copy of 98636355 footing design sheet

APPENDIX A Detailed Calculation Sheet 1

Isolated Foundation Calculation (ACI 318M-95)Issue: Design Page

Date:1 of 3

Project: Verification example from [Nawy, P.584]Revised by: Test1

Checked by: Test2

Input DataLoads (kN)

Fx Fy

Dead 0 800 0

Live 0 668 800

Wind 100 0 0

E 0 0 0

Sum 100 1468 800

Foundation Level

H (mm) 1500 h (mm) 200

hw (mm) 0 L/B 1.4

Pedestal Dimension

x (mm) 500 y (mm) 500

Concrete Strength

f'c (N/mm2) = 27.6

Steel Strength

fy (N/mm2) = 414

Allowable Soil Pressure

qa (kN/m2) = 190

Base Soil angle of internal friction 20

Ultimate Loads (ACI 9.2.)Load Case 0.9D+1.3W 1.4D+1.7L 0.75(1.4D+1.7L+1.7W) 0.75(1.4D+1.7L+1.87E)

Factors 0.9 1.3 1.4 1.7 1.05 1.275 1.275 1.05 1.275 1.4025

Fux (kN) = 130 0 127.5 0

Fuy (kN) = 720 2255.6 1691.7 1691.7

Muz (kN.m) = 0 1360 1020 1020

Approximate Base Dimensions B & L Based on Unfactored Loads (ACI 15.1.)Approximate Base Dimensions B (mm) = #VALUE! L (mm) = #VALUE!

User Input Dimensions B (mm) = 3100 L (mm) = 4340

Approximate Footing Effective Depth d Assuming Punching Shear Governs (ACI 11.12)

Load Case 1 2 3 4

*qumax (kN/m2) 76.22 307.40 252.82 230.55

d (mm) #VALUE! #VALUE! #VALUE! #VALUE!

* d (mm)= 520 min 150mm (ACI 15.7.)

D (mm)= 590 min cover 70mm (ACI 7.7.)

Foundation Weight Df (kN)Concrete Slab = B * L * D * 25 198.447

Pedestal = x * y * (H+h - D) * 25 6.9375

Soil above Slab = (B*L - x*y) * (H - hw) * 20 240.313

Saturated Soil = (B*L - x*y) * (hw - D) * (20-10) 0

Total Df (kN) = 445.697

Net Ultimate Stresses Profile (kN/m2)Load Case 1 2 3 4

qumax (kN/m2) #VALUE! #VALUE! #VALUE! #VALUE!

qumin (kN/m2) #VALUE! #VALUE! #VALUE! #VALUE!

q1 (kN/m2) #VALUE! #VALUE! #VALUE! #VALUE!






Mz (kN.m)

User Input Depth

qumax

qumin

ddd/2d/2

q1q2q3q4q5q6

B

L

H

h

y

x

x

z

MzFy

Fx

hw

GWT

qumax= FuyLB

+6Muz+Fux×(H+h )

L2B


Isolated Foundation Calculation (ACI 318M-95)Issue: Design Page

Date: 02 of 3


Checked by: Test2

CHECKING:

Contact PressureFv (kN) = Fy + Df 1913.7 qmax (kN/m2) 241.914 qmin (kN/m2) 42.566

( 3qmax + qmin ) /4

192.077 kN/m2 > qa = 190 NO

Stability Against OverturningOverturning moment = Mz + Fx * (H + h) 970 kN.m

Stabilizing moment = Fv * (L/2) 4152.72 kN.m

4.28116 > 1.5 YES

Stability Against Sliding

6.96529 > 1.5 YES

Check wide beam shear in the x-direction (ACI 11.3.)Vc (kN) = (1/6) * SQRT(fc) * B * d 1411.46

Load Case 1 2 3 4

Vu (kN)* = #VALUE! #VALUE! #VALUE! #VALUE!

Vu / 0.85Vc #VALUE! #VALUE! #VALUE! #VALUE!

*Vu = 0.5 * (q1+qumax) * (L/2 - x/2 - d) * B

max Vu / 0.85Vc = ### ### 1.00 ###

Check punching shear (ACI 11.12)bo (mm) = 2 * [(x+d)+(y+d)] 4080

Vc (kN) = min of

(1/3) * sqrt(f'c) * bo * d 3715.32

Vc (kN) = 3715.32( 1 + 2/(x/y) ) * (1/6) * SQRT(f'c) * bo * d 5572.99

((40 * d/bo) + 2) * (1/12)* SQRT(f'c) * bo * d 6592.88

Load Case 1 2 3 4

Vu (kN)* = #VALUE! #VALUE! #VALUE! #VALUE!

Vu / 0.85Vc #VALUE! #VALUE! #VALUE! #VALUE!

