Building Structural Analysis and Concrete Design Spreadsheet

INTRO

Page 1

THANKS!

Professional Regulation Commission Number 0088397Gandara, Samar, Philippines…..............................................................................................NOTE:Least Input Value is 0.001Turn ON/OFF Earthquake Analysis by inputing ON or OFFWhen 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 iscomputed, like wise the 2nd floor will be computed 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

Download as .xls fileRELEASED 2.1 with Slab DesignRELEASED 2.2 with Slab Design minor bugsRELEASED 2.3 with lumigwat bug REVERSED ANALYSISRELEASED 2.4 with Earthquake Design on SlabsRELEASED 2.5 with Overhang Cantilever BeamsRELEASED 2.6 Minor Bugs and New FeaturesRELEASED 3.0 with Corner DesignsRELEASED 3.1 Minor FixesRELEASED 3.2 Minor FixesRELEASED 4.0 Shear Reinforcement FixedRELEASED 4.1 Earthquake Application FixedRELEASED 4.2 Concrete Hollow Blocks ComputedRELEASED 4.3 Loading CorrectedRELEASED 5.0 Wind Load and Reinforcement Weight addedRELEASED 5.1 Minor FixesRELEASED 5.2 Minor Fixes

PLEASE EDIT ONLY LIGHT BLUE CELLS (BOX) NOT OTHER CELLS

ENGR. LEANDRO B. PICZON II ([email protected])

mailto:[email protected]

INTRO

Page 2

RELEASED 5.3 Minor FixesRELEASED 6.0 Planted Column IntroducedRELEASED 6.1 Minor Additional FeaturesRELEASED 6.2 Major FixesRELEASED 6.3 Minor FixesRELEASED 6.4 Additional FeaturesRELEASED 6.5 Major FixesRELEASED 6.6 Additional FeaturesRELEASED 6.7 Minor FixesRELEASED 6.8 Minor FixesRELEASED 6.9 Additional FeaturesRELEASED 7.0 Minor FixesRELEASED 7.1 Additional FeaturesRELEASED 7.2 Minor FixesRELEASED 7.3 Minor FixesRELEASED 7.4 Stairs Design AddedRELEASED 7.5 Slenderness Effect AddedRELEASED 7.6 Minor FixesRELEASED 7.7 Minor FixesRELEASED 7.8 Additional FeaturesRELEASED 7.9 Additional FeaturesRELEASED 8.0 Additional FeaturesRELEASED 9.0 Major FixesRELEASED 9.2 Minor FixesRELEASED 9.3 Live Load Reduction Added

INTRO

Page 3

Dedication Public License (DPL)

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

I. Freeware

First of all, the reasons why My Structural Analysis is free:

I.a. Dedication

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

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

is to earn money - by fees or ads - I don't like it!

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

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 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

INTRO

Page 4

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

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 5

My Structural Analysis is dedicated to the most wonderful people on earth :) Annabelle, Papa Leandro I and Mama Isabel (Deceased)

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

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

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

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

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

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

INTRO

Page 6

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.

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 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

Proof

Page 7

GIVENfc' 21 Mpafy 275 Mpa

As' 1500 bars in compression

As 3500 bars in tensiond 425 mmd' 75 mmh 500 mmb 300 mm

SOLUTIONdetermine if compression bars yieldedassuming Es>esAs=As2

As2 1500

As1 3500-1500C= As1fy

0.85fc'ab = As1fya = (As1*(fy))/(0.85*fc'*b)a = 102.71mmEs = ((c-d')/c)*0.003Es = 0.0011

since Es <es=0.003compression steel has not yielded as assumed

c' = As'fs'determine Mufirst solve for the value of c (exact analysis)C+C' = Asfy0.85fc'ab+As'fs' = Asfya=B1cfs'=EsesEs'=((c-d')/c)*0.003fs'=(((c-d')/c)*0.003)*200000fs'=600((c-d')/c)substituting0.85fc'(B1c)b+As'(600((c-d')/c)=Asfyc=128.8mma=109.48Mn1=c(d-(a/2)c=0.85fc'ab

Mn2=c'(d-d')c'=As'fs'

MN=Mn1+mn2

mm2

mm2

mm2

mm2

Mn1=217.07x106 N-mm

Mn2=131.58x106 N-mm

Proof

Page 8

Mn=348.05Kn-m

Mu=313.78KN-m

try it on one of the beam design, override d' with 75mm

Mu=øMn

Analysis

Page 1

My Structural Analysis

Computing for LIVE LOADWeight of Person + Environment 70.00 kgsGravity Constant 9.81Weight in Newtons 686.70 Newton (N)

0.69 KiloNewton (KN)Number of Person/s per Square Meter 0.50 person/sSlab Self Weight

Thickness 100.00 millimeter3.83

CHB per SQ.M. 100.00 kgs0.98

DEAD LOAD 5.08

LIVE LOAD 0.36

Total Actual Load LL + Slab 5.42

Live Load Reduction

Width m 3.70

Length m 5.00

Tributary Area 18.50 YES3.87 %

Internal SpanArea

Slab 1 Short Span 1.650.13 7.67

(Side X) 0.00 Meter/sLong Span 4.65 (Side Y) 4.40 Meter/s

AreaSlab 2 Short Span 4.50

0.94 20.93(Side X) 3.70 Meter/s

Long Span 4.65 (Side Y) 4.40 Meter/sArea




0.17 6.52(Side X) 0.00 Meter/s

Long Span 3.95 (Side Y) 1.50 Meter/s

Planted Column C(planted)=Cp mts mts mts mtsTop Reaction 0.0 KN Ca to C1 Ca 0.0 C1 4.4 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cb to C1 Cb 0.0 C1 3.7 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cc to C1 Cc 0.0 C1 1.5 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cd to C1 Cd 0.0 C1 0.0 base 0.0 mts height 0.0 mts

Input 0 if not in use

Camts

Storey height 0.0SLAB 1

BE

AM

1

SLAB 2 Storey height 0.0Storey height 0.0

Cp Cp Storey height 0.04.4m 4.4m

Be

am

2D

Be

am

2A

Beam 1D Cp Beam 1A Cp

0.001m 3.7m

Cd BEAM 4 C1 BEAM 2 Cb

m/sec2

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

m2

Analysis

Page 2

0.001m 3.7m

Be

am

2B

Beam 1B Cp1.5m 1.5m

BE

AM

3

SLAB 4 SLAB 3

Cc

Alternate Cross-BeamBeam 1A Ca to C1 Ca 0.0 C1 4.4 base 0.0 mts height 0.0 mtsBeam 2A Cb to C1 Cb 0.0 C1 3.7 base 0.0 mts height 0.0 mtsBeam 1B Ca to C1 Ca 0.0 C1 3.7 base 0.0 mts height 0.0 mtsBeam 2B Cb to C1 Cb 0.0 C1 0.0 base 0.0 mts height 0.0 mtsBeam 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 1.5 base 0.0 mts height 0.0 mtsBeam 1D Ca to C1 Ca 0.0 C1 4.4 base 0.0 mts height 0.0 mtsBeam 2D Cd to C1 Cd 0.0 C1 0.0 base 0.0 mts height 0.0 mts

