Building Structural Analysis and Concrete Design Spreadsheet

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 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 Page 1

INTRO 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 ( 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 payin 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: 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 t university under certain limitations (for example only one copy, for a limited time, and that has to be removed after the evaluation tim 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 c to your system. However, adventuring sometimes involves cutting deep into the system sometimes, and I cannot guarantee that yo 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 positiv of the problem is shown with every entry, and if you have any questions remaining you can visit the support forum for more informa II.c. Liability Under no circumstances can you make me liable for any damage, however caused, including, but not limited to damage you might 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

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.

Page 3

INTRO

III.b. Mirroring If you want to mirror “My Structural Analysis”, feel free to do so as long as you don't modify the original archive. If you want to be ke 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, needs. I request a copy of the media in which My Structural Analysis is published as compensation.

Page 4

INTRO

nabelle, Papa Leandro I and Mama Isabel (Deceased) dara, Samar, Philippines 6706

re distributed as art, I could understand paying it. But if the main goal of their order

ike. But if you like it, I ask two things of you: say a prayer for me (and the most wish us some luck.

in the honesty of the code, I will give insight to a trusted organization like a hat has to be removed after the evaluation time has ended).

and I give you the warranty that I placed no code to cause intentional harm m sometimes, and I cannot guarantee that your system will be running the

forms, or that it will give you no false positives. For your own verification the location can visit the support forum for more information.

cluding, but not limited to damage you might do to your system using

abase or the plug-ins, is not permitted.

terms, there is a license for corporate users that can be found at safer-networking.ie.

se or other files of the archive.

Page 5

INTRO

odify the original archive. If you want to be kept up to date about major updates,

mply sending a written request for permission, including a description of your specific

Page 6

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

21 275 1500 3500 425 75 500 300

Mpa Mpa mm2 mm2 mm mm mm mm

bars in compression bars in tension

SOLUTION determine if compression bars yielded assuming Es>es As=As2 2 As2 1500 mm mm2 As1 3500-1500 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
Mu=øMn Page 7

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

Page 8

Proof

Page 9

Proof

Page 10

Proof

Page 11

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

SLAB 1 Cp 4.4m

BEAM 1

Ca SLAB 2 Cp 4.4m 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

Cp

Beam 1A

0.001m Cd

Beam 2A

Beam 1D

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

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 NO NO NO NO

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

0 0 0 0 0 0 0 0

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

Shear Shear Shear Shear Shear

Moment Moment Moment Moment Moment

0 0 0 0 0

KN KN KN KN KN

Page 2


Storey height Storey height Storey height Storey height Storey height Storey height Storey height Storey height 0 0 0 0 0

KN-m KN-m KN-m KN-m KN-m

Analysis NO column below? NO column below? NO column below?

Beam 2C Beam 1D Beam 2D

Shear Shear Shear

0 KN 0 KN 0 KN

Moment Moment Moment

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)

Beam 2

Moment (W ultL2/8)

22.27 38.10 22.27 41.20

Shear (W ultL/2)

Page 3

Analysis Beam 3

2

Moment (W ultL /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

34.67 20.60 6.01 0.00

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

Status : (ON;OFF) (ZIC/Rw)W V=

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= Rw =

ON 20.920 0.40 1.00 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

Computing Footing Reactions Column Dimensions

Base Height Length

Column Weight

Bottom Reaction

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

0.20 0.30 6.40 10.55

143.66 2 Design considered plus 1 storey

Number of Storey

Overhang/Cantilever Page 4

Analysis 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

Cb

BEAM 6

0.0

BEAM 6A

SLAB 6A

0.0

Jc 1.5

Alternate Cross-Beam Beam 1A Beam 2A Beam 1B Beam 2B Beam 1B

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

Ca Jb Ca Cb Ca

Page 5

0.0 0.0 0.0 0.0 0.0

C2 C2 C2 C2 C2

3.7 0.0 0.0 3.7 0.0

base base base base base

0.0 0.0 0.0 0.0 0.0

mts mts mts mts mts

Analysis 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?


