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 4100

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6 WT OF REBARS

Weight if Bars kgs 971.41 9.529521309

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM8

Page 102

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -61.05

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -133.97 -111.72 129.14 167.00 129.14

334.00 683.33 167.01 -121.55 -288.56 102.30 83.50 83.50

683.33 1183.33 289.21 -103.76 -392.97 270.39 83.50 83.50

1183.33 1683.33 411.41 -85.97 -497.39 151.95 83.50 83.50

1683.33 2183.33 533.62 -68.18 -601.80 83.31 83.50 83.31

2183.33 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1683.33

1683.33 to 2183.33

follow table rest at Smax

BEAM8

Page 103

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

WT OF REBARS

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4987352.832 m3 1

As = 2473067.52 m3

d= 0.0001302083 Kg/m3

971.4089 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM8

Page 104

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

129.14 167 YES NO 167

102.30 83.5 YES NO

270.39 83.5 YES NO

151.95 83.5 YES NO

83.31 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM8

Page 105

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM8

Page 106

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM9

Page 107

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 67.74 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 1500

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 355.39 3.486410235

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM9

Page 108

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -40.45

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -113.38 -87.49 164.91 167.00 164.91

334.00 250.00 61.10 -121.55 -182.65 59.13 83.50 59.13

250.00 750.00 183.30 -72.93 -256.23 262.83 83.50 83.50

750.00 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!

follow table rest at Smax

BEAM9

Page 109

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 1824641.28 m3 1

As = 904780.8 m3

d= 0.0001302083 Kg/m3

355.3935 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM9

Page 110

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

164.91 167 YES NO 167

59.13 83.5 YES NO

262.83 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM9

Page 111

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM9

Page 112

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM10

Page 113

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 56.15 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 1000

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 236.93 2.32427349

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM10

Page 114

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -24.21

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -97.14 -68.39 210.97 167.00 167.00

334.00 166.67 40.73 -121.55 -162.28 44.36 167.00 44.36

166.67 666.67 162.94 -48.62 -211.55 282.97 83.50 83.50

666.67 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!

follow table rest at Smax

BEAM10

Page 115

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 1216427.52 m3 1

As = 603187.2 m3

d= 0.0001302083 Kg/m3

236.929 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM10

Page 116

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

210.97 167 YES NO 167

44.36 167 YES NO

282.97 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM10

Page 117

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM10

Page 118

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM11

Page 119

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 125.66 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 4000

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 947.72 9.29709396

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

4000 MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM11

Page 120

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -60.75

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -133.68 -111.37 129.55 167.00 129.55

334.00 666.67 162.94 -121.55 -284.48 101.23 83.50 83.50

666.67 1166.67 285.14 -103.31 -388.45 269.68 83.50 83.50

1166.67 1666.67 407.34 -85.08 -492.42 151.96 83.50 83.50

1666.67 2166.67 529.54 -66.85 -596.39 83.42 83.50 83.42

2166.67 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1666.67

1666.67 to 2166.67

follow table rest at Smax

BEAM11

Page 121

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4865710.08 m3 1

As = 2412748.8 m3

d= 0.0001302083 Kg/m3

947.716 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM11

Page 122

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

129.55 167 YES NO 167

101.23 83.5 YES NO

269.68 83.5 YES NO

151.96 83.5 YES NO

83.42 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM11

Page 123

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM11

Page 124

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM12

Page 125

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 56.15 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 1000

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 236.93 2.32427349

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

1000 MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM12

Page 126

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -24.21

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -97.14 -68.39 210.97 167.00 167.00

334.00 166.67 40.73 -121.55 -162.28 44.36 167.00 44.36

166.67 666.67 162.94 -48.62 -211.55 282.97 83.50 83.50

666.67 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!

follow table rest at Smax

BEAM12

Page 127

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 1216427.52 m3 1

As = 603187.2 m3

d= 0.0001302083 Kg/m3

236.929 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM12

Page 128

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

210.97 167 YES NO 167

44.36 167 YES NO

282.97 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM12

Page 129

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM12

Page 130

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM13

Page 131

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 67.74 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 1500

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 355.39 3.486410235

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM13

Page 132

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -40.45

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -113.38 -87.49 164.91 167.00 164.91

334.00 250.00 61.10 -121.55 -182.65 59.13 83.50 59.13

250.00 750.00 183.30 -72.93 -256.23 262.83 83.50 83.50

750.00 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!