Planted Column on Alt. BeamTop Reaction 0.0 KN Ca to C1 Ca 0.0 C1 3.7 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cb to C1 Cb 0.0 C1 4.4 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Ca to C1 Ca 0.0 C1 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cb to C1 Cb 0.0 C1 3.7 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Ca to C1 Ca 0.0 C1 1.5 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cb to C1 Cb 0.0 C1 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Ca to C1 Ca 0.0 C1 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cd to C1 Cd 0.0 C1 1.5 base 0.0 mts height 0.0 mts

mtsCa to C1 Bottom Reaction 0.001 KN Storey height 0.0Cb to C1 Bottom Reaction 0.001 KN Storey height 0.0Ca to C1 Bottom Reaction 0.001 KN Storey height 0.0Cb to C1 Bottom Reaction 0.001 KN Storey height 0.0Ca to C1 Bottom Reaction 0.001 KN Storey height 0.0Cb to C1 Bottom Reaction 0.001 KN Storey height 0.0Ca to C1 Bottom Reaction 0.001 KN Storey height 0.0Cd to C1 Bottom Reaction 0.001 KN Storey height 0.0

NO column below? Beam 1A Shear 0.001 KN Moment 0 KN-mNO column below? Beam 2A Shear 0.001 KN Moment 0 KN-mNO column below? Beam 1B Shear 0.001 KN Moment 0 KN-mNO column below? Beam 2B Shear 0.001 KN Moment 0 KN-mNO column below? Beam 1C Shear 0.001 KN Moment 0 KN-mNO column below? Beam 2C Shear 0.001 KN Moment 0 KN-mNO column below? Beam 1D Shear 0.001 KN Moment 0 KN-mNO column below? Beam 2D Shear 0.001 KN Moment 0 KN-m

Beam 1 Slab 1 effect 11.43 KN/mSlab 2 effect 8.21 KN/mTotal LL+Slab effect on Beam 1 19.64 KN/m


Beam 3 Slab 3 effect 2.71 KN/mSlab 4 effect 3.83 KN/m

Analysis

Page 3

Total LL+Slab effect on Beam 3 6.54 KN/m


End of LL + Slab Computations

Beam 1 Selfweight Base 0.20 m11.307Height 0.40 m KN/m

Lenght 4.40 m


Lenght 3.70 m


Lenght 1.50 m


Lenght 0.00 m

Computing for DESIGN MOMENT and STRESS

Beam 1 31.51 KN/m76.26 KN-m

31.51 KN/m69.33 KN

Beam 2 22.27 KN/m38.10 KN-m

22.27 KN/m41.20 KN

Beam 3 16.02 KN/m4.51 KN-m

16.02 KN/m12.02 KN

Beam 4 9.23 KN/m0.00 KN-m

9.23 KN/m0.01 KN

Transferring action to Column

Beam 1 R1=Vu/2 34.67 KNBeam 2 R2=Vu/2 20.60 KNBeam 3 R3=Vu/2 6.01 KNBeam 4 R4=Vu/2 0.00 KN

Earthquake NSCP 2.2.5.2.1 (1992) Status : (ON;OFF) ON

Design Base Shear V= V= 20.920 KN

Moment (WultL2/8)

Shear (WultL/2)

Moment (WultL2/8)

Shear (WultL/2)

Moment (WultL2/8)

Shear (WultL/2)

Moment (WultL2/8)

Shear (WultL/2)

(ZIC/Rw)W

Analysis

Page 4

Seismic Zone Factor Z= 0.40Importance Factor I= 1.00

Numerical Coeff 10.00

Numerical Coeff

C= C= 7.28

Site Coeff S= 2.00Fundamental Period of Vibration

Height 6.40 mts

0.05

T= T= 0.20

Applied Weight W= 71.83 KN

Design Load for Column Pu= 176.20 KNMu= 33.47 KN-m

Computing Footing Reactions

Column Dimensions Base 0.20 meterHeight 0.30 meterLength 6.40 meter

Column Weight 10.55 KN

Bottom Reaction 143.66 KN

Number of Storey 2 StoreiesDesign considered plus 1 storey

Overhang/CantileverArea




1.00 0.00(Side X) 1.50 Meter/s

Long Span 0.00 (Side Y) 0.00 Meter/sArea

Slab 5A Short Span 0.001.00 0.00


AreaSlab 6A Short Span 0.00

1.00 0.00(Side X) 5.01 Meter/s


Planted Column C(planted)=Cp mts mts mts mtsTop Reaction 0.0 KN Ca to C2 Ca 0.0 C2 3.7 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Jc to C2 Jc 0.0 C2 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Jb to C2 Jb 0.0 C2 1.5 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Ja to C2 Ja 0.0 C2 3.7 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cb to C2 Cb 0.0 C2 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Along 7A to C2 0.0 C2 5.0 base 0.0 mts height 0.0 mts


1.5

Ca JaCa Bottom Reaction KNCb Bottom Reaction KN

BE

AM

5A

BE

AM

5

Rw=

1.25(S)/T(2/3)

hn=

Ct=Ct(hn)3/4

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

Analysis

Page 5

3.7

BE

AM

5A

BE

AM

5

mtsBEAM1A Storey height 0.0S

LAB

5A

SLAB 5 Storey height 0.0Storey height 0.0

5.0 3.7 Storey height 0.0Storey height 0.0

Beam 7A C2 BEAM 7 JbStorey height 0.0Storey height 0.0Storey height 0.0

5.0

BE

AM

6A

BEAM1B BE

AM

6

SLAB 6A SLAB 6 0.0

0.0

Cb Jc

1.5

Alternate Cross-BeamBeam 1A Ca to C2 Ca 0.0 C2 3.7 base 0.0 mts height 0.0 mtsBeam 2A Jb to C2 Jb 0.0 C2 0.0 base 0.0 mts height 0.0 mtsBeam 1B Ca to C2 Ca 0.0 C2 0.0 base 0.0 mts height 0.0 mtsBeam 2B Cb to C2 Cb 0.0 C2 3.7 base 0.0 mts height 0.0 mtsBeam 1B Ca to C2 Ca 0.0 C2 0.0 base 0.0 mts height 0.0 mtsBeam 2B Cb to C2 Cb 0.0 C2 5.0 base 0.0 mts height 0.0 mtsBeam 1D Ca to C2 Ca 0.0 C2 1.5 base 0.0 mts height 0.0 mtsBeam 2D Cd to C2 Cd 0.0 C2 0.0 base 0.0 mts height 0.0 mts