Cb to C2 Ca to C2 Cd to C2

Cb Ca Cd

0.0 C2 0.0 C2 0.0 C2

5.0 1.5 0.0

base 0.0 mts base 0.0 mts base 0.0 mts



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



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

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

Shear 0 KN Shear 0 KN Shear 0 KN Shear 0 KN Shear 0 KN Shear #### KN Shear 0 KN Shear 0 KN

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

mts mts mts mts mts mts mts mts Storey height Storey height Storey height Storey height Storey height Storey height Storey height Storey height

Moment 0 KN-m Moment 0 KN-m Moment 0 KN-m Moment 0 KN-m Moment 0 KN-m Moment ### KN-m Moment 0 KN-m Moment 0 KN-m

Slab 5 effect

6.69

Total LL+Slab effect on Beam 5

6.69

Slab 6 effect

0.00


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

0.00 0.00

Beam 5

Beam 6

Page 6

Analysis

Beam 7A


0.00

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 15.56

Shear (W ultL/2)

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 Page 7

Analysis 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

7.78 0.00 14.02 27.98 0.00 43.82

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

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

V=

(ZIC/Rw)W

Numerical Coeff C= 1.25(S)/T

Numerical Coeff

T=

Ct(hn)

90.232 0.40 1.00 10.00

C= S=

7.28 2.00

hn=

6.40

Ct= T= W=

0.05 0.20 309.81

Pu= Mu=

581.52 144.37

(2/3)

Site Coeff Fundamental Period of Vibration

V= Z= I= Rw =

3/4

Height



Base Height Length

Column Weight

Page 8

0.20 0.40 6.40 223.99

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

Bottom Reaction

619.63 2.00

Number of Storey

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

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

Ja 0.0

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

BEAM 10

Page 9

0.0


Analysis 0 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


0.00 0.00 0.00

Beam 8

Beam 9

Beam 10

Beam 11


Beam 9 Selfweight

Beam 10 Selfweight

Beam 11 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

Page 10

Analysis Beam 12 Selfweight

Beam 13 Selfweight

Beam 14 Selfweight

Beam 15 Selfweight

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

Moment (WL2)

0.00 0.00 0.00 0.00

Shear (WL)

Beam 10

Moment (WL2)

0.00 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

Moment (WL2)

0.00 0.01 0.00 0.01

Shear (WL)

Beam 13

Moment (WL2)

0.00 0.00 0.00 0.00

Shear (WL)

Beam 14

Moment (W ultL2/8)

0.00 0.00 Page 11

Analysis

Beam 15

Shear (W ultL/2)

0.00 0.00

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

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

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

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

V=

(ZIC/Rw)W

Numerical Coeff C= 1.25(S)/T

Numerical Coeff

V= Z= I= Rw =

0.002 0.400 1.000 10.000

C= S=

7.281 2.000

hn=

6.400

Ct= T= W=

0.050 0.201 0.01

Pu= Mu=

0.01 0.00

(2/3)

Site Coeff Fundamental Period of Vibration

T=

Ct(hn)

