Retaining-Wall-Design.xls

RCC RCC RET RETAINI AINING NG WA WALL(C LL(CAN ANTI TILE LEVER VERTY TYPE PE)) MAX MAX 6.0 6.0 MTR MTR HEIG HEIGHT HT INC INCL L COL COL (WHERE WATER TABLE IS BELOW BASE OF FOO

(Ex 15.1 RCC ! BC BC P"#$%& P"#$%& ' Ex 1.1 V&*&#% V&*&#% &# INPUT INPUT

INPUT DATAS GRADE OF CONCRETE GRADE OF STEEL  !

INPUT INPUT INPUT INPUT INPUT

INPUT INPUT

INPUT INPU T INPUT

INPU IN PUT T INPUT INPU T INPUT

/

5  15

N/mm2 N/mm2

ANGLE OF REPOSE OF SOIL 2 BUL DENSITY OF SOIL W7 SOIL SAFE BEARING CAPACITY SBC ANGLE OF SURCHARGE OF FILL C

30 18 1 50 10

DEG KN/m3 KN/m2 DEG

COEFFT OF FRICTION 9 C OS C C OS 2 COEFFT OF ACTIVE PRESSURE & COEFFT OF PASSIVE PRESSURE ; HEIGHT OF FILLING H MIN DEPTH OF FDN < PROVIDE DEPTH OF FDN D <=> TOTAL HT OF WALL H,>H@D CONST  T4 L4#,< H44 L4#,< CALCULATED BASE WIDTH B(MIN) PROV PR OVID IDE E BA BASE SE WI WIDT DTH H B SURCHARGE ;7

0.5 0.:85 0.866 0.350 .85: 3.00 0.:3 1.0 .0 0.0:8 0. 0.?5 .60 .3 3.?5 .00

BA BASE SLAB THIC D(MIN) PROV PR OVID IDE E BASE BASE SLA SLAB B THIC THIC D WALL THIC AT BOTTOM T( T(MIN) PROVI PR OVIDE DE WAL ALL L TH THIC IC  AT AT BOT BOTTO TOM M PROVIDE WALL THIC AT AT TOP T

0.?5

TL HL B$ B ;7 3 50  0

 80 80 3 50 00 00

W1 W W3 W W5 W P< P7 V X1 X X3 X

6.5 1:.60 :.80 18.1: 0.00 3:.8 8.3? 15.3? 63.?3 1.88 0.85 0.63 .66

T1

0.33 mtr mtr mtr mtr mtr mtr mtr mtr KN/m

0.?5

mm mm mm mm mm

10 0 80 00 0

CHEC FOR BEARING PRESSURE WT OF BASE SLAB=FOOTING WT OF STEM= WALL WALL RECTANGLE PART WT OF STEM= WALL WALL TRIANGLE PART PART WT OF REAR SOIL OVER HEEL WT= AXIAL LOAD FROM COLUMN TOTAL STABILISING VERTICAL FORCE HORIONTAL EARTH PRESSURE HORIONTAL SURCHARGE TOTAL HORIONTAL PRESSURE DISTANCE OF W1 FROM TOE FRONT TIP X1 DISTANCE OF W FROM TOE FRONT TIP DISTANCE OF W3 FROM TOE FRONT TIP DISTANCE OF W3 FROM TOE FRONT TIP

1.0

KN/m KN/m KN/m KN/m KN/m KN/m KN/m KN/m KN/m mtr mtr mtr mtr

3.?5

X5 Y1 Y

DISTANCE OF W3 FROM TOE FRONT TIP HT OF HORT FORCE Y1 FROM TOE TOP HT OF SUR FORCE Y FROM TOE TOP DIST OF VERT REACTION FROM TOE FRONT TIP

CALCULATION OF PRESSURE CALCULATION REACTION OF FORCES DIST OF REACTION FROM TOE X ECCENTRICITY 4 FROM CETRE OF BASE SLAB PRESSURE AT AT TOE TIP P$&x PRESSURE AT AT HEEL TIP P$&x PRESSURE AT TOE FACE OF VER STEM PRESSURE AT AT HEEL FACE OF VER STEM FOS AGAINST OVERTURNING FOS AGAINST SLIDING

INPUT

INPUT

DESIGN OF SHEAR EY PERMISSIBLE SHEAR STRESS T/ THICNESS OFEY DEPTH OF EY EY REINFORCEMENT PROVIDE DIA OF STEEL BAR SPACING OF BARS

0 0

0.85 1.31 1.:6 .3 8.1? 1.8: 0.01 65.: 6.6 6.?6 6.? 6.3 1.6:

mtr mtr mtr mtr KN m m KN/m2 KN/m2 KN/m2 KN/m2

OR INCREASE WIDTH OF FDN N/mm2 0.33 0 mm m 0.00 0 mm2 mm 10 0 mm

150 150

0

DESIGN OF BASE SLAB DESIGN OF TOE SLAB EFFECTIVE DEPTH OF TOE + SPAN OF TOE L1 WT OF FOOTING W MAX BM AT BASE OF TOE M, SHEAR FORCE V$&x

 05 0.?5 ?.00 .8 ?.

DESIGN OF TOE SLAB TO RESIST BENDING MOMENT Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d INPUT +se Dia of Sla% rft )do(t Co*er for Sla% Sla% ,*er all De(th of Base Sla% D  idth of Sla% considered for Cal Grade of Concrete M Grade of Steel Fe a 01 "!f&2/fc#$ % -01 f c m M'/!%d&2$ $> M"=(+)

; > ( 7*,(&/)

5 15 1.0 .8 3. 8 00 10 ?5 80 . 5 15 4553063 -37.04 07. A,

mm m KN/m KN-m KN

Mtr KN-M %d&2 mm mm mm mm mm mm

1:5

350

S8mm

Min area of 9ension Steel )o014"%d/f

6.

S8mm

Min )rea of Steel 0.4 : !9em( ;ft$

62

S8mm

Max area of 9ensile Steel  06 %D

..2

S8mm

0

S8mm

104

S8mm

.

1 80

$$

10

Min )rea of Steel 0.2 :

337

S8mm

Chec# for Min rft

O

07.

0.4

RESULT S(acin= of Main Bars

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction S8mm 0 +se mm Dia %ars as distri% INPUT 10 )rea of ,ne Bar 104 S8mm .

RESULT S(acin= of Distri%'tion Bars

1 80

$$

10

DESIGN= CHEC FOR TOE SLAB TO RESIST SHEAR Grade of Concrete M Effecti*e De(th ,*er allDe(th of Sla% Dia of Shear rft )rea of ,ne Bar S(acin= of Bars

5 00 80 10 104 180

mm mm mm S8mm mm

Max Shear Force w>/2

?.

KN

0.

INPUT

For

DESIGN OF HEELSLAB SPAN OF HEEL L

21

:

0.3 N/ S8m C&/"&,4+  V&"4 mm thic# sla%? #

0366

N/ S8 S8m

Nominal Shear stress @' @'/%d

026

N/ S8m

Shear Chec#

S&4

.60

M

PRESSURE AT HEEL W; WT OF SOIL OVER HEEL W5 WT OF HEEL W6 MAX BM AT HEEL M< SHEAR FORCE V$&x

63.55 ?0.56 ?.00 ?.36 50.

DESIGN OF HEEL SLAB TO RESIST BENDING MOMENT Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d INPUT +se Dia of Sla% rft )do(t Co*er for Sla% ,*er all De(th of Base Sla% D idth of Sla% considered for Cal Grade of Concrete M Grade of Steel Fe a 01 "!f&2/fc#$ % -01 f c m M'/!%d&2$


1:5

A, 6:?

