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7/29/2019 102120329 My Structural Analysis Building
1/64
INTRO
NOTE:
Download as .xls file
RELEASED 6.9 Additional Features
RELEASED 7.0 Minor Fixes
RELEASED 6.4 Additional Features
RELEASED 6.5 Major Fixes
RELEASED 6.6 Additional Features
RELEASED 6.7 Minor Fixes
RELEASED 6.8 Minor Fixes
RELEASED 6.1 Minor Additional Features
RELEASED 6.2 Major Fixes
RELEASED 6.3 Minor Fixes
RELEASED 4.3 Loading Corrected
RELEASED 5.0 Wind Load and Reinforcement Weight added
RELEASED 5.1 Minor FixesRELEASED 5.2 Minor Fixes
RELEASED 5.3 Minor Fixes
RELEASED 6.0 Planted Column Introduced
RELEASED 3.0 with Corner Designs
RELEASED 3.1 Minor Fixes
RELEASED 3.2 Minor Fixes
RELEASED 4.0 Shear Reinforcement Fixed
RELEASED 4.1 Earthquake Application Fixed
RELEASED 4.2 Concrete Hollow Blocks Computed
RELEASED 2.2 with Slab Design minor bugs
RELEASED 2.3 with lumigwat bug REVERSED ANALYSIS
RELEASED 2.4 with Earthquake Design on Slabs
RELEASED 2.5 with Overhang Cantilever Beams
RELEASED 2.6 Minor Bugs and New Features
less the height of ground floor, number of stories
shall be 1 and the lowest floor column and beam
is computed and so on...P.S. wind height value
should be the total height of the building
RELEASED 2.1 with Slab Design
When analyzing 3 storey building just put the total height
of the building, the number of storeies and the
and column and beam on the ground floor is
computed, like wise the 2nd floor will be computed
Professional Regulation Commission Number 0088397
Gandara, Samar, Philippines
..............................................................................................
Least Input Value is 0.001
Turn ON/OFF Earthquake Analysis by inputing ON or OFF
PLEASE EDIT ONLY LIGHT BLUE CELLS (BOX) NOT OTHER CELLS
THANKS!ENGR. LEANDRO B. PICZON II ([email protected])
Page 1
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INTRO
RELEASED 7.8 Additional Features
RELEASED 7.9 Additional Features
RELEASED 8.0 Additional Features
RELEASED 8.0 Minor Fixes
RELEASED 7.3 Minor FixesRELEASED 7.4 Stairs Design Added
RELEASED 7.5 Slenderness Effect Added
RELEASED 7.6 Minor Fixes
RELEASED 7.7 Minor Fixes
RELEASED 7.1 Additional Features
RELEASED 7.2 Minor Fixes
Page 2
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INTRO
I. Freeware
I.a. Dedication
I.b. Binary
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
I.c. Conclusion
This means that I grant you the license to use My Structural Analysis 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 and parents you're at it ;) ) to your god - or whatever you believe - and wish us some luck.
II. Limitations
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 My Structural Analysis will calculate any structural forms, 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.
III. Distribution
Here are some basic rules about distributing My Structural Analysis.
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.
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
II.a. Reverse Engineering
is to earn money - by fees or ads - I don't like it!
My Structural Analysis is dedicated to the most wonderful people on earth :) Annabelle, Papa Leandro I and Mama Isabel (Deceased)
My Structural Analysis is dedicated to the most wonderful place on earth :) Gandara, Samar, Philippines 6706
First of all, the reasons why My Structural Analysis is free:
Dedication Public License (DPL)
By downloading the spreadsheet, you confirm your agreement in this license.
Page 3
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INTRO
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.
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.
III.c. Publishing
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.
Page 4
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Analysis
kgs
m/sec2
person/s
millimeter
KN/m2
CHB per SQ.M. kgs
KN/m2
Total Actual Load LL + Slab KN/m2
Internal Span
Slab 1 Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Slab 2 Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Slab 3 Short Span (Side X) Meter/sLong Span (Side Y) Meter/s
Slab 4 Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Planted Column C(planted)=Cp mts mts mts mts
Top Reaction 0.0 KN Ca to C1 Ca 3.2 C1 1.5 base 0.3 mts height 0.3 mts
Top Reaction 0.0 KN Cb to C1 Cb 0.0 C1 4.5 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cc to C1 Cc 0.0 C1 4.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cd to C1 Cd 0.0 C1 1.7 base 0.0 mts height 0.0 mtsInput 0 if not in use
mts
Storey height 3.0
SLAB 1 SLAB 2 Storey height 3.0
Storey height 3.0
Cp Cp Storey height 3.0
Beam 1D Cp Beam 1A Cp
Beam 1B Cp
SLAB 4 SLAB 3BEA
M3
Cc
1.65m 4.5m
Beam
3.95m 3.95m
Cd BEAM 4 C1 BEAM 2 Cb
Beam
Beam
1.65m 4.5m
Ca
BEAM1
4.65m 4.65m
Area
1.650.17 6.52
1.65
3.95 3.95
Area
3.95 0.77 17.78 4.504.50 3.95
Area
4.500.94 20.93
4.50
4.65 4.65
6.94
Area
1.650.13 7.67
1.65
4.65 4.65
Slab Self Weight
Thickness 110.00
4.06
250.00
2.45
Weight in Newtons 588.60 Newton (N)
0.59 KiloNewton (KN)
Number of Person/s per Square Meter 0.30
My Structural Analysis
Computing for LIVE LOADWeight of Person + Environment 60.00
Gravity Constant 9.81
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Analysis
Beam 2A Cb to C1 Cb 0.0 C1 4.5 base 0.0 mts height 0.0 mts
Beam 1B Ca to C1 Ca 0.0 C1 4.5 base 0.0 mts height 0.0 mts
Beam 2B Cb to C1 Cb 0.0 C1 0.0 base 0.0 mts height 0.0 mts
Beam 1B Ca to C1 Ca 0.0 C1 0.0 base 0.0 mts height 0.0 mtsBeam 2B Cb to C1 Cb 0.0 C1 3.9 base 0.0 mts height 0.0 mts
Beam 1D Ca to C1 Ca 0.0 C1 4.6 base 0.0 mts height 0.0 mts
Beam 2D Cd to C1 Cd 0.0 C1 1.6 base 0.0 mts height 0.0 mts
Planted Column on Alt. Beam
Top Reaction 0.0 KN Ca to C1 Ca 0.0 C1 4.5 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cb to C1 Cb 0.0 C1 4.6 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Ca to C1 Ca 0.0 C1 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cb to C1 Cb 0.0 C1 4.5 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Ca to C1 Ca 0.0 C1 3.9 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cb to C1 Cb 0.0 C1 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Ca to C1 Ca 0.0 C1 1.6 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cd to C1 Cd 0.0 C1 3.9 base 0.0 mts height 0.0 mts
mts
Ca to C1 Bottom Reaction 0 KN Storey height 3.0
Cb to C1 Bottom Reaction 0 KN Storey height 3.0
Ca to C1 Bottom Reaction 0 KN Storey height 3.0
Cb to C1 Bottom Reaction 0 KN Storey height 3.0
Ca to C1 Bottom Reaction 0 KN Storey height 3.0
Cb to C1 Bottom Reaction 0 KN Storey height 3.0
Ca to C1 Bottom Reaction 0 KN Storey height 3.0
Cd to C1 Bottom Reaction 0 KN Storey height 3.0
NO column below? Beam 1A Shear 0 KN Moment 0 KN-m
NO column below? Beam 2A Shear 0 KN Moment 0 KN-m
NO column below? Beam 1B Shear 0 KN Moment 0 KN-m
NO column below? Beam 2B Shear 0 KN Moment 0 KN-m
NO column below? Beam 1C Shear 0 KN Moment 0 KN-m
NO column below? Beam 2C Shear 0 KN Moment 0 KN-m
