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Plain Concrete Footing

The document summarizes the design of a plain concrete footing based on input data. The design was found to be inadequate based on checks for soil bearing capacity and was redesigned. The redesign was found to satisfy checks for flexure, flexure shear, and punching shear according to design standards. Key dimensions and material properties of the column, base plate, and concrete are provided.

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joshua humirang
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389 views4 pages

Plain Concrete Footing

The document summarizes the design of a plain concrete footing based on input data. The design was found to be inadequate based on checks for soil bearing capacity and was redesigned. The redesign was found to satisfy checks for flexure, flexure shear, and punching shear according to design standards. Key dimensions and material properties of the column, base plate, and concrete are provided.

Uploaded by

joshua humirang
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLS, PDF, TXT or read online on Scribd
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PROJECT :

CLIENT :
JOB NO. :

DATE :

Plain Concrete Footing Design Based on ACI 318-14


INPUT DATA

DESIGN SUMMARY

COLUMN WIDTH

c1

in

FOOTING WIDTH

COLUMN DEPTH

c2

in

FOOTING LENGTH

BASE PLATE WIDTH

b1

in

FOOTING THICKNESS

BASE PLATE DEPTH


FOOTING CONCRETE STRENGTH
REBAR YIELD STRESS

b2

=
=
=

4
2.5
60

in
ksi
ksi

fc'
fy
PDL

AXIAL DEAD LOAD

PLL

=
=

4.5
0

k
Wind,SD

PLAT

=
=
=
=
=
=
=
=

6.5
0
0.11
0.50
8
1
3
3

k, SD
ksf
kcf
ft
in
ksf
ft
ft

AXIAL LIVE LOAD


LATERAL LOAD (0=WIND, 1=SEISMIC)
WIND AXIAL LOAD
SURCHARGE
SOIL WEIGHT
FOOTING EMBEDMENT DEPTH
FOOTING THICKNESS
ALLOWABLE SOIL PRESSURE
FOOTING WIDTH
FOOTING LENGTH

qs
ws
Df
T
Qa
B
L

THE FOOTING DESIGN IS INADEQUATE.

ANALYSIS
DESIGN LOADS (IBC 1605.3.2 & ACI 318 5.3)
CASE 1:
DL + LL
CASE 2:
DL + LL +0.6( 1.3) W
CASE 3:
DL + LL + 0.6(0.65) W

P
P
P

=
=
=

7
12
9

CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1)


CASE 1
P
q MAX
=
0.75
ksf,

k
k
k

CASE 2
1.36 ksf,

BL

q MAX

>

Pu
Pu
Pu

1.2 DL + 1.6 LL
1.2 DL + LL + 1.0 W
0.9 DL+ 1.0 W

CASE 3
1.05
ksf

kQa,

[Unsatisfactory]

where k = 1 for gravity loads, 4/3 for lateral loads.


DESIGN FOR FLEXURE (ACI 318 14.5)

M n MIN 5

'
'
f c S , 0.85 f cS

where

=
=

Mu

0.5 L 0.25b10.25c1

4.80

ft-kips

0.6
(ACI 318 21.2)
elastic section modulus of section
2

P u ,max

2L

3.73

<

ft-kips

384

in3

Mn

[Satisfactory]

CHECK FLEXURE SHEAR (ACI 318 14.5)

V n

'

f c BT

where

11.52

0.6

kips
(ACI 318 21.2)

P u ,ma x
L

V u 0.5 L 0.25b1 0.25c 1 T

2.79

<

kips

Vn

[Satisfactory]

CHECK PUNCHING SHEAR (ACI 318 14.5)

, 2.66
3 3 c

V n MIN
where

=
=

0.6

'
c

c1 c 2 b1 b2 4T T

31.28

kips

(ACI 318 21.2)

ratio of long side to short side of concentrated load

1 b1 c 1

T
V u P u ,ma x 1

BL
2

b 2 c 2
2

=
11.85

ft-kips

1.43

<

Vn

PAGE :
DESIGN BY :
REVIEW BY :

3.00

3.00

ft

in

=
=
=

10
13
8

[Satisfactory]

[Satisfactory]

ft

k
k
k

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