S8mm


6.

S8mm


62

S8mm


..2

S8mm

6:?

S8mm

..30.6

S8mm

.2

160

$$

1


337

S8mm

Chec# for Min rft

O

; > ( 7*,(&/)

$> M"=(+)

.0.1


INPUT

5 15 1.0 ?.36 3. 11? 00 1 ?5 80 . 5 15 4553063 -37.04 .0.1

KN/m2 KN/m KN/m KN-m KN

0361

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction S8mm 0 +se mm Dia %ars as distri% 1 )rea of ,ne Bar ..30.6 S8mm .2


60

$$

1

DESIGN= CHEC FOR HEEL SLAB TO RESIST SHEAR Grade of Concrete M Effecti*e De(th ,*er allDe(th of Sla% Dia of Shear rft )rea of ,ne Bar S(acin= of Bars

5 00 80 1 ..30.6 160

mm mm mm S8mm mm


50.

KN

0.35

INPUT

For

21

0.3 N/ S8m C&/"&,4+  V&"4 mm thic# sla%? #

0623

N/ S8m

Nominal Shear stress @'/%d

024

N/ S8m

Shear Chec#

S&4

DESIGN OF STEM WALL SPAN OF WALL L3 MAX BM AT BOTTOM OF WALL MSHEAR FORCE V$&x

3.80 116.6 63.?3

DESIGN OF STEM WALL TO RESIST BENDING MOMENT 5 Grade of Concrete M Grade of Steel Fe 15 1.0 Base width Max BM Mx 116.6 3. BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla% 18 RESULT )do(t Effecti*e De(th d 30 INPUT +se Dia of Stem all rft 1 ?5 )do(t Co*er for Stem wall ,*er all De(th of Base Sla% D 00 idth of Sla% considered for Cal . Grade of Concrete M 5 15 Grade of Steel Fe a 01 "!f&2/fc#$ 4553063 % -01 f -37.04 c m M'/!%d&2$ .0.6

M KN-m KN


A, 1068

S8mm


744

S8mm


7

S8mm

; > ( 7*,(&/)

$> M"=(+)

.0.6

:

0333

313


.7

S8mm

1068

S8mm

..30.6

S8mm

.2

100

$$

1


61

S8mm

Chec# for Min rft

O

)rea of ,ne Bar


INPUT

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction S8mm 600 1 +se mm Dia %ars as distri% )rea of ,ne Bar ..30.6 S8mm .2


180

$$

1

CURTAILMENT REINFORCEMENT DE<9A F;,M 9,< ,F EMB)NKMEN9 );E) ,F ;ENF,;CEMEN9 +se Dia of Stem all rft )rea of ,ne Bar S(acin= of Distri%'tion Bars

.1 53 1 ..30.6 00

M,* S8mm mm S8mm $$

0

1

DISTRIBUTION STEEL DE<9A F;,M 9,< ,F EMB)NKMEN9 );E) ,F ;ENF,;CEMEN9 +se Dia of Stem all rft )rea of ,ne Bar S(acin= of Distri%'tion Bars

.1 600 1 ..30.6 180

M,* S8mm mm S8mm $$

16

1

DESIGN= CHEC FOR STEM WALL TO RESIST SHEAR Grade of Concrete M Effecti*e De(th ,*er allDe(th of Sla% Dia of Shear rft )rea of ,ne Bar S(acin= of Bars

5 30 00 1 ..30.6 100

mm mm mm S8mm mm


63.?3

KN

0.35

:

Desi=n Shear Stren=th

INPUT

For

6

0.3 N/ S8m C&/"&,4+  V&"4 mm thic# sla%? #

0623

N/ S8m


02

N/ S8m

Shear Chec#

S&4

MN LOAD IN LINE ING)

R&,-&#%)

S%

W7 N=S$

S&#+

.-2 .7-.1 .4-.

M4+%"$ C&! S, C&!

2 R 24-34 .6-21 6-.7

2 M4&# 3 2. .

9 044 06 033

J F* 4, 7% ' -&

25 22 .1

Ka Cos C!!Cos C- S8rt!Cos C&2-Cos &2$$/!Cos C S8rt!Cos C&2-Cos &2$$$  !!.-SN!$$/!.SN!$$&2 ./#a

hSBC/s"!.-sin  /.sin  $&2 DE<9AA/6 )ND N,9 >ESS 9A)N MN DE<9A/ .0Mtr

DEPTH OF FDN

AtADE<9A  .- 8/!2IA$

9,E D9A/B)SE D9A

Bm B- Bm-9.

A"!S8rt!!.-sino/.sino$/!.-# " !3"#.$$$"A @a ;at > BAt/3 )ND N,9 >ESS 9A)N B!MN$

GIVE VALUE>0 IF THERE IS NO SURCHARGE

DAt/.2 to At/2 BASE SLAB THICNESS

H> 3000

9At/. to A/.4 WALL THICNESS AT BOT

9h at 9o( 92  9./2

WALL THICNESS AT TOP

.B"D"24

2!9.$"!A-D$"24 3!92-9.$/2"!A-D$"24 6)>
EHS90 G>

<>

100 D>

W P< P V R

.At/3 2At/2 ."H.2"H23"H3/!@ $

3:.8 8.3? 15.3? 63.?3 8.1?

.3 1.31 1.:6 1.6 1.8:

561.86 63.0 30.1 :3.3 68.5

;@"@A"A H!."H.2"H23"H3XB= ( SIGN FOR RESULTANT FO CHEC P$&x  SBC
80

10 J  180 mm c/c 10 J  180 mm c/c (TO RESIST VERTIC ?

ALL DIME F;,M S 647 9)B>E F,; M24 025/MM2 9ACKNESS ,F KE!<
F,; M3025N/MM2 SHEAR EY THIC

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1 / 5 D47%# S<4&* S,*4#,< dD-C,@E;

100 A7=+

J

0.0

.604.

>.B-B2-9

S N=S$$

0.331

6D"24 Mt!6.">./2 @!.-d$$".04

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F4 500 F4 550 15 20225 207 .055. .0565 0 2052 2044 20744 20451 30.4 5 3. 3.318 3.8 60641 30 .133 3.:8 3.8:?

35

402.

60122

60764

6046

H> 3.00

EXIST. GL

<>

T 1.0

0. D> 0.8

mm Dia

SBC 150

$$ D%&

65.:

'tion ;ft mm Dia

$$ D%&

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1 / 5 D47%# S<4&* S,*4#,< 100 A7 + 0.

1.00 1.00

D7 

J

SS N=S$$

.303

0.3

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$

A>

2 .02

.4 .024

.4. .03

(!<2<6$/2 4s"!At-D$ 724"D Mh(47$">2">2 @!2-d$$".04

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F4 500 F4 550 15 20225 207 .055. .0565 2052 2044 20744 20451 0 5 3. 3.318 3.8 30.4 60641 30 .133 3.:8 3.8:? 35 402. 60122 60764 6046

mm Dia

$$ D%&

'tion ;ft mm Dia

$$ D%&

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1 / 5 D47%# S<4&* S,*4#,< 100 A7 + 0.35

1.00 1.00

D7 

J

SS N=S$$

102.

0.3

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$

>3At-D Mw3">33">3/2 @!2-d$$".04


2 .02

.4 .024

.4. .03

mm Dia

$$ D%&

'tion ;ft mm Dia

$$ D%&

$$ D%&

$$ D%&


J

SS N=S$$

102.

