fire water tank foundation

8/15/2019 Fire Water Tank Foundation

1/18


2/18

2 of 18

. Gr&/e n$#r!&%#n

,inished ground level = E; 100.00 m

. C&,u,&%#n $#r "e%#n&, 2r#2er%e" #$ rn* +&,, $#un/&%#n

%rea at &ase = % = 11.

"ection modulus at &ase = ? = 4


3/18

of 18

. C&"e () - DL 6 LL 6 WL

!otal vertical load = 6 =

= 112


4/18

4 of 18

C3ECK FOR O8ERTURNING

C&"e (1) - T&n' E!2% #n/%#n - DL 6 WL

7verturning moment due to wind = =

= 4. 2.5 + 2520

= 5< 9.m

3estoring moment = =

= os h

$istance from &ottom of ring wall at which the force 6s

acts

e

!1 s & e1

!2

6e e

2

!

6s e


5/18

5 of 18

!otal torsional moment = =

= 2.< 9.m

,actored torsional moment = ! = 5.4 9.m

"hear stress due torsion = = 2!

= 0.05

= = 0.42

TORSION REINFORCEMENT NOT RE9UIRED

$=18.m

;=0.5m

! 6s

= 2. m

6e

hw2

t=0.8m

L#n*%u/n&, ren$#re!en% /ue %# &//%#n&, !#!en%

@ = !- $2;+t2

= 5.4285--18. 2 0.5 + -0.8 2

= 20.


6/18

< of 18

=


7/18

of 18

!otal #ressure at &ottom = =


8/18

8 of 18

F#re" &% ;&"e #$ rn* +&,,

%ial load = 6 = 112


9/18

of 18

FOOTING

'earing #ressure for $esign -Ultimate state

$esign maimum &earing #ressure = = 15.4

15.4

Conservativel( assuming maimum &earing #ressure

-@ = 28.


10/18

10 of 18

DESIGN FOR TEMPERED WATER TANK FOUNDATION - RING WALL Rev.0

MATERIAL DATA

Characteristic strength of concrete = 40

Characteristic strength of steel = 4


11/18

11 of 18

. Gr&/e n$#r!&%#n

,inished ground level = E; .000 m

. C&,u,&%#n $#r "e%#n&, 2r#2er%e" #$ rn* +&,, $#un/&%#n

%rea at &ase = % = 2.<

"ection modulus at &ase = ? = 1.0

6erimeter of !an9 = 7 = 5.

LOAD DATA

-3eference $ocument o.

Em#t( weight of tan9 = 14.00 9

!est eight of !an9 = 244.10 9

7#erating weight of !an9 = 251.10 9

=

1. De&/ ,#&/"

eight of !an9 shell + roof = = 12.00 9

eight of ring wall = = 9

eight of ring wall footing = = 2< 9

eight of soil over the footing on innerside = = 0 9

eight of soil over the footing on outerside = = 0 9eight of liuid #ortion on wall = = 2 9

eight of liuid #ortion on footing = = 0 9

!otal dead load at &ase = =

= 14 9

. Lve ,#&/

-1.29m2 is considered

;ive load from tan9 roof = = .10 9

. Wn/ L#&/ (WL)

-3eference $ocument o.

:oriAontal shear at to# of ring wall = = 4. 9

@oment at to# of ring wall = =


12/18

12 of 18

. C&"e () - DL 6 LL 6 WL

!otal vertical load = 6 =

= 150 9

@oment = @ = 15 9.m

6ressure due to aial load = = 6%

= 58

6ressure due to moment = = @?

= 15

@a. u#ward soil #ressure = =

=

B 18 OKA5

@in. u#ward soil #ressure = =

= 4 OKA5

. C&"e () - 0.7 DL 6 WL

"ince the main resisting load is dead load/ the &earing ca#acit( needs to &e

chec9ed under minimum dead load condition with a load factor of 0. to

ensure that there will &e no tension develo#s &eneath the &ase of ring wall.

@inimum dead load =

= 15 9@oment = @ = 15 9.m

6ressure due to aial load = = 6%

= 5

B 18 OKA5

6ressure due to moment = = @?

= 15

@in. soil #ressure = f =

= OKA5

C3ECK FOR SLIDING

C&"e (1) - T&n' e!2% #n/%#n - DL 6 WL

:oriAontal force causing sliding =

= 4 9

3esisting force =

=

= 40

,actor of safet( against sliding =3esisting force

"liding force

=40

4

= .24 1.5 OKA5

Note : Conservatively passive resistance of soil is ignored

6$ + 6

;

#1

9m2

#2

9m2

f 1

#1 + #

2

9m2

9m2

f 2

#1 #

2

9m2

0. -61+ 6

2+6+64+65+6<

#1

9m2

9m2

#2

9m2

#1 #

2

9m2

:1

D !otal self weight

D -61+ 62+6+64+65


13/18

1 of 18

C3ECK FOR O8ERTURNING

C&"e (1) - T&n' E!2% #n/%#n - DL 6 WL

7verturning moment due to wind = =

= 4. 1.2 + os h

$istance from &ottom of ring wall at which the force 6s

acts

e

!1 s & e1

!2

6e e

2

!

6s e


14/18

14 of 18

!otal torsional moment = =

= . 9.m

,actored torsional moment = ! = 5.8 9.m

"hear stress due torsion = = 2!

= 0.05

= = 0.42

TORSION REINFORCEMENT NOT RE9UIRED

$=1.8m

;=0.2125m

! 6s

= 1.< m

6e

hw2

t=0.45m

L#n*%u/n&, ren$#re!en% /ue %# &//%#n&, !#!en%

@ = !- $2;+t2

= 5.04


15/18

15 of 18

= 15.0 9m2


16/18

1< of 18

!otal #ressure at &ottom = = 15 + 14.4

= 2.4

!otal #ressure at !o# = = 15.0

%ve 6ressure = = -6ma+6min 2

= 22.2

:oo# tension = =

= 18.0 9m

$=1.8m

,actored hoo# tension = ! = 1.5 18

= 2 9m

%rea of steel reuired =

=2 1000

0.0 4


17/18

1 of 18

F#re" &% ;&"e #$ rn* +&,,

%ial load = 6 = 150 9 DL 6 LL

@oment = @ = 15 9 m

!he annular section is chec9ed with the use of charts given in 3e(noldLs hand &oo9

-wor9ing stress method

@odular ratio = = .1

= = 1.

@ean radius of the ring wall = r = 0.125 m

!hic9ness of ring wall = h = 450 mm

3atio = 0.00

3atio = 0.0

3atio h / r = 0.4

3eferring to the chart given in ta&le 1


18/18

18 of 18

FOOTING

'earing #ressure for $esign -Ultimate state

$esign maimum &earing #ressure = = 110.02

110.02

Conservativel( assuming maimum &earing #ressure

-@ = 0 9 m

Calculation for reinforcement.

,or moment

Effective de#th = d = 1 mm

!he ratio = 9 =

= 0

;ever arm = A = .4.4.4= 1 mm 6art 1

;ever arm = = 0.5d

= 01.15 mm

!herefore the design FAF value = A = 1 mm

3einforcement reuired = =

= 0

= = 0.001

= 520

12 K 150 = 54

@a clear s#acing of &ars in tension =

= 222.22 mm

%ctual clear s#acing #rovided = 18 mm

B 222.22 mm OKA5

Pun

fire water tank foundation

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