follow table rest at Smax

BEAM13

Page 133

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 1824641.28 m3 1

As = 904780.8 m3

d= 0.0001302083 Kg/m3

355.3935 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM13

Page 134

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

164.91 167 YES NO 167

59.13 83.5 YES NO

262.83 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM13

Page 135

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM13

Page 136

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM14

Page 137

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 127.98 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 4100

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 971.41 9.529521309

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM14

Page 138

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -61.05

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -133.97 -111.72 129.14 167.00 129.14

334.00 683.33 167.01 -121.55 -288.56 102.30 83.50 83.50

683.33 1183.33 289.21 -103.76 -392.97 270.39 83.50 83.50

1183.33 1683.33 411.41 -85.97 -497.39 151.95 83.50 83.50

1683.33 2183.33 533.62 -68.18 -601.80 83.31 83.50 83.31

2183.33 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1683.33

1683.33 to 2183.33

follow table rest at Smax

BEAM14

Page 139

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4987352.832 m3 1

As = 2473067.52 m3

d= 0.0001302083 Kg/m3

971.4089 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM14

Page 140

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

129.14 167 YES NO 167

102.30 83.5 YES NO

270.39 83.5 YES NO

151.95 83.5 YES NO

83.31 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM14

Page 141

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM14

Page 142

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

BEAM15

Page 143

Summary Results Cantilever Beam

Bending Moment Capacity 310.66 KN-m

Moment Applied Moment 125.66 KN-m

Capacity Status PASS

Shear -72.93 KN

Cross-Section Dimensions

Height of Cantilever Beam mm 400

Width of Cantilever Beam mm 320

Length of Cantilever Beam mm 4000

Reinforcement data Space in between

Top Bars 1

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0

BAR (2) SIZE mm 16

Bottom Bars

Number of Reinforce Bars (1) 5

BAR (1) SIZE mm 17.6

Weight if Bars kgs 947.72 9.29709396

Stirrup Size mm 10 0.02261952

Strength Reduction Factor 0.9

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 40

AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 0

AREA OF ONE BAR (compression) 243.29

Total Area of Compression Reinforcement Bars 1216.43

Total Area of Tensile Reinforcement Bars 603.19

EFFECTIVE DEPTH OF BEAM mm 334.00

Tensile STEEL RATIO 0.0047

Compression STEEL RATIO 0.0095

MINIMUM STEEL RATIO 0.0051

0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284

MAXIMUM STEEL Double Reinforcement RATIO 0.0379

Steel Reinforcement Ratio at Center of Gravity 0.0274

Compression Steel does not Yield

Ductility Test Beam is: Ductile

Mu =

Mz =

mm2

mm2

mm2

mm2

mm2

Factor β1

BEAM15

Page 144

Shear Reinforcement

Vu @ a distance of "d" from face of support kN -60.75

Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 326.52

(√fc'/3) bwd kN 163.26

d/4 mm 83.50

d/2 mm 167.00

Distance from Vc Vu Vs S Smax Use

face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)

50 to 334.00 39.90 -133.68 -111.37 129.55 167.00 129.55

334.00 666.67 162.94 -121.55 -284.48 101.23 83.50 83.50

666.67 1166.67 285.14 -103.31 -388.45 269.68 83.50 83.50

1166.67 1666.67 407.34 -85.08 -492.42 151.96 83.50 83.50

1666.67 2166.67 529.54 -66.85 -596.39 83.42 83.50 83.42

2166.67 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Su

pp

ort

L / 2

1@50mm

0 to d

d to1666.67

1666.67 to 2166.67

follow table rest at Smax

BEAM15

Page 145

d'>a

Compression Steel does not Yield

Ductile

172

Space in between 57.33

20

20

16

16

16

17.6

KN

2.94525E-006

φ φ0.9 pure flexure

0.75 flexure and axial

c= 0.7 other members

As' = 4865710.08 m3 1

As = 2412748.8 m3

d= 0.0001302083 Kg/m3

947.716 kgs a

x= 4855.2

Taking (+) sign

x= 52.4296335433

Nominal Moment Capacity

Ultimate Bending Moment Capacity

2

fy =

fc' =

Ab(1)

= p/4*db

2(1)

=

Ab(2)

= p/4*db

2(2)

=

Ab = p/4*d

b2

=

r = As/(b d) =

r' =As'/(b d) =

rmin

= 1.4/fy =

β1 =

rb = 0.85b

1fc'/f

y(600/(600 + f

y )) =

rmax

= 0.75 rb =

rmax (DRB)

= 0.75 rb + p ' =

rb = 0.85b

1fc'/f

y(d'/d)(600/(600 - f

y )) =

BEAM15

Page 146

a>d' (As-As')fy

a<d' (As+As')fy

a>d' a

a<d' a

Nominal Moment Capacity

Ultimate Bending Moment Capacity

129.55 167 YES NO 167

101.23 83.5 YES NO

269.68 83.5 YES NO

151.96 83.5 YES NO

83.42 83.5 YES NO

#VALUE! #VALUE! #VALUE! #VALUE!

