102120329-Building-Structural-Analysis-and-Concrete-Design-Spreadsheet.xlsx

INTRO PLEASE EDIT ONLY LIGHT BLUE CELLS (BOX) NOT OTHER CELLS THANKS! ENGR. LEANDRO B. PICZON II ([email protected]) Professional Regulation Commission Number 0088397 Gandara, Samar, Philippines ….............................................................................................. NOTE: Least Input Value is 0.001 Turn ON/OFF Earthquake Analysis by inputing ON or OFF 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 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 file RELEASED 2.1 with Slab Design 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 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 4.3 Loading Corrected RELEASED 5.0 Wind Load and Reinforcement Weight added RELEASED 5.1 Minor Fixes RELEASED 5.2 Minor Fixes Page 1

INTRO RELEASED 5.3 Minor Fixes RELEASED 6.0 Planted Column Introduced RELEASED 6.1 Minor Additional Features RELEASED 6.2 Major Fixes RELEASED 6.3 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 6.9 Additional Features RELEASED 7.0 Minor Fixes RELEASED 7.1 Additional Features RELEASED 7.2 Minor Fixes RELEASED 7.3 Minor Fixes RELEASED 7.4 Stairs Design Added RELEASED 7.5 Slenderness Effect Added RELEASED 7.6 Minor Fixes RELEASED 7.7 Minor Fixes RELEASED 7.8 Additional Features RELEASED 7.9 Additional Features RELEASED 8.0 Additional Features RELEASED 9.0 Major Fixes RELEASED 9.2 Minor Fixes RELEASED 9.3 Live Load Reduction Added

Page 2

INTRO

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

Page 3

INTRO 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.

Page 4

INTRO

ed)

t if the main goal of their order

ayer for me (and the most

ted organization like a

ause intentional harm

m will be running the

your own verification the location

our system using

Page 5

INTRO

n be found at safer-networking.ie.

date about major updates,

g a description of your specific

Page 6

Proof GIVEN fc' fy As' As d d' h b

21 Mpa 275 Mpa 1500 mm2 3500 mm2 425 mm 75 mm 500 mm 300 mm

bars in compression bars in tension

SOLUTION determine if compression bars yielded assuming Es>es As=As2 As2 1500 mm2 As1 3500-1500 mm2 C= As1fy = 0.85fc'ab As1fy a = (As1*(fy))/(0.85*fc'*b) a = 102.71mm Es = ((c-d')/c)*0.003 Es = 0.0011 since Es
Page 7

Proof Mn=348.05Kn-m

Mu=øMn Mu=313.78KN-m try it on one of the beam design, override d' with 75mm

Page 8

Analysis

My Structural Analysis Computing for LIVE LOAD Weight of Person + Environment Gravity Constant Weight in Newtons

70.00 9.81 686.70 0.69 0.50

Number of Person/s per Square Meter Slab Self Weight Thickness

100.00 3.83 100.00 0.98 5.08 0.36 5.42

CHB per SQ.M. DEAD LOAD LIVE LOAD Total Actual Load LL + Slab Live Load Reduction Width Length Tributary Area

3.70 5.00 18.50 3.87

m m m2

Internal Span Area Slab 1

Short Span Long Span

1.65 4.65

Slab 2


4.50 4.65

Slab 3


3.95 4.50

Slab 4


1.65 3.95

0.13

7.67

(Side X) (Side Y)

0.00 4.40

(Side X) (Side Y)

3.70 4.40

(Side X) (Side Y)

3.70 1.50

(Side X) (Side Y)

0.00 1.50

Area 0.94

20.93 Area

0.77

17.78 Area

Planted Column C(planted)=Cp Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0

KN KN KN KN

0.17

Ca to C1 Cb to C1 Cc to C1 Cd to C1

6.52

mts Ca 0.0 C1 Cb 0.0 C1 Cc 0.0 C1 Cd 0.0 C1 Input 0 if not in use

mts 4.4 3.7 1.5 0.0

Ca

Cp

SLAB 2

BEAM 1

SLAB 1

Cp Page 1

base base base base

mts 0.0 0.0 0.0 0.0

mts mts mts mts

Storey height Storey height Storey height Storey height

Cd

BEAM 1

Cp

Beam 1A

0.001m

Beam 2A

Beam 1D

4.4m Cp 3.7m

BEAM 4

C1

BEAM 2

0.001m

Cb

3.7m Beam 1B 1.5m

Cp

BEAM 3

1.5m

SLAB 4

Beam 2B

Beam 2D

4.4m

Analysis

SLAB 3

Cc Alternate Cross-Beam Beam 1A Beam 2A Beam 1B Beam 2B Beam 1B Beam 2B Beam 1D Beam 2D Planted Column on Alt. Beam Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0

NO column below? NO column below?

KN KN KN KN KN KN KN KN

Ca to C1 Cb to C1 Ca to C1 Cb to C1 Ca to C1 Cb to C1 Ca to C1 Cd to C1

Ca Cb Ca Cb Ca Cb Ca Cd

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

C1 C1 C1 C1 C1 C1 C1 C1

4.4 3.7 3.7 0.0 0.0 1.5 4.4 0.0

base base base base base base base base

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

mts mts mts mts mts mts mts mts



0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

C1 C1 C1 C1 C1 C1 C1 C1

3.7 4.4 0.0 3.7 1.5 0.0 0.0 1.5


0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0



Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction

Beam 1A Beam 2A

Shear 0.001 KN Shear 0.001 KN Page 2

0.001 KN 0.001 KN 0.001 KN 0.001 KN 0.001 KN 0.001 KN 0.001 KN 0.001 KN Moment Moment

Storey height Storey height Storey height Storey height Storey height Storey height Storey height Storey height 0 KN-m 0 KN-m

Analysis NO NO NO NO NO NO

column below? column below? column below? column below? column below? column below?

Beam 1B Beam 2B Beam 1C Beam 2C Beam 1D Beam 2D

Shear 0.001 KN Shear 0.001 KN Shear 0.001 KN Shear 0.001 KN Shear 0.001 KN Shear 0.001 KN

Moment Moment Moment Moment Moment Moment

0 KN-m 0 KN-m 0 KN-m 0 KN-m 0 KN-m 0 KN-m

Beam 1

Slab 1 effect Slab 2 effect Total LL+Slab effect on Beam 1

11.43 8.21 19.64

Beam 2


6.69 7.46 14.15

Beam 3


2.71 3.83 6.54

Beam 4


0.00 0.00 0.00

End of LL + Slab Computations Beam 1 Selfweight

Beam 2 Selfweight

Beam 3 Selfweight

Beam 4 Selfweight

Base Height Lenght

0.20 0.40 4.40

m m m

11.307

Base Height Lenght

0.20 0.40 3.70

m m m

7.732

Base Height Lenght

0.20 0.40 1.50

m m m

9.027

Base Height Lenght

0.19 0.38 0.00

m m m

8.788

Computing for DESIGN MOMENT and STRESS Beam 1

Moment (W ultL2/8)

31.51 76.26 31.51 69.33

Shear (W ultL/2)

Page 3

Analysis Beam 2

Moment (W ultL2/8)

22.27 38.10 22.27 41.20

Shear (W ultL/2)

Beam 3

Moment (W ultL2/8)

16.02 4.51 16.02 12.02

Shear (W ultL/2)