NO column below? Beam 1D Shear 0 KN Moment 0 KN-m
NO column below? Beam 2D Shear 0 KN Moment 0 KN-m
Beam 1 Slab 1 effect KN/mSlab 2 effect KN/m
Total LL+Slab effect on Beam 1 KN/m
Beam 2 Slab 2 effect KN/m
Slab 3 effect KN/m
Total LL+Slab effect on Beam 2 KN/m
Beam 3 Slab 3 effect KN/m
Slab 4 effect KN/m
Total LL+Slab effect on Beam 3 KN/m
Beam 4 Slab 4 effect KN/m
Slab 1 effect KN/m
Total LL+Slab effect on Beam 4 KN/m
End of LL + Slab Computations
Beam 1 Selfweight Base m
Height m KN/m
Lenght m
Beam 2 Selfweight Base m
Height m KN/m
Lenght m
0.19
10.8790.38
4.50
3.82
7.64
0.19
10.8790.38
4.65
11.61
22.02
9.14
12.91
22.05
3.82
15.4611.10
26.56
10.41
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Analysis
Lenght m
Beam 4 Selfweight Base m
Height m KN/mLenght m
Computing for DESIGN MOMENT and STRESS
Beam 1 Moment (WultL2/8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 2 Moment (WultL2/8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 3 Moment (WultL /8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 4 Moment (WultL2/8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Transferring action to Column
Beam 1 R1=Vu/2 KN
Beam 2 R2=Vu/2 KN
Beam 3 R3=Vu/2 KN
Beam 4 R4=Vu/2 KN
Earthquake NSCP 2.2.5.2.1 (1992) Status : (ON;OFF)
Design Base Shear V= V= KN
Seismic Zone Factor Z=
Importance Factor I=
Numerical Coeff Rw=
Numerical Coeff
C= 1.25(S)/T(2/3)
C=Site Coeff S=
Fundamental Period of Vibration
Height hn= mts
Ct=
T= T=
Applied Weight W= KN
Design Load for Column Pu= KN
Mu= KN-m
Computing Footing Reactions
0.05
Ct(hn)3/4
0.11
128.50
220.41
41.00
0.40
1.00
10.00
10.632.00
3.00
33.06
6.88
ON
(ZIC/Rw)W 54.664
16.66
5.67
16.66
13.75
46.47
37.63
33.44
75.25
33.48
65.29
33.48
66.12
37.99
117.48
37.99
92.95
33.44
84.65
0.19
8.5990.381.65
3.95
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Analysis
Column Weight KN
Bottom Reaction R1+R2+R3+R4+COLUMN(WEIGHT)+Earthquake KN
Number of Storey Storeies
Design considered plus 1 storey
Overhang/Cantilever
Slab 5 Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Slab 6 Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Slab 5A Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Slab 6A Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Planted Column C(planted)=Cp mts mts mts mts
Top Reaction 0.0 KN Ca to C2 Ca 0.0 C2 4.6 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Jc to C2 Jc 0.0 C2 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Jb to C2 Jb 0.0 C2 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Ja to C2 Ja 0.0 C2 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cb to C2 Cb 0.0 C2 4.2 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Along 7A to C2 0.0 C2 5.0 base 0.0 mts height 0.0 mts
Input 0 if not in use
Ca Bottom Reaction KN
Cb Bottom Reaction KN
4.6 mts
Storey height 0.0
SLAB 5 Storey height 0.0
Storey height 0.0
5.0 0.0 Storey height 0.0
Storey height 0.0
Storey height 0.0
Storey height 0.0
Storey height 0.0
5.0
SLAB 6A SLAB 6 0.0
4.2
0
Alternate Cross-Beam
Beam 1A Ca to C2 Ca 0.0 C2 0.0 base 0.0 mts height 0.0 mts
Beam 2A Jb to C2 Jb 0.0 C2 0.0 base 0.0 mts height 0.0 mts
Beam 1B Ca to C2 Ca 0.0 C2 0.0 base 0.0 mts height 0.0 mts
Beam 2B Cb to C2 Cb 0.0 C2 4.6 base 0.0 mts height 0.0 mts
Beam 1B Ca to C2 Ca 0 0 C2 4 2 base 0 0 mts height 0 0 mts
Cb Jc
BEAM
6A
BEAM1B BEAM
6
SLAB5
Beam 7A C2 BEAM 7 Jb
0.001
Ca Ja
BEAM
5A
BEAM
5
BEAM1A
Area
0.001.00 0.00
5.01
0.00 4.19
Area
0.001.00 0.00
5.01
0.00 4.64
Area
0.001.00 0.00
0.00
0.00 0.00
128.50
1
Area
0.001.00 0.00
0.00
0.00 0.00
4.47
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Analysis
Planted Column on Alt. Beam
Top Reaction 0.0 KN Ca to C1 Ca 0.0 C2 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cb to C1 Cb 0.0 C2 5.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Ca to C1 Ca 0.0 C2 4.6 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cb to C1 Cb 0.0 C2 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Ca to C1 Ca 0.0 C2 5.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cb to C1 Cb 0.0 C2 4.2 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Ca to C1 Ca 0.0 C2 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cd to C1 Cd 0.0 C2 0.0 base 0.0 mts height 0.0 mts
mts
Ca to C1 Bottom Reaction 0 KN Storey height 0.0
Cb to C1 Bottom Reaction 0 KN Storey height 0.0
Ca to C1 Bottom Reaction 0 KN Storey height 0.0
Cb to C1 Bottom Reaction 0 KN Storey height 0.0
Ca to C1 Bottom Reaction 0 KN Storey height 0.0
Cb to C1 Bottom Reaction 0 KN Storey height 0.0
Ca to C1 Bottom Reaction 0 KN Storey height 0.0
Cd to C1 Bottom Reaction 0 KN Storey height 0.0
no column below? Beam 1A Shear 0 KN Moment 0 KN-m
NO column below? Beam 2A Shear 0 KN Moment 0 KN-m
NO column below? Beam 1B Shear 0 KN Moment 0 KN-m
NO column below? Beam 2B Shear 0 KN Moment 0 KN-m
NO column below? Beam 1C Shear 0 KN Moment 0 KN-m
NO column below? Beam 2C Shear 0 KN Moment 0 KN-mNO column below? Beam 1D Shear 0 KN Moment 0 KN-m
NO column below? Beam 2D Shear 0 KN Moment 0 KN-m
Beam 5 Slab 5 effect KN/m
Total LL+Slab effect on Beam 5 KN/m
Beam 6 Slab 6 effect KN/mKN/m
Total LL+Slab effect on Beam 6 KN/m
Beam 7 Slab 5 effect KN/m
Slab 6 effect KN/m
Total LL+Slab effect on Beam 7 KN/m
Beam 5A Slab 5 effect KN/m
Slab 5A effect KN/m
Total LL+Slab effect on Beam 5 KN/m
Beam 6A Slab 6 effect KN/m
Slab 6A effect KN/m
Total LL+Slab effect on Beam 6 KN/m
Beam 7A Slab 5A effect KN/m
Slab 6A effect KN/m
Total LL+Slab effect on Beam 7 KN/m
End of LL + Slab Computations
Beam 5 Selfweight Base m
Height m KN/m
Lenght m
9.70
11.59
11.59
23.19
0.00
0.000.00
0.00
0.00
0.00
10.74
10.74
0.00
9.70
0.00
0.00
0.00
0.00
0.00
0.00
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Analysis
Lenght m
Beam 7 Selfweight Base m
Height m KN/mLenght m
Beam 5A Selfweight Base m
Height m KN/m
Lenght m
Beam 6A Selfweight Base m
Height m KN/m
Lenght m
Beam 7A Selfweight Base m
Height m KN/m
Lenght m
Computing for DESIGN MOMENT and STRESS
Beam 5 Moment (WultL /8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 6 Moment (WultL2/8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 7 Moment (WultL /8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 5A Moment (WultL2/8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 6A Moment (WultL /8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 7A Moment (WultL2/8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Transferring action to Column
Beam 5 R5=Vu/2 KN
Beam 6 R6=Vu/2 KN
Beam 7 R7=(Vu/2)+R1+R2+Rpc KN
Beam 5A R5A=Vu/2 KN
B 6A R6A V /2 KN
0.00
22.48
19 21
23.19
72.74
31.83
79.72
0.00
0.00
19.38
44.96
18.34
40.24
18.34
38.42
0.00
0.00
0.00
0.00
10.74
28.90
0.00
0.00
0.00
0.00
0.00
0.00
0.15
8.230.38
5.01
0.00
0.00
0.15
8.230.38
4.64
0.15
8.230.38
4.19
0.00
0.00
0.000.000.00
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Analysis
Earthquake NSCP 2.2.5.2.1 (1992) V=
Design Base Shear V= KN
Seismic Zone Factor Z=
Importance Factor I=
Numerical Coeff Rw=
Numerical Coeff C= 1.25(S)/T(2/3)
C=
Site Coeff S=