Planted Column on Alt. BeamTop Reaction 0.0 KN Ca to C1 Ca 0.0 C2 1.5 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cb to C1 Cb 0.0 C2 5.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Ca to C1 Ca 0.0 C2 3.7 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 mtsTop Reaction 0.0 KN Ca to C1 Ca 0.0 C2 5.0 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 mtsTop Reaction 0.0 KN Ca to C1 Ca 0.0 C2 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cd to C1 Cd 0.0 C2 0.0 base 0.0 mts height 0.0 mts

mtsCa to C1 Bottom Reaction 0 KN Storey height 0.0Cb to C1 Bottom Reaction 0 KN Storey height 0.0Ca to C1 Bottom Reaction 0 KN Storey height 0.0Cb to C1 Bottom Reaction 0 KN Storey height 0.0Ca to C1 Bottom Reaction 0 KN Storey height 0.0Cb to C1 Bottom Reaction ### KN Storey height 0.0Ca to C1 Bottom Reaction 0 KN Storey height 0.0Cd to C1 Bottom Reaction 0 KN Storey height 0.0

no column below? Beam 1A Shear 0 KN Moment 0 KN-mNO column below? Beam 2A Shear 0 KN Moment 0 KN-mNO column below? Beam 1B Shear 0 KN Moment 0 KN-mNO column below? Beam 2B Shear 0 KN Moment 0 KN-mNO column below? Beam 1C Shear 0 KN Moment 0 KN-mNO column below? Beam 2C Shear ### KN Moment ### KN-mNO column below? Beam 1D Shear 0 KN Moment 0 KN-mNO column below? Beam 2D Shear 0 KN Moment 0 KN-m

Analysis

Page 6

Beam 5 Slab 5 effect 6.69 KN/m


Beam 6 Slab 6 effect 0.00 KN/mKN/m



Beam 5A Slab 5 effect 6.69 KN/mSlab 5A effect 6.69 KN/mTotal LL+Slab effect on Beam 5 13.38 KN/m

Beam 6A Slab 6 effect 0.00 KN/mSlab 6A effect 0.00 KN/mTotal LL+Slab effect on Beam 6 0.00 KN/m

Beam 7A Slab 5A effect 9.06 KN/mSlab 6A effect 9.06 KN/mTotal LL+Slab effect on Beam 7 18.12 KN/m



Lenght 3.70 m


Lenght 0.00 m


Lenght 1.50 m

Beam 5A Selfweight Base 0.20 m16.07Height 0.40 m KN/m

Lenght 3.70 m


Lenght 0.00 m


Lenght 5.01 m


Beam 5 8.41 KN/m14.39 KN-m

8.41 KN/m15.56 KN

Beam 6 8.91 KN/m

Moment (WultL2/8)

Shear (WultL/2)

Moment (WultL2/8)

Analysis

Page 7

0.00 KN-m

8.91 KN/m0.01 KN

Beam 7 2.71 KN/m16.41 KN-m

2.71 KN/m12.47 KN

Beam 5A 13.38 KN/m22.90 KN-m

30.25 KN/m55.96 KN

Beam 6A 8.80 KN/m0.00 KN-m

8.80 KN/m0.01 KN

Beam 7A 18.12 KN/m56.84 KN-m

34.99 KN/m87.64 KN


Beam 5 R5=Vu/2 7.78 KNBeam 6 R6=Vu/2 0.00 KNBeam 7 R7=(Vu/2)+R1+R2+Rpc 14.02 KNBeam 5A R5A=Vu/2 27.98 KNBeam 6A R6A=Vu/2 0.00 KNBeam 7A R7A=Vu/2 43.82 KN

Earthquake NSCP 2.2.5.2.1 (1992) V=Design Base Shear V= 90.232 KNSeismic Zone Factor Z= 0.40Importance Factor I= 1.00


Numerical Coeff C=C= 7.28

Site Coeff S= 2.00

Fundamental Period of Vibration T=

Height 6.40 mts

0.05

T= 0.20Applied Weight W= 309.81 KN



Column Dimensions Base 0.20 meter

Shear (WultL/2)

Moment (WultL2/8)

Shear (WultL/2)

Moment (WultL2/8)

Shear (WultL/2)

Moment (WultL2/8)

Shear (WultL/2)

Moment (WultL2/8)

Shear (WultL/2)

(ZIC/Rw)W

Rw=

1.25(S)/T(2/3)

Ct(hn)3/4

hn=

Ct=

Analysis

Page 8

Height 0.40 meterLength 6.40 meter



Number of Storey 2.00 Storeies

Overhang/Cantilever/CornerArea




1.00 0.00(Side X) 0.00 Meter/s






Planted Column C(planted)=Cp mts mts mts mtsTop Reaction 0.0 KN Ca to C3 Ca 0.0 C3 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Ja to C3 Ja 0.0 C3 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Jd to C3 Jd 0.0 C3 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Jc to C3 Jc 0.0 C3 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Cb to C3 Cb 0.0 C3 0.0 base 0.0 mts height 0.0 mtsTop Reaction 0.0 KN Jb to C3 Jb 0.0 C3 0.0 base 0.0 mts height 0.0 mts


Ca JaCa Bottom Reaction KNCb Bottom Reaction KN

0.0 BE

AM

8

BE

AM

14

mtsStorey height 0.0

SLAB 10 0.0 SLAB 7 0.0 Storey height 0.0Storey height 0.0

0.0 Storey height 0.0Storey height 0.0

Cb BEAM 15 C3 BEAM 12 JdStorey height 0.0Storey height 0.0

BE

AM

13

0.0 Storey height 0.00.0

BE

AM

9

0.0 SLAB 9 SLAB 8 0.0

Jb BEAM 11 Jc BEAM 10

0.001


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

Analysis

Page 9














Lenght 0.00 m


Lenght 0.00 m


Lenght 0.00 m


Lenght 0.00 m


Lenght 0.00 m


Lenght 0.00 m


Analysis

Page 10

Lenght 0.00 m0.00


Lenght 0.00 m


Beam 8 10.83 KN/m0.00 KN-m

10.83 KN/m0.01 KN

Beam 9 0.00 KN/m0.00 KN-m

Shear (WL) 0.00 KN/m0.00 KN

Beam 10 0.00 KN/m0.00 KN-m


Beam 11 0.00 KN/m0.00 KN-m

0.00 KN/m0.00 KN

Beam 12 0.00 KN/m0.01 KN-m


Beam 13 0.00 KN/m0.00 KN-m


Beam 14 0.00 KN/m0.00 KN-m

0.00 KN/m0.00 KN

Beam 15 0.00 KN/m0.00 KN-m

2.40 KN/m0.00 KN


Moment (WultL2/8)