3/4

Height



Base Height Length

Column Weight

Bottom Reaction

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

0.00 0.00 6.40 0.00

0.01 2.00

Number of Storey 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

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

6.40 B 0.78 1.40 1.40 2000.00 1.00 Standard Occupancy

WLPpre = Page 13

2184

Analysis WLPsuc = use

Page 14

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

22.27 38.10 22.27 41.20

KN/m KN-m KN/m KN Page 17

Analysis 16.02 4.51 16.02 12.02

KN/m KN-m KN/m KN

9.23 0.00 9.23 0.01

KN/m KN-m KN/m KN

34.67 20.60 6.01 0.00

KN KN KN KN

ON 20.920 0.40 1.00 10.00

KN

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

143.66

KN

2 Storeies n considered plus 1 storey

Page 18

Analysis 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

height height height height height

0.0 0.0 0.0 0.0 0.0

mts mts mts mts mts Page 19

Analysis height height height

0.0 0.0 0.0

mts mts mts


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 0.00

KN/m KN/m 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

KN/m KN/m Page 20

Analysis 0.00

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 15.56

KN/m KN-m KN/m KN

8.91 0.00 8.91 0.01

KN/m KN-m KN/m KN

2.71 16.41 2.71 12.47

KN/m KN-m KN/m KN

13.38

KN/m Page 21

Analysis 22.90 30.25 55.96

KN-m KN/m KN

8.80 0.00 8.80 0.01

KN/m KN-m KN/m KN

18.12 56.84 34.99 87.64

KN/m KN-m KN/m KN

7.78 0.00 14.02 27.98 0.00 43.82

KN KN KN KN KN KN

90.232 0.40 1.00 10.00

KN

7.28 2.00 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


Page 22

Analysis 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


mts 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Page 23

Analysis

0.00

KN/m

0.00

KN/m

0.00

KN/m KN/m KN/m

0.00 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 0.00

KN/m KN/m KN/m

10.32

KN/m

0.00

KN/m

0.00

KN/m

0.00

KN/m

Page 24

Analysis 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 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 KN/m KN

0.00 0.00 0.00 0.00

KN/m KN-m KN/m KN

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

KN/m KN-m Page 25

Analysis 0.00 0.00

KN/m KN

0.00 0.00 2.40 0.00

KN/m KN-m 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 10.000

KN

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


0.01

KN

2.00

Storeies

Samar

6.40 B 0.78 1.40 1.40 2000.00 1.00

mm

outward inward Pascal

Standard Occupancy

2184

Pascal Page 27

Analysis 2184 1.80

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

mm kN/m3

23.5

Selfweight

kN/m2

3.83

Dead Load

kN/m2

0.98

Live Load

kN/m2

1.59

Actual Load

kN/m2

9.56

Smax=2t Concrete Density

200

LOADS

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

B1

B2

T2

T1

T2

74.00

62.00

62.00

74.00

62.00

ßs Actual Moment kN-m

layer 1 or 2 effective depth mm 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

9.32

9.32

9.32

9.32

9.32

Resulting Moment kN-m Remarks Concrete Condition development length mm

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

mm kN/m3

23.5

Selfweight

kN/m2

3.39

Dead Load

kN/m2

0.98

Live Load

kN/m2

1.59

Actual Load

kN/m2

10.57

Smax=2t Concrete Density

164

LOADS

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

B1

B2

T2

T1

T2

56.00

44.00

44.00

56.00

44.00

ßs Actual Moment kN-m

layer 1 or 2 effective depth mm 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

4.41

4.41

4.41

4.41

4.41

Resulting Moment kN-m Remarks Concrete Condition development length mm

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 = PASS

Bending Moment Capacity

Moment

Applied Moment Capacity Status

Shear Cross-Section Dimensions

119.46 115.50

KN-m

-92.05

KN

KN-m

Ductile

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 2 AREA OF ONE BAR (first layer) mm

201.06

2 AREA OF ONE BAR (second layer) mm 2 AREA OF ONE BAR (compression) mm 2 Total Area of Compression Reinforcement Bars mm 2 Total Area of Tensile Reinforcement Bars mm

EFFECTIVE DEPTH OF BEAM mm

40 201.06 201.06 603.19 1005.31 326.00

Tensile STEEL RATIO

0.0154

Compression STEEL RATIO

0.0093

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

81.50

d/2 mm

163.00

BEAM1 Distance from face of support (mm)

Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

326.00

15.21

-170.47

107.46

131.04

81.50

81.50

326.00

733.33

112.02

-153.42

204.27

155.08

CHECK SHEAR

155.08

733.33

1233.33

188.39

-132.50

280.65

189.84

CHECK SHEAR

189.84

1233.33

1733.33

264.77

-111.58

357.02

209.72

CHECK SHEAR

209.72

1733.33

2233.33

341.15

-90.66

433.40

222.60

CHECK SHEAR

222.60

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#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


BEAM 2

Mu = Mz = PASS


Moment



91.50 77.34

KN-m

-63.92

KN

KN-m

Ductile

Height of Beam

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


201.06

2 AREA OF ONE BAR (second layer) mm 2 AREA OF ONE BAR (compression) mm

201.06

2 Total Area of Compression Reinforcement Bars mm 2 Total Area of Tensile Reinforcement Bars mm


40 0 603.19 603.19 326.00

Tensile STEEL RATIO

0.0093


0.0093

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

81.50

d/2 mm

163.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(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