Fundamental Period of Vibration T=
Height hn= mts
Ct=
T=Applied Weight W= KN
Design Load for Column Pu= KN
Mu= KN-m
Computing Footing Reactions
Column Dimensions Base meter
Height meter
Length meter
Column Weight KN
Bottom Reaction R7+R5A+R6A+R7A+COLUMN(WEIGHT) KN
Number of Storey Storeies
Overhang/Cantilever/Corner
Slab 7 Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Slab 8 Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Slab 9 Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Slab 10 Short Span (Side X) Meter/s
Long Span (Side Y) Meter/s
Planted Column C(planted)=Cp mts mts mts mts
Top Reaction 0.0 KN Ca to C3 Ca 0.0 C3 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Ja to C3 Ja 0.0 C3 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Jd to C3 Jd 0.0 C3 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Jc to C3 Jc 0.0 C3 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Cb to C3 Cb 0.0 C3 0.0 base 0.0 mts height 0.0 mts
Top Reaction 0.0 KN Jb to C3 Jb 0.0 C3 0.0 base 0.0 mts height 0.0 mts
Input 0 if not in use
Ca Bottom Reaction KN
Cb Bottom Reaction KN
0.0
Ca Ja
0.001.00 0.00
0.00
0.00 0.00
0.001.00 0.00
0.00
0.00 0.00
Area
0.001.00 0.00
0.00
0.00 0.00
297.48
1.00
Area
0.001.00 0.00
0.00
0.00 0.00
94.91
0.20
0.40
3.00
215.92
Ct(hn)3/4
3.00
0.05
0.11297.47
304.66
126.544
0.40
1.00
10.00
10.63
2.00
(ZIC/Rw)W
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Analysis
Storey height 0.0
0.0 Storey height 0.0
Storey height 0.0
Storey height 0.0Storey height 0.0
0.0 Storey height 0.0
0.0
0.0 SLAB 9 SLAB 8 0.0
0
Beam 8 Slab 7 effect KN/m
Total LL+Slab effect on Beam 5 KN/m
Beam 9 Slab 8 effect KN/m
KN/m
Total LL+Slab effect on Beam 6 KN/m
Beam 10 Slab 8 effect KN/m
KN/m
Total LL+Slab effect on Beam 7 KN/m
Beam 11 Slab 9 effect KN/m
Total LL+Slab effect on Beam 5 KN/m
Beam 12 Slab 7 effect KN/m
Slab 8 effect KN/m
Total LL+Slab effect on Beam 6 KN/m
Beam 13 Slab 8 effect KN/m
Slab 9 effect KN/m
Total LL+Slab effect on Beam 7 KN/m
Beam 14 Slab 7 effect KN/m
Slab 10 effect KN/m
Total LL+Slab effect on Beam 6 KN/m
Beam 15 Slab 9 effect KN/m
Slab 10 effect KN/m
Total LL+Slab effect on Beam 7 KN/m
End of LL + Slab Computations
Beam 8 Selfweight Base m
Height m KN/m
Lenght m
Beam 9 Selfweight Base m
Height m KN/mLenght m
Beam 10 Selfweight Base m0.00
0.00
10.320.00
0.00
0.00
0.000.000.00
0.00
0.00
0.00
0.00
0.000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Jb BEAM 11 Jc BEAM 10
BEAM
13 BE
AM
9
Cb BEAM 15 C3 BEAM 12 Jd
4
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Analysis
Beam 11 Selfweight Base m
Height m KN/m
Lenght m
Beam 12 Selfweight Base m
Height m KN/m
Lenght m
Beam 13 Selfweight Base m
Height m KN/m
Lenght m
Beam 14 Selfweight Base m
Height m KN/m
Lenght m
Beam 15 Selfweight Base m
Height m KN/m
Lenght m
Computing for DESIGN MOMENT and STRESS
Beam 8 Moment (WultL2/8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 9 Moment (WL2) KN/m
KN-m
Shear (WL) KN/m
KN
Beam 10 Moment (WL2) KN/m
KN-m
Shear (WL) KN/mKN
Beam 11 Moment (WultL2/8) KN/m
KN-m
Shear (WultL/2) KN/m
KN
Beam 12 Moment (WL2) KN/m
KN-m
Shear (WL) KN/mKN
Beam 13 Moment (WL2) KN/m
KN-m
Shear (WL) KN/m
KN
Beam 14 Moment (WultL2/8) KN/m
KN-m
Shear (WultL/2) KN/mKN
B 15 Moment (W L2/8) KN/
0.00
0.00
0.000.00
0 00
0.000.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.00
0.000.00
10.83
0.00
10.83
0.01
0.00
0.00
0.00
0.000.00
0.00
0.00
2.280.00
0.00
0.00
0.000.00
0.00
0.00
0.000.00
0.00
0.00
0.000.00
0.00
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Analysis
Transferring action to Column
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Analysis
Beam 8 R8=Vu/2 KN
Beam 9 R9=Vu KN
Beam 10 R10=Vu KN
Beam 11 R11=Vu/2 KNBeam 12 R12=Vu/2+R8+R9 KN
Beam 13 R13=Vu/2+R10+R11 KN
Beam 14 R14=Vu/2 KN
Beam 15 R15=Vu/2 KN
Earthquake NSCP 2.2.5.2.1 (1992) V=
Design Base Shear V= KN
Seismic Zone Factor Z=
Importance Factor I=
Numerical Coeff Rw=
Numerical Coeff C= 1.25(S)/T(2/3)
C=
Site Coeff S=
Fundamental Period of Vibration T=
Height hn= mts
Ct=
T=
Applied Weight W= KN
Design Load for Column Pu= KN
Mu= KN-m
Computing Footing Reactions
Column Dimensions Base meter
Height meter
Length meter
Column Weight KN
Bottom Reaction R12+R13+R14+R15+COLUMN(WEIGHT) KN
Number of Storey Storeies
Wind Load
Location
Heigth above ground mm
Analytical Procedure NSCP 2-56 exposure =
NSCP 2-61 Ce =
NSCP 2-62 Cq = outward
NSCP 2-62 Cq = inward
NSCP 2-64 qs = Pascal
NSCP 2-50 I =
WLPpre = Pascal
WLPsuc = Pascal
use KPA
2184
2184
1.80
0.78
1.40
1.40
2000.00
1.00Standard Occupancy
0.01
1.00
Samar
3.00
B
0.00
0.00
0.00
3.00
0.00
Ct(hn)3/4
3.000
0.050
0.114
0.01
0.01
0.003
0.400
1.000
10.000
10.635
2.000
0.000.00
0.00
0.00
0.00
(ZIC/Rw)W
0.00
0.00
0.00
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SLAB
REINFORCED CONCRETE SLAB DESIGN
SLAB 1
Edge 1
C = Continuous
Ls 4500 mm D = Discontinuous
Edge 1 C
Edge 2 C
Ll 4650 mm Edge 3 C
Edge 4 CEdge 3
SHORT SPAN LONG SPAN
LENGTH OF SLAB SPAN mm 4500 4650
2 WAY
Steel Yield Strength MPA
Concrete Compressive Strength MPA
Concrete Cover mm
ASSUMED SLAB THICKNESS mm
Minimum Thickness OK mm
Maximum Thickness OK mm
Smax=2t mm
Concrete Density kN/m
LOADS
Selfweight kN/m
Dead Load kN/m2
Live Load kN/m
Actual Load kN/m per M length
SHORT SPAN LONG SPAN EDGE 1 EDGE 2 EDGE 3 EDGE 4
s 0.022 0.024 0.029 0.032 0.029 0.032
Actual Moment kN-m 6.18 6.73 8.24 8.98 8.24 8.98
BAR SIZE mm 12 12 12 12 12 12
assumed spacing along mm 230 230 230 230 230 230
layer 1 or 2 B1 B2 T2 T1 T2 T1
effective depth mm 84.00 72.00 72.00 84.00 72.00 84.00
Act. Steel Ratio 0.0059 0.0068 0.0068 0.0059 0.0068 0.0059
Minimum Steel Ratio 0.0051 0.0051 0.0051 0.0051 0.0051 0.0051
bal 0.0378 0.0378 0.0378 0.0378 0.0378 0.0378
Max. Steel Ratio 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284
Adapted Steel Ratio 0.0059 0.0068 0.0068 0.0059 0.0068 0.0059
Resulting Moment kN-m 9.20 9.20 9.20 9.20 9.20 9.20
Remarks SAFE SAFE SAFE SAFE SAFE SAFE
Concrete Condition DUCTILE DUCTILE DUCTILE DUCTILE DUCTILE DUCTILE
development length mm 136 136 136 136 136 136
23.5
4.06
2.45
2.88
13.86
21
20
110.0
101.7
129.3
220
Edge4
Edge2 EDGE CONDITIONS
0.97
275
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STAIRS
REINFORCED CONCRETE STAIRS DESIGN
SLAB 1
Edge 1
C = Continuous
Ls 1200 mm D = Discontinuous
Edge 1 D
Edge 2 D
Ll 6000 mm Edge 3 D
Edge 4 DEdge 3
SHORT SPAN LONG SPAN
LENGTH OF SLAB SPAN mm 1200 6000
1 WAY
Steel Yield Strength MPA
Concrete Compressive Strength MPA
Concrete Cover mm
ASSUMED SLAB THICKNESS mm
Minimum Thickness OK mm
Maximum Thickness OK mm
Smax=2t mm
Concrete Density kN/m
LOADS
Selfweight kN/m
Dead Load kN/m2
Live Load kN/m2
Actual Load kN/m per M length
SHORT SPAN LONG SPAN EDGE 1 EDGE 2 EDGE 3 EDGE 4
s -0.391 0.056 0.000 0.000 0.000 0.000
Actual Moment kN-m -9.72 1.39 0.00 0.00 0.00 0.00
BAR SIZE mm 12 12 12 12 12 12
assumed spacing along mm 320 320 320 320 320 320
layer 1 or 2 B1 B2 T2 T1 T2 T1
effective depth mm 56.00 44.00 44.00 56.00 44.00 56.00