BEAM15

Page 147

Compression Steel does not Yield

Go to 1

d'= 58.8 mm

b c

563980.03 -42915562.906

a= 44.57 mm

fs'= 600 MPA

Mn1= 249.03 KN-m

Mn2= 96.15 KN-m

345.18 KN-m

310.66 KN-m

BEAM15

Page 148

d'= 58.8 mm

= 0.85fc'ab

= 0.85fc'ab

= -29.524 mm

= 87.604

Mn1= 114.14 KN-m

Mn2= -69.95 KN-m

44.19 KN-m

39.77 KN-m

COLUMN1

Page 149

DESIGN OF BOTTOM INNER COLUMNS

Summary Results

Applied Moment 90.37 KN-m

Applied Axial Load 550.61 KN

Nominal Load 786.58 KN

Pass 1416.33 KN

Cross-Section Dimensions

Height of Beam critical H = 350 mm

Base of Beam B = 350 mm

Other Datas

Concrete Cover 70 mm

Bar Type Fc' = 21 Mpa

Fy = 275 Mpa

e = 164.13 mm

Bars Bar Pcs stirrups = 10 mm

20 4 corner mm

16 4 in between

As = 2513.28

105 mm

210 mm

280 mm

Assuming As'=As Weight= 0.02 kgs

Assuming that Comp. And Tensile steel yields 0.22 KN

ΣFH=0 ; Pn+T = C + C'

Equation 1

Pn = 0.85fc'aB + As'fy - Asfy

ΣM@ the Tensile Steel

Equation 2

Equating 1 and 2

a

3123.75 + -67940.9557 + -145141920

By Quadratic Formula

x = (-b (+/-) √ b^2 - 4 ac ) / 2a

=67940.956 (+/-) 1348393.21559

6247.5

taking + 226.704149 mm

taking - -204.954343 mm use 226.70414906 mm

Pn 1416.33417125 KN

Mu max

=

Pumax

=

mm2

x1 =

x2 =

x3 =

Pn (e+x1) = As'fyx

2 + 0.85fc'aB (x

3 - (a/2))

a2

COLUMN1

Page 150

0.85

d= 270

0.0266

0.0378

0.0284

Ductile

β1=

ρ =As/(b d) =

ρb = 0.85β1fc'/f

y(600/(600 + f

y )) =

ρmax = 0.75 ρ

b =

COLUMN1

Page 151

RESULTS

Ductile

127.51

921.97

7.2305701514

1000

1000

1000000

COLUMN1

Page 152

COLUMN2

Page 153

DESIGN OF BOTTOM OUTER COLUMNS

Summary Results

Applied Moment 135.51 KN-m

Applied Axial Load 433.53 KN

Nominal Load 619.34 KN

Pass 738.10 KN

Cross-Section Dimensions

Height of Beam critical H = 350 mm

Base of Beam B = 350 mm

Other Datas

Concrete Cover 70 mm

Bar Type Fc' = 21 Mpa

Fy = 275 Mpa

e = 312.57 mm

Bars Bar Pcs stirrups = 10 mm

20 4 corner mm

16 4 in between

As = 2513.28

105 mm

210 mm

280 mm

Assuming As'=As Weight= 0.02 kgs

Assuming that Comp. And Tensile steel yields 0.22 KN

ΣFH=0 ; Pn+T = C + C'

