Section Design v1.2

7/26/2019 Section Design v1.2

1/62

fcu 25

fy 420

length 2.6 assume a 0.5

width 0.3 Z 2.1

load Pu Mu PL T! P" T!

case 1 1331 0 665.5 ! 665.5 !

case2 141# 3122 21#6.16$ ! %$$$.166$ T

case3 1136 $21 #11.3333 ! 224.666$ !

case4 106& 0 534 ! 534 !

case5 $&6 $21 $36.3333 ! 4#.6666$ !

'ounda(y element


2/62

!)*+ ,T-/L/T "*T-/ -LL

con(ete deinsity 25 +m3 o7e(tu(ning facto(8 2

soil deinsity 1& +m4 ,liding facto(8 1.5

inte(nal f(ection angle 30 deg. 0.523333

f(iction cofficient 0.5

.! 230 +m2

su(cha(ge 0 +m2

)1 14 m

)2 1.5 m 9 2.5

Tt 0.$ m

T' 1.5 m

a 3.1 m :toe 22&.3#64 +

' $.# m :heel 226.$316

+a 0.33365&

+; 2.##$0&2 !)*!+ 7e(tue(ning

7e(te(ning moment Mo 3$2$.501

"esisting load

< M(

stem1 245 4.25 1041.25

,T*M2 140 3.633333 50&.666$

footing 46&.$5 6.25 2#2#.6&&

ea(th 1##0.& &.55 1$021.34

su(cha(ge 0 &.55 0

2&44.55 M( 21500.#4 efficent8 34.6$2#1

7. 5.$6&1#2 +

!)*!+ *-"/ !-P-!/T


3/62

efficient8 #&.1&3&

"*/"!M*T !!"*T* 9*,/ "*T-/ -LL

=c8 25

y8 420

9*,/ ,T*M

thic>ness of stem

?u8 1000.5$3

#3$.5

efficient #3.6#62& not o> inc(ease thic>ness

" d8 1412.5$4 mm efficient #4.1$161

com;a(e with T'