Act. Steel Ratio 0.0063 0.0080 0.0080 0.0063 0.0080 0.0063
Minimum Steel Ratio 0.0051 0.0051 0.0051 0.0051 0.0051 0.0051
bal 0.0378 0.0378 0.0378 0.0378 0.0378 0.0378
Max. Steel Ratio 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284
Adapted Steel Ratio 0.0063 0.0080 0.0080 0.0063 0.0080 0.0063
Resulting Moment kN-m 4.41 4.41 4.41 4.41 4.41 4.41
Remarks SAFE SAFE SAFE SAFE SAFE SAFE
Concrete Condition DUCTILE DUCTILE DUCTILE DUCTILE DUCTILE DUCTILE
development length mm 136 136 136 136 136 136
23.5
3.39
2.45
2.88
17.26
21
20
82.0
80.0
166.8
164
Edge4
Edge2 EDGE CONDITIONS
0.20
275
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BEAM1
Summary Results @ Midspan BEAM 1
Bending Moment Capacity Mu = 173.44 KN-m
Moment Applied Moment Mz = 161.18 KN-m DuctileCapacity Status PASS
Shear -149.42 KN
Cross-Section Dimensions
Height of Beam mm 375
Width of Beam mm 190
Length of Beam mm 4650
Reinforcement data
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) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 16
Weight of Main Bars kgs 4323.42
Stirrup Size mm 10
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) mm2
201.06
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
201.06Total Area of Compression Reinforcement Bars mm
21005.31
Total Area of Tensile Reinforcement Bars mm2
603.19
EFFECTIVE DEPTH OF BEAM mm 301.00
Tensile STEEL RATIO 0.0105
Compression STEEL RATIO 0.0176
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0460
Steel Reinforcement Ratio at Center of Gravity 0.0372
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -130.07
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 174.72
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BEAM1
d/2 mm 150.50
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 301.00 12.68 -279.49 165.70 78.47 75.25 75.25
301.00 775.00 112.46 -249.03 265.49 126.10 CHECK SHEAR 126.10
775.00 1275.00 185.02 -216.89 338.05 162.92 CHECK SHEAR 162.92
1275.00 1775.00 257.58 -184.76 410.60 186.74 CHECK SHEAR 186.74
1775.00 2275.00 330.14 -152.63 483.16 203.40 CHECK SHEAR 203.40
2275.00 2775.00 402.69 -120.50 555.72 215.71 CHECK SHEAR 215.71
L / 2
1@50mm
0 to d
d to1775
1775 to 2275
follow table rest at Smax
Support
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BEAM2
Summary Results @ Midspan BEAM 2
Bending Moment Capacity Mu = 173.44 KN-m
Moment Applied Moment Mz = 128.35 KN-m DuctileCapacity Status PASS
Shear -131.72 KN
Cross-Section Dimensions
Height of Beam mm 375
Width of Beam mm 190
Length of Beam mm 4500
Reinforcement data
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) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 16
Weight if Bars kgs 4183.96
Stirrup Size mm 10
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) mm2
201.06
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
201.06Total Area of Compression Reinforcement Bars mm
21005.31
Total Area of Tensile Reinforcement Bars mm2
603.19
EFFECTIVE DEPTH OF BEAM mm 301.00
Tensile STEEL RATIO 0.0105
Compression STEEL RATIO 0.0176
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0460
Steel Reinforcement Ratio at Center of Gravity 0.0372
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -114.10
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 174.72
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BEAM2
d/2 mm 150.50
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 301.00 12.68 -245.81 146.91 88.51 75.25 75.25
301.00 750.00 108.84 -219.53 243.07 133.29 CHECK SHEAR 133.29
750.00 1250.00 181.39 -190.26 315.62 171.08 CHECK SHEAR 171.08
1250.00 1750.00 253.95 -160.99 388.18 194.74 CHECK SHEAR 194.74
1750.00 2250.00 326.51 -131.72 460.74 210.95 CHECK SHEAR 210.95
2250.00 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
L / 2
1@50mm
0 to d
d to1750
1750 to 2250
follow table rest at Smax
Support
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BEAM3
Summary Results @ Midspan BEAM 3
Bending Moment Capacity Mu = 173.44 KN-m
Moment Applied Moment Mz = 108.99 KN-m DuctileCapacity Status PASS
Shear -122.58 KN
Cross-Section Dimensions
Height of Beam mm 375
Width of Beam mm 190
Length of Beam mm 3950
Reinforcement data
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) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 16
Weight if Bars kgs 3672.58
Stirrup Size mm 10
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) mm2
201.06
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
201.06Total Area of Compression Reinforcement Bars mm
21005.31
Total Area of Tensile Reinforcement Bars mm2
603.19
EFFECTIVE DEPTH OF BEAM mm 301.00
Tensile STEEL RATIO 0.0105
Compression STEEL RATIO 0.0176
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0460
Steel Reinforcement Ratio at Center of Gravity 0.0372
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -103.90
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 174.72
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BEAM3
d/2 mm 150.50
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 301.00 12.68 -226.48 134.91 96.38 75.25 75.25
301.00 658.33 95.53 -204.30 217.77 130.59 CHECK SHEAR 130.59
658.33 1158.33 168.09 -173.27 290.33 172.35 CHECK SHEAR 172.35
1158.33 1658.33 240.65 -142.24 362.88 197.40 CHECK SHEAR 197.40
1658.33 2158.33 313.21 -111.20 435.44 214.11 CHECK SHEAR 214.11
2158.33 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
L / 2
1@50mm
0 to d
d to1658.331658.33 to 2158.33
follow table rest at Smax
Sup
port
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BEAM4
Summary Results @ Midspan BEAM 4
Bending Moment Capacity Mu = 124.45 KN-m
Moment Applied Moment Mz = 49.37 KN-m DuctileCapacity Status PASS
Shear -68.42 KN
Cross-Section Dimensions
Height of Beam mm 375
Width of Beam mm 190
Length of Beam mm 1650
Reinforcement data
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) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Weight if Bars kgs 1150.59
Stirrup Size mm 10
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) mm2
201.06
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm
2
201.06Total Area of Compression Reinforcement Bars mm
2603.19
Total Area of Tensile Reinforcement Bars mm2
603.19
EFFECTIVE DEPTH OF BEAM mm 309.00
Tensile STEEL RATIO 0.0103
Compression STEEL RATIO 0.0103
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0386
Steel Reinforcement Ratio at Center of Gravity 0.0294
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -42.79Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 179.36
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BEAM4
d/2 mm 154.50
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 309.00 13.01 -111.21 63.36 210.68 154.50 154.50
309.00 275.00 39.91 -114.03 90.25 131.63 77.25 77.25
275.00 775.00 112.46 -72.56 162.81 205.63 77.25 77.25
775.00 1275.00 185.02 -31.10 235.36 234.00 CHECK SHEAR 234.00
1275.00 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
rest at rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
L / 2
1@50mm
0 to d
d to1275#VALUE!