Beam 4

Moment (W ultL2/8)

9.23 0.00 9.23 0.01

Shear (W ultL/2)

Transferring action to Column Beam 1 Beam 2 Beam 3 Beam 4 Earthquake

R1=Vu/2 R2=Vu/2 R3=Vu/2 R4=Vu/2 NSCP 2.2.5.2.1 (1992)

Design Base Shear Seismic Zone Factor Importance Factor

34.67 20.60 6.01 0.00 Status : (ON;OFF) (ZIC/Rw)W V=

ON

Numerical Coeff Numerical Coeff C= 1.25(S)/T(2/3) Site Coeff Fundamental Period of Vibration Height T= Ct(hn)

3/4

Applied Weight Design Load for Column

V= Z= I=

20.920

Rw=

10.00

C= S=

7.28 2.00

hn=

6.40

Ct=

0.05

T= W=

0.20 71.83

Pu= Mu=

176.20 33.47

0.40 1.00

Computing Footing Reactions Column Dimensions

Base Height Length

Column Weight Page 4

0.20 0.30 6.40 10.55

Analysis

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

Bottom Reaction

143.66

Number of Storey

2 Design considered plus 1 storey

Overhang/Cantilever Area Slab 5


0.00 0.00

Slab 6


0.00 0.00

Slab 5A


0.00 0.00

Slab 6A


0.00 0.00

1.00

0.00

(Side X) (Side Y)

1.50 3.70

(Side X) (Side Y)

1.50 0.00

(Side X) (Side Y)

5.01 3.70

(Side X) (Side Y)

5.01 0.00

Area 1.00

0.00 Area

1.00

0.00 Area

Planted Column C(planted)=Cp Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0

1.00

0.00

mts Ca to C2 Ca 0.0 C2 Jc to C2 Jc 0.0 C2 Jb to C2 Jb 0.0 C2 Ja to C2 Ja 0.0 C2 Cb to C2 Cb 0.0 C2 Along 7A to C2 0.0 C2 Input 0 if not in use

KN KN KN KN KN KN

mts 3.7 0.0 1.5 3.7 0.0 5.0

base base base base base base

mts 0.0 0.0 0.0 0.0 0.0 0.0

mts mts mts mts mts mts

1.5 Ca

BEAM1A SLAB 5

BEAM 5

SLAB 5A

BEAM 5A

3.7

Ca Bottom Reaction Cb Bottom Reaction

Ja

5.0

Storey height Storey height Storey height Storey height Storey height Storey height Storey height Storey height

3.7

Beam 7A

C2

BEAM 7

Jb

5.0 BEAM1B SLAB 6

BEAM 6

0.0

BEAM 6A

SLAB 6A

0.0

Page 5

Analysis Cb

Jc 1.5

Alternate Cross-Beam Beam 1A Beam 2A Beam 1B Beam 2B Beam 1B Beam 2B Beam 1D Beam 2D Planted Column on Alt. Beam Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0

no NO NO NO NO NO NO NO

column below? column below? column below? column below? column below? column below? column below? column below?

Beam 5

Beam 6


Ca to C2 Jb to C2 Ca to C2 Cb to C2 Ca to C2 Cb to C2 Ca to C2 Cd to C2

Ca Jb Ca Cb Ca Cb Ca Cd

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

C2 C2 C2 C2 C2 C2 C2 C2

3.7 0.0 0.0 3.7 0.0 5.0 1.5 0.0


0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

C2 C2 C2 C2 C2 C2 C2 C2

1.5 5.0 3.7 0.0 5.0 0.0 0.0 0.0


0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0



Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction Bottom Reaction

0 KN 0 KN 0 KN 0 KN 0 KN KN 0 KN 0 KN

Beam 1A Beam 2A Beam 1B Beam 2B Beam 1C Beam 2C Beam 1D Beam 2D

Shear Shear Shear Shear Shear Shear Shear Shear

Moment Moment Moment Moment Moment Moment Moment Moment

0 KN 0 KN 0 KN 0 KN 0 KN KN 0 KN 0 KN

Storey height Storey height Storey height Storey height Storey height Storey height Storey height Storey height 0 KN-m 0 KN-m 0 KN-m 0 KN-m 0 KN-m KN-m 0 KN-m 0 KN-m

Slab 5 effect

6.69

Total LL+Slab effect on Beam 5

6.69

Slab 6 effect

0.00

Page 6

Analysis Total LL+Slab effect on Beam 6

0.00

Beam 7


2.71 0.00 2.71

Beam 5A

Slab 5 effect Slab 5A effect Total LL+Slab effect on Beam 5

6.69 6.69 13.38

Beam 6A

Slab 6 effect Slab 6A effect Total LL+Slab effect on Beam 6

0.00 0.00 0.00

Beam 7A

Slab 5A effect Slab 6A effect Total LL+Slab effect on Beam 7

9.06 9.06 18.12


Beam 6 Selfweight

Beam 7 Selfweight

Beam 5A Selfweight

Beam 6A Selfweight

Beam 7A Selfweight

Base Height Lenght

0.20 0.30 3.70

m m m

1.64

Base Height Lenght

0.20 0.30 0.00

m m m

8.48

Base Height Lenght

0.00 0.00 1.50

m m m

0.00

Base Height Lenght

0.20 0.40 3.70

m m m

16.07

Base Height Lenght

0.15 0.38 0.00

m m m

8.38

Base Height Lenght

0.20 0.40 5.01

m m m

16.07


Moment (W ultL2/8)

8.41 14.39 8.41

Shear (W ultL/2) Page 7

Analysis 15.56 Beam 6

Moment (W ultL2/8)

8.91 0.00 8.91 0.01

Shear (W ultL/2)

Beam 7

Moment (W ultL2/8)

2.71 16.41 2.71 12.47

Shear (W ultL/2)

Beam 5A

Moment (W ultL2/8)

13.38 22.90 30.25 55.96

Shear (W ultL/2)

Beam 6A

Moment (W ultL2/8)

8.80 0.00 8.80 0.01

Shear (W ultL/2)

Beam 7A

Moment (W ultL2/8)

18.12 56.84 34.99 87.64

Shear (W ultL/2)

Transferring action to Column Beam 5 Beam 6 Beam 7 Beam 5A Beam 6A Beam 7A

R5=Vu/2 R6=Vu/2 R7=(Vu/2)+R1+R2+Rpc R5A=Vu/2 R6A=Vu/2 R7A=Vu/2

7.78 0.00 14.02 27.98 0.00 43.82

Earthquake NSCP 2.2.5.2.1 (1992) Design Base Shear Seismic Zone Factor Importance Factor

V=

(ZIC/Rw)W

Numerical Coeff

V= Z= I=

90.232 0.40 1.00

Rw=

10.00

C= S=

7.28 2.00

C= 1.25(S)/T(2/3)

Numerical Coeff Site Coeff

3/4 T= Ct(hn)

Fundamental Period of Vibration Page 8

Analysis hn=

6.40

Ct=

0.05

T= W=

0.20 309.81

Pu= Mu=

581.52 144.37

Height



Base Height Length

0.20 0.40 6.40 223.99

Column Weight

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

Bottom Reaction

619.63

Number of Storey

2.00

Overhang/Cantilever/Corner Area Slab 7


0.00 0.00

(Side X) (Side Y)