7e(tical (einfo(cment of stem

Mu8 466#.342

" (o used (o -s dim @

L*


4/62

minimum width of eD;asion Foints length of wall8 30 m

98 1 mm

9*,/ )eel

analysis of 'ase

G1 252 G3 226.$316

G2 3$.5 G4 1.664&31


5/62

dim @

use mm

12 12 steel B6C

9*,/ toe

: at face of heel @"*H

" @"*H


6/62


7/62

##.302$#

#&.5$

1%main ,tem,teel

)eel steelB4CToe main

steel 5

2%,tem ,teel

3%,tem ,teel

ho(


8/62


9/62


10/62


11/62


12/62


13/62


14/62


15/62


16/62


17/62

f=c M;a 20

fy M;a 420

Mu ?u ' d

+.m + mm mm

400 1$6 300 450

single (einfo(cment

" (o used (o -s dim @

L*


18/62

-7, used 0.563152

dim of sti(u;; num'e( s;ace ,P-!*9 A,*9

10 1 2$# 225


19/62

-2 sesmic data

ca 0.4ENTER DATA IN BLUE CELL ONLY

c7 0.56

" &.5

/ 1!t 0.0&53

'ulidind data

floo( no high high weigth

hiDwihs hD wi f=c 50

1 4.5 4.5 14$21 66244.5 y 420

2 3.#5 &.45 #00& $611$.6 * 33234.02

3 3.5 11.#5 &4$# 101324.1

4 3.5 15.45 10&1 16$01.45

5 3.5 1&.#5 $#10 14#.56 3.5 22.45 $#10 1$$5$#.5

$ 3.5 25.#5 $#10 205264.5

& 3.5 2#.45 $#10 232#4#.5

# 3.5 32.#5 $#10 260634.5

10 3.5 36.45 $#10 2&&31#.5

11 3.5 3#.#5 $#10 316004.5

12 3.5 43.45 $#10 3436.5

13 3.5 46.#5 $#10 3$13$4.5

14 3.5 50.45 $#10 3##05#.5

15 3.5 53.#5 $#10 426$44.5

16 3.5 5$.45 $#10 45442#.5

1$ 3.5 60.#5 $#10 4&2114.51& 3.5 64.45 $#10 50#$##.5

1# 3.5 6$.#5 $#10 53$4&4.5

20 3.5 $1.45 $#10 56516#.5

21 3.5 $4.#5 $#10 5#2&54.5

22 3.5 $&.45 $#10 62053#.5

23 3.5 &1.#5 $#10 64&224.5

24 3.5 &5.45 $#10 6$5#0#.5

25 3.5 &&.#5 $#10 $035#4.5

26 3.5 #2.45 $#10 $312$#.5

2$ 0 0 0 0

2& 0 0 0 0

2# 0 0 0 030 0 0 0 0

TT-L #2.45 20$30# ##53302


20/62

'ase shea(

T 2.5431#2 sec

?1 243.2# +

53$0?2 53$0.41$ +

?3 &2#2.36 the ?1 J?2 must 'e M"* than this

shea( &2#2.36 + t #56.06

moment of intai fo( all wall /c( 624.2532 m4 *7 41461.&

7e(tical dist(i'ution

floo( D.y B+C ,hea( sto(y

0 0 &2#2

1 4# &244

2 56 &236

3 $5 &21&

4 12 &2&0

5 110 &1&2

6 131 &161

$ 151 &141

& 1$2 &121

# 1#2 &100

10 213 &0&0

11 233 &05#

12 253 &03#

13 2$4 &01#

14 2#4 $##&

15 315 $#$&

16 335 $#5$

1$ 355 $#3$

1& 3$6 $#1$

1# 3#6 $

20 41$ $&$6

21 43$ $&55

22 45$ $&35

23 4$& $&15

24 4#& $$#4

25 51# $$$4

26 53# $$53

2$ 0 0

2& 0 0

2# 0 0

30 0 0


21/62

wall data

,to(y le7el 0

,hea( fo(ceB +C 2243

cente( of mass

D 11.1$5 m

y 13.45 m

22.1 m

L 2&.025 m

?D all in D%di(ection

wall no length width y coo(d /D y./D ( /D.(21 &.05 0.3 2&.15 13.0415 36$.11&3 $.52352 $3&.1#25

2 0 0 0 0 0 0 0

3 0 0 0 0 0 0 0

4 0 0 0 0 0 0 0

5 0 0 0 0 0 0 0

6 0 0 0 0 0 0 0

$ 0 0 0 0 0 0 0

& 6.05 0.45 13.35 &.3041#2 110.&61 %$.2$64& 43#.6&36

# 0 0 0 0 0 0 0

10 0 0 0 0 0 0 0

11 0 0 0 0 0 0 0

12 0 0 0 0 0 0 013 4.6 0.45 10.3 3.6501 3$.5#603 %10.3265 3.232#

14 0 0 0 0 0 0 0

15 0 0 0 0 0 0 0

16 0 0 0 0 0 0 0

1$ 0 0 0 0 0 0 0

1& 0 0 0 0 0 0 0

1# 0 0 0 0 0 0 0

20 0 0 0 0 0 0 0

21 0 0 0 0 0 0 0

22 0 0 0 0 0 0 0

23 0 0 0 0 0 0 0

24 0 0 0 0 0 0 025 0 0 0 0 0 0 0

26 0 0 0 0 0 0 0

2$ 0 0 0 0 0 0 0

2& 0 0 0 0 0 0 0

2# 0 0 0 0 0 0 0

30 0 0 0 0 0 0 0

31 0 0 0 0 0 0 0


22/62

32 0 0 0 0 0 0 0

33 0 0 0 0 0 0 0

34 0 0 0 0 0 0 0

35 0 0 0 0 0 0 0

24.##5& 515.5$53 156$.10#

?y wall in y%di(ectionwall no length width Dcoo(d /y D./y ( / .(2

1 0 0 0 0 0 0 0

2 0.55 0.6 14 0.00&31# 0.116463 0.6#245 0.003#

3 0.55 0.6 20.1 0.00&31# 0.16$20$ 6.$#245 0.3&3&05

4 1 0.6 2.3 0.05 0.115 %11.00$6 6.05&30&

5 1 0.6 &.1 0.05 0.405 %5.20$55 1.355#2#

6 1 0.6 14 0.05 0.$ 0.6#245 0.023#$4

$ 1 0.6 20.1 0.05 1.005 6.$#245 2.306&6#

& 0 0 0 0 0 0 0

# 1 0.6 14 0.05 0.$ 0.6#245 0.023#$4

10 1 0.6 20.1 0.05 1.005 6.$#245 2.306&6#

11 2.$5 0.45 2.15 0.$$#&&3 1.6$6$4& %11.15$6 #$.0&&3312 3.05 0.45 $.# 1.063#$3 &.4053# %5.40$55 31.1122&

