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Isolated Footing Design Load Case 1

1. This document summarizes the design of an isolated footing for a column with dimensions of 0.5m x 0.5m under a factored load case of 1.32D+0.55L+1.1EQZ. 2. The assumed footing dimensions are 2.8m x 2.8m x 0.85m thick. Checks are performed to ensure the punching shear, beam shear, and flexural demands meet the capacities. 3. Reinforcement requirements are calculated for bending about the x and z-axes. 26 #16 bars are required for the x-direction and 28 #16 bars for the z-direction.

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Yisrael Ashkenazim
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74 views3 pages

Isolated Footing Design Load Case 1

1. This document summarizes the design of an isolated footing for a column with dimensions of 0.5m x 0.5m under a factored load case of 1.32D+0.55L+1.1EQZ. 2. The assumed footing dimensions are 2.8m x 2.8m x 0.85m thick. Checks are performed to ensure the punching shear, beam shear, and flexural demands meet the capacities. 3. Reinforcement requirements are calculated for bending about the x and z-axes. 26 #16 bars are required for the x-direction and 28 #16 bars for the z-direction.

Uploaded by

Yisrael Ashkenazim
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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Download as PDF, TXT or read online on Scribd
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ISOLATED FOOTING DESIGN

LOAD CASE 1
DESIGN REQUIREMENTS:
(LOAD CASE 1) = 1.32D+0.55L+1.1EQZ
FACTORED LOADS Allowable soil bearing stress = 400 kPa
Fy = 2,915.980 kN Height of surcharge = 1.5 m
3
Mx = (592.192) kN-m Unit weight of surcharge = 18 kN/m
Mz = 1.176 kN-m Bar diameter = 16 mm Ø
Materials:
Column Dimensions: fc' = 21 MPa
cx = 0.5 m fy = 276 MPa
cz = 0.5 m m= 15.462

I. FOOTING AREA
Assumed Footing Dimensions: Design Check:
Bx = 2.8 m D/C Ratio = 0.644 (Ok!)
Bz = 2.8 m (Ok! Within the kern region)
T= 0.85 m D/C Ratio = 0.995 (Ok!)

P' = 3287.596 kN
Mx' = (592.192) kN-m
Mz' = 1.176 kN-m
fmax = 257.80 kPa
fmin = 580.87 kPa

II. FOOTING THICKNESS


Pu' = 3361.9192 kN
Mux' = (592.192) kN-m
Muz' = 1.176 kN-m

A. Punching shear
Effective depth, d = 759 mm 3
bc = 1 1. Corner column 20
bo = 5.036 m 2. Edge column 30
as = 40 3. Interior column 40

Vc = 8758.045 kN Therefore, Vc = 5838.696 kN


Vc = 11719.13 kN fVc = 4379.022 kN
Vc = 5838.696 kN

Punching Shear, Vu = P' + 1.2(surcharge+ftg)


= 3006.139 kN D/C Ratio = 0.686486
B. Beam shear
B.2. Bending about the x-axis
d= 751 mm
fmax = 266.956 kPa
y1 = 1.001 m
f1 = 313.08628 kPa
Beam Shear, Vu = 750.71474 kN
fVc = 1204.53 kN D/C Ratio = 0.623243

B.2. Bending about the z-axis


d= 751 mm
fmax = 429.13765 kPa
y1 = 1.001 m
f1 = 429.04605 kPa
Beam Shear, Vu = 1198.5222 kN
fVc = 1204.53 kN D/C Ratio = 0.995012

III. DESIGN OF REINFORCEMENTS


smax = 118.27 mm rmax = 0.028239
b1 = 0.85 rmin = 0.005072

A. Bending about the x-axis


d= 751 mm
fmax = 266.95617 kPa
y2 = 0.25 m
f2 = 399.91264 kPa
L= 1.15 m
Mu = 471.01233 kN-m
X= 0.0012007
Req'd r = 0.0012121 Thickness is ok!
Use r = 0.0016161
Req'd s = 165.66073 mm
Use s = 118.27 mm D/C Ratio = 0.95
Use s = 110 mm
no. of bars = 26 pcs

B. Bending about the z-axis


d= 751 mm
fmax = 429.14 kPa
y2 = 0.25 m
f2 = 428.87362 kPa
L= 1.15 m
Mu = 689.07209 kN-m
X= 0.0017566
Req'd r = 0.0017811 Thickness is ok!
Use r = 0.0023748
Req'd s = 112.7338 mm
Use s = 112.73 mm D/C Ratio = 0.95
Use s = 100 mm
no. of bars = 28 pcs

Therefore adopt,
Footing Dimension: Bx = 2.8 m
Bz = 2.8 m
Thickness = 0.85 m
Reinforcement: Rebars about the x-axis = 26 - 16 Ø
Rebars about the y-axis = 28 - 16 Ø

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