follow table rest at Smax
Sup
port
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BEAM5
Summary Results @ Midspan BEAM 5
Bending Moment Capacity Mu = 0.00 KN-m
Moment Applied Moment Mz = 97.61 KN-m DuctileCapacity Status FAIL
Shear -128.35 KN
Cross-Section Dimensions
Height of Beam mm 0.001
Width of Beam mm 0.001
Length of Beam mm 1
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.00
Stirrup Size mm 10
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) mm2
0.00
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm
2
0.00Total Area of Compression Reinforcement Bars mm
20.00
Total Area of Tensile Reinforcement Bars mm2
0.00
EFFECTIVE DEPTH OF BEAM mm -50.00
Tensile STEEL RATIO 0.0000
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.1019
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -12963.17Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
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BEAM5
d/2 mm -25.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to -50.00 0.00 -13091.52 15250.79 -0.14 CHECK SHEAR CHECK SHEAR
-50.00 0.17 0.00 -213.91 15250.79 0.00 CHECK SHEAR 0.00
0.17 500.17 0.00 128134.31 15250.79 1.42 CHECK SHEAR 1.42
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!#VALUE!
follow table rest at Smax
Sup
port
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BEAM5A
Summary Results@ Midspan BEAM 5A
Bending Moment Capacity Mu = 41.49 KN-m
Moment Applied MomentM
z=
97.61 KN-mDuctile
Capacity Status FAIL
Shear -128.35 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 375
Width of Cantilever Beam mm 150
Length of Cantilever Beam mm 4640
Reinforcement data
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) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Weight if Bars kgs 3235.59
Stirrup Size mm 10
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) mm2
201.06
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm
2
201.06Total Area of Compression Reinforcement Bars mm
2603.19
Total Area of Tensile Reinforcement Bars mm2
603.19
EFFECTIVE DEPTH OF BEAM mm 309.00
Tensile STEEL RATIO 0.0130
Compression STEEL RATIO 0.0130
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0414
Steel Reinforcement Ratio at Center of Gravity 0.0321
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -111.25Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 141.60
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BEAM5A
d/2 mm 154.50
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 309.00 8.11 -239.60 139.00 96.03 77.25 77.25
309.00 773.33 88.60 -213.91 219.48 152.20 CHECK SHEAR 152.20
773.33 1273.33 145.88 -186.25 276.77 198.74 CHECK SHEAR 198.74
1273.33 1773.33 203.16 -158.59 334.05 229.32 CHECK SHEAR 229.32
1773.33 2273.33 260.44 -130.93 391.33 250.94 CHECK SHEAR 250.94
2273.33 2773.33 317.73 -103.27 448.61 267.05 CHECK SHEAR 267.05
L / 2
1@50mm
0 to d
d to1773.331773.33 to 2273.33
follow table rest at Smax
Sup
port
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BEAM6
Summary Results @ Midspan BEAM 6
Bending Moment Capacity Mu = 0.00 KN-m
Moment Applied Moment Mz
= 97.61 KN-m Ductile
Capacity Status FAIL
Shear -128.35 KN
Cross-Section Dimensions
Height of Beam mm 0.001
Width of Beam mm 0.001
Length of Beam mm 1
Reinforcement data
Bottom Bars 1
First layer barsNumber of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.00
Stirrup Size mm 10
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) mm2
0.00
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression)mm
2
0.00Total Area of Compression Reinforcement Bars mm
20.00
Total Area of Tensile Reinforcement Bars mm2
0.00
EFFECTIVE DEPTH OF BEAM mm -50.00
Tensile STEEL RATIO 0.0000
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.1019
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -12963.06Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
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BEAM6
d/2 mm -25.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to -50.00 0.00 -13091.41 15250.66 -0.14 CHECK SHEAR CHECK SHEAR
-50.00 0.17 0.00 -213.91 15250.66 0.00 CHECK SHEAR 0.00
0.17 500.17 0.00 128133.26 15250.66 1.42 CHECK SHEAR 1.42
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!#VALUE!
follow table rest at Smax
Sup
port
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BEAM6A
Summary Results @ Midspan BEAM 6A
Bending Moment Capacity Mu = 41.49 KN-m
Moment Applied Moment Mz = 97.61 KN-m Ductile
Capacity Status FAIL
Shear -128.35 KN
Cross-Section Dimensions
Height of Beam mm 375
Width of Beam mm 150
Length of Beam mm 4190
Reinforcement data
Bottom Bars 1
First layer barsNumber of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Weight if Bars kgs 2921.80
Stirrup Size mm 10
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) mm2
201.06
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
201.06
Total Area of Compression Reinforcement Bars mm2
603.19
Total Area of Tensile Reinforcement Bars mm2
603.19
EFFECTIVE DEPTH OF BEAM mm 309.00
Tensile STEEL RATIO 0.0130
Compression STEEL RATIO 0.0130
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0414
Steel Reinforcement Ratio at Center of Gravity 0.0321
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -109.42Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 141.60
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BEAM6A
d/2 mm 154.50
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 309.00 8.11 -237.76 136.84 97.55 77.25 77.25
309.00 698.33 80.00 -213.91 208.73 144.52 CHECK SHEAR 144.52
698.33 1198.33 137.29 -183.28 266.01 194.59 CHECK SHEAR 194.59
1198.33 1698.33 194.57 -152.65 323.29 226.92 CHECK SHEAR 226.92
1698.33 2198.33 251.85 -122.02 380.58 249.52 CHECK SHEAR 249.52
2198.33 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
L / 2
1@50mm
0 to d
d to1698.331698.33 to 2198.33
follow table rest at Smax
Support
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BEAM7
Summary Results Cantilever Beam BEAM 7
Bending Moment Capacity Mu = 0.00 KN-m
Moment Applied Moment Mz = 97.61 KN-m Ductile
Capacity Status FAIL
Shear -128.35 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 0.001
Width of Cantilever Beam mm 0.001
Length of Cantilever Beam mm 1
Reinforcement data
Bottom Bars 1
First layer barsNumber of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.00
Stirrup Size mm 10
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) mm2
0.00
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
0.00
Total Area of Compression Reinforcement Bars mm2
0.00
Total Area of Tensile Reinforcement Bars mm2
0.00
EFFECTIVE DEPTH OF BEAM mm -50.00
Tensile STEEL RATIO 0.0000
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.1019
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -12963.19Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
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BEAM7
d/2 mm -25.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to -50.00 0.00 -13091.54 15250.81 -0.14 CHECK SHEAR CHECK SHEAR
-50.00 0.17 0.00 -213.91 15250.81 0.00 CHECK SHEAR 0.00
0.17 500.17 0.00 128134.53 15250.82 1.42 CHECK SHEAR 1.42
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!#VALUE!