Equation 1

Pn = 0.85fc'aB + As'fy - Asfy

ΣM@ the Tensile Steel

Equation 2

Equating 1 and 2

a

3123.75 + 859478.724 + -145141920

By Quadratic Formula

x = (-b (+/-) √ b^2 - 4 ac ) / 2a

=-859478.7 (+/-) 1597576.9052

6247.5

taking + 118.142966 mm

taking - -393.286215 mm use 118.14296612 mm

Pn 738.098180837 KN

Mu max

=

Pumax

=

mm2

x1 =

x2 =

x3 =

Pn (e+x1) = As'fyx

2 + 0.85fc'aB (x

3 - (a/2))

a2

COLUMN2

Page 154

0.85

d= 270

0.0266

0.0378

0.0284

Ductile

β1=

ρ =As/(b d) =

ρb = 0.85β1fc'/f

y(600/(600 + f

y )) =

ρmax = 0.75 ρ

b =

COLUMN2

Page 155

RESULTS

Ductile

127.51

921.97

7.2305701514

1000

1000

1000000

COLUMN2

Page 156

COLUMN3

Page 157

DESIGN OF BOTTOM CORNER COLUMNS

Summary Results

Applied Moment 181.95 KN-m

Applied Axial Load 556.42 KN

Nominal Load 794.88 KN

Pass 1599.98 KN

Cross-Section Dimensions

Height of Beam critical H = 450 mm

Base of Beam B = 450 mm

Other Datas

Concrete Cover 70 mm

Bar Type Fc' = 21 Mpa

Fy = 414 Mpa

e = 327.00 mm

Bars Bar Pcs stirrups = 10 mm

20 4 corner mm

16 4 in between

As = 2513.28

155 mm

310 mm

380 mm

Assuming As'=As Weight= 0.02 kgs

Assuming that Comp. And Tensile steel yields 0.24 KN

ΣFH=0 ; Pn+T = C + C'

Equation 1

Pn = 0.85fc'aB + As'fy - Asfy

ΣM@ the Tensile Steel

Equation 2

Equating 1 and 2

a

4016.25 + 819346.666 + -322554355.2

By Quadratic Formula

x = (-b (+/-) √ b^2 - 4 ac ) / 2a

=-819346.7 (+/-) 2419331.4521

8032.5

taking + 199.188893 mm

taking - -403.196778 mm use 199.188893403 mm

Pn 1599.98478626 KN

Mu max

=

Pumax

=

mm2

x1 =

x2 =

x3 =

Pn (e+x1) = As'fyx

2 + 0.85fc'aB (x

3 - (a/2))

a2

COLUMN3

Page 158

0.85

d= 370

0.0151

0.0217

0.0163

Ductile

β1=

ρ =As/(b d) =

ρb = 0.85β1fc'/f

y(600/(600 + f

y )) =

ρmax = 0.75 ρ

b =

COLUMN3

Page 159

RESULTS

Ductile

127.51

921.97

7.2305701514

1000

1000

1000000

COLUMN3

Page 160

INNER SQUARE FOOTING

Page 161

RC ISOLATED COLUMN FOOTING

Inner Footing

d

Ed

ge 1

Y

L

X

Summary Results

A reqd

Pu 202.84 kN A used

Dimension

Footing Dimension L 1300 mm Area

W 1300 mm tmin

Assumed Thickness t 300.00 mm SHEAR

Assumed Depth d 214.00 mm BAR TO USE

Soil Pressure 120.02 no. of bars

Allowable Soil Pressure 150.0 steel ratio

ok depth used

Strength Reduction Factor 0.70 allow depth

Bar Yield Strength 275 MPA spacing

Concrete Compressive Strength 21.0 MPA min depth

Concrete Cover 70.0 mm location

Column Details location

Column Dimension along Length 350 mm if Col location from edge1 is less than 650

Column Dimension along Width 350 mm say

Column Distance from Edge1 650.00 mm 200

Depth required for One-Way Shear 48.25 40.72

Depth required for Punching Shear 56.21 mm 164.658

use d 214.00 mm 0.9

SHEAR AND MOMENT DIAGRAM 0.75

0.7

KN/m2

KN/m2

-100.00-80.00-60.00-40.00-20.00

0.0020.0040.0060.0080.00

100.00

0.00

74.11

-74.11

0

Shear Diagram (kN)

INNER SQUARE FOOTING

Page 162

Design Moment 24.09 KN-m

Reinforcement Details

Actual Steel Ratio 1.75E-03

Balanced Steel Ratio 0.0378

Maximum Steel Ratio 0.0284

Minimum Steel Ratio 0.0051

Adapted Steel Ratio 0.0051

Bar Size to be used 16 mm

Bar Area 201.06

Steel Area 1416.29

No. of Bars to be used 7.04 pcs

Adapted No. of Bars distributed both ways 8 pcs

spacing 143.0 mm

Engr. Leandro B. Piczon II

mm2

mm2

-100.00-80.00-60.00-40.00-20.00

0.0020.0040.0060.0080.00

100.00

0.00

74.11

-74.11

0

Shear Diagram (kN)