0.3

1.00 1.00

D7 

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$

2 .02

.4 .024

.4. .03



KN/M S+;CA);GE M M)DE +< G>

,> 00 )NG>E ,F S+;CA);GE S+;CA);GE C

1 J  00 mm c/c

E);9A F>>NG SDE

1 J  180 mm c/c 1 J  100 mm c/c

1: 60

1 10 0 1 180

J mm c/c J mm c/c

1 J  160 mm c/c (TO RESIST VERTICAL DOWN PRESSURE)

58

1 J  60 mm c/c

0.00

10 J  0 mm c/c 0 L UP PR) T> 0 0

0 B>

6 00

3?50

SIONS ARE IN MILLIMETRES




W5 0.00 ,>

0.0 ANGLE OF SURCHARGE C

EARTH FILLING SIDE

P7 15.3? P< 8.3?

W 1:.60 W3 :.80

W 18.1:

R

E

0.01

?5

HEEL

0 . 0

.60

W1 6.5 3.?5

6.?6

6.?

6.6

RCC RETAINING WALL(CANTILEVERTYPE) MAX 6.0 MTR HEIGHT AND CL (WHERE WATER TABLE IS BELOW BASE OF FOO

(Ex 1.1 D<&!&*&,#&$' Ex 1:.3 INPUT INPUT



INPUT INPUT

/

5 15

N/mm2 N/mm2

ANGLE OF REPOSE OF SOIL 2 BUL DENSITY OF SOIL W7 SOIL SAFE BEARING CAPACITY SBC ANGLE OF SURCHARGE OF FILL C

35 1? 00 0

DEG KN/m2 KN/m2 DEG

COEFFT OF FRICTION 9 COS C COS 2 COEFFT OF ACTIVE PRESSURE & COEFFT OF PASSIVE PRESSURE ; HEIGHT OF FILLING H MIN DEPTH OF FDN < PROVIDE DEPTH OF FDN D <=> TOTAL HT OF WALL H,>H@D

0.5 1 0.81: 0.?1 3.68? 3 0.8? 1.80 .80

0.?5

CONST (S44/, FACTOR  *$ ,<4 *&#4 )

INPUT INPUT

INPUT INPUT INPUT

>

0.?0

mtr mtr mtr mtr 06

CALCULATED BASE WIDTH B(MIN) PROVIDE BASE WIDTH B SURCHARGE ;7

.00 .60 0

mtr mtr KN/m

BASE SLAB THIC D(MIN) PROVIDE BASE SLAB THIC D WALL THIC AT BOTTOM T(MIN) PROVIDE WALL THIC AT BOTTOM PROVIDE WALL THIC AT TOP T

30 30 00 00 00

mm mm mm mm mm

T1

CHEC FOR BEARING PRESSURE WT OF BASE SLAB=FOOTING W1 WT OF STEM= WALL W WT OF REAR SOIL OVER HEEL W3 TOTAL STABILISING VERTICAL FORCE

V

HORIONTAL EARTH PRESSURE P< HORIONTAL SURCHARGE P7 TOTAL HORIONTAL PRESSURE DISTANCE OF W1 FROM TOE FRONT TIP X1 DISTANCE OF W FROM TOE FRONT TIP X DISTANCE OF W3 FROM TOE FRONT TIP X3 HT OF HORT FORCE Y1 FROM TOE TOP HT OF SUR FORCE Y FROM TOE TOP

36.80 33.60 5:.18 3:.58

KN/m KN/m KN/m KN/m

6.? 0.00 6.?

KN/m KN/m KN/m

.30 1.00 .:0 1.: .

$,* mtr mtr mtr mtr

1.80 014.

.60

0 0 0

DIST OF VERT REACTION FROM TOE FRONT TIP CALCULATION OF PRESSURE REACTION OF FORCES DIST OF REACTION FROM TOE X ECCENTRICITY 4 PRESSURE AT TOE TIP P$&x PRESSURE AT HEEL TIP P$&x PRESSURE AT TOE FACE OF VER STEM FOS AGAINST OVERTURNING FOS AGAINST SLIDING

INPUT

INPUT

.6

mtr

33.8 KN .0 m 0.10 m 81. KN/m2 61.88 KN/m2 ?8.03 KN/m2 1.58 3.1 IF FOS1.5 PROVIDE SHEAR EY OR INCREASE WIDTH OF FDN


0.33 1000 0.00 100 16 160

N/mm2 mm m mm2 mm mm

5 0.80 8.00 3.16 5:.3?

mm m KN/m KN-m KN

1000

DESIGN OF BASE SLAB DESIGN OF TOE SLAB EFFECTIVE DEPTH OF TOE + SPAN OF TOE L1 WT OF FOOTING W MAX BM AT BASE OF TOE M, SHEAR FORCE V$&x DESIGN OF TOE SLAB TO RESIST BENDING MOMENT Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d INPUT +se Dia of Sla% rft )do(t Co*er for Sla% ,*er all De(th of Base Sla% D idth of Sla% considered for Cal Grade of Concrete M Grade of Steel Fe a 01 "!f&2/fc#$ % -01 f c m M'/!%d&2$ ; > ( 7*,(&/)

$> M"=(+)

045

0.75

5 15 1.0 3.16 3. 100 0 16 ?5 35 . 5 15 4553063 -37.04 045 A, 06


S8mm

3


65.04

S8mm


.3

S8mm

:

S8mm

2.0.6

S8mm

.7

00

$$

16


35

S8mm

Chec# for Min rft

O


INPUT

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 8?.5 S8mm +se mm Dia %ars as distri% 16 )rea of ,ne Bar 2.0.6 S8mm .7


10

$$

16


5 0 35 16 2.0.6 00

mm mm mm S8mm mm


5:.3?

KN

0.1

INPUT

For

DESIGN OF HEELSLAB SPAN OF HEEL L PRESSURE AT HEEL W; WT OF SOIL OVER HEEL W5

324

:

0.338 N/ S8m C&/"&,4+  V&"4 mm thic# sla%? #

0331

N/ S8m


024

N/ S8m

Shear Chec#

S&4

3.0 ?6 ?6

M KN/m2 KN/m

WT OF HEEL W6 MAX BM AT HEEL M< SHEAR FORCE V$&x

8 66 18.

DESIGN OF HEEL SLAB TO RESIST BENDING MOMENT Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d INPUT +se Dia of Sla% rft )do(t Co*er for Sla% ,*er all De(th of Base Sla% D idth of Sla% considered for Cal Grade of Concrete M Grade of Steel Fe a 01 "!f&2/fc#$ % -01 f c m M'/!%d&2$


3

A, 368

S8mm


43065

S8mm


.67

S8mm

368

S8mm

2.0.6

S8mm

.7

$$

16

; > ( 7*,(&/)

$> M"=(+)

306

.0.7

)rea of ,ne Bar


INPUT

5 15 1.0 66.33 3. ?8 80 16 ?5 365 . 5 15 4553063 -37.04 306

KN/m KN-m KN

60


631

Chec# for Min rft

O

S8mm

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 5?.5 S8mm +se mm Dia %ars as distri% 16 )rea of ,ne Bar 2.0.6 S8mm .7

RESULT S(acin= of Distri%'tion Bars DESIGN= CHEC FOR HEEL SLAB TO RESIST SHEAR

360

$$

16

Grade of Concrete M Effecti*e De(th ,*er allDe(th of Sla% Dia of Shear rft )rea of ,ne Bar S(acin= of Bars

5 80 365 16 2.0.6 60

mm mm mm S8mm mm


18.

KN

1.0

INPUT

For

374

0.685 N/ S8m C&/"&,4+  V&"4 mm thic# sla%? #

0714

N/ S8 S8m


01

N/ S8m

U# 7&4

Shear Chec#

DESIGN OF STEM WALL SPAN OF WALL L3 MAX BM AT BOTTOM OF WALL MSHEAR FORCE V$&x

 . 0 103.63 6.?

