slr footing

7/28/2019 Slr Footing

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DESIGN OF FOOTING

Project : PROPOSED RENOVATION

Location : BUGO, CDOC

Owner : JOEFINA MOPON

DESIGN LOAD :

Axial Pu = 205.00 KN

MATERIAL DATA :

Concrete f'c = 20.70 MPa

w = 23.54 KN/m3

Soil qa = 150.00 KPa

w = 17.00 KN/m3

Steel Fy = 250.00 MPa

FOOTING DATA :

Width B = 1200 mm

Length L = 1200 mm

Thikness t = 300 mm

Depth D = 1000 mm

Min Cover d' = 100 mm

Effective Depth d = 200 mm

Col Dimension c = 200 mm

STRESSES :

Soil Bearing Pressure 110.48 KPa < 150.00 OK!Ultimate Net Soil Pressure

Qu = 142.36 KPa

Punching Shear 0.62 MPa < 1.52 OK!

Beam Shear 0.21 MPa < 0.76 OK!

STEEL REINFORCEMENT :

Steel Ratio pmin 0.0056

pmax 0.0317

Design Steel Ratio 0.0056

Steel Area 1,303.68 mm2

Main Bar Diameter 12 mmRequired 12 BW


2/7

DETAILED COMPUTATION

Footing Weight = 10.17 KN Puf = 132.26 KN

Soil Above Footing = 16.66 KN

Total Load P = 159.09 KN

Soil Bearing = 110.48 KPa

f1 = 142.36 Mpa

f2 = 142.36 Mpa

x = 500 mm

y = 300 mm

Punching ShearVp= 199.31 KN Qu ave = 142.36 Mpa

Ap = 320000 mm2

vp = 0.62 Mpa 1.52 Mpa

Shear Stress

Vs = 51.25 KN y= 300.00 mm

a= 900.00 mm

vs = 0.21 KN e= - Mpa

vall = 0.76 A= - Mpa

B= 142.36 Mpa

C= 142.36 Mpa

Ave = 142.36 Mpa

x= 500.00

STEEL REINFORCEMENT a= 700.00

e= -

Mu1 = 21.35 KN-m A= -

Mu2 = - KN-m B= 142.36

C= 142.36

Mu = 21.35 KN-m d= -

Mu = .90 f'c bd w( 1-0.59w )

894.24 w ( 1-0.59w )

w1 = 1.670689 p1 = 0.13833307

w2 = 0.024226 p2 = 0.00200591

Use p = 0.0056


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Loads w t uw W TW

DL Flooring = 1.00 0.10 23.60 = 2.36 2.00 =

Floor Fin = 0.96 = 0.96 2.00 =

Partition = - = - 2.00 =

Ceiling = 0.25 = 0.25 2.00 =

Beams = 0.25 0.40 23.60 = 2.36 1.00 =

CHB Wall = 2.40 2.15 = 5.16 1.00 =

Column = 0.30 0.30 23.60 = 2.12 1.00 =

LL Occu = 2.40 = 2.40 2.00 =

Roof Flooring = 1.00 - 23.60 = - 2.00 =

Floor Fin = 1.50 = 1.50 2.00 =

Partition = - = - 2.00 =

Ceiling = 0.25 = 0.25 2.00 =

Beams = 0.20 0.35 23.60 = 1.65 1.00 =

CHB Wall = 2.60 2.15 = 5.59 1.00 =

Column = 0.30 0.30 23.60 = 2.12 1.00 =

Occu = 0.60 = 0.60 2.00 =

Pu =

Mu =

P =


4/7

Kpa

Kpa

Kpa

0.00560


5/7

TL

4.72 - = -

1.92 5.00 = 9.60

- 2.50 = -

0.50 5.00 = 2.50

2.36 6.50 = 15.34

5.16 4.00 = 20.64

2.12 4.00 = 8.50 56.58 79.21

4.80 5.00 = 24.00 24.00 40.80 120.01

- 2.50 = -

3.00 5.00 = 15.00

- 2.50 = -

0.50 5.00 = 2.50

1.65 6.50 = 10.74

5.59 2.70 = 15.09

2.12 3.00 = 6.37 49.70 69.58

1.20 5.00 = 6.00 6.00 10.20 79.78

199.79

24.97

136.28


6/7

DESIGN OF ISOLATED SQURE FOOTING

MARK

Date

Project

Location

Owner

DESIGN LOAD :

Axial Pu = 365.00 KN

Mu = 42.60 kN-m

MATERIAL DATA :

Concrete f'c = 20.70 MPa

w = 23.54 KN/m3

Soil qa = 200.00 KPa

w = 17.00 KN/m3Steel Fy = 275.00 MPa

FOOTING DATA :

Width B = 1200 mm

Length L = 1200 mm

Thikness t = 300 mm

Depth D = 1000 mm

Min Cover d' = 100 mm

Effective Depth d = 200 mm

Col Dimension c1 = 300 mm

c2 = 300 mm

STRESSES :

Soil Bearing Pressure 187.20 KPa < 200.00 OK!

Ultimate Net Soil Pressure

Qu = 278.98 KPa

Punching Shear 1.48 MPa < 1.52 OK!

Beam Shear 0.35 MPa < 0.76 OK!

STEEL REINFORCEMENT :

Steel Ratio pmin 0.0051

pmax 0.0280

Design Steel Ratio 0.0038

Steel Area 915.65 mm2

Main Bar Diameter 16 mm

Required 6 BW

FELOMINA/ ROQUE NERI

F1

3/1/2004

: PROPOSED 2 STORY RESIDENTIAL BUILDING

: Kauswagan, Cagayan de Oro City


7/7

Load Computation

FOR 2-STORY STRUCTURE

Loads w t uw W TW TL

DL Flooring = 1.00 0.10 23.60 = 2.36 4.50 = 10.62 2.50 = 26.55

Floor Fin = 0.25 = 0.25 4.50 = 1.13 2.50 = 2.81

Partition = - = - 4.50 = - 2.50 = -

Ceiling = 0.25 = 0.25 4.50 = 1.13 2.50 = 2.81

Beams = 0.25 0.35 23.60 = 2.07 1.00 = 2.07 7.00 = 14.46

CHB Wall = 2.65 2.15 = 5.70 1.00 = 5.70 4.50 = 25.64

Column = 0.25 0.25 23.60 = 1.48 4.50 = 6.64 4.00 = 26.55

LL Occu = 1.50 = 1.50 4.50 = 6.75 2.50 = 16.88

Roof Flooring = 1.00 - 23.60 = - 4.50 = - 2.50 = -

Floor Fin = 2.00 = 2.00 4.50 = 9.00 2.50 = 22.50

Partition = - = - 4.50 = - 2.50 = -

Ceiling = 0.25 = 0.25 4.50 = 1.13 2.50 = 2.81Beams = 0.20 0.20 23.60 = 0.94 1.00 = 0.94 5.50 = 5.19

CHB Wall = - 2.15 = - 1.00 = - 5.50 = -

Column = 0.25 0.25 23.60 = 1.48 1.00 = 1.48 3.00 = 4.43

Occu = 0.60 = 0.60 4.50 = 2.70 2.50 = 6.75

98.82 138.35

16.88 28.69 167.03

34.93 48.90

6.75 11.48 60.38

Pu = 227.41 kN

P = 157.37 kN

slr footing

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