*Vu (kN) = Fuy - (0.5 * (q2+q5)) * (x+d) * (y+d)

max Vu / 0.85Vc = ### ### 1.00 ###

Reinforcement:

x - Direction z - Direction

Bottom Reinforcement Top Reinforcement Bottom Reinforcement

Load Case 1 2 3 4 1 2 3 4 1 2 3 4

Mu (kN.m)* ### ### ### ### ### ### ### ### ### ### ### ###

As (cm2)= ### ### ### ### ### ### ### ### ### ### ### ###

### ### ### ### ### ### ### ### ### ### ### ###

#VALUE! #VALUE! #VALUE!

0.04247 (ACI 10.3.2)

* x - direction moments:

Mu (Bottom R) = q3 * B * 0.5*(L/2-x/2)^2 + 0.5*(qumax-q3) * B * (2/3)*(L/2-x/2)^2

Mu (Top R) = qumin * B * 0.5 * (L/2-x/2)^2 (approximation)

* z - direction moment:

Mu (Bottom R) = 0.5*(qumax+qumin) * L * 0.5*(B/2-y/2)^2

qGP (gross pressure) (kN/m2) =

qGP =

r =

max r =r min = 0.0018 (ACI 7.12.) r max = 0.75 (0.85 f'c / fy) (600 / 600+fy) =

Stabilizing momentOverturning moment

=

Fv×tan θFh

=

Mu=0 . 9 f y As(d−0. 59 f y Asf ' cB

)

qmax ,min=F vLB

±M z+F x(H+h )

BL2


Isolated Foundation Calculation (ACI)Issue: Design Page

Date:1 of 2

Project: Test1Revised by: Test1

Checked by: Test2

1468 kN

100 kN 800 kN.m200

GWT

H = ### (in both directions)1500 0

590 520 mm

L = 4340 mm

As (cm2) = ### (z - direction) As (cm2) = ### (x - direction)

zB = 3100

500x

500

* Dimensions are in mm

d =

As (cm2) =hw =

y =

x =

D =

hw =

Fy =

Fx = Mz =


Date: 01 of 2


Checked by: Test2

Input DataLoads (kN) Concrete Strength Foundation Properties

Px Py f'c (N/mm2) = 27.6 H (mm) 1500 h (mm) 200

Dead 0 800 0 Steel Strength hw (mm) 0 L/B 1.4

Live 0 668 800 fy (N/mm2) = 414 Pedestal Dimension

Wind 100 0 0 Allowable Soil Pressure x (mm) 500 y (mm) 500

E 0 0 0 qa (kN/m2) = 190

Sum 100 1468 800 Base Soil angle of internal friction 20

Ultimate Loads (ACI 9.2.)Load Case 0.9D+1.3W 1.4D+1.7L 0.75(1.4D+1.7L+1.7W) 0.75(1.4D+1.7L+1.87E)

Factors 0.9 1.3 1.4 1.7 1.05 1.275 1.275 1.05 1.275 1.4025

Pux (kN) = 130 0 127.5 0

Puy (kN) = 720 2255.6 1691.7 1691.7

Muz (kN.m) = 0 1360 1020 1020

CHECKING:

Contact Pressure qmax = 241.9 kN/m2 qmin = 42.57 kN/m2

( 3qmax + qmin ) /4

192.1 kN/m2 > qa = 190 NO

Stability against Overturning moment 970 kN.mOverturning Stabilizing moment 4152.72 kN.m

4.281 > 1.5 YES

Stability against Sliding 6.965 > 1.5 YES

Vc (kN) max Vu (kN) Load Case

1411.459 #VALUE! #VALUE!

max Vu / 0.85Vc = ### ### 1.00 ###

Vc (kN) max Vu (kN) Load Case

3715.325 #VALUE! #VALUE!

max Vu / 0.85Vc = ### ### 1.00 ###

Results:

Base DimensionsB = 3100 mm d = 520 mmL = 4340 mm D = 590 mm

Reinforcmentx - Direction z - Direction

Bottom Reinforcement Top Reinforcement Bottom ReinforcementAs (cm2) = #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE!

Mz (kN.m)

qGP (gross pressure) (kN/m2) =

qGP =

Check Wide Beam Shear

Check Punching Shear

r =

Stabilizing momentOverturning moment

=

Fv×tan θFh

=


Date: 02 of 2


Checked by: Test2

1468 kN

100 kN 800 kN.m200

GWT

H = ### (in both directions)1500 0

590 520 mm

L = 4340 mm

As (cm2) = ### (z - direction) As (cm2) = ### (x - direction)

zB = 3100

500x

500

* Dimensions are in mm

d =

As (cm2) =hw =

y =

x =

D =

hw =

Fy =

Fx = Mz =

Design of square footings

Dead Load 1100 KNLive load(imposed Load) 1000 KNSize of column 450 mm X 450 mmType of column SquareSteel bar Size 25 mmConcrete Considered M 20Steel Fe 415Safe Bearing Capacity of Soil 200 KN/mm2