81.50

500.00

1000.00

152.75

-85.23

211.61

204.14

CHECK SHEAR

204.14

1000.00

1500.00

229.13

-63.92

287.98

225.00

CHECK SHEAR

225.00

1500.00 rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

rest at

L/2

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

Page 2


BEAM 3

Mu = Mz = PASS


Moment



91.50 43.74

KN-m

-34.74

KN

KN-m

Ductile

Height of Beam

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


201.06


201.06



40 0 603.19 603.19 326.00

Tensile STEEL RATIO

0.0093


0.0093

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

81.50

d/2 mm

163.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

326.00

15.21

-54.38

38.32

367.49

163.00

163.00

250.00

38.19

-57.90

61.29

176.19

163.00

163.00

250.00

750.00

114.56

-34.74

137.67

235.33

81.50

81.50

750.00 rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

50 to 326.00

L/2

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

Page 2


BEAM 4

Mu = Mz = PASS


Moment



84.55 39.24

KN-m

-20.93

KN

KN-m

Ductile

Height of Beam

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


201.06


201.06



40 0 603.19 603.19 309.00

Tensile STEEL RATIO

0.0103


0.0103

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

77.25

d/2 mm

154.50


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

309.00

13.01

12891.49

15178.07

0.88

CHECK SHEAR

0.88

0.17

0.02

-34.88

15191.06

0.00

CHECK SHEAR

0.00

0.17

500.17

72.58

20892.87

15118.50

1.43

CHECK SHEAR

1.43

500.17 rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

50 to 309.00

L/2


Page 2


BEAM 5

Mu = Mz = FAIL


Moment



0.00 164.53

KN-m

-107.60

KN

KN-m

Ductile

Height of Beam

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


0.00


0.00



40 0 0.00 0.00 250.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

62.50

d/2 mm

125.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

250.00

11.67

-200.65

121.14

89.14

62.50

62.50

250.00

616.67

94.20

-179.33

203.68

130.79

CHECK SHEAR

130.79

616.67

1116.67

170.57

-150.25

280.05

172.24

CHECK SHEAR

172.24

1116.67

1616.67

246.95

-121.17

356.43

195.93

CHECK SHEAR

195.93

1616.67

2116.67

323.33

-92.09

432.80

211.26

CHECK SHEAR

211.26

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

2116.67 rest at

L/2


Page 2

BEAM5A Summary Results@ Midspan

BEAM 5A

Mu = Mz = PASS


Moment



179.24 166.55

KN-m

-104.50

KN

KN-m

Ductile

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


201.06



40 314.16 243.29 1216.43 1231.51 334.00

Tensile STEEL RATIO

0.0184


0.0182

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

83.50

d/2 mm

167.00

BEAM5A Distance from face of support (mm)

Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm) 83.50

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

83.50

616.67

1116.67

170.57

-145.92

271.32

177.79

CHECK SHEAR

177.79

1116.67

1616.67

246.95

-117.68

347.70

200.85

CHECK SHEAR

200.85

1616.67

2116.67

323.33

-89.44

424.07

215.61

CHECK SHEAR

215.61

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

2116.67 rest at

L/2


Page 2


BEAM 6

Mu = Mz = PASS


Moment



62.53 20.00

KN-m

-92.04

KN

KN-m

Ductile

Height of Beam

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


201.06


201.06



40 0 402.12 804.25 234.00

Tensile STEEL RATIO

0.0172


0.0086

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

58.50

d/2 mm

117.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

234.00

10.92

42890.51

50556.78

0.20

CHECK SHEAR

0.20

0.17

0.03

-153.40

50567.68

0.00

CHECK SHEAR

0.00

0.17

500.17

76.40

91886.32

50491.30

0.43

CHECK SHEAR

0.43

500.17 rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

50 to 234.00

L/2


Page 2

BEAM6A Summary Results @ Midspan

BEAM 6A

Mu = Mz = FAIL


Moment



83.17 150.14

KN-m

-92.04

KN

KN-m

Ductile

Height of Beam

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


201.06


201.06



40 0 603.19 603.19 309.00

Tensile STEEL RATIO

0.0130


0.0130

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

77.25

d/2 mm

154.50


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

309.00

8.11

56696.47

66801.90

0.20

CHECK SHEAR

0.20

0.17

0.02

-153.40

66809.99

0.00

CHECK SHEAR

0.00

0.17

500.17

57.30

91886.32

66752.71

0.32

CHECK SHEAR

0.32

500.17 rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

50 to 309.00

L/2


Page 2

BEAM7 Summary Results Cantilever Beam

BEAM 7

Mu = Mz = FAIL


Moment



0.00 166.55

KN-m

-104.50

KN

KN-m

Ductile


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


0.00


0.00



40 0 0.00 0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

-12.50

d/2 mm

-25.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

-50.00

0.00

-215.97

131.14

-16.47

CHECK SHEAR CHECK SHEAR

-50.00

250.00

0.00

-174.17

131.14

82.35

CHECK SHEAR

82.35

250.00

750.00

0.00

-104.50

131.14

247.05

CHECK SHEAR

247.05

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

750.00 rest at rest at

L/2


Page 2

BEAM7A Summary Results @ Midspan

BEAM 7A

Mu = Mz = PASS


Moment



179.24 166.55

KN-m

-104.50

KN

KN-m

Ductile


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


201.06



40 314.16 243.29 1216.43 1231.51 334.00

Tensile STEEL RATIO

0.0184


0.0182

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

83.50

d/2 mm

167.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

334.00

15.59

-195.07

122.14

118.13

83.50

83.50

334.00

835.00

127.55

-174.17

234.10

154.08

CHECK SHEAR

154.08

1335.00

203.92

-153.31

310.47

185.74

CHECK SHEAR

185.74

1835.00

280.30

-132.45

386.85

204.90

CHECK SHEAR

204.90

1835.00

2335.00

356.68

-111.59

463.23

217.74

CHECK SHEAR

217.74

2335.00

2835.00

433.05

-90.73

539.60

226.95

CHECK SHEAR

226.95

Support

835.00 1335.00

L/2

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

Page 2


BEAM 8

Mu = Mz = FAIL


Moment


-716987.87 KN-m 22.18 KN-m


-14.27

Ductile

KN


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


201.06


243.29



40 0 1216.43 603.19 -66.00

Tensile STEEL RATIO

-9139.3385


-18430.9993

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

-16.50

d/2 mm

-33.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

-66.00

0.00

-1912.05

2232.69

-1.28


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

9.68

500.17 rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

50 to -66.00

L/2


Page 2

0.00


BEAM 9

Mu = Mz = FAIL


Moment



0.00 22.18

KN-m

-14.27

KN

KN-m

Ductile


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


0.00


0.00



40 0 0.00 0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

-12.50

d/2 mm

-25.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

-50.00

0.00

-1455.46

1695.52

-1.27


-50.00

0.17

0.00

-23.78

1695.52

0.00

CHECK SHEAR

0.00

0.17

500.17

0.00

14245.48

1695.52

12.74

CHECK SHEAR

12.74

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support


L/2


Page 2


BEAM 10

Mu = Mz = FAIL


Moment



0.00 22.18

KN-m

-14.27

KN

KN-m

Ductile


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


0.00


0.00



40 0 0.00 0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

-12.50

d/2 mm

-25.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

-50.00

0.00

-1455.46

1695.52

-1.27


-50.00

0.17

0.00

-23.78

1695.52

0.00

CHECK SHEAR

0.00

0.17

500.17

0.00

14245.48

1695.52

12.74

CHECK SHEAR

12.74

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support