DESIGN OF STEM WALL TO RESIST BENDING MOMENT 5 Grade of Concrete M Grade of Steel Fe 15 1.0 Base width Max BM Mx 103.63 3. BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla% 1?3 RESULT )do(t Effecti*e De(th d 310 all rft INPUT +se Dia of Stem all 16 ?5 )do(t Co*er for Stem Stem wall ,*er all De(th of Base Sla% D 3:5  idth of Sla% considered for Cal . Grade of Concrete M 5 15 Grade of Steel Fe a 01 "!f&2/fc#$ 4553063 % -01 f -37.04 c m M'/!%d&2$ .01

M KN-m KN


A, :?8

S8mm


736056

S8mm


.41

S8mm

; > ( 7*,(&/)

$> M"=(+)

.01

:

03.4

30:

:?8

S8mm

2.0.6

S8mm

.7

 00

$$

16


66

S8mm

Chec# for Min rft

O


9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 5:.5 S8mm +se mm Dia %ars as distri% INPUT 16 )rea of ,ne Bar 2.0.6 S8mm .7


3 30

$$

16

CURTAILMENT CURTAILMENT REINFORCEMENT RE INFORCEMENT . 8: 16 2.0.6

DE<9A F;,M 9,< ,F EMB)NKMEN9 );E) ,F ;ENF,;CEMEN9 ;ENF,;CEMEN9 +se Dia of Stem all all rft )rea of ,ne Bar

 00

S(acin= of Distri%'tion Bars

M,* S8mm mm S8mm

0

$$

16

DISTRIBUTION STEEL . 5:.5 16 2.0.6

DE<9A F;,M 9,< ,F EMB)NKMEN9 );E) ,F ;ENF,;CEMEN9 ;ENF,;CEMEN9 +se Dia of Stem all all rft )rea of ,ne Bar

3 30

S(acin= of Distri%'tion Bars

M,* S8mm mm S8mm

16

$$

16

DESIGN= CHEC FOR STEM WALL WALL TO RESIST SHEAR Grade of Concrete M Effecti*e De(th ,*er allDe(th of Sla% Dia of Shear rft )rea of ,ne Bar S(acin= of Bars

5 310 3:5 16 2.0.6 00

mm mm mm S8mm mm


6.?

KN

0.3

:

0.08 N/ S8m

INPUT

For

354

C&/"&,4+  V&"4 mm thic# sla%? #

061

N/ S8 S8m


0.4

N/ S8m

Shear Chec#

S&4

LUMNS IN LINE ING)

A Q&%#)

S% S&#+ M4+%"$ C&!

S, C&!

2 R 24-34 .6-21 6-.7

W7 N=S$

.-2 .7-.1 .4-.

2 M4&# 3 2. .

9 044 06 033

J Fr %et soil O wall

25 22 .1

Ka Cos C!!Cos C- S8rt!Cos C&2-Cos &2$$/!Cos C S8rt!Cos C&2-Cos &2$$$  !!.-SN!$$/!.SN!$$&2


DEPTH OF FDN

AtADE<9A 037"!S;9!.!306"SBC$/!s"At$$-.$ 9, 064"!S AEE> D9A/B)SE D9A B04"At"S;9!Ka/!!.-044"$$ GENE;)>> BAt/3 )ND N,9 >ESS 9A)N B!MN$


DAt/.2 to At/2 BASE SLAB THICNESS

H> 3000


9h at 9o( 92  9./2


.B"D"24

2!9.92$/2"!A-D$"24 3)>
EHS90 G>

<.Ka"s"At"At/2
<> H.B/2 H2B-)>
1800 D> 30

."H.2"H23"H3/!@ $

;@"@A"A H!."H.2"H23"H3
CHEC FOS1.5 CHEC FOS1.5

16 J  10 mm c/c 16 J  00 mm c/c (TO RESIST VERTIC 8

ALL DIME F;,M S 647 9)B>E F,; M24 025/MM2 9ACKNESS ,F KE!<

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1 / 5 D47%# S<4&* S,*4#,< dD-C,@E; >.B-B2-9

100 A7=+

J

0.0

.604.

S N=S$$

0.331

6D"24 Mt!6.">./2 @!.-d$$".04

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F4 500 F4 550 15 20225 207 .055. .0565 2052 2044 20744 20451 0 5 3. 3.318 3.8 30.4 30 .133 3.:8 3.8:? 60641 402. 60122 60764 6046 35

mm Dia

$$ D%&

'tion ;ft mm Dia

$$ D%&

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1 / 5 D47%# S<4&* S,*4#,<

J 100 A7 + .3014 0.1

1.00 1.00

D7 

SS N=S$$

0.338

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$

>2)>
2 .02

.4 .024

.4. .03

724"D Mh(47$">2">2 @!2-d$$".04


mm Dia

$$ D%&

'tion ;ft mm Dia

$$ D%&

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1  / 5 D47%# S<4&* S,*4#,< 100 A7 + 1.0

1.00 1.00

D7 

J

SS N=S$$

2062

0.685

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$ $$

>3At-D Mw3">33" >3">33">3/2 >3/2 @!2-d$$".04

Max De(th of N'tral )xis )xis ! X$>0 X$>0.0 .003 035= 5=(. (.00 0055 55@0 @0.8 .8? ?! !=E =E7) 7) E7> 00 0000 000 0 N=S$ N=S$$ $ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance resistance M;  Const " %"d&2 %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F 4 50 0 F4 550 15 20225 207 .055. .0565 2052 2044 20744 20451 0 5 3. 3.318 3.8 30.4 60641 30 .133 3.:8 3.8:? 35 402. 60122 60764 6046

2 .02

.4 .024

.4. .03

mm Dia

$$ D%&

'tion ;ft mm Dia

$$ D%&

$$ D%&

$$ D%&

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1  / 5 D47%# S<4&* S,*4#,< 100 A7 + 0.3

J

SS N=S$$

1054

0.08

1.00 1.00

D7 

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$ $$

2 .02

.4 .024

.4. .03

0


,> 00 )NG>E ,F S+;CA);GE C

16 J  00 mm c/c


16 J  330 mm c/c 16 J  00 mm c/c

0

16 00 16 330


16 J  60 mm c/c (TO RESIST VERTICAL DOWN PRESSURE)

?0

16 J  360 mm c/c

0.00

16 J  160 mm c/c 1000 L UP PR) T> 00

0 B>

600


300

RCC COUNTERFORT RETAINING WALL (HT ABOVE 6 MTR) INCL COLUM (WHERE WATER TABLE IS BELOW BASE OF FOO

(Ex 15. RCC ! BC P"#$%& ' Ex 1.5 V&*&#% &# INPUT INPUT INPUT INPUT INPUT INPUT INPUT INPUT INPUT INPUT INPUT

INPUT INPUT

INPUT INPUT

INPUT INPUT INPUT


/

5 15

N/mm2 N/mm2

THICNESS OF COUNTERFORT T/ C=C SPACING OF COUNTERFORT L/ BASE WIDTH OF FRONT COUNTERFORT B HT OF FRONT COUNTERFORT ABOVE BASE SLAB

30 16 00 15 3.00 0.30 3.30 1.5 3.00

DEG KN/m3 KN/m2 DEG mtr mtr mtr mtr mtr

COEFFT OF FRICTION 9 COS C COS 2 COEFFT OF ACTIVE PRESSURE & COEFFT OF PASSIVE PRESSURE ; HEIGHT OF FILLING H MIN DEPTH OF FDN < PROVIDE DEPTH OF FDN D <=> TOTAL HT OF WALL H,>H@D CONST 

0.6 0.:66 0.866 0.3?3 .680 6.00 1.3: 1.50 ?.50 0.