Shear (WultL/2)

Moment (WL2)

Moment (WL2)

Moment (WultL2/8)

Shear (WultL/2)

Moment (WL2)

Moment (WL2)

Moment (WultL2/8)

Shear (WultL/2)

Moment (WultL2/8)

Shear (WultL/2)

Analysis

Page 11

Beam 8 R8=Vu/2 0.00 KNBeam 9 R9=Vu 0.00 KNBeam 10 R10=Vu 0.00 KNBeam 11 R11=Vu/2 0.00 KNBeam 12 R12=Vu/2+R8+R9 0.00 KNBeam 13 R13=Vu/2+R10+R11 0.00 KNBeam 14 R14=Vu/2 0.00 KNBeam 15 R15=Vu/2 0.00 KN

Earthquake NSCP 2.2.5.2.1 (1992) V=Design Base Shear V= 0.002 KNSeismic Zone Factor Z= 0.400Importance Factor I= 1.000


Numerical Coeff C=C= 7.281

Site Coeff S= 2.000

Fundamental Period of Vibration T=

Height 6.400 mts

0.050

T= 0.201Applied Weight W= 0.01 KN



Column Dimensions Base 0.00 meterHeight 0.00 meterLength 6.40 meter



Number of Storey 2.00 Storeies

Wind LoadLocation Samar

Heigth above ground 6.40 mmAnalytical Procedure NSCP 2-56 exposure = B

NSCP 2-61 Ce = 0.78NSCP 2-62 Cq = 1.40 outwardNSCP 2-62 Cq = 1.40 inwardNSCP 2-64 qs = 2000.00 PascalNSCP 2-50 I = 1.00

Standard Occupancy

WLPpre = 2184 PascalWLPsuc = 2184 Pascal

use 1.80 KPA

(ZIC/Rw)W

Rw=

1.25(S)/T(2/3)

Ct(hn)3/4

hn=

Ct=

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

SLAB

Page 1

REINFORCED CONCRETE SLAB DESIGN

SLAB 1

Edge 1

C = Continuous

Ls 3700 mm D = Discontinuous

Edg

e 4

Edg

e 2 EDGE CONDITIONS

Edge 1 C

Edge 2 C

Ll 5000 mm Edge 3 C

Edge 4 C

Edge 3

SHORT SPAN LONG SPAN

LENGTH OF SLAB SPAN mm 3700 5000

2 WAY 0.74

Steel Yield Strength MPA 275

Concrete Compressive Strength MPA 21

Concrete Cover mm 20

ASSUMED SLAB THICKNESS mm 100.0

Minimum Thickness OK mm 96.7

Maximum Thickness OK mm 139.0

Smax=2t mm 200

Concrete Density 23.5

LOADS

Selfweight 3.83

Dead Load 0.98

Live Load 1.59

Actual Load 9.56

SHORT SPAN LONG SPAN EDGE 1 EDGE 2 EDGE 3

ßs 0.007 0.024 0.009 0.032 0.009

Actual Moment kN-m 0.89 3.14 1.19 4.19 1.19

BAR SIZE mm 12 12 12 12 12

assumed spacing along mm 200 200 200 200 200

layer 1 or 2 B1 B2 T2 T1 T2

effective depth mm 74.00 62.00 62.00 74.00 62.00

Act. Steel Ratio 0.0076 0.0091 0.0091 0.0076 0.0091

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 0.0076 0.0091 0.0091 0.0076 0.0091

Resulting Moment kN-m 9.32 9.32 9.32 9.32 9.32

Remarks SAFE SAFE SAFE SAFE SAFE

Concrete Condition DUCTILE DUCTILE DUCTILE DUCTILE DUCTILE

development length mm 136 136 136 136 136

kN/m3

kN/m2

kN/m2

kN/m2

kN/m2

ρbal

SLAB

Page 2

per M length

EDGE 4

0.032

4.19

12

200

T1

74.00

0.0076

0.0051

0.0378

0.0284

0.0076

9.32

SAFE

DUCTILE

136

STAIRS

Page 1

REINFORCED CONCRETE STAIRS DESIGN

SLAB 1

Edge 1

C = Continuous

Ls 1200 mm D = Discontinuous

Edg

e 4

Edg

e 2 EDGE CONDITIONS

Edge 1 D

Edge 2 D

Ll 6000 mm Edge 3 D

Edge 4 D

Edge 3

SHORT SPAN LONG SPAN

LENGTH OF SLAB SPAN mm 1200 6000

1 WAY 0.20




ASSUMED SLAB THICKNESS mm 82.0

Minimum Thickness OK mm 80.0

Maximum Thickness OK mm 166.8

Smax=2t mm 164

Concrete Density 23.5

LOADS

Selfweight 3.39

Dead Load 0.98

Live Load 1.59

Actual Load 10.57

SHORT SPAN LONG SPAN EDGE 1 EDGE 2 EDGE 3

ßs -0.391 0.056 0.000 0.000 0.000

Actual Moment kN-m -5.95 0.85 0.00 0.00 0.00

BAR SIZE mm 12 12 12 12 12

assumed spacing along mm 320 320 320 320 320

layer 1 or 2 B1 B2 T2 T1 T2

effective depth mm 56.00 44.00 44.00 56.00 44.00

Act. Steel Ratio 0.0063 0.0080 0.0080 0.0063 0.0080

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 0.0063 0.0080 0.0080 0.0063 0.0080