-30

-20

-10

0

10

20

3024.09

-24.09Moment Diagram (kN-m)

INNER SQUARE FOOTING

Page 163

0.9 pure flexure

0.75 flexure and axial

0.7 other members

1.14

1.69

OK 2217

220 OK MIN

0.00 OK 0 74.1131215877 74.1131215877 0

16 QU -156.03

8 pcs bothways TOTAL L1 L2 L3

OK 1300.00 475.00 350.00 475.00

OK -74.113 74.113 0.000

214.0

143.0 OK

150 SHEAR

OK 0.00 74.11 -74.11 0

OK MAX

if Col location from edge1 is less than 650 74.11 0 74.11 74.11

use M1 -17.602 6.485 0.000

1100 X 0.175 0.475 #DIV/0!

Vu ONE WAY M2 -6.485 17.602 #DIV/0!

Vu TWO WAY Mt -24.087 24.087 #DIV/0!

pure flexure

flexure and axial MOMENT

other members 0 24.086764516 -24.086764516 0

MAX

564 24.09 24.09 24.09 0.00

-100.00-80.00-60.00-40.00-20.00

0.0020.0040.0060.0080.00

100.00

0.00

74.11

-74.11

0

Shear Diagram (kN)

INNER SQUARE FOOTING

Page 164

564 MIN

564 -24.09 -24.09 24.09 0

564

4

318096

2256

3 261 886.00

QUADRATIC

A B C

626990746.20 -1062696180.00 24086764.52

0.0229772026 q

-100.00-80.00-60.00-40.00-20.00

0.0020.0040.0060.0080.00

100.00

0.00

74.11

-74.11

0

Shear Diagram (kN)

-30

-20

-10

0

10

20

3024.09

-24.09Moment Diagram (kN-m)

INNER SQUARE FOOTING

Page 165

Y

Y

INNER SQUARE FOOTING

Page 166

OUTER SQUARE FOOTING

Page 167

RC ISOLATED COLUMN FOOTING

Outer Footing

d

Ed

ge 1

Y

L

X

Summary Results

A reqd

Pu 281.08 kN A used

Dimension

Footing Dimension L 1400 mm Area

W 1400 mm tmin

Assumed Thickness t 300.00 mm SHEAR

Assumed Depth d 214.00 mm BAR TO USE

Soil Pressure 143.41 no. of bars

Allowable Soil Pressure 150.0 steel ratio

ok depth used

Strength Reduction Factor 0.70 allow depth

Bar Yield Strength 275 MPA spacing

Concrete Compressive Strength 21.0 MPA min depth

Concrete Cover 70.0 mm location

Column Details location

Column Dimension along Length 350 mm if Col location from edge1 is less than 700

Column Dimension along Width 350 mm say

Column Distance from Edge1 700.00 mm 200

Depth required for One-Way Shear 68.70 62.44

Depth required for Punching Shear 80.39 mm 235.465

use d 214.00 mm 0.9

SHEAR AND MOMENT DIAGRAM 0.75

0.7

KN/m2

KN/m2

-150.00

-100.00

-50.00

0.00

50.00

100.00

150.00

0.00

105.41

-105.41

0

Shear Diagram (kN)

OUTER SQUARE FOOTING

Page 168

Design Moment 36.89 KN-m

Reinforcement Details

Actual Steel Ratio 2.51E-03

Balanced Steel Ratio 0.0378

Maximum Steel Ratio 0.0284

Minimum Steel Ratio 0.0051

Adapted Steel Ratio 0.0051

Bar Size to be used 16 mm

Bar Area 201.06

Steel Area 1525.24

No. of Bars to be used 7.59 pcs

Adapted No. of Bars distributed both ways 8 pcs

spacing 155.5 mm

Engr. Leandro B. Piczon II

mm2

mm2

-150.00

-100.00

-50.00

0.00

50.00

100.00

150.00

0.00

105.41

-105.41

0

Shear Diagram (kN)

-50-40-30-20-10

01020304050

36.89

-36.89Moment Diagram (kN-m)

OUTER SQUARE FOOTING

Page 169

0.9 pure flexure

0.75 flexure and axial

0.7 other members

1.57

1.96

OK 2217

220 OK MIN

0.00 OK 0 105.406133662 105.406133662 0

16 QU -200.77

8 pcs bothways TOTAL L1 L2 L3

OK 1400.00 525.00 350.00 525.00

OK -105.406 105.406 0.000

214.0

155.5 OK

150 SHEAR

OK 0.00 105.41 -105.41 0

OK MAX

if Col location from edge1 is less than 700 105.41 0 105.41 105.41

use M1 -27.669 9.223 0.000

1200 X 0.175 0.525 #DIV/0!

Vu ONE WAY M2 -9.223 27.669 #DIV/0!