ANGLE OF REPOSE OF SOIL 2 BUL DENSITY OF SOIL W7 SOIL SAFE BEARING CAPACITY SBC ANGLE OF SURCHARGE OF FILL C 3.

CLEAR SPACING OF COUNTERFORT L

1.5

T4 L4#,< TL H44 L4#,< CALCULATED BASE WIDTH B(MIN) PROVIDE BASE WIDTH B BASE WIDTH OF REAR COUNTERFORT B1 SURCHARGE ;7 BASE SLAB THIC D(MIN) PROVIDE BASE SLAB THIC D WALL THIC AT BOTTOM T(MIN) PROVIDE WALL THIC AT BOTTOM PROVIDE WALL THIC AT TOP T

0.:0 HL B$ B

0.33 mtr mtr mtr mtr

;7

1.5 3.5 3.? .?5 3.5 .00

mtr mtr mtr mtr mtr KN/m

50

0: 0: 50 50 50

mm mm mm mm mm

W1 W W3 W W5 W P<

8.53 .3 0.00 3?1.05 0.00 63.:0 150.1

T1

CHEC FOR BEARING PRESSURE WT OF BASE SLAB=FOOTING WT OF STEM= WALL RECTANGLE PART WT OF STEM= WALL TRIANGLE PART WT OF REAR SOIL OVER HEEL WT= AXIAL LOAD FROM COLUMN TOTAL STABILISING VERTICAL FORCE HORIONTAL EARTH PRESSURE

3.00 0.30

KN/m KN/m KN/m KN/m KN/m KN/m KN/m

1.50

1.5

.?5

00 0 0

P7 V X1 X X3 X X5 Y1 Y

DIST OF VERT REACTION FROM TOE FRONT TIP

50.: 00.1 .38 1.38 1.0 3.33 1.38 .36 3.55 3.0

KN/m KN/m mtr mtr mtr mtr mtr mtr mtr mtr

CALCULATION OF PRESSURE REACTION OF FORCES DIST OF REACTION FROM TOE X ECCENTRICITY 4 FROM CETRE OF BASE SLAB PRESSURE AT TOE TIP P$&x PRESSURE AT HEEL TIP P$&x PRESSURE AT TOE FACE OF VER STEM PRESSURE AT HEEL FACE OF VER STEM FOS AGAINST OVERTURNING FOS AGAINST SLIDING

505.3 1.? 0.6 18.?8 1?6.5 60.30 68.60 .?5 1.3:

KN m m KN/m2 KN/m2 KN/m2 KN/m2

HORIONTAL SURCHARGE TOTAL HORIONTAL PRESSURE DISTANCE OF W1 FROM TOE FRONT TIP X1 DISTANCE OF W FROM TOE FRONT TIP DISTANCE OF W3 FROM TOE FRONT TIP DISTANCE OF W3 FROM TOE FRONT TIP DISTANCE OF W3 FROM TOE FRONT TIP HT OF HORT FORCE Y1 FROM TOE TOP HT OF SUR FORCE Y FROM TOE TOP

INPUT

INPUT


0 0

OR INCREASE WIDTH OF FDN N/mm2 0.33 :10 mm m 0.00 10: mm2 10 mm ?0 mm

00 00

0

DESIGN OF BASE SLAB DESIGN OF TOE SLAB EFFECTIVE DEPTH OF TOE SPAN OF TOE L1 WT OF FOOTING W

+

MAX BM AT BASE OF TOE BOTTOM NEAR COUNTERFORT EDGE M,

SHEAR FORCE V$&x DESIGN OF TOE SLAB TO RESIST BENDING MOMENT Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d INPUT +se Dia of Sla% rft )do(t Co*er for Sla% ,*er all De(th of Base Sla% D

33 1.5 10. 56.3 15.35

mm m KN/m KN-m KN

5 15 1.0 56.3 3. 18 330 10 ?5 10

Mtr KN-M %d&2 mm mm mm mm mm

3

idth of Sla% considered for Cal Grade of Concrete M Grade of Steel Fe a % c

01 "!f&2/fc#$ -01 f m M'/!%d&2$

$> M"=(+)

; > ( 7*,(&/)

. mm 5 15 4553063 -37.04 042

A, 85

S8mm


7405

S8mm


.76

S8mm

6?6

S8mm

104

S8mm

.

110

$$

10


652

S8mm

Chec# for Min rft

O

042

0.6


INPUT

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 615 S8mm +se mm Dia %ars as distri% 10 )rea of ,ne Bar 104 S8mm .


10

$$

10


5 330 10 10 104 110

mm mm mm S8mm mm


15.35

KN

0.

INPUT

For

6.

:

0.3 N/ S8m C&/"&,4+  V&"4 mm thic# sla%? # 0362

N/ S8m


06

N/ S8m

U# 7&4

Shear Chec#

D47%#  S,%**";7 Grade of Concrete

INPUT INPUT RESULT

M

5

Grade of Steel Fe

15

Effecti*e De(th of Beam

330

mm

,*er all De(th of Beam

10

mm

idth of Beam

1000

mm

Max Shear Force wl/2 @'

15.35

KN

Stren=th of Shear rft @'s@'-9c %d Dia of Shear rft

6.337 1

N mm

)rea of ,ne Bar No of le==ed *ertical stirr'(s

..30.6 

S8mm Nos

)rea of @ertical Stirr'( ;ft )s*

64204 .3

mm mm

S(acin= of Shear rft x 01 f )s* d/ @'s

Chec# for S(acin= Min )rea of Shear rft 06 % x /f Chec# for min Shear rft )rea

DESIGN OF HEELSLAB SPAN OF HEEL L PRESSURE AT HEEL W; WT OF SOIL OVER HEEL W WT OF HEEL W1& MAX BM AT HEEL TOP &, C"#,4**, M< SHEAR FORCE V$&x DESIGN OF HEEL SLAB TO RESIST BENDING MOMENT Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d INPUT +se Dia of Sla% rft )do(t Co*er for Sla% ,*er all De(th of Base Sla% D idth of Sla% considered for Cal Grade of Concrete M Grade of Steel Fe a 01 "!f&2/fc#$ % -01 f

O 66012

Min S(a S8mm

O

3.5 68.60 113.6 10. 61.:6 13.:

5 15 1.0 61.:6 3. 13 330 1 ?5 10 . 5 15 4553063 -37.04

0

f N,9

M KN/m2 KN/m KN/m KN-m KN


3

c

m M'/!%d&2$

04

$> M"=(+)

; > ( 7*,(&/)

A, 535

S8mm


7405

S8mm


.76

S8mm

6?6

S8mm

..30.6

S8mm

.2

160

$$

1


652

S8mm

Chec# for Min rft

O

04

0.72


INPUT

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 615 S8mm 1 +se mm Dia %ars as distri% )rea of ,ne Bar ..30.6 S8mm .2


180

$$

1


5 330 10 1 ..30.6 160

mm mm mm S8mm mm


13.:

KN

0.1

INPUT

For

0.31 N/ S8m C&/"&,4+  V&"4 mm thic# sla%? #

036.

N/ S8m


031

N/ S8m

Shear Chec#

D47%#  S,%**";7

6.

