102120329 My Structural Analysis Building

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 6.5 Major Fixes




RELEASED 6.1 Minor Additional Features

RELEASED 6.2 Major 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 6.0 Planted Column Introduced

RELEASED 3.0 with Corner Designs



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
mailto:[email protected]:[email protected]


2/64

INTRO





RELEASED 7.3 Minor FixesRELEASED 7.4 Stairs Design Added

RELEASED 7.5 Slenderness Effect Added





Page 2


3/64

INTRO

I. Freeware

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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.

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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.

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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


4/64

INTRO

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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.

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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


5/64

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 3 Short Span (Side X) Meter/sLong 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


6/64

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 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






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 1B Shear 0 KN Moment 0 KN-m


NO column below? Beam 1C Shear 0 KN Moment 0 KN-m


NO column below? Beam 1D 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



Slab 4 effect KN/m



Slab 1 effect KN/m


End of LL + Slab Computations

Beam 1 Selfweight Base m

Height m KN/m

Lenght 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


7/64

Analysis

Lenght 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


KN-m


KN

Beam 3 Moment (WultL /8) KN/m

KN-m


KN


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


8/64

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 5A Short Span (Side X) Meter/s


Slab 6A Short Span (Side X) Meter/s




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 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


9/64

Analysis

Planted Column on Alt. Beam



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 Cd to C1 Cd 0.0 C2 0.0 base 0.0 mts height 0.0 mts

mts








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 2C Shear 0 KN Moment 0 KN-mNO column below? Beam 1D Shear 0 KN Moment 0 KN-m




Beam 6 Slab 6 effect KN/mKN/m



Slab 6 effect KN/m


Beam 5A Slab 5 effect KN/m

Slab 5A effect KN/m


Beam 6A Slab 6 effect KN/m

Slab 6A effect KN/m


Beam 7A Slab 5A effect KN/m

Slab 6A effect KN/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


10/64

Analysis

Lenght m



Beam 5A Selfweight Base m

Height m KN/m

Lenght m


Height m KN/m

Lenght m


Height m KN/m

Lenght m



KN-m


KN


KN-m


KN


KN-m


KN

Beam 5A Moment (WultL2/8) KN/m

KN-m


KN

Beam 6A Moment (WultL /8) KN/m

KN-m


KN

Beam 7A Moment (WultL2/8) KN/m

KN-m


KN


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


11/64

Analysis

Earthquake NSCP 2.2.5.2.1 (1992) V=

Design Base Shear V= KN



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


Mu= KN-m


Column Dimensions Base meter

Height meter

Length meter

Column Weight KN

Bottom Reaction R7+R5A+R6A+R7A+COLUMN(WEIGHT) KN


Overhang/Cantilever/Corner











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 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


12/64

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




KN/m



KN/m





Slab 8 effect KN/m



Slab 9 effect KN/m



Slab 10 effect KN/m



Slab 10 effect KN/m




Height m KN/m

Lenght 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


13/64

Analysis


Height m KN/m

Lenght m


Height m KN/m

Lenght m


Height m KN/m

Lenght m


Height m KN/m

Lenght m


Height m KN/m

Lenght m



KN-m


KN

Beam 9 Moment (WL2) KN/m

KN-m

Shear (WL) KN/m

KN


KN-m

Shear (WL) KN/mKN


KN-m


KN


KN-m

Shear (WL) KN/mKN


KN-m

Shear (WL) KN/m

KN


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


14/64

Analysis



15/64

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



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


Mu= KN-m


Column Dimensions Base meter

Height meter

Length meter

Column Weight KN

Bottom Reaction R12+R13+R14+R15+COLUMN(WEIGHT) KN


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


16/64

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


17/64

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 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


18/64

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


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


19/64

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


20/64

BEAM2




Shear -131.72 KN





Reinforcement data

Bottom Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16

Weight if Bars kgs 4183.96

Stirrup Size mm 10






201.06


0



21005.31


603.19





Factorb1 0.850

Reinforcement ratio producing balanced strain condition 0.0378

MAXIMUM STEEL Reinforcement RATIO 0.0284





Shear Reinforcement



2/3fc' bwd kN 174.72


21/64

BEAM2

d/2 mm 150.50



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


Support


22/64

BEAM3




Shear -122.58 KN





Reinforcement data

Bottom Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16


Stirrup Size mm 10






201.06


0



21005.31


603.19





Factorb1 0.850







Shear Reinforcement



2/3fc' bwd kN 174.72


23/64

BEAM3

d/2 mm 150.50



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


L / 2

1@50mm

0 to d

d to1658.331658.33 to 2158.33


Sup

port


24/64

BEAM4




Shear -68.42 KN





Reinforcement data

Bottom Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16


Stirrup Size mm 10






201.06


0

AREA OF ONE BAR (compression) mm

2


2603.19


603.19





Factorb1 0.850







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


25/64

BEAM4

d/2 mm 154.50



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


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

L / 2

1@50mm

0 to d

d to1275#VALUE!