Vu TWO WAY Mt -36.892 36.892 #DIV/0!

pure flexure

flexure and axial MOMENT

other members 0 36.8921467816 -36.8921467816 0

MAX

564 36.89 36.89 36.89 0.00

OUTER SQUARE FOOTING

Page 170

564 MIN

564 -36.89 -36.89 36.89 0

564

4

318096

2256

3 311 886.00

QUADRATIC

A B C

675220803.60 -1144442040.00 36892146.78

0.0328735184 q

OUTER SQUARE FOOTING

Page 171

Y

Y

OUTER SQUARE FOOTING

Page 172

CORNER SQUARE FOOTING

Page 173

RC ISOLATED COLUMN FOOTING

Corner Footing

d

Ed

ge 1

Y

L

X

Summary Results

A reqd

Pu 204.20 kN A used

Dimension

Footing Dimension L 1400 mm Area

W 1400 mm tmin

Assumed Thickness t 300.00 mm SHEAR

Assumed Depth d 214.00 mm BAR TO USE

Soil Pressure 104.18 no. of bars

Allowable Soil Pressure 150.0 steel ratio

ok depth used

Strength Reduction Factor 0.70 allow depth

Bar Yield Strength 275 MPA spacing

Concrete Compressive Strength 21.0 MPA min depth

Concrete Cover 70.0 mm location

Column Details location

Column Dimension along Length 350 mm if Col location from edge1 is less than 700

Column Dimension along Width 350 mm say

Column Distance from Edge1 700.00 mm 200

Depth required for One-Way Shear 49.91 45.36

Depth required for Punching Shear 58.40 mm 171.059

use d 214.00 mm 0.9

SHEAR AND MOMENT DIAGRAM 0.75

0.7

KN/m2

KN/m2

-100.00-80.00-60.00-40.00-20.00

0.0020.0040.0060.0080.00

100.00

0.00

76.57

-76.57

0

Shear Diagram (kN)

CORNER SQUARE FOOTING

Page 174

Design Moment 26.80 KN-m

Reinforcement Details

Actual Steel Ratio 1.81E-03

Balanced Steel Ratio 0.0378

Maximum Steel Ratio 0.0284

Minimum Steel Ratio 0.0051

Adapted Steel Ratio 0.0051

Bar Size to be used 16 mm

Bar Area 201.06

Steel Area 1525.24

No. of Bars to be used 7.59 pcs

Adapted No. of Bars distributed both ways 8 pcs

spacing 155.5 mm

Engr. Leandro B. Piczon II

mm2

mm2

-100.00-80.00-60.00-40.00-20.00

0.0020.0040.0060.0080.00

100.00

0.00

76.57

-76.57

0

Shear Diagram (kN)

-30

-20

-10

0

10

20

3026.80

-26.80Moment Diagram (kN-m)

CORNER SQUARE FOOTING

Page 175

0.9 pure flexure

0.75 flexure and axial

0.7 other members

1.14

1.96

OK 2217

220 OK MIN

0.00 OK 0 76.5746601583 76.5746601583 0

16 QU -145.86

8 pcs bothways TOTAL L1 L2 L3

OK 1400.00 525.00 350.00 525.00

OK -76.575 76.575 0.000

214.0

155.5 OK

150 SHEAR

OK 0.00 76.57 -76.57 0

OK MAX

if Col location from edge1 is less than 700 76.57 0 76.57 76.57

use M1 -20.101 6.700 0.000

1200 X 0.175 0.525 #DIV/0!

Vu ONE WAY M2 -6.700 20.101 #DIV/0!

Vu TWO WAY Mt -26.801 26.801 #DIV/0!

pure flexure

flexure and axial MOMENT

other members 0 26.8011310554 -26.8011310554 0

MAX

564 26.80 26.80 26.80 0.00

CORNER SQUARE FOOTING

Page 176

564 MIN

564 -26.80 -26.80 26.80 0

564

4

318096

2256

3 311 886.00

QUADRATIC

A B C

675220803.60 -1144442040.00 26801131.06

0.0237513479 q

CORNER SQUARE FOOTING

Page 177

Y

Y

CORNER SQUARE FOOTING

Page 178