:

U# 7&4

Grade of Concrete

INPUT INPUT

5

M

Grade of Steel Fe

15

Effecti*e De(th of Beam

330

mm

,*er all De(th of Beam

10

mm

idth of Beam

1000

mm

Max Shear Force wl/2 @'

13.:

KN

Stren=th of Shear rft @'s@'-9c %d Dia of Shear rft

..355 10

N mm

104 

S8mm Nos

)rea of ,ne Bar No of le==ed *ertical stirr'(s )rea of @ertical Stirr'( ;ft )s*

RESULT

.40.6 .76

S(acin= of Shear rft x 01 f )s* d/ @'s

mm mm

O

Chec# for S(acin= Min )rea of Shear rft 06 % x /f

66012

Min S(a S8mm

NOT O

Chec# for min Shear rft )rea

0

f N,9

DESIGN OF STEM WALL SPAN = HT OF STEM WALL L3

P<

HORIONTAL PRESSURE ON STEM WALL CLEAR SPACING OF COUNTERFORT L

L

MV

MAX BM AT BOTTOM OF WALL MSHEAR FORCE V$&x

?.0: 0.:0 3.00 6.01 61.35

DESIGN OF STEM WALL TO RESIST BENDING MOMENT Grade of Concrete M 5 15 Grade of Steel Fe Base width 1.0 6.01 Max BM Mx BM  !Const"fc#$ %d&2 3. 116 Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d 00 INPUT +se Dia of Stem all rft 1 0 )do(t Co*er for Stem wall 5 ,*er all De(th of Base Sla% D idth of Sla% considered for Cal . 5 Grade of Concrete M Grade of Steel Fe 15 a 01 "!f&2/fc#$ 4553063 % -01 f -37.04 c m M'/!%d&2$ .0.4 ; > ( 7*,(&/)

$> M"=(+)

.0.4 Min area of 9ension Steel )o014"%d/f

033

M KN/m2 M KN-m KN


A, 6?5

S8mm

65076

S8mm

00


51

S8mm

6?5

S8mm

..30.6

S8mm

.2

160

$$

1


256

S8mm

Chec# for Min rft

O

)rea of ,ne Bar


INPUT

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 36?.5 S8mm 1 +se mm Dia %ars as distri% )rea of ,ne Bar ..30.6 S8mm .2


300

$$

1

CURTAILMENT REINFORCEMENT DE<9A F;,M 9,< ,F EMB)NKMEN9 );E) ,F ;ENF,;CEMEN9 +se Dia of Stem all rft )rea of ,ne Bar S(acin= of Distri%'tion Bars

3.?5 33?.5 1 ..30.6 30

M,* S8mm mm S8mm $$

0

1

DISTRIBUTION STEEL DE<9A F;,M 9,< ,F EMB)NKMEN9 );E) ,F ;ENF,;CEMEN9 +se Dia of Stem all rft )rea of ,ne Bar S(acin= of Distri%'tion Bars

3.?5 36?.5 1 ..30.6 300

M,* S8mm mm S8mm $$

16

1

DESIGN= CHEC FOR STEM WALL TO RESIST SHEAR Grade of Concrete M Effecti*e De(th ,*er allDe(th of Sla% Dia of Shear rft )rea of ,ne Bar S(acin= of Bars

5 00 5 1 ..30.6 160

mm mm mm S8mm mm


61.35

KN

0.35

:

Desi=n Shear Stren=th

INPUT

For

264

0.3 N/ S8m C&/"&,4+  V&"4 mm thic# sla%? #

0677

N/ S8m


03.

N/ S8m

Shear Chec#

S&4

DESIGN OF FRONT COUNTER FORT (OVER TOE) TO RESIST BENDING MOMENT .024 18.?8 60.30 30

Mtr KN/S8m KN/S8m Mtr

C/C dist %etween Co'nter Fort

303

Mtr

Max BM d'e to Earth
..056

KN M

Max SF d'e to Earth
.730..

KN

>en=th of Front Co'nter Fort Earth
Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d INPUT +se Dia of Sla% rft )do(t Co*er for Sla% ,*er all De(th of Base Sla% D idth of Sla% considered for Cal Grade of Concrete M Grade of Steel Fe a % c

01 "!f&2/fc#$ -01 f m M'/!%d&2$

5 15 0.3 101.: 3. 31 30 16 50 380 3 5 15 4553063 -37.04 3032

160.

..056

Mtr N-MM %d&2 mm mm mm mm mm mm

A, 108?

S8mm

.57073

S8mm


647

S8mm

108?

S8mm

2.0.6

S8mm

.7

N7

16

; > ( 7*,(&/)

$> M"=(+)

3032 Min area of 9ension Steel )o014"%d/f

)rea of ,ne Bar

RESULT No of Main Bars

.0.32

6

INPUT


647

Chec# for Min rft

O

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction S8mm 5?0 16 +se mm Dia %ars as distri% )rea of ,ne Bar 2.0.6 S8mm .7

RESULT S(acin= of Distri%'tion Bars INPUT

S8mm

150

350

$$

16

mm

150

Shear Force at d awa from Stem

DESIGN= CHEC FOR FRONT COUNTER FORT WALL TO RESIST SHEAR Grade of Concrete M Effecti*e De(th ,*er allDe(th of Sla% Dia of Shear rft )rea of ,ne Bar No of Bars

5 30 380 16 01.1 6

mm mm mm S8mm Nos


163.11

KN

1.6

INPUT

For

31

:

0.6:? N/ S8m C&/"&,4+  V&"4 mm thic# sla%? #

075

N/ S8m


04.

N/ S8m

Shear Chec#
S&4

DESIGN OF REAR COUNTER FORT (OVER HEEL) TO RESIST BENDING MOMENT Aei=ht of Front Co'nter Fort

04

Mtr

Base idh of Front Co'nter Fort

3.5

Mtr

0615

;adian

nclination of Co'nter Fort  At of Earth Fillin= )%o*e G>

05

Mtr

Max BM  wh&3"!.-sinP$/!.sinP$"3/7

54057

KN m

SF/Aori9hr'st wh&2"!.-sinP$/!.sinP$"3/2

6203

KN

Effecti*e de(th d h"sin -co*er

2?52

mm

23063

De=ree


01 "!f&2/fc#$ -01 f m M'/!%d&2$ ; > ( 7*,(&/)

$> M"=(+)

202

0711

5 15 0.3 :50.:6 3. :5: 100 0 50 160 3 5 15 4553063 -37.04 202 A, ?:


100

S8mm S8mm


S8mm

3.6025

S8mm

2

N7

0

8


INPUT

?:

.4.2

S8mm

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 18:0 S8mm 16 +se mm Dia %ars as distri% )rea of ,ne Bar 2.0.6 S8mm .7


110

$$

DESIGN= CHEC FOR REAR COUNTER FORT WALL TO RESIST SHEAR SF/Aori9hr'st wh&2"!.-sinP$/!.sinP$"3/2

Net SF F-M"tan /dQ

6203

KN

102.

KN

Grade of Concrete M Effecti*e De(th ,*er allDe(th of Sla% Dia of Shear rft )rea of ,ne Bar No of Bars

5 100 160 0 3.6025 8

mm mm mm S8mm Nos


8?.1

KN

16

0.?0

INPUT

For

.27

:

0.55: N/ S8m C&/"&,4+  V&"4 mm thic# sla%? #

0445

N/ S8m


0

N/ S8m

Shear Chec#
S&4

LOAD IN LINE ING)

R&,-&#%)

S%

W7 N=S$

S&#+

.-2 .7-.1 .4-.

M4+%"$ C&! S, C&!

2 R 24-34 .6-21 6-.7

2 M4&# 3 2. .

9 044 06 033

J F* 4, 7% ' -&

25 22 .1

(H=)(1=)

9 A/. B.!B-9c$/2

H> 0

Ka Cos C!!Cos C- S8rt!Cos C&2-Cos &2$$/!Cos C S8rt!Cos C&2-Cos &2$$$  !!.-SN!$$/!.SN!$$&2 ./#a


DEPTH OF FDN

EHS90 G>

AtADE<9A  .- 8/!2IA$

9,E D9A/B)SE D9A

<>

Bm B- Bm-9.