0.00 0.00

Slab 8


0.00 0.00

1.00

0.00

(Side X) (Side Y)

0.00 0.00

Slab 9


0.00 0.00

1.00

0.00

(Side X) (Side Y)

0.00 0.00

Slab 10


0.00 0.00

1.00

0.00

(Side X) (Side Y)

0.00 0.00

1.00

0.00 Area

Planted Column C(planted)=Cp Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0 Top Reaction 0.0

mts Ca to C3 Ca 0.0 C3 Ja to C3 Ja 0.0 C3 Jd to C3 Jd 0.0 C3 Jc to C3 Jc 0.0 C3 Cb to C3 Cb 0.0 C3 Jb to C3 Jb 0.0 C3 Input 0 if not in use

KN KN KN KN KN KN

Ca

Ja 0.0 BEAM 8

Page 9

mts 0.0 0.0 0.0 0.0 0.0 0.0

base base base base base base

mts 0.0 0.0 0.0 0.0 0.0 0.0

Ca Bottom Reaction Cb Bottom Reaction


Analysis

SLAB 7

BEAM 8

0.0

BEAM 14

SLAB 10

0.0

0.0 Cb

BEAM 15

SLAB 9

Jb

BEAM 11

Jc

BEAM 12

Jd

0.0

SLAB 8

BEAM 9

0.0

BEAM 13

0.0

C3


0.0

BEAM 10 0.001

Beam 8

Slab 7 effect

0.00


0.00

Slab 8 effect

0.00


0.00

Slab 8 effect

0.00


0.00

Slab 9 effect

0.00


0.00

Beam 12


0.00 0.00 0.00

Beam 13


0.00 0.00 0.00

Beam 14


0.00 0.00 0.00

Beam 15

Slab 9 effect Slab 10 effect

0.00 0.00

Beam 9

Beam 10

Beam 11

Page 10

Analysis Total LL+Slab effect on Beam 7

0.00


Beam 9 Selfweight

Beam 10 Selfweight

Beam 11 Selfweight

Beam 12 Selfweight

Beam 13 Selfweight

Beam 14 Selfweight

Beam 15 Selfweight

Base Height Lenght

0.00 0.00 0.00

m m m

10.32

Base Height Lenght

0.00 0.00 0.00

m m m

0.00

Base Height Lenght

0.00 0.00 0.00

m m m

0.00

Base Height Lenght

0.00 0.00 0.00

m m m

0.00

Base Height Lenght

0.00 0.00 0.00

m m m

0.00

Base Height Lenght

0.00 0.00 0.00

m m m

0.00

Base Height Lenght

0.00 0.00 0.00

m m m

0.00

Base Height Lenght

0.00 0.00 0.00

m m m

2.28


Moment (W ultL2/8)

10.83 0.00 10.83 0.01

Shear (W ultL/2)

Beam 9

0.00 0.00 0.00 0.00

Moment (WL2) Shear (WL)

Beam 10

0.00

Moment (WL2) Page 11

Analysis 0.00 0.00 0.00

Shear (WL)

Beam 11

Moment (W ultL2/8)

0.00 0.00 0.00 0.00

Shear (W ultL/2)

Beam 12

0.00 0.01 0.00 0.01


Beam 13

0.00 0.00 0.00 0.00


Beam 14

Moment (W ultL2/8)

0.00 0.00 0.00 0.00

Shear (W ultL/2)

Beam 15

Moment (W ultL2/8)

0.00 0.00 2.40 0.00

Shear (W ultL/2)

Transferring action to Column

Page 12

Analysis Beam 8 Beam 9 Beam 10 Beam 11 Beam 12 Beam 13 Beam 14 Beam 15

R8=Vu/2 R9=Vu R10=Vu R11=Vu/2 R12=Vu/2+R8+R9 R13=Vu/2+R10+R11 R14=Vu/2 R15=Vu/2

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Earthquake NSCP 2.2.5.2.1 (1992) Design Base Shear Seismic Zone Factor Importance Factor

V=

(ZIC/Rw)W

Numerical Coeff

V= Z= I=

0.002 0.400 1.000

Rw=

10.000

C= S=

7.281 2.000

hn=

6.400

Ct=

0.050

T= W=

0.201 0.01

Pu= Mu=

0.01 0.00

C= 1.25(S)/T(2/3)

Numerical Coeff Site Coeff

3/4 T= Ct(hn)

Fundamental Period of Vibration Height



Base Height Length

Column Weight

Bottom Reaction

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

0.00 0.00 6.40 0.00

0.01

Number of Storey

2.00

Wind Load Location Heigth above ground Analytical Procedure

Samar

NSCP 2-56 NSCP 2-61 NSCP 2-62 NSCP 2-62 NSCP 2-64 NSCP 2-50 Page 13

exposure = Ce = Cq = Cq = qs = I=

6.40 B 0.78 1.40 1.40 2000.00 1.00

Analysis Standard Occupancy

WLPpre = WLPsuc = use

Page 14

2184 2184 1.80

Analysis

70.00 9.81 686.70 0.69 0.50

kgs m/sec2 Newton (N) KiloNewton (KN) person/s

100.00 3.83 100.00 0.98 5.08 0.36 5.42

millimeter KN/m2 kgs KN/m2 KN/m2 KN/m2 KN/m2

3.70 5.00 18.50 3.87

%

0.00 4.40

Meter/s Meter/s

3.70 4.40

Meter/s Meter/s

3.70 1.50

Meter/s Meter/s

0.00 1.50

Meter/s Meter/s

YES

height height height height

mts 0.0 0.0 0.0 0.0

Storey height Storey height Storey height Storey height

mts 0.0 0.0 0.0 0.0

mts mts mts mts

Page 15

Analysis

height height height height height height height height

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0



0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 mts 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0



Page 16

Analysis

11.43 8.21 19.64

KN/m KN/m KN/m

6.69 7.46 14.15

KN/m KN/m KN/m

2.71 3.83 6.54

KN/m KN/m KN/m

0.00 0.00 0.00

KN/m KN/m KN/m

11.307

KN/m

7.732

KN/m

9.027

KN/m

8.788

KN/m

31.51 76.26 31.51 69.33

KN/m KN-m KN/m KN

Page 17

Analysis 22.27 38.10 22.27 41.20

KN/m KN-m

16.02 4.51 16.02 12.02

KN/m KN-m

9.23 0.00 9.23 0.01

KN/m KN-m

34.67 20.60 6.01 0.00

KN KN KN KN

KN/m KN

KN/m KN

KN/m KN

ON 20.920

KN

0.40 1.00 10.00 7.28 2.00 6.40

mts

0.05 0.20 71.83

KN

176.20 33.47

KN KN-m

0.20 0.30 6.40 10.55

meter meter meter KN Page 18

Analysis

143.66

KN

Storeies 2 n considered plus 1 storey

1.50 3.70

Meter/s Meter/s

1.50 0.00

Meter/s Meter/s

5.01 3.70

Meter/s Meter/s

5.01 0.00

Meter/s Meter/s mts 0.0 0.0 0.0 0.0 0.0 0.0

height height height height height height


KN KN


mts 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Page 19

Analysis


0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0



0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 mts 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0