13 0 0 0 0 0 0 0

14 1 0.6 0 0.05 0 %13.30$6 &.&54544

15 0.6 1 $.35 0.01& 0.1323 %5.#5$55 0.63&&63

16 0.6 1 14.$5 0.01& 0.2655 1.44245 0.03$452

1$ 1 0.6 22.1 0.05 1.105 &.$#245 3.&6535#

1& 1 0.6 0 0.05 0 %13.30$6 &.&54544

1# 0.6 1 $.35 0.01& 0.1323 %5.#5$55 0.63&&63

20 0.6 1 4.$5 0.01& 0.0&55 %&.55$55 1.31&1$

21 1 0.6 22.1 0.05 1.105 &.$#245 3.&6535#

22 0 0 0 0 0 0 0

23 0 0 0 0 0 0 024 0 0 0 0 0 0 0

25 0 0 0 0 0 0 0

26 0 0 0 0 0 0 0

2$ 0 0 0 0 0 0 0

2& 0 0 0 0 0 0 0

2# 0 0 0 0 0 0 0

30 0 0 0 0 0 0 0

31 0 0 0 0 0 0 0

32 0 0 0 0 0 0 0

33 0 0 0 0 0 0 0

34 0 0 0 0 0 0 0

35 0 0 0 0 0 0 00.31663& 4.21366# 12.463$2

the cente( of (igididy

!"y 20.6264&1 eD %6.0$14&

!(D 13.30$55 ey %0.$313


23/62

TD %32606.3# thdaD %20.6425

Ty %1640.306 thday %1.03&45

?net%D8the shea( f(om : in D di(ection

?net%y8the shea( f(om : in y di(ection

wall analysis

D%di(ection

wall ?t ?' ?net%D MeD Pe ?net%y Mey

1 %2025 11$0 %&55 %52$04 21633 %102 %62&0

2 0 0 0 0 0 0 0

3 0 0 0 0 0 0 0

4 0 0 0 0 0 0 05 0 0 0 0 0 0 0

6 0 0 0 0 0 0 0

$ 0 0 0 0 0 0 0

& 124$ $45 1##3 122&05 13$$5 63 3&6$

# 0 0 0 0 0 0 0

10 0 0 0 0 0 0 0

11 0 0 0 0 0 0 0

12 0 0 0 0 0 0 0

13 $$& 32& 1106 6&143 6055 3# 2412

14 0 0 0 0 0 0 0

15 0 0 0 0 0 0 0

16 0 0 0 0 0 0 01$ 0 0 0 0 0 0 0

1& 0 0 0 0 0 0 0

1# 0 0 0 0 0 0 0

20 0 0 0 0 0 0 0

21 0 0 0 0 0 0 0

22 0 0 0 0 0 0 0

23 0 0 0 0 0 0 0

24 0 0 0 0 0 0 0

25 0 0 0 0 0 0 0

26 0 0 0 0 0 0 0

2$ 0 0 0 0 0 0 0

2& 0 0 0 0 0 0 02# 0 0 0 0 0 0 0

30 0 0 0 0 0 0 0

31 0 0 0 0 0 0 0

32 0 0 0 0 0 0 0

33 0 0 0 0 0 0 0

34 0 0 0 0 0 0 0

35 0 0 0 0 0 0 0


24/62

y%di(ection

wall ?t ?' ?net%y Mey Pe ?net%D MeD

1 0 0 0 0 0 0 0

2 0 5# 5# 3632 10 0 %$

3 0 5# 5# 362& 10 %1 %$2

4 1 354 355 21&65 654$ 11 $00

5 0 354 354 21&4$ 654$ 5 331

6 0 354 354 21&2& 654$ %1 %44$ 0 354 354 21&0& 654$ %$ %432

& 0 0 0 0 0 0 0

# 0 354 354 21&2& 654$ %1 %44

10 0 354 354 21&0& 654$ %$ %432

11 # 5525 5534 341053 102121 1&0 110$1

12 6 $53$ $543 464& 13#321 11# $320

13 0 0 0 0 0 0 0

14 1 354 355 21&$3 654$ 14 &4$

15 0 12& 12& $&66 235$ 2 136

16 0 12& 12$ $&5$ 235$ %1 %33