Sup

port


26/64

BEAM5



Moment Applied Moment Mz = 97.61 KN-m DuctileCapacity Status FAIL

Shear -128.35 KN


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



Second layer bars



Top Bars




Stirrup Size mm 10






0.00


0


2


20.00


0.00

EFFECTIVE DEPTH OF BEAM mm -50.00




Factorb1 0.850




Steel Reinforcement Ratio at Center of Gravity -0.1019

Compression Steel Yields


Shear Reinforcement


2/3fc' bwd kN 0.00


27/64

BEAM5

d/2 mm -25.00



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




L / 2

1@50mm

0 to d

#VALUE!#VALUE!


Sup

port


28/64

BEAM5A

Summary Results@ Midspan BEAM 5A


Moment Applied MomentM

z=

97.61 KN-mDuctile

Capacity Status FAIL

Shear -128.35 KN


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


BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16


Stirrup Size mm 10






201.06


0


2


2603.19


603.19





Factorb1 0.850







Shear Reinforcement


2/3fc' bwd kN 141.60


29/64

BEAM5A

d/2 mm 154.50



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


Sup

port


30/64

BEAM6



Moment Applied Moment Mz

= 97.61 KN-m Ductile


Shear -128.35 KN


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


Second layer bars



Top Bars




Stirrup Size mm 10






0.00


0

AREA OF ONE BAR (compression)mm

2


20.00


0.00





Factorb1 0.850







Shear Reinforcement


2/3fc' bwd kN 0.00


31/64

BEAM6

d/2 mm -25.00




-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




L / 2

1@50mm

0 to d

#VALUE!#VALUE!


Sup

port


32/64

BEAM6A

Summary Results @ Midspan BEAM 6A


Moment Applied Moment Mz = 97.61 KN-m Ductile


Shear -128.35 KN





Reinforcement data

Bottom Bars 1

First layer barsNumber of Reinforce Bars (1) 3

BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16


Stirrup Size mm 10






201.06


0


201.06

Total Area of Compression Reinforcement Bars mm2

603.19


603.19





Factorb1 0.850







Shear Reinforcement


2/3fc' bwd kN 141.60


33/64

BEAM6A

d/2 mm 154.50



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


L / 2

1@50mm

0 to d

d to1698.331698.33 to 2198.33


Support


34/64

BEAM7

Summary Results Cantilever Beam BEAM 7




Shear -128.35 KN


Height of Cantilever Beam mm 0.001

Width of Cantilever Beam mm 0.001


Reinforcement data

Bottom Bars 1



Second layer bars



Top Bars




Stirrup Size mm 10






0.00


0


0.00


0.00


0.00





Factorb1 0.850







Shear Reinforcement


2/3fc' bwd kN 0.00


35/64

BEAM7

d/2 mm -25.00




-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




L / 2

1@50mm

0 to d

#VALUE!#VALUE!


Support


36/64

BEAM7A

Summary Results @ Midspan BEAM 7A




Shear -128.35 KN


Height of Cantilever Beam mm 375

Width of Cantilever Beam mm 150


Reinforcement data

Bottom Bars 1


BAR (1) SIZE mm 16

Second layer bars



Top Bars


BAR (1) SIZE mm 16


Stirrup Size mm 10






201.06


0


201.06


603.19


603.19





Factorb1 0.850







Shear Reinforcement


2/3fc' bwd kN 141.60

BEAM7A


37/64

BEAM7A

d/2 mm 154.50



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


Support

BEAM8


38/64

BEAM8


Bending Moment Capacity Mu = -716987.87 KN-m



Shear -1.81 KN





Reinforcement data

Bottom Bars 1


BAR (1) SIZE mm 16

Second layer bars



Top Bars




Stirrup Size mm 10






201.06


0


243.29


1216.43


603.19


Tensile STEEL RATIO -9139.3385

Compression STEEL RATIO -18430.9993


Factorb1 0.850



MAXIMUM STEEL Double Reinforcement RATIO -18430.9709




Shear Reinforcement


2/3fc' bwd kN 0.00

BEAM8


39/64

BEAM8

d/2 mm -33.00




-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




L / 2

1@50mm

0 to d

#VALUE!#VALUE!