6.69

KN/m

6.69

KN/m

0.00

KN/m KN/m Page 20

Analysis 0.00

KN/m

2.71 0.00 2.71

KN/m KN/m KN/m

6.69 6.69 13.38

KN/m KN/m KN/m

0.00 0.00 0.00

KN/m KN/m KN/m

9.06 9.06 18.12

KN/m KN/m KN/m

1.64

KN/m

8.48

KN/m

0.00

KN/m

16.07

KN/m

8.38

KN/m

16.07

KN/m

8.41 14.39 8.41

KN/m KN-m KN/m Page 21

Analysis 15.56

KN

8.91 0.00 8.91 0.01

KN/m KN-m

2.71 16.41 2.71 12.47

KN/m KN-m

13.38 22.90 30.25 55.96

KN/m KN-m

8.80 0.00 8.80 0.01

KN/m KN-m

18.12 56.84 34.99 87.64

KN/m KN-m

7.78 0.00 14.02 27.98 0.00 43.82

KN KN KN KN KN KN

90.232 0.40 1.00

KN

KN/m KN

KN/m KN

KN/m KN

KN/m KN

KN/m KN

10.00 7.28 2.00

Page 22

Analysis 6.40

mts

0.05 0.20 309.81

KN

581.52 144.37

KN KN-m

0.20 0.40 6.40 223.99

meter meter meter KN

619.63

KN

2.00

Storeies

0.00 0.00

Meter/s Meter/s

0.00 0.00

Meter/s Meter/s

0.00 0.00

Meter/s Meter/s

0.00 0.00

Meter/s Meter/s mts 0.0 0.0 0.0 0.0 0.0 0.0

height height height height height height


KN KN

Page 23

Analysis Storey height Storey height Storey height Storey height Storey height Storey height Storey height Storey height

mts 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.00

KN/m

0.00

KN/m

0.00

KN/m KN/m KN/m

0.00

0.00

KN/m KN/m KN/m

0.00

KN/m

0.00

KN/m

0.00 0.00 0.00

KN/m KN/m KN/m

0.00 0.00 0.00

KN/m KN/m KN/m

0.00 0.00 0.00

KN/m KN/m KN/m

0.00 0.00

KN/m KN/m

0.00

Page 24

Analysis 0.00

KN/m

10.32

KN/m

0.00

KN/m

0.00

KN/m

0.00

KN/m

0.00

KN/m

0.00

KN/m

0.00

KN/m

2.28

KN/m

10.83 0.00 10.83 0.01

KN/m KN-m

0.00 0.00 0.00 0.00

KN/m KN-m KN/m KN

0.00

KN/m

KN/m KN

Page 25

Analysis 0.00 0.00 0.00

KN-m KN/m KN

0.00 0.00 0.00 0.00

KN/m KN-m

0.00 0.01 0.00 0.01

KN/m KN-m KN/m KN

0.00 0.00 0.00 0.00

KN/m KN-m KN/m KN

0.00 0.00 0.00 0.00

KN/m KN-m

0.00 0.00 2.40 0.00

KN/m KN-m

KN/m KN

KN/m KN

KN/m KN

Page 26

Analysis 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


0.002 0.400 1.000

KN

10.000 7.281 2.000 6.400

mts

0.050 0.201 0.01

KN

0.01 0.00

KN KN-m

0.00 0.00 6.40 0.00

meter meter meter KN

0.01

KN

2.00

Storeies

Samar

6.40 B 0.78 1.40 1.40 2000.00 1.00

mm

outward inward Pascal

Page 27

Analysis Standard Occupancy

2184 2184 1.80

Pascal Pascal KPA

Page 28

SLAB REINFORCED CONCRETE SLAB DESIGN SLAB 1 Edge 1 C = Continuous D = Discontinuous EDGE CONDITIONS

Edge 2

Edge 4

Ls 3700 mm

Ll 5000 mm

Edge 1

C

Edge 2

C

Edge 3

C

Edge 4

C

Edge 3 LENGTH OF SLAB SPAN

mm

SHORT SPAN

LONG SPAN

3700

5000

2 WAY

0.74

Steel Yield Strength

MPA

275

Concrete Compressive Strength

MPA

21

mm

20

mm

100.0

Concrete Cover ASSUMED SLAB THICKNESS Minimum Thickness

OK

mm

96.7

Maximum Thickness

OK

mm

139.0

Smax=2t

mm

200

kN/m3

23.5

Selfweight

kN/m2

3.83

Dead Load

kN/m

2

0.98

Live Load

kN/m2

1.59

Actual Load

kN/m

9.56

Concrete Density LOADS

ßs Actual Moment kN-m

2

SHORT SPAN

LONG SPAN

EDGE 1

EDGE 2

EDGE 3

0.007

0.024

0.009

0.032

0.009

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

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

ρbal

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

effective depth mm

Resulting Moment kN-m Remarks Concrete Condition development length mm

9.32

9.32

9.32

9.32

9.32

SAFE

SAFE

SAFE

SAFE

SAFE

DUCTILE

DUCTILE

DUCTILE

DUCTILE

DUCTILE

136

136

136

136

136

Page 1

SLAB

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

Page 2

STAIRS REINFORCED CONCRETE STAIRS DESIGN SLAB 1 Edge 1 C = Continuous D = Discontinuous EDGE CONDITIONS

Edge 2

Edge 4

Ls 1200 mm

Ll 6000 mm

Edge 1

D

Edge 2

D

Edge 3

D

Edge 4

D

Edge 3 LENGTH OF SLAB SPAN

mm

SHORT SPAN

LONG SPAN

1200

6000

1 WAY

0.20

Steel Yield Strength

MPA

275


MPA

21

mm

20

mm

82.0

Concrete Cover ASSUMED SLAB THICKNESS Minimum Thickness

OK

mm

80.0

Maximum Thickness

OK

mm

166.8

Smax=2t

mm

164

kN/m3

23.5

Selfweight

kN/m2

3.39

Dead Load

kN/m

2

0.98

Live Load

kN/m2

1.59

Actual Load

kN/m

10.57

Concrete Density LOADS

ßs Actual Moment kN-m

2

SHORT SPAN

LONG SPAN

EDGE 1

EDGE 2

EDGE 3

-0.391

0.056

0.000

0.000

0.000

-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

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

ρbal

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

effective depth mm

Resulting Moment kN-m Remarks Concrete Condition development length mm

4.41

4.41

4.41

4.41

4.41

SAFE

SAFE

SAFE

SAFE

SAFE

DUCTILE

DUCTILE

DUCTILE

DUCTILE

DUCTILE

136

136

136

136

136

Page 1

STAIRS

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

Page 2

BEAM1 Summary Results @ Midspan

BEAM 1

Mu = Mz =

Bending Moment Capacity

Moment

Applied Moment Capacity Status

119.46 115.50

KN-m

-92.05

KN

KN-m

PASS

Shear Cross-Section Dimensions Height of Beam

mm

Width of Beam

mm

400 200

Length of Beam

mm

4400

Reinforcement data Bottom Bars

2

First layer bars Number of Reinforce Bars (1)

3

BAR (1) SIZE

mm

16

mm

16

mm

16

Second layer bars Number of Reinforce Bars (2)

2

BAR (2) SIZE

Top Bars Number of Reinforce Bars (1)

3

BAR (1) SIZE

Weight of Main Bars kgs Stirrup Size mm Strength Reduction Factor

4090.98 10 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

201.06

AREA OF ONE BAR (compression) mm2

201.06

Total Area of Compression Reinforcement Bars mm2

603.19

Total Area of Tensile Reinforcement Bars mm2

1005.31

EFFECTIVE DEPTH OF BEAM mm

326.00

Tensile STEEL RATIO

0.0154

Compression STEEL RATIO

0.0093

MINIMUM STEEL RATIO

0.0051

Factor 1

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 Shear Reinforcement

Beam is:

Ductile

Vu @ a distance of "d" from face of support kN Area of Shear Reinforcement mm

-78.41 157.08

2/3√fc' bwd kN

199.19

(√fc'/3) bwd kN

99.59

Page 3

BEAM1

Distance from face of support (mm)

d/4 mm

81.50

d/2 mm

163.00

Vc

Vu

Vs

S

Smax

(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

#VALUE!

