Project : Location : Flr./Level : Designed by :

DESIGN OF SQUARE FOOTINGINPUT DATA TRIAL FOOTING THICKNESS

20.70 Mpa 300.0275.00 Mpa 16100.00 Kpa250.00 mm500.00 mm16.00

Min. ht. from NGL,(h) = 1.50 m

LOADS160.00 Kn70.00 Kn

246.00 Kn 68.803.581.89 m CHECK FOR BEAM SHEAR

d =Adopted Width, (B)= 1.90 m = 217.0 mm

Adopted Length, (L)= 1.90 mActual Supplied Area = 3.61

Asupplied> Req'd Area304.00 Kn84.21 Kpa

1.9084.21 Kpa m.

CHECK PUNCHING SHEAR209.00 mm459.00 mm x d709.00 mm 0.83

2,336.00 mmREINFORCEMENT DESIGN

276.6 Kn

Concrete strength, (Fc') = Footing thk., (t) =Yield strength, (Fy) = Deformed Bar, () =

Allow. Soil Pressure,(qa) =Column size, X-axis,(CX) =Column size, Y-axis,(CY) =

Soil unit weight,() = Kn/m3

Dead load, (PD)=Live load, (PL)=

PT = 1.10PD + PL=

qnet = qa - (h)-d) =AReq'd= PT/qa = m2

Let, B=L= AReq'd = dAVE + f/2

m2

Pu = 1.2PD + 1.6PL=qu = PU /Asupplied =

qnet =

Effective depth,(de)=(Cx +de)=(Cy +de)=

bo=

Vup = qu*[(B*L)-[(c1+de)*(c2+de)]} =

R = Mu = 629.36

3 0.85fc'Vu < Vc, Thickness Ok Fy

= 0.002708

= 10.05

USE 11

rebar spacing

Vcp = fc' bod bde2

=

As = *B*de

Footing Mark F-1Footing Date :

Checked by:

DESIGN OF SQUARE FOOTINGTRIAL FOOTING THICKNESS

mm Thickness Ok

Bending Moment along X-Axis

Mx=2

= 54.45 Kn.m GOVERNSBending Moment along Y-Axis

My=2

= 39.20 Kn.m

###m. To be safe, Vu Vc

Vu = 97.280

Vc = 6= 265.746

Vu < Vc,SAFE for Beam Shear

### 0.83

REINFORCEMENT DESIGN

mm

q u*L*[(B/2)-(C x/2)] 2

q u*B*[(L/2)-(C y/2)] 2

f f'c

=5.45E+07

= 0.728977.47E+07

0.85fc'

0.002708 1.4 = 0.00509P < Pmin, Use Pmin

= 2,021.60

pcs

16

= 172.4 mm.

1 - 1 - 2R

min Fy

m2

mmars both ways

Project : Location : Flr./Level : Designed by :

DESIGN OF SQUARE FOOTINGINPUT DATA TRIAL FOOTING THICKNESS

20.70 Mpa 300.0275.00 Mpa 16100.00 Kpa250.00 mm500.00 mm16.00

Min. ht. from NGL,(h) = 1.50 m

LOADS200.00 Kn115.00 Kn

335.00 Kn 68.804.872.21 m CHECK FOR BEAM SHEAR

d =Adopted Width, (B)= 2.30 m = 217.0 mm

Adopted Length, (L)= 2.30 mActual Supplied Area = 5.29

Asupplied> Req'd Area424.00 Kn80.15 Kpa

2.3080.15 Kpa m.

CHECK PUNCHING SHEAR209.00 mm459.00 mm x d709.00 mm 1.03

2,336.00 mmREINFORCEMENT DESIGN

397.9 Kn

Concrete strength, (Fc') = Footing thk., (t) =Yield strength, (Fy) = Deformed Bar, () =

