100596757 My Structural Analysis Building REL3 1
Transcript of 100596757 My Structural Analysis Building REL3 1
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