A"!S8rt!!.-sino/.sino$/!.-# " !3"#.$$$"A @a ;at > B04A 9, 07A )ND N,9 >ESS 9A)N B!MN$ ;EF <+NM) << 14

VALUE D> 0

B.!B-9c$/2? )l(ha"B?F32$


D6">"A&041 BASE SLAB THICNESS

0 J 0 mm c/c


9h at 9o( 92  9. /2


5 J  0 mm c/c (TO RESIST VERTIC

.B"D"24

2!9.$"!A-D$"24 3!92-9.$/2"!A-D$"24 6)>
VA

MOM K T4

ALL DIME

W1 W W3 W W5 W P< P7 V R

8.53 .3 0.00 3?1.05 0.00 63.:0 150.1 50.: 00.1 505.3

.38 1.38 1.0 3.33 1.38 3.0 .36 3.55 .66 1.?

115.5 60.: 0.00 13.0 0.00 110. 35.86 1?8.30 533.16 8??.06

;@"@A"A H!."H.2"H23"H3XB= ( SIGN FOR RESULTANT FO CHEC P$&x  SBC
F;,M S 647 9)B>E F,; M24 025/MM2 9ACKNESS ,F KE!<

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1 / 5 D47%# S<4&* S,*4#,< dD-C,@E;

100 A7=+

J

0.0

.604.

>.B-B2-9

S N=S$$

0.331

6D"24 Mt!6.">./2 @!.-d$$".04

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$)

H> 6.00

C#/*4,4 15 0 5 30

F4 50 20225 2052 30.4 60641

Steel F4 15 207 2044 3. .133

35

402.

60122

F4 500 .055. 20744 3.318 3.:8

F4 550 .0565 20451 3.8 3.8:?

60764

6046

EXIST. GL

<>

T 1.50

1. D> 0.1

mm Dia

SBC 00

$$ D%&

18.?8

'tion ;ft mm Dia

$$ D%&

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1 / 5 D47%# S<4&* S,*4#,< 100 A7 + 0.

1.00 1.00

D7 

J

SS N=S$$

.306.

0.3

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

2 .02

.4 .024

.4. .03

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$

1 mm Dia



>e=s

in= is . mm for (lacin= of Concrete? Max 64 mm K then ncrease the sie of ;ft oa more No of >e=s

A> (!<2<6$/2 4s"!At-D$ 724"D Mh(47$">2">2 @
Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F4 500 F4 550 20225 207 .055. .0565 15 0 2052 2044 20744 20451 30.4 5 3. 3.318 3.8

30 35

60641 402.

.133 60122

3.:8 60764

3.8:? 6046

mm Dia

$$ D%&

'tion ;ft mm Dia

$$ D%&

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1 / 5 D47%# S<4&* S,*4#,< 100 A7 + 0.1

1.00 1.00

D7 

J

SS N=S$$

.3044

0.31

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$

2 .02

.4 .024

.4. .03

10 mm Dia



>e=s

in= is . mm for (lacin= of Concrete? Max 64 mm K then ncrease the sie of ;ft oa more No of >e=s

>3At-D Ka "I" A "Cos c Mw&2/1 @/2

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F4 500 F4 550 20225 207 .055. .0565 15 0 2052 2044 20744 20451 5 3. 3.318 3.8 30.4 60641 30 .133 3.:8 3.8:? 402. 60122 60764 6046 35

mm Dia

$$ D%&

'tion ;ft mm Dia

$$ D%&

$$ D%&

$$ D%&


J

SS N=S$$

102.

0.3

1.10 1.10

D7 

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F4 500 F4 550 15 20225 207 .055. .0565 0 2052 2044 20744 20451 5 3. 3.318 3.8 30.4 60641 30 .133 3.:8 3.8:? 402. 60122 60764 6046 35

mm Dia

$$ D%&

2 .02

.4 .024

.4. .03

'tion ;ft mm Dia

$$ D%&


1.00 1.00

D7 

J

SS N=S$$

203.

0.6:?

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$

2 .02

.4 .024

.4. .03

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F4 500 F4 550 20225 207 .055. .0565 15 0 2052 2044 20744 20451 30.4 5 3. 3.318 3.8 30 .133 3.:8 3.8:? 60641 402. 60122 60764 6046 35

mm Dia

$$ D%&

'tion ;ft mm Dia

$$ D%&

M&x S<4&* S,*477 5 G*&+4  C#/*4,4 M M&x SS N=S$$ 3.1 / 5 D47%# S<4&* S,*4#,< 100 A7 +

J

SS N=S$$

0.?0

1.00 1.00

D7 

60.7

0.55:

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$

2 .02

.4 .024

.4. .03

$$


,> 0 )NG>E ,F S+;CA);GE C

0 J 0 mm c/c


0 J 0 mm c/c 0 J 0 mm c/c 0 0 0 0

VALUE


0 J 0 mm c/c (TO RESIST VERTICAL DOWN PRESSURE)

0

0 J 0 mm c/c

$$ $$ S$$

J mm c/c

0 L UP PR) LUE

T> 0

VALUE

B> VALUE SIONS ARE IN MILLIMETRES

.00


W5 0.00 ,>

50 ANGLE OF SURCHARGE C

EARTH FILLING SIDE

P7 50.: P< 150.1

W .3 W3 0.00

W 3?1.05

R 4//> 0.6

E 5

HEEL

0.5

3.5

W1 8.53 .?5

60.30

68.60

1?6.5

0

KN/M S+;CA);GE M)DE +<

,> 0 )NG>E ,F S+;CA);GE C

0 J 0 mm c/c


H> 0

0 J 0 mm c/c 0 J 0 mm c/c 0 0 0 0

0

EHS90 G>


0 J 0 mm c/c (TO RESIST VERTIC

<>

0 D> 0

0

0 J 0 mm c/c

0 J 0 mm c/c

0.00 0 J 0 mm c/c

0 J 0 mm c/c (TO RESIST VERTICAL UP PR) 0

0 T> 0

0

B>

0

ALL DIMENSIONS ARE IN MILLIMETRES

G>

L DOWN PRESSURE)

COUNTERFORT RCC (Ex 1.5 D<&!&*&,#&$

INPUT INPUT INPUT INPUT INPUT INPUT INPUT INPUT INPUT INPUT INPUT

INPUT INPUT


/

5 15

N/mm2 N/mm2

ANGLE OF REPOSE OF SOIL 2 BUL DENSITY OF SOIL W7 SOIL SAFE BEARING CAPACITY SBC ANGLE OF SURCHARGE OF FILL C CLEAR SPACING OF COUNTERFORT L THICNESS OF COUNTERFORT T/ C=C SPACING OF COUNTERFORT L/ BASE WIDTH OF FRONT COUNTERFORT B HT OF FRONT COUNTERFORT ABOVE BASE SLAB

30 0 00 0 3.00 0.30 3.30 .30 3.00

DEG KN/m2 KN/m2 DEG mtr mtr mtr mtr mtr

COEFF OF FRICTION 9 COS C COS 2 COEFFT O ACTIVE PRESSURE & COEFFT O PASSIVE PRESSURE ; HEIGHT OF FILLING H MIN DEPTH OF FDN < PROVIDE DEPTH OF FDN D TOTAL HT OF WALL H,>H@D

0.55 1 0.866 0.33 .::8 ?.5 1.11 1.50 :.00

mtr mtr mtr mtr

CONST (S44/, FACTOR  *$ ,<4 *&#4 )

INPUT INPUT

INPUT INPUT INPUT

>

0.?