1$ 0 354 354 21&02 654$ %# %55#

1& 1 354 355 21&$3 654$ 14 &4$1# 0 12& 12& $&66 235$ 2 136

20 0 12& 12& $&6# 235$ 3 1#6

21 0 354 354 21&02 654$ %# %55#

22 0 0 0 0 0 0 0

23 0 0 0 0 0 0 0

24 0 0 0 0 0 0 0

25 0 0 0 0 0 0 0

26 0 0 0 0 0 0 0

2$ 0 0 0 0 0 0 0

2& 0 0 0 0 0 0 0

2# 0 0 0 0 0 0 0

30 0 0 0 0 0 0 031 0 0 0 0 0 0 0

32 0 0 0 0 0 0 0

33 0 0 0 0 0 0 0

34 0 0 0 0 0 0 0

35 0 0 0 0 0 0 0


25/62

d(ift limitation

d(if limitation 1&4# mm

-LL / D %9/"*!T/ -LL / y %9/"*!T/

-LL 9lta s note -LL 9lta s note

1 %416 o> mm 1 0 o> mm

2 0 o> mm 2 44#0# not o> mm3 0 o> mm 3 44&6& not o> mm

4 0 o> mm 4 44#&6 not o> mm

5 0 o> mm 5 44#4$ not o> mm

6 0 o> mm 6 44#0# not o> mm

$ 0 o> mm $ 44&6& not o> mm

& 1521 o> mm & 0 o> mm

# 0 o> mm # 44#0# not o> mm

10 0 o> mm 10 44&6& not o> mm

11 0 o> mm 11 44#&$ not o> mm

12 0 o> mm 12 44#4# not o> mm

13 1#20 not o> mm 13 0 o> mm

14 0 o> mm 14 45001 not o> mm15 0 o> mm 15 44#52 not o> mm

16 0 o> mm 16 44#04 not o> mm

1$ 0 o> mm 1$ 44&55 not o> mm

1& 0 o> mm 1& 45001 not o> mm

1# 0 o> mm 1# 44#52 not o> mm

20 0 o> mm 20 44#6# not o> mm

21 0 o> mm 21 44&55 not o> mm

22 0 o> mm 22 0 o> mm

23 0 o> mm 23 0 o> mm

24 0 o> mm 24 0 o> mm

25 0 o> mm 25 0 o> mm

26 0 o> mm 26 0 o> mm2$ 0 o> mm 2$ 0 o> mm

2& 0 o> mm 2& 0 o> mm

2# 0 o> mm 2# 0 o> mm

30 0 o> mm 30 0 o> mm

31 0 o> mm 31 0 o> mm

32 0 o> mm 32 0 o> mm

33 0 o> mm 33 0 o> mm


26/62

34 0 o> mm 34 0 o> mm

35 0 o> mm 35 0 o> mm


27/62

,*L*9*" !olumns

sawy X-DERICTION

h1 mm h2 mm L! mm!1 500 400 4500

!2 1000 400 4500

!3 1000 400 4500

point A

!L/g /gLc

2#1666666$ 64&14&.1

2.333*I010 51&51&5

'1 mm '2 mm L mm /g /gLc1 600 400 5000 2520000000 504000

2 600 400 5000 2520000000 504000

3 0 0 0.001 0 0

4 0 0 0.001 0 0

Ka 5.$&$03$


28/62

Km 5.$&$

+ " !1

+ " !1if is hinge%end

!)*!+ ,L*

(

+L(

+L( B)/*C


29/62

point B

!L/g /gLc

2#1666666$ 64&14&.1

2.333*I010 51&51&5

'1 mm '2 mm L mm /g /gLc1 600 400 5000 2520000000 504000

2 600 400 5000 2520000000 504000

3 0 0 0.001 0 0

4 0 0 0.001 0 0

Ka 5.$&$03$


30/62

2.345

3.$36

9*",, !1

150.000

,*L*9*"$0.340

112.0&3 ,*L*9*"