Load = ( 1.0 X DL ) + ( 1.0 X LL ) + Self weightDL 1100 KNLL 500 KNSelf weight 100 KN

1700Area of footing 8.5 M2Calculated area of footing 2.915 M Round of footing Dimention 3.0 m X 3.0 m

1) Depth required for one way shear at the distane 'D"

V =Minimum Shear Stress Tc = 0.35 N/mm2 350 N/m2 V =L= length of footing 3 m V =a = diemention of column 0.45 m V = Tc x L x dP = Design Load (DL+LL+Selfweight)*1.5 2550 KN Tc x L x d =

D = P ( L - a ) 2 (P + (Tc X L2))

D = 0.570394736842105

D=600 mm

Depth required for two way shear or Punching shear ( 570 N/M2 for Punching shear) for M 20Perimeter = 4 (a+d)

Considering Equlibrium of forces(P/L2)*((L2 - (a+d)2)) = 4 ( a + d )*d* TpTp = 0.25 Square root (fck)

Perimeter = 4 ( a + d )a = Area od Column 0.45 Md = Depth of Footing 0.57 MPerimeter = 4 ( a + d ) 4.08 M

q = P /L2P = 2550 KN (Sum of Loads )(DL+LL+Selfweight)q = P /L2 283.33333 KN /M2

Shear Force = (P/L2)*((L2 - (a+d)2))P/L2 283.33333(L2 - (a+d)2) 7.9596Shear Force = (P/L2)*((L2 - (a+d)2)) 2255.22 KN

Permissible Shear Stress 1.118034 N/mm2 for M 20

(P/L2)*((L2 - (a+d)2)) = 4 ( a + d )*d* Tp

Tp = (P/L2)*((L2 - (a+d)2)) 4 *( a + d )*d

Tp = 969.7368

Tp is lesser than Allowable shear force0.967 < 1.11803 So the effective depth is safe for Two way Shear

Depth required for Bending Movement

Moment at the face of the columnMu = ( P/ L2) * (L * (L-a)2 / 8 )Moment at the face of the column 690.8906 KNm

D = Sqat ( Mu / 0.138 * Fck * L ) 288.86138 m

Area of Steel

Dead load Length Breadth Height Density KN

Weight of Slab 4 5 0.3 2400 141.12

Weight of Column 0.45 0.45 5 2400 23.814

Weight of pedastal 0.6 0.6 2 2400 16.9344

Weight of Beam 0.4 0.4 5 2400 18.816

Weight of walls 5 6 0.35 2400 246.96

Weight of floor 4 5 0.3 2400 141.12

588.7644

q = P/L2qL ((L-a/2)-d) V = Shear forceP/L((L-a/2)-d) q = Uniform pressure for the downsideP/2L ( L - a - 2d) L= length of footing

V = Tc x L x d a = diemention of columnP/2L ( L - a - 2d) d = depth pf footing of point where the shear force acting

( 570 N/M2 for Punching shear) for M 20

Dead load 1000 KN

Live Load 500 KN

Wind load 200 KN

Seismic Load 0 KN

Selected Concrete M 20

Concrete Strength 20 KN/mm2

Steel Strength KN/mm2

Safe Soil Bearing Capacity 200 KN/M2

Base Soil angle of internal Friction 20

Density : 2240 - 2400 kg/m3 (140 - 150 lb/ft3)

Compressive strength : 20 - 40 MPa (3000 - 6000 psi)Flexural strength : 3 - 5 MPa (400 - 700 psi)Tensile strength : 2 - 5 MPa (300 - 700 psi)

Modulus of elasticity : 14000 - 41000 MPa (2 - 6 x 106 psi)

Permeability : 1 x 10-10 cm/sec

Coefficient of thermal expansion : 10-5 oC-1 (5.5 x 10-6 oF-1)

Drying shrinkage : 4 - 8 x 10-4

Drying shrinkage of reinforced concrete : 2 - 3 x 10-4

Poisson's ratio : 0.20 - 0.21Shear stress : 6000 - 17000 MPa (1 - 3 x 106 psi)Specific heat capacity : 0.75 kJ/kg K (0.18 Btu/lbm oF (kcal/kg oC))

http://www.engineeringtoolbox.com/density-specific-weight-gravity-d_290.html

http://www.engineeringtoolbox.com/poissons-ratio-d_1224.html

http://www.engineeringtoolbox.com/stress-strain-d_950.html

http://www.engineeringtoolbox.com/specific-heat-solids-d_154.html

copy of 98636355 footing design sheet

Documents

isolated foundation calculation

approximate base dimensions

3qmax qmin

input dataloads

stabilizin moment

gross pressure

overturnin moment

ultimate loads