Support

2233.33 rest at

L/2

1@50mm 0 to d d to1733.33 1733.33 to 2233.33 follow table rest at Smax

Page 4

BEAM1

Ductile

Page 5

BEAM1

Use (mm) 81.50 155.08 189.84 209.72 222.60

Page 6


BEAM 2

Mu = Mz =


Moment


91.50 77.34

KN-m

-63.92

KN

KN-m

PASS


mm

Width of Beam

mm

400 200

Length of Beam

mm

3000


1


3

BAR (1) SIZE

mm

16


0.001

BAR (2) SIZE

mm

0.001

mm

16


3

BAR (1) SIZE

Weight if Bars kgs Stirrup Size mm Strength Reduction Factor

2091.98 10 0.9


275


21

Concrete Cover mm AREA OF ONE BAR (first layer) mm2

40 201.06


0


201.06


603.19


603.19


326.00

Tensile STEEL RATIO

0.0093


0.0093

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0376




Beam is:

Ductile

Vu @ a distance of "d" from face of support kN Area of Shear Reinfrocement mm

-50.03 157.08

2/3√fc' bwd kN

199.19

(√fc'/3) bwd kN

99.59

Page 1

BEAM2


d/4 mm

81.50

d/2 mm

163.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm) 163.00

50 to

326.00

15.21

-113.95

74.07

190.12

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

1500.00 rest at

#VALUE!

rest at

#VALUE!

Support

rest at

L/2

1@50mm 0 to d d to1500 #VALUE! follow table rest at Smax

Page 2

BEAM2

Ductile

Page 3

BEAM2

Use (mm) 163.00 81.50 204.14 225.00

Page 4


BEAM 3

Mu = Mz =


Moment


91.50 43.74

KN-m

-34.74

KN

KN-m

PASS


mm

Width of Beam

mm

400 200

Length of Beam

mm

1500


1


3

BAR (1) SIZE

mm

16


0.001

BAR (2) SIZE

mm

0.001

mm

16


3

BAR (1) SIZE


1045.99 10 0.9


275


21


40 201.06


0


201.06


603.19


603.19


326.00

Tensile STEEL RATIO

0.0093


0.0093

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0376




Beam is:

Ductile


-19.64 157.08

2/3√fc' bwd kN

199.19

(√fc'/3) bwd kN

99.59

Page 1

BEAM3


d/4 mm

81.50

d/2 mm

163.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

750.00 rest at

L/2

1@50mm 0 to d #VALUE! #VALUE! follow table rest at Smax

Page 2

BEAM3

Ductile

Page 3

BEAM3

Use (mm) 163.00 163.00 81.50

Page 4


BEAM 4

Mu = Mz =


Moment


84.55 39.24

KN-m

-20.93

KN

KN-m

PASS


mm

375

Width of Beam

mm

190

Length of Beam

mm

1


1


3

BAR (1) SIZE

mm

16


0.001

BAR (2) SIZE

mm

0.001

mm

16


3

BAR (1) SIZE


0.70 10 0.9


275


21


40 201.06


0


201.06


603.19


603.19


309.00

Tensile STEEL RATIO

0.0103


0.0103

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0386




Beam is:

Ductile


12912.42 157.08

2/3√fc' bwd kN

179.36

(√fc'/3) bwd kN

89.68

Page 1

BEAM4


d/4 mm

77.25

d/2 mm

154.50

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM4

Ductile

Page 3

BEAM4

Use (mm) 0.88 0.00 1.43

Page 4


BEAM 5

Mu = Mz =


Moment


0.00 164.53

KN-m

-107.60

KN

KN-m

FAIL


mm

Width of Beam

mm

300 200

Length of Beam

mm

3700


1


0.001

BAR (1) SIZE

mm

0.001


0.001

BAR (2) SIZE

mm

0.001


0.001

BAR (1) SIZE

mm

0.001

Weight if Bars kgs

0.00

Stirrup Size mm Strength Reduction Factor

10 0.9


275


21


40 0.00


0


0.00


0.00

Total Area of Tensile Reinforcement Bars mm2 EFFECTIVE DEPTH OF BEAM mm

0.00 250.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0284




Beam is:

Ductile


-93.06 157.08

2/3√fc' bwd kN

152.75

(√fc'/3) bwd kN

76.38

Page 1

BEAM5


d/4 mm

62.50

d/2 mm

125.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

Support

2116.67 rest at

L/2


Page 2

BEAM5

Ductile

Page 3

BEAM5

Use (mm) 62.50 130.79 172.24 195.93 211.26

Page 4

BEAM5A Summary Results@ Midspan

BEAM 5A

Mu = Mz =


Moment


179.24 166.55

KN-m

-104.50

KN

KN-m

PASS

Shear Cross-Section Dimensions Height of Cantilever Beam

mm

Width of Cantilever Beam

mm

400 200

Length of Cantilever Beam

mm

3700


2


3

BAR (1) SIZE

mm

16

mm

20

mm

17.6


2

BAR (2) SIZE


5

BAR (1) SIZE


5235.47 10 0.9


275


21

Concrete Cover mm

40


201.06


314.16


243.29


1216.43


1231.51


334.00

Tensile STEEL RATIO

0.0184


0.0182

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0466




Beam is:

Ductile


-85.63 157.08

2/3√fc' bwd kN

204.08

(√fc'/3) bwd kN

102.04

Page 1

BEAM5A


d/4 mm

83.50

d/2 mm

167.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm) 83.50

50 to

334.00

15.59

-190.13

116.33

124.02

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

#VALUE!