Resulting Moment kN-m 4.41 4.41 4.41 4.41 4.41

Remarks SAFE SAFE SAFE SAFE SAFE

Concrete Condition DUCTILE DUCTILE DUCTILE DUCTILE DUCTILE

development length mm 136 136 136 136 136

kN/m3

kN/m2

kN/m2

kN/m2

kN/m2

ρbal

STAIRS

Page 2

per M length

EDGE 4

0.000

0.00

12

320

T1

56.00

0.0063

0.0051

0.0378

0.0284

0.0063

4.41

SAFE

DUCTILE

136

BEAM1

Page 3

Summary Results @ Midspan BEAM 1

Bending Moment Capacity 119.46 KN-m

Moment Applied Moment 115.50 KN-m

Capacity Status PASSShear -92.05 KNCross-Section DimensionsHeight of Beam mm 400

Width of Beam mm 200

Length of Beam mm 4400

Reinforcement dataBottom Bars 2

First layer bars

Number of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Top Bars


BAR (1) SIZE mm 16

Weight of Main Bars kgs 4090.98

Stirrup Size mm 10

Strength Reduction Factor 0.9




AREA OF ONE BAR (first layer) 201.06

AREA OF ONE BAR (second layer) 201.06

AREA OF ONE BAR (compression) 201.06

Total Area of Compression Reinforcement Bars 603.19

Total Area of Tensile Reinforcement Bars 1005.31

EFFECTIVE DEPTH OF BEAM mm 326.00

Tensile STEEL RATIO 0.0154

Compression STEEL RATIO 0.0093

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 0.0376

Steel Reinforcement Ratio at Center of Gravity 0.0242

Compression Steel does not Yield

Ductility Test Beam is: DuctileShear Reinforcement

Vu @ a distance of "d" from face of support kN -78.41

Area of Shear Reinforcement mm 157.08

2/3√fc' bwd kN 199.19

(√fc'/3) bwd kN 99.59

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM1

Page 4

d/4 mm 81.50

d/2 mm 163.00

Distance from Vc Vu Vs S Smax

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

50 to 326.00 15.21 -170.47 107.46 131.04 81.50

326.00 733.33 112.02 -153.42 204.27 155.08 CHECK SHEAR

733.33 1233.33 188.39 -132.50 280.65 189.84 CHECK SHEAR

1233.33 1733.33 264.77 -111.58 357.02 209.72 CHECK SHEAR

1733.33 2233.33 341.15 -90.66 433.40 222.60 CHECK SHEAR

2233.33 rest at #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Sup

port

L / 2

1@50mm

0 to d

d to1733.33

1733.33 to 2233.33

follow table rest at Smax

BEAM1

Page 5

Ductile

BEAM1

Page 6

Use

(mm)

81.50

155.08

189.84

209.72

222.60

#VALUE!

BEAM2

Page 1








First layer bars


BAR (1) SIZE mm 16

Second layer bars

Number of Reinforce Bars (2) 0.001

BAR (2) SIZE mm 0.001

Top Bars


BAR (1) SIZE mm 16

Weight if Bars kgs 2091.98

Stirrup Size mm 10






AREA OF ONE BAR (second layer) 0








0.850








Area of Shear Reinfrocement mm 157.08

2/3√fc' bwd kN 199.19

(√fc'/3) bwd kN 99.59

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM2

Page 2

d/4 mm 81.50

d/2 mm 163.00



50 to 326.00 15.21 -113.95 74.07 190.12 163.00

326.00 500.00 76.38 -106.53 135.23 159.71 81.50

500.00 1000.00 152.75 -85.23 211.61 204.14 CHECK SHEAR

1000.00 1500.00 229.13 -63.92 287.98 225.00 CHECK SHEAR


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

Sup

port

L / 2

1@50mm

0 to d

d to1500

#VALUE!


BEAM2

Page 3

Ductile

BEAM2

Page 4

Use

(mm)

163.00

81.50

204.14

225.00

#VALUE!

#VALUE!

BEAM3

Page 1








First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16


Stirrup Size mm 10














0.850









2/3√fc' bwd kN 199.19

(√fc'/3) bwd kN 99.59

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM3

Page 2

d/4 mm 81.50

d/2 mm 163.00



50 to 326.00 15.21 -54.38 38.32 367.49 163.00

326.00 250.00 38.19 -57.90 61.29 176.19 163.00

250.00 750.00 114.56 -34.74 137.67 235.33 81.50




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM3

Page 3

Ductile

BEAM3

Page 4

Use

(mm)

163.00

163.00

81.50

#VALUE!

#VALUE!

#VALUE!

BEAM4

Page 1






Length of Beam mm 1


First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16


Stirrup Size mm 10














0.850







Vu @ a distance of "d" from face of support kN 12912.42


2/3√fc' bwd kN 179.36

(√fc'/3) bwd kN 89.68

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM4

Page 2

d/4 mm 77.25

d/2 mm 154.50



50 to 309.00 13.01 12891.49 15178.07 0.88 CHECK SHEAR

309.00 0.17 0.02 -34.88 15191.06 0.00 CHECK SHEAR

0.17 500.17 72.58 20892.87 15118.50 1.43 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM4

Page 3

Ductile

BEAM4

Page 4

Use

(mm)

0.88

0.00

1.43

#VALUE!

#VALUE!

#VALUE!

BEAM5

Page 1




Capacity Status FAILShear -107.60 KNCross-Section DimensionsHeight of Beam mm 300




First layer bars



Second layer bars



Top Bars




Stirrup Size mm 10














0.850









2/3√fc' bwd kN 152.75

(√fc'/3) bwd kN 76.38

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM5

Page 2

d/4 mm 62.50

d/2 mm 125.00



50 to 250.00 11.67 -200.65 121.14 89.14 62.50

250.00 616.67 94.20 -179.33 203.68 130.79 CHECK SHEAR

616.67 1116.67 170.57 -150.25 280.05 172.24 CHECK SHEAR

1116.67 1616.67 246.95 -121.17 356.43 195.93 CHECK SHEAR

1616.67 2116.67 323.33 -92.09 432.80 211.26 CHECK SHEAR


Sup

port

L / 2

1@50mm

0 to d

d to1616.67

1616.67 to 2116.67


BEAM5

Page 3

Ductile

BEAM5

Page 4

Use

(mm)

62.50

130.79

172.24

195.93

211.26

#VALUE!

BEAM5A

Page 1

Summary Results@ Midspan BEAM 5A



Capacity Status PASSShear -104.50 KNCross-Section DimensionsHeight of Cantilever Beam mm 400

Width of Cantilever Beam mm 200

Length of Cantilever Beam mm 3700


First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 20

Top Bars




Stirrup Size mm 10














0.850









2/3√fc' bwd kN 204.08

(√fc'/3) bwd kN 102.04

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM5A

Page 2

d/4 mm 83.50

d/2 mm 167.00



50 to 334.00 15.59 -190.13 116.33 124.02 83.50

334.00 616.67 94.20 -174.17 194.94 136.65 83.50

616.67 1116.67 170.57 -145.92 271.32 177.79 CHECK SHEAR

1116.67 1616.67 246.95 -117.68 347.70 200.85 CHECK SHEAR

1616.67 2116.67 323.33 -89.44 424.07 215.61 CHECK SHEAR


Sup

port

L / 2

1@50mm

0 to d

d to1616.67

1616.67 to 2116.67


BEAM5A

Page 3

Ductile

BEAM5A

Page 4

Use

(mm)

83.50

83.50

177.79

200.85

215.61

#VALUE!

BEAM6

Page 1






Length of Beam mm 1


First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16


Stirrup Size mm 10














0.850









2/3√fc' bwd kN 142.98

(√fc'/3) bwd kN 71.49

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM6

Page 2

d/4 mm 58.50

d/2 mm 117.00



50 to 234.00 10.92 42890.51 50556.78 0.20 CHECK SHEAR

234.00 0.17 0.03 -153.40 50567.68 0.00 CHECK SHEAR

0.17 500.17 76.40 91886.32 50491.30 0.43 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM6

Page 3

Ductile

BEAM6

Page 4

Use

(mm)

0.20

0.00

0.43

#VALUE!