follow table rest at Smax
Support
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BEAM7A
Summary Results @ Midspan BEAM 7A
Bending Moment Capacity Mu = 41.49 KN-m
Moment Applied Moment Mz = 97.61 KN-m Ductile
Capacity Status FAIL
Shear -128.35 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 375
Width of Cantilever Beam mm 150
Length of Cantilever Beam mm 5010
Reinforcement data
Bottom Bars 1
First layer barsNumber of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Weight if Bars kgs 3493.60
Stirrup Size mm 10
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) mm2
201.06
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
201.06
Total Area of Compression Reinforcement Bars mm2
603.19
Total Area of Tensile Reinforcement Bars mm2
603.19
EFFECTIVE DEPTH OF BEAM mm 309.00
Tensile STEEL RATIO 0.0130
Compression STEEL RATIO 0.0130
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0414
Steel Reinforcement Ratio at Center of Gravity 0.0321
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -112.52Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 141.60
BEAM7A
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BEAM7A
d/2 mm 154.50
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 309.00 8.11 -240.86 140.48 95.01 77.25 77.25
309.00 835.00 95.66 -213.91 228.03 158.18 CHECK SHEAR 158.18
835.00 1335.00 152.94 -188.30 285.32 202.12 CHECK SHEAR 202.12
1335.00 1835.00 210.23 -162.68 342.60 231.37 CHECK SHEAR 231.37
1835.00 2335.00 267.51 -137.06 399.88 252.24 CHECK SHEAR 252.24
2335.00 2835.00 324.79 -111.44 457.16 267.88 CHECK SHEAR 267.88
L / 2
1@50mm
0 to d
d to18351835 to 2335
follow table rest at Smax
Support
BEAM8
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BEAM8
Summary Results @ Midspan BEAM 8
Bending Moment Capacity Mu = -716987.87 KN-m
Moment Applied Moment Mz = 2.70 KN-m Ductile
Capacity Status FAIL
Shear -1.81 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 0.001
Width of Cantilever Beam mm 0.001
Length of Cantilever Beam mm 1
Reinforcement data
Bottom Bars 1
First layer barsNumber of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 1.05
Stirrup Size mm 10
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) mm2
201.06
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
243.29
Total Area of Compression Reinforcement Bars mm2
1216.43
Total Area of Tensile Reinforcement Bars mm2
603.19
EFFECTIVE DEPTH OF BEAM mm -66.00
Tensile STEEL RATIO -9139.3385
Compression STEEL RATIO -18430.9993
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO -18430.9709
Steel Reinforcement Ratio at Center of Gravity -18431.0900
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -240.29Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
BEAM8
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BEAM8
d/2 mm -33.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to -66.00 0.00 -242.10 282.70 -10.08 CHECK SHEAR CHECK SHEAR
-66.00 0.17 0.00 -3.01 282.70 0.03 CHECK SHEAR 0.03
0.17 500.17 0.00 1803.72 282.70 76.43 CHECK SHEAR 76.43
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!#VALUE!
follow table rest at Smax
Su
pport
BEAM9
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BEAM9
Summary Results @ Midspan BEAM 9
Bending Moment Capacity Mu = 0.00 KN-m
Moment Applied Moment Mz = 2.70 KN-m Ductile
Capacity Status FAIL
Shear -1.81 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 0.001
Width of Cantilever Beam mm 0.001
Length of Cantilever Beam mm 1
Reinforcement data
Bottom Bars 1
First layer barsNumber of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.00
Stirrup Size mm 10
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) mm2
0.00
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
0.00
Total Area of Compression Reinforcement Bars mm2
0.00
Total Area of Tensile Reinforcement Bars mm2
0.00
EFFECTIVE DEPTH OF BEAM mm -50.00
Tensile STEEL RATIO 0.0000
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.1019
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -182.48Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
BEAM9
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d/2 mm -25.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)50 to -50.00 0.00 -184.29 214.68 -10.06 CHECK SHEAR CHECK SHEAR
-50.00 0.17 0.00 -3.01 214.68 0.03 CHECK SHEAR 0.03
0.17 500.17 0.00 1803.72 214.68 100.64 CHECK SHEAR 100.64
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!
#VALUE!
follow table rest at Smax
Su
pport
BEAM10
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Summary Results @ Midspan BEAM 10
Bending Moment Capacity Mu = 0.00 KN-m
Moment Applied Moment Mz = 2.70 KN-m Ductile
Capacity Status FAIL
Shear -1.81 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 0.001
Width of Cantilever Beam mm 0.001
Length of Cantilever Beam mm 1
Reinforcement data
Bottom Bars 1
First layer barsNumber of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.00
Stirrup Size mm 10
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) mm2
0.00
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
0.00
Total Area of Compression Reinforcement Bars mm2
0.00
Total Area of Tensile Reinforcement Bars mm2
0.00
EFFECTIVE DEPTH OF BEAM mm -50.00
Tensile STEEL RATIO 0.0000
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.1019
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -182.48
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
BEAM10
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d/2 mm -25.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)50 to -50.00 0.00 -184.29 214.68 -10.06 CHECK SHEAR CHECK SHEAR
-50.00 0.17 0.00 -3.01 214.68 0.03 CHECK SHEAR 0.03
0.17 500.17 0.00 1803.72 214.68 100.64 CHECK SHEAR 100.64
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!
#VALUE!
follow table rest at Smax
Su
pport
BEAM11
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Summary Results @ Midspan BEAM 11
Bending Moment Capacity Mu = 0.00 KN-m
Moment Applied Moment Mz = 2.70 KN-m Ductile
Capacity Status FAIL
Shear -1.81 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 0.001
Width of Cantilever Beam mm 0.001
Length of Cantilever Beam mm 1
Reinforcement data
Bottom Bars 1
First layer barsNumber of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.00Stirrup Size mm 10
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) mm2
0.00
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
0.00
Total Area of Compression Reinforcement Bars mm2 0.00
Total Area of Tensile Reinforcement Bars mm2
0.00
EFFECTIVE DEPTH OF BEAM mm -50.00
Tensile STEEL RATIO 0.0000
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
1 MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.1019
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -182.48
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
BEAM11
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d/2 mm -25.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)50 to -50.00 0.00 -184.29 214.68 -10.06 CHECK SHEAR CHECK SHEAR
-50.00 0.17 0.00 -3.01 214.68 0.03 CHECK SHEAR 0.03
0.17 500.17 0.00 1803.72 214.68 100.64 CHECK SHEAR 100.64
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!
#VALUE!
follow table rest at Smax
Su
pport
BEAM12
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Summary Results Cantilever Beam BEAM 12
Bending Moment Capacity Mu = 0.00 KN-m
Moment Applied Moment Mz = 2.70 KN-m Ductile
Capacity Status FAIL
Shear -1.81 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 0.001
Width of Cantilever Beam mm 0.001
Length of Cantilever Beam mm 1
Reinforcement data
Bottom Bars 1
First layer barsNumber of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.00Stirrup Size mm 10
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) mm2
0.00
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
0.00
Total Area of Compression Reinforcement Bars mm2 0.00
Total Area of Tensile Reinforcement Bars mm2
0.00
EFFECTIVE DEPTH OF BEAM mm -50.00
Tensile STEEL RATIO 0.0000
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
1 MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.1019
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -182.48
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
BEAM12
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d/2 mm -25.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)50 to -50.00 0.00 -184.29 214.68 -10.06 CHECK SHEAR CHECK SHEAR
-50.00 0.17 0.00 -3.01 214.68 0.03 CHECK SHEAR 0.03
0.17 500.17 0.00 1803.72 214.68 100.64 CHECK SHEAR 100.64
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!
#VALUE!
follow table rest at Smax
Su
pport
BEAM13
Summary Results Cantilever Beam BEAM 13
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Summary Results Cantilever Beam BEAM 13
Bending Moment Capacity Mu = 0.00 KN-m
Moment Applied Moment Mz = 2.70 KN-m Ductile
Capacity Status FAILShear -1.81 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 0.001
Width of Cantilever Beam mm 0.001
Length of Cantilever Beam mm 1
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.00Stirrup Size mm 10
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) mm2
0.00
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
0.00
Total Area of Compression Reinforcement Bars mm2 0.00
Total Area of Tensile Reinforcement Bars mm2
0.00
EFFECTIVE DEPTH OF BEAM mm -50.00
Tensile STEEL RATIO 0.0000
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.1019
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -182.48
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
BEAM13
d/2 mm 25 00
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d/2 mm -25.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)50 to -50.00 0.00 -184.29 214.68 -10.06 CHECK SHEAR CHECK SHEAR
-50.00 0.17 0.00 -3.01 214.68 0.03 CHECK SHEAR 0.03
0.17 500.17 0.00 1803.72 214.68 100.64 CHECK SHEAR 100.64
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!