31/62

f=c M;a 20

fy M;a 420

nominal aDial load

'BmmC 500

hBmmC 500

steel@ ?i

13 16

PuB+C 3155.1&4

,teel -(ea

PuB+C 2550

select "o 0.01

so -gBmm2C 203$#0.5

select ' 500 %%%%%%%%% so h8 40$.5&1

use h8 500

select 'a( 16 %%%%%%%%%% so . 8 13

(oss section

PuB+C 2550

select h 500 ' 500

so -stBmm2C &&.62106 "o 0.000354

note o>

select 'a( 16 %%%%%%%%%% so . 8 1

80.$

Pn=0.85 Ag[0.85 fc+g ( fy0.85 fc )]


32/62


33/62

cu 25

y 420

nominal aDial load

'BmmC 500

hBmmC 500

steel @ ?i

13 16

PuB+C 2&11.45

,teel -(ea A,/ , !9*

PuB+C 2550

select "o 0.01

so -gBmm2C 22#322.$

select ' 500 %%%%%%%%% so h8 45&.6455

use h8 500

select 'a( 16 %%%%%%%%%% so . 8 13

(oss section

PuB+C 2550

select h 500 ' 500

so -stBmm2C 1662.2#5 "o 0.00664#

note o>

select 'a( 16 %%%%%%%%%% so . 8 #


34/62


35/62

-(ea of ,teelBmm2C 10$0

'BmmC 500

co7e( 25

sti((u; dim 12

@ of sti((u; 1

dim num'e( s;ace 'etween 'a(s

10 14 22

12 10 34

14 $ 55

16 6 66

1& 5 &4

20 4 115

25 3 1$6

32 2 362

40 1 @9/?0H


36/62


37/62

+). )"/*"

,ection N

ode eam no. $ 14 ut;ut

um'e( of s;an 2 !9* N-!/%02

'eam dim. ' h hf 'f

mm 600 $50

load

s;an length 9 w P a s;an length 9 w P a

o m L +m2 + m o m LL+m2 + m

1 4 9 30 100 3

L 10

2 6 9 30 100 2

L 10

-nalysis and design

M-T*"/-L P"P"*T/*,

(o 'al 0.0253

=c M;a 25 (o maD 0.01# m 1#.$65

y M;a 420 (o min 0.0033

,;an M " "o -, M " "o -,

'ot used mm2 to; used mm2

1 &50 3.0364USE RO

33&5.3 0 0SE RO MI

14402 1000 3.5$22 USE RO 404#.4 0 0 SE RO MI 1440

3

4

5

6

$

&

#

10

11

CALCULATIONS SHEETPrpard !y "

Dat "

C#$%d !y "

Dat "Pa& No' "

Pro($t No' )Titl "

S*!($t "


38/62

+). )"/*"

,ection N

ode ut;ut

,AP"T M " "o -, M " "o -,

no TP used mm2 T used mm2

1

2

3

4

5

6

$

&

#

10

11

12

,)*-"

,P- ? 9/M , , ? 9/M , ,

no L*T A,*9 "/)T A,*9

1

2

3

4

5

6

$&

#

10

11

12

?i ?cB+C 0 -7,BminC @9/?0H

,2 0.0

,3 600


Dat "

C#$%d !y "

Dat "Pa& No' "

Pro($t No' )

Titl "S*!($t "


39/62

+). )"/*"

,ection N

ode ut;ut

"*-!T/

,AP"T ALT. ALT. ALT.

no + + +

1

2

3

4

5

6

$

&

#

10

11

12

T*


Dat "

C#$%d !y "

Dat "Pa& No' "

Pro($t No' )Titl "

S*!($t "


40/62


41/62

PA!)/ ,)*-" -!!"9/ T -!/ 31& !ol.