Su

pport

BEAM9


40/64

BEAM9





Shear -1.81 KN





Reinforcement data

Bottom Bars 1



Second layer bars



Top Bars




Stirrup Size mm 10






0.00


0


0.00


0.00


0.00





Factorb1 0.850







Shear Reinforcement


2/3fc' bwd kN 0.00

BEAM9


41/64

d/2 mm -25.00


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




L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


Su

pport

BEAM10


42/64





Shear -1.81 KN





Reinforcement data

Bottom Bars 1



Second layer bars



Top Bars




Stirrup Size mm 10






0.00


0


0.00


0.00


0.00





Factorb1 0.850







Shear Reinforcement



2/3fc' bwd kN 0.00

BEAM10


43/64

d/2 mm -25.00



-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




L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


Su

pport

BEAM11


44/64





Shear -1.81 KN





Reinforcement data

Bottom Bars 1



Second layer bars



Top Bars



Weight if Bars kgs 0.00Stirrup Size mm 10






0.00


0


0.00

Total Area of Compression Reinforcement Bars mm2 0.00


0.00





Factorb1 0.850


1 MAXIMUM STEEL Reinforcement RATIO 0.0284





Shear Reinforcement



2/3fc' bwd kN 0.00

BEAM11


45/64

d/2 mm -25.00



-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




L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


Su

pport

BEAM12


46/64





Shear -1.81 KN





Reinforcement data

Bottom Bars 1



Second layer bars



Top Bars









0.00


0


0.00



0.00





Factorb1 0.850


1 MAXIMUM STEEL Reinforcement RATIO 0.0284





Shear Reinforcement



2/3fc' bwd kN 0.00

BEAM12


47/64

d/2 mm -25.00



-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




L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


Su

pport

BEAM13



48/64




Capacity Status FAILShear -1.81 KN





Reinforcement data

Bottom Bars 1

First layer bars



Second layer bars



Top Bars









0.00


0


0.00



0.00





Factorb1 0.850







Shear Reinforcement



2/3fc' bwd kN 0.00

BEAM13

d/2 mm 25 00


49/64

d/2 mm -25.00



-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




L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


Su

pport

BEAM14



50/64









Reinforcement data

Bottom Bars 1

First layer bars



Second layer bars



Top Bars









0.00


0


0.00



0.00





Factorb1 0.850







Shear Reinforcement



2/3fc' bwd kN 0.00

BEAM14

d/2 mm -25.00


51/64



-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




L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


Support

BEAM15



52/64

Bending Moment Capacity Mu = -308297.96 KN-m







Reinforcement data

Bottom Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars



Top Bars









201.06


0


0.00



402.12


Tensile STEEL RATIO -6092.8923



Factorb1 0.850


MAXIMUM STEEL Reinforcement RATIO 0.0284MAXIMUM STEEL Double Reinforcement RATIO 0.0284




Shear Reinforcement



2/3fc' bwd kN 0.00

BEAM15

d/2 mm -33.00


53/64



-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




L / 2

1@50mm

0 to d

#VALUE!

#VALUE!


Support

COLUMN1

DESIGN OF BOTTOM INNER COLUMNS


54/64

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


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


55/64

Summary Results



Nominal Load 437.85 KN 0Fail 379.99 KN


Pu= 0.00 KN


Height of Beam critical axis H = 400 mm X AxisBase of Beam B = 200 mm

Other Datas



Fy = 275 Mpa

e = 318.48 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



FH=0 ; Pn+T = C + C'

Equation 1



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

=


COLUMN2

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


56/64

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


57/64

Summary Results



Nominal Load 2.63 KN 0Fail 0.00 KN


Pu= 0.00 KN


Height of Beam

critical axis H =0.001 mm X

AxisBase of Beam B = 0.001 mm

Other Datas



Fy = 275 Mpa

e = 1471.05 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



FH=0 ; Pn+T = C + C'

Equation 1



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

=


INNER SQUARE FOOTING

RC ISOLATED COLUMN FOOTING

Inner Footing


58/64

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 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


59/64

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


Outer Footing


60/64

d

Y

L

X

Summary Results

Pu kN

Dimension


W mm


Assumed Depth d mm

Soil Pressure KN/m





Concrete Cover mm

Column Details






use d mm


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


61/64

Design Moment KN-m


Actual Steel Ratio


Maximum Steel Ratio

Minimum Steel Ratio

Adapted Steel Ratio


Bar Area mm2

Steel Area mm2



spacing mm


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


CORNER SQUARE FOOTING


Corner Footing


62/64

Y

L

X

Summary Results

Pu kN

Dimension


W mm


Assumed Depth d mm

Soil Pressure KN/m





Concrete Cover mm

Column Details






use d mm


-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


Actual Steel Ratio


Maximum Steel Ratio

Minimum Steel Ratio

Adapted Steel Ratio


Bar Area mm2

Steel Area mm2



spacing mm


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


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)

Documents

102120329 My Structural Analysis Building