#VALUE!
follow table rest at Smax
Su
pport
BEAM14
Summary Results @ Midspan BEAM 14
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Summary Results @ Midspan BEAM 14
Bending Moment Capacity Mu = 0.00 KN-m
Moment Applied Moment Mz = 2.70 KN-m Ductile
Capacity Status FAILShear -1.81 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 0.001
Width of Cantilever Beam mm 0.001
Length of Cantilever Beam mm 1
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.00Stirrup Size mm 10
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) mm2
0.00
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
0.00
Total Area of Compression Reinforcement Bars mm2 0.00
Total Area of Tensile Reinforcement Bars mm2
0.00
EFFECTIVE DEPTH OF BEAM mm -50.00
Tensile STEEL RATIO 0.0000
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.1019
Compression Steel Yields
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -182.48
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
BEAM14
d/2 mm -25.00
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Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)50 to -50.00 0.00 -184.29 214.68 -10.06 CHECK SHEAR CHECK SHEAR
-50.00 0.17 0.00 -3.01 214.68 0.03 CHECK SHEAR 0.03
0.17 500.17 0.00 1803.72 214.68 100.64 CHECK SHEAR 100.64
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!
#VALUE!
follow table rest at Smax
Support
BEAM15
Summary Results @ Midspan BEAM 15
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Bending Moment Capacity Mu = -308297.96 KN-m
Moment Applied Moment Mz = 2.70 KN-m Ductile
Capacity Status FAILShear -1.81 KN
Cross-Section Dimensions
Height of Cantilever Beam mm 0.001
Width of Cantilever Beam mm 0.001
Length of Cantilever Beam mm 1
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 2
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0.001
BAR (2) SIZE mm 0.001
Top Bars
Number of Reinforce Bars (1) 0.001
BAR (1) SIZE mm 0.001
Weight if Bars kgs 0.23Stirrup Size mm 10
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) mm2
201.06
AREA OF ONE BAR (second layer) mm2
0
AREA OF ONE BAR (compression) mm2
0.00
Total Area of Compression Reinforcement Bars mm2 0.00
Total Area of Tensile Reinforcement Bars mm2
402.12
EFFECTIVE DEPTH OF BEAM mm -66.00
Tensile STEEL RATIO -6092.8923
Compression STEEL RATIO 0.0000
MINIMUM STEEL RATIO 0.0051
Factorb1 0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284MAXIMUM STEEL Double Reinforcement RATIO 0.0284
Steel Reinforcement Ratio at Center of Gravity -0.0772
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -240.29
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 0.00
BEAM15
d/2 mm -33.00
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Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)50 to -66.00 0.00 -242.10 282.70 -10.08 CHECK SHEAR CHECK SHEAR
-66.00 0.17 0.00 -3.01 282.70 0.03 CHECK SHEAR 0.03
0.17 500.17 0.00 1803.72 282.70 76.43 CHECK SHEAR 76.43
500.17 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!
L / 2
1@50mm
0 to d
#VALUE!
#VALUE!
follow table rest at Smax
Support
COLUMN1
DESIGN OF BOTTOM INNER COLUMNS
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DESIGN OF BOTTOM INNER COLUMNS
Summary Results
Applied Moment Mu max = 43.70 KN-m RESULTS
Applied Axial Load Pumax = 222.24 KN Ductile
Nominal Load 317.49 KN SLENDERPass 339.65 KN
Additional Reaction Mu= 0.00 KN-m
Pu= 0.00 KN
Cross-Section Dimensions
Height of Beam
critical axis H =300 mm X
AxisBase of Beam B = 200 mm
Other Datas
Concrete Cover 70 mm
Bar Type Fc' = 21 Mpa
Fy = 275 Mpa
e = 196.64 mm
Bars Bar Pcs stirrups = 10 mm
16 4 corner mm
12 4 in between
As = 515.2224 mm2
As2 = 226.1952 mm2
x1 = 80 mm
x2 = 160 mm
x3 = 230 mm
x4 = 150 mm
Assuming As'=As Weight= 2.67 kgs
Assuming that Comp. And Tensile steel yields 0.03 KN
FH=0 ; Pn+T = C + C'
Equation 1
Pn = 0.85fc'aB + As'fy - Asfy
M@ the Tensile Steel
Equation 2
Pn (e+x1) = As'fyx2 + 0.85fc'aB (x3 (a/2)) + As2fyx3
Equating 1 and 2
a2
a
1785 + 166517.969 + -32000337.6
By Quadratic Formula
x = (-b (+/-) b^2 - 4 ac ) / 2a
-166518 (+/-) 506172.5443
3570
taking + 95.1413375 mm
taking - -188.42872 mm use 95.14133751 mm
Pn 339.6545749 KN
RESTRAINTS
Top Btm
Cond Cond
X-AXIS 3600 F F N 1.2 4320 Lex/h = 14.40 Column is
Status
=
Lu (mm) Braced ? k Le (mm) Slenderness
COLUMN2
DESIGN OF BOTTOM OUTER COLUMNS
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Summary Results
Applied Moment Mu max = 97.61 KN-m RESULTS
Applied Axial Load Pumax = 306.49 KN Ductile
Nominal Load 437.85 KN 0Fail 379.99 KN
Additional Reaction Mu= 0.00 KN-m
Pu= 0.00 KN
Cross-Section Dimensions
Height of Beam critical axis H = 400 mm X AxisBase of Beam B = 200 mm
Other Datas
Concrete Cover 70 mm
Bar Type Fc' = 21 Mpa
Fy = 275 Mpa
e = 318.48 mm
Bars Bar Pcs stirrups = 10 mm
16 4 corner mm
16 4 in between
As = 603.1872 mm2
As2 = 402.1248 mm2
x1 = 130 mm
x2 = 260 mm
x3 = 330 mm
x4 = 200 mm
Assuming As'=As Weight= 3.13 kgs
Assuming that Comp. And Tensile steel yields 0.03 KN
FH=0 ; Pn+T = C + C'
Equation 1
Pn = 0.85fc'aB + As'fy - Asfy
M@ the Tensile Steel
Equation 2
Pn (e+x1) = As'fyx2 + 0.85fc'aB (x3 (a/2)) + As2fyx3
Equating 1 and 2
a2
a
1785 + 422977.34 + -65244748.8
By Quadratic Formula
x = (-b (+/-) b^2 - 4 ac ) / 2a
-422977.3 (+/-) 802967.8302
3570
taking + 106.439913 mm
taking - -343.40201 mm use 106.4399133 mm
Pn 379.9904905 KN
RESTRAINTS
Top Btm
Cond Cond Status
=
Lu (mm) Braced ? k Le (mm) Slenderness
COLUMN2
X-AXIS 3000 F F N 1.2 3600 Lex/h = 9.00 Column is
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X AXIS 3000 F F N 1.2 3600 Lex/h 9.00 Column is
Y-AXIS 3000 F F N 1.2 3600 Ley/b = 18.00 SLENDER
COLUMN3
DESIGN OF BOTTOM CORNER COLUMNS
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Summary Results
Applied Moment Mu max = 2.71 KN-m RESULTS
Applied Axial Load Pumax = 1.84 KN Ductile
Nominal Load 2.63 KN 0Fail 0.00 KN
Additional Reaction Mu= 0.00 KN-m
Pu= 0.00 KN
Cross-Section Dimensions
Height of Beam
critical axis H =0.001 mm X
AxisBase of Beam B = 0.001 mm
Other Datas
Concrete Cover 70 mm
Bar Type Fc' = 21 Mpa
Fy = 275 Mpa
e = 1471.05 mm
Bars Bar Pcs stirrups = 10 mm
16 4 corner mm
12 4 in between
As = 515.2224 mm2
As2 = 226.1952 mm2
x1 = -69.9995 mm
x2 = -139.999 mm
x3 = -69.999 mm
x4 = 0.0005 mm
Assuming As'=As Weight= 2.67 kgs
Assuming that Comp. And Tensile steel yields 0.03 KN
FH=0 ; Pn+T = C + C'
Equation 1
Pn = 0.85fc'aB + As'fy - Asfy
M@ the Tensile Steel
Equation 2
Pn (e+x1) = As'fyx2 + 0.85fc'aB (x3 (a/2)) + As 2fyx3
Equating 1 and 2
a2
a
0.008925 + 26.2581478 + 19835889.61
By Quadratic Formulax = (-b (+/-) b^2 - 4 ac ) / 2a
-26.25815 (+/-) #NUM!