Support

2116.67 rest at

L/2


Page 2

BEAM5A

Ductile

Page 3

BEAM5A

Use (mm) 83.50 83.50 177.79 200.85 215.61

Page 4


BEAM 6

Mu = Mz =


Moment


62.53 20.00

KN-m

-92.04

KN

KN-m

PASS


mm

300

Width of Beam

mm

200

Length of Beam

mm

1


1


4

BAR (1) SIZE

mm

16


0.001

BAR (2) SIZE

mm

0.001

mm

16


2

BAR (1) SIZE


0.70 10 0.9


275


21


40 201.06


0


201.06


402.12


804.25


234.00

Tensile STEEL RATIO

0.0172


0.0086

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0370




Beam is:

Ductile


42982.55 157.08

2/3√fc' bwd kN

142.98

(√fc'/3) bwd kN

71.49

Page 1

BEAM6


d/4 mm

58.50

d/2 mm

117.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM6

Ductile

Page 3

BEAM6

Use (mm) 0.20 0.00 0.43

Page 4

BEAM6A Summary Results @ Midspan

BEAM 6A

Mu = Mz =


Moment


83.17 150.14

KN-m

-92.04

KN

KN-m

FAIL


mm

375

Width of Beam

mm

150

Length of Beam

mm

1


1


3

BAR (1) SIZE

mm

16


0.001

BAR (2) SIZE

mm

0.001

mm

16


3

BAR (1) SIZE


0.70 10 0.9


275


21


40 201.06


0


201.06


603.19


603.19


309.00

Tensile STEEL RATIO

0.0130


0.0130

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0414




Beam is:

Ductile


56788.51 157.08

2/3√fc' bwd kN

141.60

(√fc'/3) bwd kN

70.80

Page 1

BEAM6A


d/4 mm

77.25

d/2 mm

154.50

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM6A

Ductile

Page 3

BEAM6A

Use (mm) 0.20 0.00 0.32

Page 4

BEAM7 Summary Results Cantilever Beam

BEAM 7

Mu = Mz =


Moment


0.00 166.55

KN-m

-104.50

KN

KN-m

FAIL


mm

0.001


mm

0.001


mm

1500


1


0.001

BAR (1) SIZE

mm

0.001


0.001

BAR (2) SIZE

mm

0.001


0.001

BAR (1) SIZE

mm

0.001

Weight if Bars kgs

0.00


10 0.9


275


21


40 0.00


0


0.00


0.00


0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0284


-0.0815 Compression Steel Yields


Beam is:

Ductile


-111.47 157.08

2/3√fc' bwd kN

0.00

(√fc'/3) bwd kN

0.00

Page 1

BEAM7


d/4 mm

-12.50

d/2 mm

-25.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

750.00 rest at

L/2


Page 2

BEAM7

Ductile

Page 3

BEAM7

Use (mm) CHECK SHEAR 82.35 247.05

Page 4

BEAM7A Summary Results @ Midspan

BEAM 7A

Mu = Mz =


Moment


179.24 166.55

KN-m

-104.50

KN

KN-m

PASS


mm


mm

400 200


mm

5010


2


3

BAR (1) SIZE

mm

16

mm

20

mm

17.6


2

BAR (2) SIZE


5

BAR (1) SIZE


7089.11 10 0.9


275


21

Concrete Cover mm

40


201.06


314.16


243.29


1216.43


1231.51


334.00

Tensile STEEL RATIO

0.0184


0.0182

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0466




Beam is:

Ductile


-90.57 157.08

2/3√fc' bwd kN

204.08

(√fc'/3) bwd kN

102.04

Page 1

BEAM7A


d/4 mm

83.50

d/2 mm

167.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

1335.00

203.92

-153.31

310.47

185.74

CHECK SHEAR

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

Support

835.00 1335.00

L/2

1@50mm 0 to d d to1835 1835 to 2335 follow table rest at Smax

Page 2

BEAM7A

Ductile

Page 3

BEAM7A

Use (mm) 83.50 154.08 185.74 204.90 217.74 226.95

Page 4


BEAM 8

Mu = Mz =


Moment


-716987.87 KN-m 22.18 KN-m

FAIL

Shear Cross-Section Dimensions

-14.27

KN

Height of Cantilever Beam

mm

0.001


mm

0.001


mm

1


1


3

BAR (1) SIZE

mm

16


0.001

BAR (2) SIZE

mm

0.001

mm

17.6

Weight if Bars kgs

1.05


5

BAR (1) SIZE


10 0.9


275


21


40 201.06


0


243.29


1216.43


603.19


-66.00

Tensile STEEL RATIO

-9139.3385


-18430.9993

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378

MAXIMUM STEEL Reinforcement RATIO MAXIMUM STEEL Double Reinforcement RATIO Steel Reinforcement Ratio at Center of Gravity

0.0284 -18430.9709 -18431.0746 Compression Steel Yields


Beam is:

Ductile


-1897.78 157.08

2/3√fc' bwd kN

0.00

(√fc'/3) bwd kN

0.00

Page 1

BEAM8


d/4 mm

-16.50

d/2 mm

-33.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM8

Ductile

Page 3

BEAM8


Page 4


BEAM 9

Mu = Mz =


Moment


0.00 22.18

KN-m

-14.27

KN

KN-m

FAIL


mm

0.001


mm

0.001


mm

1


1


0.001

BAR (1) SIZE

mm

0.001


0.001

BAR (2) SIZE

mm

0.001


0.001

BAR (1) SIZE

mm

0.001

Weight if Bars kgs

0.00


10 0.9


275


21


40 0.00


0


0.00


0.00


0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0284




Beam is:

Ductile


-1441.20 157.08

2/3√fc' bwd kN

0.00

(√fc'/3) bwd kN

0.00

Page 1

BEAM9


d/4 mm

-12.50

d/2 mm

-25.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM9

Ductile

Page 3

BEAM9


Page 4


BEAM 10

Mu = Mz =


Moment


0.00 22.18

KN-m

-14.27

KN

KN-m

FAIL


mm

0.001


mm

0.001


mm

1


1


0.001

BAR (1) SIZE

mm

0.001


0.001

BAR (2) SIZE

mm

0.001


0.001

BAR (1) SIZE

mm

0.001

Weight if Bars kgs

0.00


10 0.9


275


21


40 0.00


0


0.00


0.00


0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0284




Beam is:

Ductile


-1441.20 157.08

2/3√fc' bwd kN

0.00

(√fc'/3) bwd kN

0.00

Page 1

BEAM10


d/4 mm

-12.50

d/2 mm

-25.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM10

Ductile

Page 3

BEAM10


Page 4


BEAM 11

Mu = Mz =


Moment


0.00 22.18

KN-m

-14.27

KN

KN-m

FAIL


mm

0.001


mm

0.001


mm

1


1


0.001

BAR (1) SIZE

mm

0.001


0.001

BAR (2) SIZE

mm

0.001


0.001

BAR (1) SIZE

mm

0.001

Weight if Bars kgs

0.00


10 0.9


275


21


40 0.00


0


0.00


0.00


0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378

1


0.0284


0.0284




Beam is:

Ductile


-1441.20 157.08

2/3√fc' bwd kN

0.00

(√fc'/3) bwd kN

0.00

Page 1

BEAM11


d/4 mm

-12.50

d/2 mm

-25.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM11

Ductile

Page 3

BEAM11


Page 4


BEAM 12

Mu = Mz =


Moment


0.00 22.18

KN-m

-14.27

KN

KN-m

FAIL


mm

0.001


mm

0.001


mm

1


1


0.001

BAR (1) SIZE

mm

0.001


0.001

BAR (2) SIZE

mm

0.001


0.001

BAR (1) SIZE

mm

0.001

Weight if Bars kgs

0.00


10 0.9


275


21


40 0.00


0


0.00


0.00


0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378

1


0.0284


0.0284




Beam is:

Ductile


-1441.20 157.08

2/3√fc' bwd kN

0.00

(√fc'/3) bwd kN

0.00

Page 1

BEAM12


d/4 mm

-12.50

d/2 mm

-25.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM12

Ductile

Page 3

BEAM12


Page 4


BEAM 13

Mu = Mz =


Moment


0.00 22.18

KN-m

-14.27

KN

KN-m

FAIL


mm

0.001


mm

0.001


mm

1


1


0.001

BAR (1) SIZE

mm

0.001


0.001

BAR (2) SIZE

mm

0.001


0.001

BAR (1) SIZE

mm

0.001

Weight if Bars kgs

0.00


10 0.9


275


21


40 0.00


0


0.00


0.00


0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0284




Beam is:

Ductile


-1441.20 157.08

2/3√fc' bwd kN

0.00

(√fc'/3) bwd kN

0.00

Page 1

BEAM13


d/4 mm

-12.50

d/2 mm

-25.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM13

Ductile

Page 3

BEAM13


Page 4


BEAM 14

Mu = Mz =


Moment


0.00 22.18

KN-m

-14.27

KN

KN-m

FAIL


mm

0.001


mm

0.001


mm

1


1


0.001

BAR (1) SIZE

mm

0.001


0.001

BAR (2) SIZE

mm

0.001


0.001

BAR (1) SIZE

mm

0.001

Weight if Bars kgs

0.00


10 0.9


275


21


40 0.00


0


0.00


0.00


0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0284




Beam is:

Ductile


-1441.20 157.08

2/3√fc' bwd kN

0.00

(√fc'/3) bwd kN

0.00

Page 1

BEAM14


d/4 mm

-12.50

d/2 mm

-25.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM14

Ductile

Page 3

BEAM14


Page 4


BEAM 15

Mu = Mz =


Moment


-308295.37 KN-m 22.18 KN-m

FAIL

Shear Cross-Section Dimensions

-14.27

KN

Height of Cantilever Beam

mm

0.001


mm

0.001


mm

1


1


2

BAR (1) SIZE

mm

16


0.001

BAR (2) SIZE

mm

0.001


0.001

BAR (1) SIZE

mm

0.001

Weight if Bars kgs

0.23


10 0.9


275


21


40 201.06


0


0.00

Total Area of Compression Reinforcement Bars mm2 Total Area of Tensile Reinforcement Bars mm2 EFFECTIVE DEPTH OF BEAM mm Tensile STEEL RATIO

0.00 402.12 -66.00 -6092.8923


0.0000

MINIMUM STEEL RATIO

0.0051

Factor 1

0.850


0.0378


0.0284


0.0284


-0.0617 Compression Steel does not Yield


Beam is:

Ductile


-1897.78 157.08

2/3√fc' bwd kN

0.00

(√fc'/3) bwd kN

0.00

Page 1

BEAM15


d/4 mm

-16.50

d/2 mm

-33.00

Vc

Vu

Vs

S

Smax

(KN)

(KN)

(KN)

(mm)

(mm)

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

#VALUE!

rest at

rest at

#VALUE!

rest at

rest at

#VALUE!

Support

500.17 rest at

L/2


Page 2

BEAM15

Ductile

Page 3

BEAM15


Page 4

COLUMN1 DESIGN OF BOTTOM INNER COLUMNS Summary Results Applied Moment Applied Axial Load Nominal Load Additional Reaction

Mu max =

39.24

KN-m

RESULTS

Pumax =

354.27 506.09

KN

Ductile SLENDER

Pass

638.19

KN

Mu= Pu=

0.00 0.00

KN KN-m KN

Cross-Section Dimensions

critical axis

Height of Beam

H= B=

Base of Beam

300

mm

200

mm

X

Other Datas Concrete Cover Bar Type

Bars

Bar

Pcs

70

mm

Fc' =

21

Mpa

Fy =

275

Mpa

e=

110.76

mm

10

mm

stirrups =

16

4 corner

12

4 in between

mm As = As2 =

Assuming As'=As

515.2224

mm2

226.1952

mm2

x1 =

80

mm

x2 =

160

mm

x3 =

230

mm

x4 =

150

mm

Weight=

5.70

kgs

0.06

KN

Assuming that Comp. And Tensile steel yields ΣFH=0 ; Pn+T = C + C' Equation 1 Pn = 0.85fc'aB + As'fy - Asfy ΣM@ the Tensile Steel Equation 2 Pn (e+x1) = As'fyx2 + 0.85fc'aB (x3 – (a/2)) + As2fyx3 Equating 1 and 2

a2

a 1785

+

-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 Pn

178.7640407793 mm 638.1876255821 KN

RESTRAINTS Lu (mm)

Top

Btm

Cond

Cond

Braced ?

k

Page 1

Le (mm)

Slenderness

COLUMN1 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

Page 2

COLUMN1

Axis

Status

Page 3

COLUMN1 Column is SLENDER

Page 4

COLUMN2 DESIGN OF BOTTOM OUTER COLUMNS Summary Results Applied Moment Applied Axial Load Nominal Load Additional Reaction

Mu max =

150.14

KN-m

RESULTS

Pumax =

1164.92 1664.17

KN

Ductile 0

Fail

982.11

KN

Mu= Pu=

0.00 0.00

KN KN-m KN


critical axis

Height of Beam

H= B=

Base of Beam

400

mm

200

mm

X


Bars

Bar

Pcs

70

mm

Fc' =

21

Mpa

Fy =

275

Mpa

e=

128.88

mm

10

mm

stirrups =

16

4 corner

16

4 in between

mm As = As2 =

Assuming As'=As

603.1872

mm2

402.1248

mm2

x1 =

130

mm

x2 =

260

mm

x3 =

330

mm

x4 =

200

mm

Weight=

6.68

kgs

0.07

KN


a2

a 1785

+

-253885.295

+

-65244748.8

By Quadratic Formula x = (-b (+/-) √ b^2 - 4 ac ) / 2a 253885.3

=

(+/-)

728220.6050578

3570

taking

+

275.099692 mm

taking

-

-132.867034 mm

use Pn

275.099691993 mm 982.1059004151 KN

RESTRAINTS Lu (mm)

Top

Btm

Cond

Cond

Braced ?

k

Page 1

Le (mm)

Slenderness

COLUMN2 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

Page 2

COLUMN2

Axis

Status

Page 3

COLUMN2 Column is SLENDER

Page 4

COLUMN3 DESIGN OF BOTTOM CORNER COLUMNS Summary Results Applied Moment Applied Axial Load Nominal Load Additional Reaction

Mu max =

5.77

KN-m

RESULTS

Pumax =

1.89 2.70

KN

Ductile 0

Fail

0.00

KN

Mu= Pu=

0.00 0.00

KN-m KN

KN


critical axis

Height of Beam

H= B=

Base of Beam

0.001

mm

0.001

mm

X


Bars

Bar

Pcs

70

mm

Fc' =

21

Mpa

Fy =

275

Mpa

e=

3057.31

mm

10

mm

stirrups =

16

4 corner

12

4 in between

mm

Assuming As'=As

As = As2 =

515.2224

mm2

226.1952

mm2

x1 =

-69.9995

mm

x2 =

-139.999

mm

x3 =

-69.999

mm

x4 =

0.0005

mm

5.70

kgs

0.06

KN

use Pn

#VALUE!

mm

#VALUE!

KN

k

Le (mm)

Weight=


a2

a

0.008925

+

54.57297455

+

19835889.612

By Quadratic Formula x = (-b (+/-) √ b^2 - 4 ac ) / 2a -54.57297

=

(+/-)

#VALUE!

0.01785

taking

+

#VALUE! mm

taking

-

#VALUE! mm

RESTRAINTS Lu (mm)

Top

Btm

Cond

Cond

Braced ?