!1

9-T-

=c M;a 32

fy M;a 420

MaD 9esign ,hea( ,t(ess 1.&2 should 'e less than 2.12132

/f ?u eDceeds the maDimum ;e(mitted 7alue of ?maDO the conc(ete section o>

should 'e inc(eased in siEe.

!onc. ,hea( ,t(ess !a;acity 1.233

"-T/ 1.4$60$

9*,/ ,)*-"* L/+*

d 26$ mm

326& mm

ALT/M/T* ,)*-" ?u 15&&052

9*,/ ,)*-" !!"*T* !-P-!/T 616##0.3

,T/"APP -" 9/-M*T*" 12 mm

AM*" ,T/"AAP 1

, $&.3244

M-< , 133.5 !T"L $&.32441 mm

'c 4205.$ mm

L8 $43.4$

so use 1 dim 12

with s;ace 8 $&.32441 and length of $43.4$

'


42/62


43/62

PA!)/ ,)*-" -!!"9/ T , &110%&5 !ol.

!1

9-T-

cu M;a 32

fy M;a 420

"eaction MD My

+ + mm

15&& 0 0

d !1 !2

mm mm mm

26$ 300 &00

f 81 inte(nal col f

f 81.25 edge colf 8 1.25 !o(ne( col 1

?c (om ,afe M;a 0.354 o( -s c(oss c 2000 (o 0.0013&613

7c 0.354#

sec 0. < A ?eff 7 7s -s7c note

mm mm mm M;a M;a mmm

1 1101 1601 5404 15&&000 1.1005&6 0.$465&6 545.535 +

2 1501.5 2001.5 $006 15&&000 0.&4 0.4#4#25 361.644 +

3 1#02 2402 &60& 15&&000 0.6#0#35 0.336#35 246.2 use -s7c min

4 2302.5 2&02.5 10210 15&&000 0.5&2524 0.22&524 166.#&4 use -s7c min5 2$03 3203 11&12 15&&000 0.50351# 0.14#51# 10#.254 use -s7c min

6 3103.5 3603.5 13414 15&&000 0.4433&5 0.0&5 65.3141 use -s7c min

$ 3504 4004 15016 15&&000 0.3#60&2 0.0420&2 30.$4#5 use -s7c min

& 3#04.5 4404.5 1661& 15&&000 0.35$# 0.003# 2.&4#02 use -s7c min

# 4305 4&05 1&220 15&&000 0.326431 %0.02$56# 0 not need

10 4$05.5 5205.5 1#&22 15&&000 0.30004# %0.053#51 0 not need

-s7c min 2#2.2&24

,teel at L;80.$5d D y A -s7c

mm mm mm mmm$00.5 1200.5 3&02 $$5.3##&

sec 0. -s7c used 9im no.m

0 $$5.4 14 5.03#645

1 545.535 12 4.&26033

2 361.644 10 4.606#35

3 2#2.2&2 10 3.$23343

4 2#2.2&2 10 3.$23343

5 2#2.2&2 10 3.$23343

6 2#2.2&2 10 3.$23343

$ 2#2.2&2 12 2.5&5655

& 2#2.2&2 12 2.5&5655# 0 12 0


44/62


45/62

--L,/, -T*" T-+

a8 3.5

'8 $.5

Tan> dimension

high 8a 3.5

' $.5

c 20

Moment and shea( coefficient fo( wall ;anels su'Fect to hyd(ostatic ;(essu(e

assuming fiDed 'ase O;inned to; and continuose side

(atio 8Lh

'h8 2.142&5$

ch8 5.$142&6

w 10


46/62


47/62

s#ort wall lon& wall

CO++' +ORCE CO++ +ORCE

,# . . . .

,#/ . . . .

,#0 -01 -1'..20 -01 -1'..20

,#3 4 0'30 4 0'30

5# . . . .