L/2


Page 2


BEAM 11

Mu = Mz = FAIL


Moment



0.00 22.18

KN-m

-14.27

KN

KN-m

Ductile


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


0.00


0.00



40 0 0.00 0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

-12.50

d/2 mm

-25.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

-50.00

0.00

-1455.46

1695.52

-1.27


-50.00

0.17

0.00

-23.78

1695.52

0.00

CHECK SHEAR

0.00

0.17

500.17

0.00

14245.48

1695.52

12.74

CHECK SHEAR

12.74

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support


L/2


Page 2


BEAM 12

Mu = Mz = FAIL


Moment



0.00 22.18

KN-m

-14.27

KN

KN-m

Ductile


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


0.00


0.00



40 0 0.00 0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

-12.50

d/2 mm

-25.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

-50.00

0.00

-1455.46

1695.52

-1.27


-50.00

0.17

0.00

-23.78

1695.52

0.00

CHECK SHEAR

0.00

0.17

500.17

0.00

14245.48

1695.52

12.74

CHECK SHEAR

12.74

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support


L/2


Page 2


BEAM 13

Mu = Mz = FAIL


Moment



0.00 22.18

KN-m

-14.27

KN

KN-m

Ductile


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


0.00


0.00



40 0 0.00 0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

-12.50

d/2 mm

-25.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

-50.00

0.00

-1455.46

1695.52

-1.27


-50.00

0.17

0.00

-23.78

1695.52

0.00

CHECK SHEAR

0.00

0.17

500.17

0.00

14245.48

1695.52

12.74

CHECK SHEAR

12.74

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support


L/2


Page 2


BEAM 14

Mu = Mz = FAIL


Moment



0.00 22.18

KN-m

-14.27

KN

KN-m

Ductile


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


0.00


0.00



40 0 0.00 0.00 -50.00

Tensile STEEL RATIO

0.0000


0.0000

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

-12.50

d/2 mm

-25.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

50 to

-50.00

0.00

-1455.46

1695.52

-1.27


-50.00

0.17

0.00

-23.78

1695.52

0.00

CHECK SHEAR

0.00

0.17

500.17

0.00

14245.48

1695.52

12.74

CHECK SHEAR

12.74

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support


L/2


Page 2


BEAM 15

Mu = Mz = FAIL


Moment


-308295.37 KN-m 22.18 KN-m


-14.27

Ductile

KN


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


201.06


EFFECTIVE DEPTH OF BEAM mm Tensile STEEL RATIO

40 0 0.00 0.00 402.12 -66.00 -6092.8923


0.0000

MINIMUM STEEL RATIO

0.0051

Factor b 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

d/4 mm

-16.50

d/2 mm

-33.00


Vc

Vu

Vs

S

Smax

Use

(KN)

(KN)

(KN)

(mm)

(mm)

(mm)

-66.00

0.00

-1912.05

2232.69

-1.28


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

9.68

500.17 rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

rest at

rest at

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

#VALUE!

Support

50 to -66.00

L/2


Page 2

0.00

COLUMN1 DESIGN OF BOTTOM INNER COLUMNS Summary Results Applied Moment

Mu max =

39.24

KN-m

RESULTS

Pumax =

354.27

KN KN

Pass

506.09 638.19

Ductile SLENDER

Mu= Pu=

0.00 0.00

Applied Axial Load Nominal Load Additional Reaction

KN KN-m KN

Cross-Section Dimensions

critical axis

Height of Beam

H= B=

Base of Beam

300

mm

200

mm

70

mm

21

Mpa

Fy =

275

Mpa

e=

110.76

mm

10

mm

X

Other Datas Concrete Cover Bar Type

Fc' =

Bars

Bar

Pcs

stirrups =

16

4 corner

12

4 in between

mm As =

515.2224

mm2

As2 =

226.1952

mm2

x1 =

80

mm

x2 =

160

mm

x3 =

230

mm

x4 =

150

mm

Weight=

5.70

kgs

0.06

KN

use Pn

178.7640408

mm

638.1876256

KN

Braced ?

k

Le (mm)

Assuming As'=As 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)) + As 2fyx3 Equating 1 and 2

a2

a 1785

+

-140085.01

+

-32000337.6

By Quadratic Formula x = (-b (+/-) √ b^2 - 4 ac ) / 2a 140085

=

(+/-)

498102.6194

3570

taking

+

178.764041 mm

taking

-

-100.28505 mm

RESTRAINTS Lu (mm)

Top

Btm

Cond

Cond

Slenderness

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 1

COLUMN1

Axis

Status Column is SLENDER

Page 2

COLUMN2 DESIGN OF BOTTOM OUTER COLUMNS Summary Results Applied Moment

Mu max =

150.14

KN-m

RESULTS

Pumax =

1164.92

KN KN

Fail

1664.17 982.11

Ductile 0

Mu= Pu=

0.00 0.00


KN KN-m KN


critical axis

Height of Beam

H= B=

Base of Beam

400

mm

200

mm

70

mm

21

Mpa

Fy =

275

Mpa

e=

128.88

mm

10

mm

X


Fc' =

Bars

Bar

Pcs

stirrups =

16

4 corner

16

4 in between

mm

Assuming As'=As

As =

603.1872

mm2

As2 =

402.1248

mm2

x1 =

130

mm

x2 =

260

mm

x3 =

330

mm

x4 =

200

mm

Weight=

6.68

kgs

0.07

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)) + As 2fyx3 Equating 1 and 2

a2

a 1785

+

-253885.3

+

-65244748.8

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

=

(+/-)