Page 1

Slenderness

COLUMN3 X-AXIS

3000

F

F

N

1.2

3600

Lex/h = ###

Y-AXIS

3000

F

F

N

1.2

3600

Ley/b = ###

Page 2

COLUMN3

Axis

Status

Page 3

COLUMN3 Column is FAILS

Page 4

INNER SQUARE FOOTING RC ISOLATED COLUMN FOOTING Inner Footing

Edge 1

d

Y

L X

Summary Results Pu

143.66

kN

L

1000

mm

Dimension Footing Dimension

W

1000

mm

Assumed Thickness

t

250.00

mm

Assumed Depth

d

164.00

mm

Soil Pressure

143.66

KN/m2

Allowable Soil Pressure

150.0

KN/m2

Strength Reduction Factor

0.70

ok Bar Yield Strength

275

MPA


21.0

MPA

Concrete Cover

70.0

mm

Column Dimension along Length

300

mm

Column Dimension along Width

200

mm

500.00

mm

Column Details

Column Distance from Edge1

Depth required for One-Way Shear Depth required for Punching Shear

41.16

use d

55.53

mm

164.00

mm

SHEAR AND MOMENT DIAGRAM

SHEAR

MOMENT Page 1

INNER SQUARE FOOTING

MOMENT

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

mm2

Steel Area

834.91

mm2

4.15

pcs

5

pcs

168.8

mm

No. of Bars to be used Adapted No. of Bars distributed both ways spacing

Engr. Leandro B. Piczon II

Page 2

OUTER SQUARE FOOTING RC ISOLATED COLUMN FOOTING Outer Footing

Edge 1

d

Y

L X

Summary Results Pu

619.63

kN

L

1300

mm


W

1300

mm

Assumed Thickness

t

300.00

mm

Assumed Depth

d

214.00

mm

Soil Pressure

366.64

KN/m2


150.0

KN/m2

change dimension Strength Reduction Factor

0.70

Bar Yield Strength

275

MPA


21.0

MPA

Concrete Cover

70.0

mm


400

mm


200

mm

650.00

mm

Column Details



133.28

use d

197.20

mm

214.00

mm


SHEAR

MOMENT Page 1 100 0

OUTER SQUARE FOOTING

MOMENT 100 0 -100

Moment Diagram (kN-m)

Design Moment

69.71

KN-m


5.22E-03


0.0378

Maximum Steel Ratio

0.0284

Minimum Steel Ratio

0.0051

Adapted Steel Ratio

0.0052

Bar Size to be used

16

mm

Bar Area

201.06

mm2

Steel Area

1452.09

mm2

7.22

pcs

8

pcs

143.0

mm

No. of Bars to be used Adapted No. of Bars distributed both ways spacing


Page 2

CORNER SQUARE FOOTING RC ISOLATED COLUMN FOOTING

Edge 1

Corner Footing

Y

L X

Summary Results Pu

0.01

kN

L

0.001

mm


W

0.001

mm

Assumed Thickness

t

300.00

mm

Assumed Depth

d

214.00

mm

Soil Pressure


6647990378.15

KN/m2

150.0

KN/m2

change dimension Strength Reduction Factor

0.70

Bar Yield Strength

275

MPA


21.0

MPA

Concrete Cover

70.0

mm


0.001

mm


0.001

mm


0.00

mm

Column Details


-2191426115.37

use d

-150357585.88

mm

214.00

mm


SHEAR 1.00 0.50 0.00

Shear Diagram (kN)

MOMENT Page 1 1 0.5

CORNER SQUARE FOOTING

MOMENT 1 0.5 0

Moment Diagram (kN-m)

Design Moment

0.00

KN-m


0.00E+00


0.0378

Maximum Steel Ratio

0.0284

Minimum Steel Ratio

0.0051

Adapted Steel Ratio

0.0051

Bar Size to be used

16

mm

201.06

mm2

Steel Area

0.00

mm2

No. of Bars to be used

0.00

pcs

1

pcs

-156.0

mm

Bar Area

Adapted No. of Bars distributed both ways spacing


Page 2

SUMMARY BEAM 1 2 3 4 5 5A 6 6A 7 7A 8 9 10 11 12 13 14 15 COLUMN 1 2 3 FOOTING INNER OUTER CORNER SLAB 1

BASE (mm) 200.00 200.00 200.00 190.00 200.00 200.00 200.00 150.00 0.00 200.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

HEIGHT (mm) 400.00 400.00 400.00 375.00 300.00 400.00 300.00 375.00 0.00 400.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

BOTTOM 16.0 16.0 16.0 16.0 0.0 16.0 16.0 16.0 0.0 16.0 16.0 0.0 0.0 0.0 0.0 0.0 0.0 16.0

NUMBER 3.0 3.0 3.0 3.0 0.0 3.0 4.0 3.0 0.0 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0

BASE (mm) 200.00 200.00 0.00

HEIGHT (mm) 300.00 400.00 0.00

CORNER 16.0 16.0 16.0

NUMBER 4.0 4.0 4.0

BASE (mm) 1000.00 1300.00 0.00

HEIGHT (mm) 1000.00 1300.00 0.00

SIZE 16.0 16.0 16.0

THK (mm) 100.00

LONG (mm) 5000.00

SHORT (mm) 3700.00

BARS AT MIDSPAN 2ND LAYER NUMBER 16.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 BARS IN-BETWEEN 12.0 16.0 12.0

BARS NUMBER BOTHWAYS 5.0 8.0 1.0 MuL (Kn-M) 0.89

MuS (Kn-M) 3.14

Page 1

NUMBER 4.0 4.0 4.0

TOP 16.0 16.0 16.0 16.0 0.0 17.6 16.0 16.0 0.0 17.6 17.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0

NUMBER 3.0 3.0 3.0 3.0 0.0 5.0 2.0 3.0 0.0 5.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

TIES (mm) 200 200 0.001

PU (Kn) 354.27 1164.92 1.89

THICK (mm) 250.00 300.00 300.00

FOOTING REACTION (Newtons) 143658.38 619626.43 6.65

MuE1 (Kn-M) 1.19

MuE2 (Kn-M) 4.19

MuE3 (Kn-M) 1.19

SUMMARY DEVELOPMENT LENGHT (mm) 136

LONG (mm) 12

SHORT (mm) 12

LONG (mm) 200

SHORT (mm) 200

Page 2

REINFORCEMENT EDGE 1 EDGE 2 (mm) (mm) 12 12 SPACING EDGE 1 EDGE 2 (mm) (mm) 200 200

EDGE 3 (mm) 12 EDGE 3 (mm) 200

SUMMARY MAX MOMENT (Kn-m) 115.50 77.34 43.74 39.24 164.53 166.55 20.00 150.14 166.55 166.55 22.18 22.18 22.18 22.18 22.18 22.18 22.18 22.18

MAX SHEAR (Kn) -92.05 -63.92 -34.74 -20.93 -107.60 -104.50 -92.04 -92.04 -104.50 -104.50 -14.27 -14.27 -14.27 -14.27 -14.27 -14.27 -14.27 -14.27

MU (Kn) 39.24 150.14 5.77

MuE4 (Kn-M) 4.19

Page 3

SUMMARY EDGE 4 (mm) 12 EDGE 4 (mm) 200

Page 4

102120329-Building-Structural-Analysis-and-Concrete-Design-Spreadsheet.xlsx

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