Allow. Soil Pressure,(qa) =Column size, X-axis,(CX) =Column size, Y-axis,(CY) =

Soil unit weight,() = Kn/m3

Dead load, (PD)=Live load, (PL)=

PT = 1.10PD + PL=

qnet = qa - (h)-d) =AReq'd= PT/qa = m2

Let, B=L= AReq'd = dAVE + f/2

m2

Pu = 1.2PD + 1.6PL=qu = PU /Asupplied =

qnet =

Effective depth,(de)=(Cx +de)=(Cy +de)=

bo=

Vup = qu*[(B*L)-[(c1+de)*(c2+de)]} =

R = Mu = 629.36

3 0.85fc'Vu < Vc, Thickness Ok Fy

= 0.004021

= 12.17

USE 13

rebar spacing

Vcp = fc' bod bde2

=

As = *B*de

Footing Mark F-2Footing Date :

Checked by:

DESIGN OF SQUARE FOOTINGTRIAL FOOTING THICKNESS

mm Thickness Ok

Bending Moment along X-Axis

Mx=2

= 96.84 Kn.m GOVERNSBending Moment along Y-Axis

My=2

= 74.66 Kn.m

###m. To be safe, Vu Vc

Vu = 148.953

Vc = 6= 321.692

Vu < Vc,SAFE for Beam Shear

### 1.03

REINFORCEMENT DESIGN

mm

q u*L*[(B/2)-(C x/2)] 2

q u*B*[(L/2)-(C y/2)] 2

f f'c

=9.68E+07

= 1.071019.04E+07

0.85fc'

0.004021 1.4 = 0.00509P < Pmin, Use Pmin

= 2,447.20

pcs

16

= 174.33 mm.

1 - 1 - 2R

min Fy

m2

mmars both ways

Project : Location : Flr./Level : Designed by :

DESIGN OF SQUARE FOOTINGINPUT DATA TRIAL FOOTING THICKNESS

20.70 Mpa 300.0275.00 Mpa 16100.00 Kpa250.00 mm500.00 mm16.00

Min. ht. from NGL,(h) = 1.50 m

LOADS100.00 Kn70.00 Kn

180.00 Kn 68.802.621.62 m CHECK FOR BEAM SHEAR

d =Adopted Width, (B)= 1.70 m = 217.0 mm

Adopted Length, (L)= 1.70 mActual Supplied Area = 2.89

Asupplied> Req'd Area232.00 Kn80.28 Kpa

1.7080.28 Kpa m.

CHECK PUNCHING SHEAR209.00 mm459.00 mm x d709.00 mm 0.73

2,336.00 mmREINFORCEMENT DESIGN

205.9 Kn

Concrete strength, (Fc') = Footing thk., (t) =Yield strength, (Fy) = Deformed Bar, () =

Allow. Soil Pressure,(qa) =Column size, X-axis,(CX) =Column size, Y-axis,(CY) =

Soil unit weight,() = Kn/m3

Dead load, (PD)=Live load, (PL)=

PT = 1.10PD + PL=

qnet = qa - (h)-d) =AReq'd= PT/qa = m2

Let, B=L= AReq'd = dAVE + f/2

m2

Pu = 1.2PD + 1.6PL=qu = PU /Asupplied =

qnet =

Effective depth,(de)=(Cx +de)=(Cy +de)=

bo=

Vup = qu*[(B*L)-[(c1+de)*(c2+de)]} =

R = Mu = 629.36

3 0.85fc'Vu < Vc, Thickness Ok Fy

= 0.001982

= 9.00

USE 9

rebar spacing

Vcp = fc' bod bde2

=

As = *B*de

Footing Mark F-3Footing Date :

Checked by:

DESIGN OF SQUARE FOOTINGTRIAL FOOTING THICKNESS

mm Thickness Ok

Bending Moment along X-Axis

Mx=2

= 35.87 Kn.m GOVERNSBending Moment along Y-Axis

My=2

= 24.56 Kn.m

###m. To be safe, Vu Vc

Vu = 69.327

Vc = 6= 237.772

Vu < Vc,SAFE for Beam Shear

### 0.73

REINFORCEMENT DESIGN

mm

q u*L*[(B/2)-(C x/2)] 2

q u*B*[(L/2)-(C y/2)] 2

f f'c

=3.59E+07

= 0.536666.68E+07

0.85fc'

0.001982 1.4 = 0.00509P < Pmin, Use Pmin

= 1,808.80

pcs

16

= 194.5 mm.

1 - 1 - 2R

min Fy

m2

mmars both ways

F1F2F3