#VALUE!

#VALUE!

BEAM6A

Page 1

Summary Results @ Midspan BEAM 6A



Capacity Status FAILShear -92.04 KNCross-Section DimensionsHeight of Beam mm 375


Length of Beam mm 1


First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16


Stirrup Size mm 10














0.850









2/3√fc' bwd kN 141.60

(√fc'/3) bwd kN 70.80

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM6A

Page 2

d/4 mm 77.25

d/2 mm 154.50



50 to 309.00 8.11 56696.47 66801.90 0.20 CHECK SHEAR

309.00 0.17 0.02 -153.40 66809.99 0.00 CHECK SHEAR

0.17 500.17 57.30 91886.32 66752.71 0.32 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM6A

Page 3

Ductile

BEAM6A

Page 4

Use

(mm)

0.20

0.00

0.32

#VALUE!

#VALUE!

#VALUE!

BEAM7

Page 1

Summary Results Cantilever Beam BEAM 7



Capacity Status FAILShear -104.50 KNCross-Section DimensionsHeight of Cantilever Beam mm 0.001

Width of Cantilever Beam mm 0.001



First layer bars



Second layer bars



Top Bars




Stirrup Size mm 10










EFFECTIVE DEPTH OF BEAM mm -50.00




0.850




Steel Reinforcement Ratio at Center of Gravity -0.0815

Compression Steel Yields




2/3√fc' bwd kN 0.00

(√fc'/3) bwd kN 0.00

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM7

Page 2

d/4 mm -12.50

d/2 mm -25.00



50 to -50.00 0.00 -215.97 131.14 -16.47 CHECK SHEAR

-50.00 250.00 0.00 -174.17 131.14 82.35 CHECK SHEAR

250.00 750.00 0.00 -104.50 131.14 247.05 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM7

Page 3

Ductile

BEAM7

Page 4

Use

(mm)

CHECK SHEAR

82.35

247.05

#VALUE!

#VALUE!

#VALUE!

BEAM7A

Page 1

Summary Results @ Midspan BEAM 7A



Capacity Status PASSShear -104.50 KNCross-Section DimensionsHeight of Cantilever Beam mm 400

Width of Cantilever Beam mm 200



First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 20

Top Bars




Stirrup Size mm 10














0.850









2/3√fc' bwd kN 204.08

(√fc'/3) bwd kN 102.04

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM7A

Page 2

d/4 mm 83.50

d/2 mm 167.00



50 to 334.00 15.59 -195.07 122.14 118.13 83.50

334.00 835.00 127.55 -174.17 234.10 154.08 CHECK SHEAR

835.00 1335.00 203.92 -153.31 310.47 185.74 CHECK SHEAR

1335.00 1835.00 280.30 -132.45 386.85 204.90 CHECK SHEAR

1835.00 2335.00 356.68 -111.59 463.23 217.74 CHECK SHEAR

2335.00 2835.00 433.05 -90.73 539.60 226.95 CHECK SHEAR

Sup

port

L / 2

1@50mm

0 to d

d to1835

1835 to 2335


BEAM7A

Page 3

Ductile

BEAM7A

Page 4

Use

(mm)

83.50

154.08

185.74

204.90

217.74

226.95

BEAM8

Page 1


Bending Moment Capacity -716987.87 KN-m






First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars




Stirrup Size mm 10











Tensile STEEL RATIO -9139.3385

Compression STEEL RATIO -18430.9993


0.850



MAXIMUM STEEL Double Reinforcement RATIO -18430.9709






2/3√fc' bwd kN 0.00

(√fc'/3) bwd kN 0.00

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM8

Page 2

d/4 mm -16.50

d/2 mm -33.00



50 to -66.00 0.00 -1912.05 2232.69 -1.28 CHECK SHEAR

-66.00 0.17 0.00 -23.78 2232.69 0.00 CHECK SHEAR

0.17 500.17 0.00 14245.48 2232.69 9.68 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM8

Page 3

Ductile

BEAM8

Page 4

Use

(mm)

CHECK SHEAR

0.00

9.68

#VALUE!

#VALUE!

#VALUE!

BEAM9

Page 1








First layer bars



Second layer bars



Top Bars




Stirrup Size mm 10














0.850









2/3√fc' bwd kN 0.00

(√fc'/3) bwd kN 0.00

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM9

Page 2

d/4 mm -12.50

d/2 mm -25.00



50 to -50.00 0.00 -1455.46 1695.52 -1.27 CHECK SHEAR

-50.00 0.17 0.00 -23.78 1695.52 0.00 CHECK SHEAR

0.17 500.17 0.00 14245.48 1695.52 12.74 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM9

Page 3

Ductile

BEAM9

Page 4

Use

(mm)

CHECK SHEAR

0.00

12.74

#VALUE!

#VALUE!

#VALUE!

BEAM10

Page 1








First layer bars



Second layer bars



Top Bars




Stirrup Size mm 10














0.850









2/3√fc' bwd kN 0.00

(√fc'/3) bwd kN 0.00

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM10

Page 2

d/4 mm -12.50

d/2 mm -25.00



50 to -50.00 0.00 -1455.46 1695.52 -1.27 CHECK SHEAR

-50.00 0.17 0.00 -23.78 1695.52 0.00 CHECK SHEAR

0.17 500.17 0.00 14245.48 1695.52 12.74 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM10

Page 3

Ductile

BEAM10

Page 4

Use

(mm)

CHECK SHEAR

0.00

12.74

#VALUE!

#VALUE!

#VALUE!

BEAM11

Page 1








First layer bars



Second layer bars



Top Bars




Stirrup Size mm 10














0.850


1 MAXIMUM STEEL Reinforcement RATIO 0.0284







2/3√fc' bwd kN 0.00

(√fc'/3) bwd kN 0.00

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM11

Page 2

d/4 mm -12.50

d/2 mm -25.00



50 to -50.00 0.00 -1455.46 1695.52 -1.27 CHECK SHEAR

-50.00 0.17 0.00 -23.78 1695.52 0.00 CHECK SHEAR

0.17 500.17 0.00 14245.48 1695.52 12.74 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM11

Page 3

Ductile

BEAM11

Page 4

Use

(mm)

CHECK SHEAR

0.00

12.74

#VALUE!

#VALUE!

#VALUE!

BEAM12

Page 1








First layer bars



Second layer bars



Top Bars




Stirrup Size mm 10














0.850


1 MAXIMUM STEEL Reinforcement RATIO 0.0284







2/3√fc' bwd kN 0.00

(√fc'/3) bwd kN 0.00

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM12

Page 2

d/4 mm -12.50

d/2 mm -25.00



50 to -50.00 0.00 -1455.46 1695.52 -1.27 CHECK SHEAR

-50.00 0.17 0.00 -23.78 1695.52 0.00 CHECK SHEAR

0.17 500.17 0.00 14245.48 1695.52 12.74 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM12

Page 3

Ductile

BEAM12

Page 4

Use

(mm)

CHECK SHEAR

0.00

12.74

#VALUE!