728220.6051

3570

taking

+

275.099692 mm

taking

-

-132.86703 mm

use Pn

275.099692

mm

982.1059004

KN

k

Le (mm)

RESTRAINTS Lu (mm)

Top

Btm

Cond

Cond

Braced ?

Page 1

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

Mu max =

5.77

KN-m

RESULTS

Pumax =

1.89

KN KN

Fail

2.70 0.00

Ductile 0

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

70

mm

21

Mpa

Fy =

275

Mpa

e=

3057.31

mm

10

mm

X


Fc' =

Bars

Bar

Pcs

stirrups =

16

4 corner

12

4 in between

mm As =

515.2224

mm2

As2 =

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

#NUM!

mm

#NUM!

KN

Braced ?

k

Le (mm)

Assuming As'=As

Weight=

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)) + As 2fyx3 Equating 1 and 2

a2

a

0.008925

+

54.5729745

+

19835889.61

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

=

(+/-)

#NUM!

0.01785

taking

+

#NUM!

mm

taking

-

#NUM!

mm

RESTRAINTS Lu (mm)

Top

Btm

Cond

Cond

Slenderness

X-AXIS

3000

F

F

N

1.2

3600

Lex/h = ######

Y-AXIS

3000

F

F

N

1.2

3600

Ley/b = ######

Page 1

COLUMN3

Axis

Status Column is FAILS

Page 2

INNER SQUARE FOOTING RC ISOLATED COLUMN FOOTING Inner Footing

Edge 1

d

Y

L X

Summary Results Pu

143.66

kN

Dimension L

1000

mm

W

1000

mm

Assumed Thickness

t

250.00

mm

Assumed Depth

d

Footing Dimension

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

Page 1

INNER SQUARE FOOTING

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 Bar Area

201.06

16

mm 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

Dimension L

1300

mm

W

1300

mm

Assumed Thickness

t

300.00

mm

Assumed Depth

d

Footing Dimension

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


Page 1

OUTER SQUARE FOOTING

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 Bar Area

201.06

16

mm 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

Dimension L

0.001

mm

W

0.001

mm

Assumed Thickness

t

300.00

mm

Assumed Depth

d

214.00

mm

Footing Dimension

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 Diagram (kN)

Page 1

CORNER SQUARE FOOTING

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

201.06

mm mm2

Steel Area

0.00

mm2

No. of Bars to be used

0.00

pcs

1

pcs

-156.0

mm

Bar Area

16

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 16.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 0.0 20.0 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 REINFORCEMENT

DEVELOPMENT LENGHT (mm) 136

LONG (mm) 12

SHORT (mm) 12

LONG (mm) 200

SHORT (mm) 200

SPACING

Page 1

SUMMARY

BARS AT MIDSPAN NUMBER 2.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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

NUMBER 4.0 4.0 4.0

TIES (mm) 200 200 0.001

PU (Kn) 354.27 1164.92 1.89

THICK (mm) 250.00 300.00 300.00

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 MU (Kn) 39.24 150.14 5.77

FOOTING REACTION (Newtons) 143658.38 619626.43 6.65

MuE1 MuE2 (Kn-M) (Kn-M) 1.19 4.19 REINFORCEMENT EDGE 1 EDGE 2 (mm) (mm) 12 12 SPACING EDGE 1 EDGE 2 (mm) (mm) 200 200

MuE3 (Kn-M) 1.19

MuE4 (Kn-M) 4.19

EDGE 3 (mm) 12

EDGE 4 (mm) 12

EDGE 3 (mm) 200

EDGE 4 (mm) 200

Page 2

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

Building Structural Analysis and Concrete Design Spreadsheet

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