5#/ 06 31'0/1 06 1'42061

5#0 07 36'661 07 2'6//1

,8 -2/'1 -/2'6727 -21 -/6'4244

,8/ /6'1 '67.20 /6'1 '67.20

58 07 36'661 07 2'6//1

58/ . /'/1 . 3'/461


48/62


49/62

WATER TANK DESIGN

MATERIAL

Values of design consans

GRADE O! "ON"RETE "#$ "%& "%$ "'& "'$ "(&

MODULAR RATIO ) #*+,- #'+'' #&+.* .+'' *+## -+#*

! c/c $ - *+$ #& ##+$ #'

!c/ #+$ #+- #+* % %+% %+(

!cc ( $ , * . #&

0 &+((*&( &+((-.( &+((-.. &+((-.# &+((-*% &+((*&%

1 &+*$&,$ &+*$&,. &+*$&,- &+*$&- &+*$&-' &+*$&,,

DESIGN MATERIAL

"'&

!c/c 2 #& N3))% 0 2 &+($

!s 2 %'& N3))% 1 2 &+*$

!c/ 2 % N3))%

!cc 2 * N3))%

W4ERE

!c/c 2 56e)issi/le co)76essi8e s6ess in conc6ee

!cc 2 56e)issi/le di6ec co)76essi8e s6ess in conc6ee

!c/ 2 56e)issi/le /ending ensile s6ess in conc6ee

!s 2 56e)issi/le ensile s6ess in 6einfo6ce)en

S/ 2 9ending ensile s6ess in conc6ee

Sc 2 Di6ec co7)6essi8e s6ess in conc6ee

WATER TANK DIMENSION

4IG4T :;< 2 '+$ )

WIDT4 : a


50/62

ANAL>SIS RESULT

RATIO2a3;2 %+#(%*,

/3;2 $+-#(%.

?;e6e

/ 3; @a3; &+$ # #+$ % %+$ ' ( $M;# @## @%- @'( @'$ @'$ @'$ @'$ @'$

M;% , #% #% . * - , $

5;# #. '% '* '. '. '. '. '.

M8# @#% @'% @$# @,& @,$ @,$ @,$ @,$

M8% ' ## %# %, %. '& '& '&

WALL: a;< coBcien WALL: /;< coBcien

4OR+ M;# '$ #$+&&,' 4OR+ M;# '$ #$+&&,'

M;% * '+(' M;% $ %+#('-$

5;# '. (-+--$ 5;# '. (-+--$VER+ M8# ,$ %-+*,** VER+ M8# ,$ %-+*,**

M8% %. #%+(''* M8% %. #%+(''*

Mo)en and s;ea6 coeBcien fo6 ?all 7anelssu/1ec o ;=d6osaic 76essu6e assu)ing Ced/ase 7inned o7 and coninuose side

M2coBcien +;'3#&&

52coBcien +;%3#&


51/62

DESIGN

#@Design ;ic0ness of an0 ?all

Assu)e T2 '&& ))

d 2 %$& ))

2 #&& ))

M 2 #$ KN+)

52 (* KN

S/2 # N3))%

S"2 53/d 2 &+#, N3))%

"4E"K

SA!T> RATIO2 &+$%

NOTE F

I! SAT>> RATIO # SO T4E WALL T4I"KNESS IS OK

I! SAT>> RATIO H# SO T4E WALL T4I"KNESS S4OULD 9E IN"REASE

%@DESIGN REIN!OR"MENT

%+#@ DESIGN WALL : a ; RATIO2 :S/3!c/< :S"3!cc< #

M 3:!s+1+d


52/62

%+#+%@ VERTI"AL REIN!OR"MENT AT !A"E O! WATER

M8%2 #%+(''* KN+)

As%2 %$(+'.. ))%3)

USE STEEL 9AR DIM 2 #& ))

S5A"E 2 '&*+$- ))3)

%+#+'@ 4ORIJONTAL REIN!OR"EMENT AT !A"E O! SOIL

M;# 2 #$+&&,' KN+)

54#2 (-+--$ KN

As'2 ,#%+$ ))%3)

USE STEEL 9AR DIM 2 #% ))

S5A"E 2 #*(+$$$ ))3)

%+#+(@ 4ORIJONTAL REIN!OR"EMENT AT !A"E O! WATER

M;% 2 '+(' KN+)

As(2 -&+#-. ))%3)

USE STEEL 9AR DIM 2 #& ))

S5A"E 2 ###*+$- ))3)

M 3:!s+1+d


53/62

%+%@ DESIGN WALL : 9 ;

Documents

Section Design v1.2