#VALUE!

#VALUE!

BEAM13

Page 1








First layer bars



Second layer bars



Top Bars




Stirrup Size mm 10














0.850









2/3√fc' bwd kN 0.00

(√fc'/3) bwd kN 0.00

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM13

Page 2

d/4 mm -12.50

d/2 mm -25.00



50 to -50.00 0.00 -1455.46 1695.52 -1.27 CHECK SHEAR

-50.00 0.17 0.00 -23.78 1695.52 0.00 CHECK SHEAR

0.17 500.17 0.00 14245.48 1695.52 12.74 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM13

Page 3

Ductile

BEAM13

Page 4

Use

(mm)

CHECK SHEAR

0.00

12.74

#VALUE!

#VALUE!

#VALUE!

BEAM14

Page 1








First layer bars



Second layer bars



Top Bars




Stirrup Size mm 10














0.850









2/3√fc' bwd kN 0.00

(√fc'/3) bwd kN 0.00

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM14

Page 2

d/4 mm -12.50

d/2 mm -25.00



50 to -50.00 0.00 -1455.46 1695.52 -1.27 CHECK SHEAR

-50.00 0.17 0.00 -23.78 1695.52 0.00 CHECK SHEAR

0.17 500.17 0.00 14245.48 1695.52 12.74 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM14

Page 3

Ductile

BEAM14

Page 4

Use

(mm)

CHECK SHEAR

0.00

12.74

#VALUE!

#VALUE!

#VALUE!

BEAM15

Page 1


Bending Moment Capacity -308295.37 KN-m






First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars




Stirrup Size mm 10











Tensile STEEL RATIO -6092.8923



0.850









2/3√fc' bwd kN 0.00

(√fc'/3) bwd kN 0.00

Mu = Mz =

mm2

mm2

mm2

mm2

mm2

Factor b1

BEAM15

Page 2

d/4 mm -16.50

d/2 mm -33.00



50 to -66.00 0.00 -1912.05 2232.69 -1.28 CHECK SHEAR

-66.00 0.17 0.00 -23.78 2232.69 0.00 CHECK SHEAR

0.17 500.17 0.00 14245.48 2232.69 9.68 CHECK SHEAR




Sup

port

L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


BEAM15

Page 3

Ductile

BEAM15

Page 4

Use

(mm)

CHECK SHEAR

0.00

9.68

#VALUE!

#VALUE!

#VALUE!

COLUMN1

Page 1

DESIGN OF BOTTOM INNER COLUMNS

Summary Results

Applied Moment 39.24 KN-m RESULTS

Applied Axial Load 354.27 KN DuctileNominal Load 506.09 KN SLENDER

Pass 638.19 KN

Additional Reaction Mu= 0.00 KN-m

Pu= 0.00 KNCross-Section Dimensions

Height of Beam critical axis H = 300 mm X

Base of Beam B = 200 mm

Other DatasConcrete Cover 70 mm

Bar Type Fc' = 21 Mpa

Fy = 275 Mpa

e = 110.76 mm

Bars Bar Pcs stirrups = 10 mm

16 4 corner mm

12 4 in between

As = 515.2224

226.1952

80 mm

160 mm

230 mm

150 mm

Assuming As'=As Weight= 5.70 kgs

Assuming that Comp. And Tensile steel yields 0.06 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

a1785 + -140085.006 + -32000337.6

By Quadratic Formula

x = (-b (+/-) √ b^2 - 4 ac ) / 2a

=140085.01 (+/-) 498102.6193748

3570

taking + 178.7640408 mm

taking - -100.285046 mm use 178.7640407793 mm

Pn 638.1876255821 KN

RESTRAINTS

Lu (mm)Top Btm

Braced ? k Le (mm) SlendernessCond Cond

Mu max =

Pumax =

mm2

As2 = mm2

x1 =

x2 =

x3 =

x4 =

Pn (e+x1) = As'fyx2 + 0.85fc'aB (x3 – (a/2)) + As2fyx3

a2

COLUMN1

Page 2

X-AXIS 3600 F F N 1.2 4320 Lex/h = 14.40

Y-AXIS 3600 F F N 1.2 4320 Ley/b = 21.60

COLUMN1

Page 3

Axis

Status

COLUMN1

Page 4

Column is

SLENDER

COLUMN2

Page 1

DESIGN OF BOTTOM OUTER COLUMNS

Summary Results


Applied Axial Load 1164.92 KN DuctileNominal Load 1664.17 KN 0

Fail 982.11 KN



Height of Beam critical axis H = 400 mm X

Base of Beam B = 200 mm



Fy = 275 Mpa

e = 128.88 mm


16 4 corner mm

16 4 in between

As = 603.1872

402.1248

130 mm

260 mm

330 mm

200 mm



ΣFH=0 ; Pn+T = C + C'

Equation 1



Equation 2

Equating 1 and 2

a1785 + -253885.295 + -65244748.8


x = (-b (+/-) √ b^2 - 4 ac ) / 2a

=253885.3 (+/-) 728220.6050578

3570

taking + 275.099692 mm

taking - -132.867034 mm use 275.099691993 mm

Pn 982.1059004151 KN

RESTRAINTS

Lu (mm)Top Btm


Mu max =

Pumax =

mm2

As2 = mm2

x1 =

x2 =

x3 =

x4 =


a2

COLUMN2

Page 2

X-AXIS 3000 F F N 1.2 3600 Lex/h = 9.00

Y-AXIS 3000 F F N 1.2 3600 Ley/b = 18.00

COLUMN2

Page 3

Axis

Status

COLUMN2

Page 4

Column is

SLENDER

COLUMN3

Page 1

DESIGN OF BOTTOM CORNER COLUMNS

Summary Results


Applied Axial Load 1.89 KN DuctileNominal Load 2.70 KN 0

Fail 0.00 KN



Height of Beam critical axis H = 0.001 mm X

Base of Beam B = 0.001 mm



Fy = 275 Mpa

e = 3057.31 mm


16 4 corner mm

12 4 in between

As = 515.2224

226.1952

-69.9995 mm

-139.999 mm

-69.999 mm

0.0005 mm



ΣFH=0 ; Pn+T = C + C'

Equation 1



Equation 2

Equating 1 and 2

a0.008925 + 54.57297455 + 19835889.612


x = (-b (+/-) √ b^2 - 4 ac ) / 2a

=-54.572975 (+/-) #NUM!