0.01785
taking + #NUM! mm
taking - #NUM! mm use #NUM! mm
Pn #NUM! KN
RESTRAINTS
Top BtmCond Cond
X-AXIS 3000 F F N 1 2 3600 Lex/h = ###### Column is
Status
=
Lu (mm) Braced ? k Le (mm) Slenderness
INNER SQUARE FOOTING
RC ISOLATED COLUMN FOOTING
Inner Footing
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g
d
Y
L
X
Summary Results
Pu kN
Dimension
Footing Dimension L mm
W mm
Assumed Thickness t mm
Assumed Depth d mm
Soil Pressure KN/m
Allowable Soil Pressure KN/m2
Strength Reduction Factor
Bar Yield Strength MPA
Concrete Compressive Strength MPA
Concrete Cover mm
Column Details
Column Dimension along Length mm
Column Dimension along Width mm
Column Distance from Edge1 mm
Depth required for One-Way Shear
Depth required for Punching Shear mm
use d mm
SHEAR AND MOMENT DIAGRAM
36.82
49.67
164.00
21.0
70.0
300
200
500.00
164.00
128.50
150.0
ok
0.70
275
Edge1
128.50
1000
1000
250.00
0.00
44.98
-44.98
0
-50.00-40.00-30.00-20.00-10.00
0.0010.0020.0030.0040.0050.00
Shear Diagram (kN)
INNER SQUARE FOOTING
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Design Moment KN-m
Reinforcement Details
Actual Steel Ratio
Balanced Steel Ratio
Maximum Steel Ratio
Minimum Steel Ratio
Adapted Steel Ratio
Bar Size to be used mm
Bar Area mm2
Steel Area mm2
No. of Bars to be used pcs
Adapted No. of Bars distributed both ways pcs
spacing mm
Engr. Leandro B. Piczon II
834.91
4.15
5
168.8
0.0378
0.0284
0.0051
0.0051
16
201.06
11.24
1.81E-03
0.00
11.24
-11.24
0.00
-15
-10
-5
0
510
15
Moment Diagram (kN-m)
OUTER SQUARE FOOTING
RC ISOLATED COLUMN FOOTING
Outer Footing
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d
Y
L
X
Summary Results
Pu kN
Dimension
Footing Dimension L mm
W mm
Assumed Thickness t mm
Assumed Depth d mm
Soil Pressure KN/m
Allowable Soil Pressure KN/m2
Strength Reduction Factor
Bar Yield Strength MPA
Concrete Compressive Strength MPA
Concrete Cover mm
Column Details
Column Dimension along Length mm
Column Dimension along Width mm
Column Distance from Edge1 mm
Depth required for One-Way Shear
Depth required for Punching Shear mm
use d mm
SHEAR AND MOMENT DIAGRAM
63.99
94.67
214.00
21.0
70.0
400
200
650.00
214.00
176.02
150.0
change dimension
0.70
275
Edge1
297.48
1300
1300
300.00
0.00102.97
-102.970
-150.00-100.00
-50.00
0.00
50.00
100.00
150.00
Shear Diagram (kN)
OUTER SQUARE FOOTING
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Design Moment KN-m
Reinforcement Details
Actual Steel Ratio
Balanced Steel Ratio
Maximum Steel Ratio
Minimum Steel Ratio
Adapted Steel Ratio
Bar Size to be used mm
Bar Area mm2
Steel Area mm2
No. of Bars to be used pcs
Adapted No. of Bars distributed both ways pcs
spacing mm
Engr. Leandro B. Piczon II
1416.29
7.04
8
143.0
0.0378
0.0284
0.0051
0.0051
16
201.06
33.47
2.45E-03
0.00
33.47
-33.47
0.00
-40-30-20-10
010203040
Moment Diagram (kN-m)
CORNER SQUARE FOOTING
RC ISOLATED COLUMN FOOTING
Corner Footing
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Y
L
X
Summary Results
Pu kN
Dimension
Footing Dimension L mm
W mm
Assumed Thickness t mm
Assumed Depth d mm
Soil Pressure KN/m
Allowable Soil Pressure KN/m2
Strength Reduction Factor
Bar Yield Strength MPA
Concrete Compressive Strength MPA
Concrete Cover mm
Column Details
Column Dimension along Length mm
Column Dimension along Width mm
Column Distance from Edge1 mm
Depth required for One-Way Shear
Depth required for Punching Shear mm
use d mm
SHEAR AND MOMENT DIAGRAM
-2358894932.02
-161847914.85
214.00
21.0
70.0
0.001
0.001
0.00
214.00
7156029902.69
150.0
change dimension
0.70
275
Edge1
0.01
0.001
0.001
300.00
0.00 0.00
0.00 00.00 Shear Diagram (kN)
CORNER SQUARE FOOTING
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Design Moment KN-m
Reinforcement Details
Actual Steel Ratio
Balanced Steel Ratio
Maximum Steel Ratio
Minimum Steel Ratio
Adapted Steel Ratio
Bar Size to be used mm
Bar Area mm2
Steel Area mm2
No. of Bars to be used pcs
Adapted No. of Bars distributed both ways pcs
spacing mm
Engr. Leandro B. Piczon II
0.00
0.00
1
-156.0
0.0378
0.0284
0.0051
0.0051
16
201.06
0.00
0.00E+00
0.00
0.00
0.00 0.00-1E-25
Moment Diagram (kN-m)
SUMMARY
BEAM BASE HEIGHT MAX MOMENT MAX SHEAR
(mm) (mm) BOTTOM NUMBER 2ND LAYER NUMBER TOP NUMBER (Kn-m) (Kn)
1 190 00 375 00 16 0 3 0 0 0 0 0 16 0 5 0 161 18 149 42
BARS AT MIDSPAN
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1 190.00 375.00 16.0 3.0 0.0 0.0 16.0 5.0 161.18 -149.42
2 190.00 375.00 16.0 3.0 0.0 0.0 16.0 5.0 128.35 -131.72
3 190.00 375.00 16.0 3.0 0.0 0.0 16.0 5.0 108.99 -122.58
4 190.00 375.00 16.0 3.0 0.0 0.0 16.0 3.0 49.37 -68.42
5 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 97.61 -128.35
5A 150.00 375.00 16.0 3.0 0.0 0.0 16.0 3.0 97.61 -128.35
6 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 97.61 -128.35
6A 150.00 375.00 16.0 3.0 0.0 0.0 16.0 3.0 97.61 -128.35
7 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 97.61 -128.35
7A 150.00 375.00 16.0 3.0 0.0 0.0 16.0 3.0 97.61 -128.35
8 0.00 0.00 16.0 3.0 0.0 0.0 17.6 5.0 2.70 -1.81
9 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 2.70 -1.81
10 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 2.70 -1.8111 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 2.70 -1.81
12 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 2.70 -1.81
13 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 2.70 -1.81
14 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 2.70 -1.81
15 0.00 0.00 16.0 2.0 0.0 0.0 0.0 0.0 2.70 -1.81
COLUMN BASE HEIGHT TIES PU MU
(mm) (mm) CORNER NUMBER IN-BETWEEN NUMBER (mm) (Kn) (Kn)
1 200.00 300.00 16.0 4.0 12.0 4.0 200 222.24 43.70
2 200.00 400.00 16.0 4.0 16.0 4.0 200 306.49 97.61
3 0.00 0.00 16.0 4.0 12.0 4.0 0.001 1.84 2.71
FOOTING BASE HEIGHT THICK
(mm) (mm) SIZE (mm)
INNER 1000.00 1000.00 16.0 250.00
OUTER 1300.00 1300.00 16.0 300.00
CORNER 0.00 0.00 16.0 300.00
SLAB THK LONG SHORT MuL MuS MuE1 MuE2 MuE3 MuE4
(mm) (mm) (mm) (Kn-M) (Kn-M) (Kn-M) (Kn-M) (Kn-M) (Kn-M)
1 110.00 4650.00 4500.00 6.18 6.73 8.24 8.98 8.24 8.98
DEVELOPMENT LENGHT LONG SHORT EDGE 1 EDGE 2 EDGE 3 EDGE 4
(mm) (mm)