0.01785

taking + #NUM! mm

taking - #NUM! mm use #NUM! mm

Pn #NUM! KN

RESTRAINTS

Lu (mm)Top Btm


Mu max =

Pumax =

mm2

As2 = mm2

x1 =

x2 =

x3 =

x4 =


a2

COLUMN3

Page 2

X-AXIS 3000 F F N 1.2 3600 Lex/h = ###

Y-AXIS 3000 F F N 1.2 3600 Ley/b = ###

COLUMN3

Page 3

Axis

Status

COLUMN3

Page 4

Column is

FAILS

INNER SQUARE FOOTING

Page 1

RC ISOLATED COLUMN FOOTING

Inner Footing

d

Edg

e 1

Y

L

X

Summary Results

Pu 143.66 kN

DimensionFooting Dimension L 1000 mm

W 1000 mm

Assumed Thickness t 250.00 mm

Assumed Depth d 164.00 mm

Soil Pressure 143.66

Allowable Soil Pressure 150.0

okStrength Reduction Factor 0.70

Bar Yield Strength 275 MPA

Concrete Compressive Strength 21.0 MPA

Concrete Cover 70.0 mm

Column Details

Column Dimension along Length 300 mm

Column Dimension along Width 200 mm

Column Distance from Edge1 500.00 mm

Depth required for One-Way Shear 41.16

Depth required for Punching Shear 55.53 mm

use d 164.00 mm

SHEAR AND MOMENT DIAGRAM

KN/m2

KN/m2

INNER SQUARE FOOTING

Page 2

Design Moment 12.57 KN-m

Reinforcement Details

Actual Steel Ratio 2.03E-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 834.91

No. of Bars to be used 4.15 pcs

Adapted No. of Bars distributed both ways 5 pcs

spacing 168.8 mm

Engr. Leandro B. Piczon II

mm2

mm2

OUTER SQUARE FOOTING

Page 1


Outer Footing

d

Edg

e 1

Y

L

X

Summary Results

Pu 619.63 kN

DimensionFooting Dimension L 1300 mm

W 1300 mm





change dimensionStrength Reduction Factor 0.70




Column Details

Column Dimension along Length 400 mm

Column Dimension along Width 200 mm


Depth required for One-Way Shear 133.28

Depth required for Punching Shear 197.20 mm

use d 214.00 mm


KN/m2

KN/m2

-100

-50

0

50

100

Moment Diagram (kN-m)

OUTER SQUARE FOOTING

Page 2



Actual Steel Ratio 5.22E-03






Bar Area 201.06

Steel Area 1452.09



spacing 143.0 mm


mm2

mm2

-100

-50

0

50

100


CORNER SQUARE FOOTING

Page 1


Corner FootingE

dge

1

Y

L

X

Summary Results

Pu 0.01 kN

DimensionFooting Dimension L 0.001 mm

W 0.001 mm





change dimensionStrength Reduction Factor 0.70




Column Details

Column Dimension along Length 0.001 mm

Column Dimension along Width 0.001 mm


Depth required for One-Way Shear -2191426115.37

Depth required for Punching Shear -150357585.88 mm

use d 214.00 mm


KN/m2

KN/m2

0.00

0.20

0.40

0.60

0.80

1.00

Shear Diagram (kN)

CORNER SQUARE FOOTING

Page 2



Actual Steel Ratio 0.00E+00






Bar Area 201.06

Steel Area 0.00



spacing -156.0 mm


mm2

mm2

0

0.2

0.4

0.6

0.8

1


SUMMARY

Page 1

BEAM BASE HEIGHT BARS AT MIDSPAN(mm) (mm) BOTTOM NUMBER 2ND LAYER NUMBER TOP NUMBER

1 200.00 400.00 16.0 3.0 16.0 2.0 16.0 3.02 200.00 400.00 16.0 3.0 0.0 0.0 16.0 3.03 200.00 400.00 16.0 3.0 0.0 0.0 16.0 3.04 190.00 375.00 16.0 3.0 0.0 0.0 16.0 3.05 200.00 300.00 0.0 0.0 0.0 0.0 0.0 0.0

5A 200.00 400.00 16.0 3.0 20.0 2.0 17.6 5.06 200.00 300.00 16.0 4.0 0.0 0.0 16.0 2.0

6A 150.00 375.00 16.0 3.0 0.0 0.0 16.0 3.07 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0

7A 200.00 400.00 16.0 3.0 20.0 2.0 17.6 5.08 0.00 0.00 16.0 3.0 0.0 0.0 17.6 5.09 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0

10 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.011 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.012 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.013 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.014 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.015 0.00 0.00 16.0 2.0 0.0 0.0 0.0 0.0

COLUMN BASE HEIGHT BARS TIES PU(mm) (mm) CORNER NUMBER IN-BETWEEN NUMBER (mm) (Kn)

1 200.00 300.00 16.0 4.0 12.0 4.0 200 354.272 200.00 400.00 16.0 4.0 16.0 4.0 200 1164.923 0.00 0.00 16.0 4.0 12.0 4.0 0.001 1.89

FOOTING BASE HEIGHT BARS THICK FOOTING REACTION(mm) (mm) SIZE NUMBER BOTHWAYS (mm) (Newtons)

INNER 1000.00 1000.00 16.0 5.0 250.00 143658.38OUTER 1300.00 1300.00 16.0 8.0 300.00 619626.43CORNER 0.00 0.00 16.0 1.0 300.00 6.65

SLAB THK LONG SHORT MuL MuS MuE1 MuE2 MuE3(mm) (mm) (mm) (Kn-M) (Kn-M) (Kn-M) (Kn-M) (Kn-M)

1 100.00 5000.00 3700.00 0.89 3.14 1.19 4.19 1.19

SUMMARY

Page 2

REINFORCEMENTDEVELOPMENT LENGHT LONG SHORT EDGE 1 EDGE 2 EDGE 3

(mm) (mm) (mm) (mm) (mm) (mm)136 12 12 12 12 12

SPACINGLONG SHORT EDGE 1 EDGE 2 EDGE 3(mm) (mm) (mm) (mm) (mm)200 200 200 200 200

SUMMARY

Page 3

MAX MOMENT MAX SHEAR(Kn-m) (Kn)115.50 -92.0577.34 -63.9243.74 -34.7439.24 -20.93

164.53 -107.60166.55 -104.5020.00 -92.04

150.14 -92.04166.55 -104.50166.55 -104.5022.18 -14.2722.18 -14.2722.18 -14.2722.18 -14.2722.18 -14.2722.18 -14.2722.18 -14.2722.18 -14.27

MU(Kn)

39.24150.14

5.77

MuE4(Kn-M)4.19

SUMMARY

Page 4

REINFORCEMENTEDGE 4

(mm)12

SPACINGEDGE 4

(mm)200

Documents

Building Structural Analysis and Concrete Design Spreadsheet