0.?

CALCULATED BASE WIDTH B(MIN) PROVIDE BASE WIDTH B BASE WIDTH OF REAR COUNTERFORT B1 SURCHARGE ;7

5.00 5.00 .0 0

mtr mtr mtr KN/m

BASE SLAB THIC D(MIN) PROVIDE BASE SLAB THIC D WALL THIC AT BOTTOM T(MIN) PROVIDE WALL THIC AT BOTTOM PROVIDE WALL THIC AT TOP T

50 50 300 300 150

mm mm mm mm mm

185.63 158.?1 ?6.:5 5.88 131.0 16?8.36

KN KN KN KN KN KN

?31.?

KN

T1

CHEC FOR BEARING PRESSURE WT OF BASE SLAB=FOOTING W1 WT OF STEM= WALL W WT OF REAR COUNTERFORT W/1 WT OF FRONT COUNTERFORT W/ WT OF REAR SOIL OVER HEEL W3 TOTAL STABILISING VERTICAL FORCE V OVER C=C CF DIST

HORIONTAL EARTH PRESSURE P<

HORIONTAL SURCHARGE P7 TOTAL HORIONTAL PRESSURE

0.00 3.06

KN

DISTANCE OF W1 FROM TOE TIP X1 DISTANCE OF W FROM TOE TIP X DISTANCE OF W/1 FROM TOE TIP X/1 DISTANCE OF W/ FROM TOE TIP X/ DISTANCE OF W3 FROM TOE TIP X3 TOTAL MOMENT DUE TO VERT FORCE K TOE TIP

.50 .5 3.0 1.53 3.0 530.:

mtr mtr mtr mtr mtr KN-mtr

DIST OF RESULTANT VERT FORCE FROM TOE TIP

3.18

mtr

?31.? 0.00 3.06

KN KN

HORIONTAL EARTH PRESSURE P< HORIONTAL SURCHARGE P7 TOTAL HORIONTAL PRESSURE

mtr VERT HT OF HORT FORCE Y1 ABOVE BASE SLAB .85 VERT HT OF SUR FORCE Y ABOVE BASE SLAB .8 mtr TOTAL MOMENT DUE TO HORI FORCE K WALL BOTTO 08.?0 KN-mtr

NET MOMENT ABOUT TOE

355.5: KN-mtr

CALCULATION OF EARTH PRESSURE C 4 > (&74/=/ ",*477 +%7,=) FOR ;1 C 4 > (&74/=/ ",*477 +%7,=) FOR ; DIST FROM TIP OF TOE FOR SOIL REACTION P1 DIST FROM TIP OF TOE FOR SOIL REACTION P NET SOIL REACTION CO EFF NET MOMENT DUE TO SOIL REACTION CO EFF SOIL PRESSURE P1 SOIL PRESSURE P SOIL PRESSURE P3 SOIL PRESSURE P

8.5 8.5 1.6? 3.33 8.5 13.?5 36.?? 33.33 06.?8 10.

DIST OF RESULTANT VERT FORCE FROM TOE TIP

R

INPUT

3.18

mtr

CALCULATION OF EARTH PRESSURE RESULTANT FORCES R>SRT(H@V) 1830.83 KN DIST OF RESULTANT FORCE FROM TOE TIP X 1.?8 m m ECCENTRICITY 4 0.? MAX PRESSURE P$&x (P1) 18. KN/m2 MIN PRESSURE P$%#(P) ?5.0 KN/m2 PRESSURE BELOW LEFT SIDE OF STEM WALL P3 :.8 KN/m2 PRESSURE BELOW RIGHT SIDE OF STEM WALL P :.3 KN/m2 FOS AGAINST OVERTURNING .56 FOS AGAINST SLIDING 1.6 IF FOS1.5 PROVIDE SHEAR EY OR INCREASE WIDTH OF FDN DESIGN OF SHEAR EY N/mm2 PERMISSIBLE SHEAR STRESS T/ 0.33 THICNESS OFEY 1110 mm

DEPTH OF EY EY REINFORCEMENT INPUT

PROVIDE DIA OF STEEL BAR SPACING OF BARS

F* T4 S&

L4#,<

1.05 133

m mm2

10 50

mm mm

F* H44 S& F* S,4$ W&

L>

30

30

30

H4%<, <>

203

206

1044

<=L *&,%

0.?6?

0.800

.850

1



C#7,&#,7 F* T4 S&

Co( @al'es from 9a%le

0.05

0.0

F* H44 S&


0.053

0.051

F* S,4$ W&


CRITICAL MOMENTS IN TOE HEAL AND D+E 9,



">&2

!KN-M$

!KN-M/M$

9,E S>)B !M,MEN9 C)+SNG 9ENS,N +D> 9;)NG>E

18.

-..4404

53.0

6104

9,9)> AEE> S>)B !M,MEN9 C)+SNG 9ENS, +D> 9;)NG>E

100.65

-54017

?5.0

740.1

5?.03

4.303.

9,9)> @E;9C)> )>> S>)B

9;)NG>E

DESIGN OF TOE SLAB EFFECTIVE DEPTH OF TOE + SPAN OF TOE L1 WT OF FOOTING W MAX BM AT BASE OF TOE M, SHEAR FORCE V$&x

3?5 1.85 11.5 :0.15 5:.3

mm m KN/m KN-m KN

DESIGN OF TOE SLAB TO RESIST BENDING MOMENT Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Sla%

5 15 1.0 :0.15 3. 16

Mtr KN-M %d&2 mm

RESULT )do(t Effecti*e De(th d INPUT +se Dia of Sla% rft )do(t Co*er for Sla% ,*er all De(th of Base Sla% D idth of Sla% considered for Cal Grade of Concrete M Grade of Steel Fe a % c

01 "!f&2/fc#$ -01 f m M'/!%d&2$

3?0 1 ?5 50 . 5 15 4553063 -37.04 077 A, 6:?

S8mm


4013

S8mm


.1

S8mm

?58

S8mm

..30.6

S8mm

; > ( 7*,(&/)

$> M"=(+)

077

0.11


INPUT

mm mm mm mm mm

150

$$


46

S8mm

Chec# for Min rft

O

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 6?5 S8mm +se mm Dia %ars 1 )rea of ,ne Bar ..30.6 S8mm


1?0

$$


5 3?0 50 1 ..30.6 150

mm mm mm S8mm mm


5:.3

KN

0.0

0.33

INPUT

For

64

C&/"&,4+  mm thic# sla

0336


0

U# 7&4

Shear Chec#

DESIGN OF HEELSLAB SPAN OF HEEL L PRESSURE AT HEEL W; WT OF SOIL OVER HEEL W5 WT OF HEEL W6 MAX BM AT HEEL M< SHEAR FORCE V$&x

.13 :8 1?1 11 ?3 3.?

DESIGN OF HEEL SLAB TO RESIST BENDING MOMENT 5 Grade of Concrete M Grade of Steel Fe 15 1.0 Base width Max BM Mx ?3.3? 3. BM  !Const"fc#$ %d&2 16 Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d 00 INPUT +se Dia of Sla% rft 1 )do(t Co*er for Sla% 50 55 ,*er all De(th of Base Sla% D idth of Sla% considered for Cal . 5 Grade of Concrete M Grade of Steel Fe 15 a 01 "!f&2/fc#$ 4553063 % -01 f -37.04 c m M'/!%d&2$ 067

M KN/m2 KN/m KN/m KN-m KN


A, 50

S8mm


1.5021

S8mm


.12

S8mm

81:

S8mm

..30.6

S8mm

; > ( 7*,(&/)

$> M"=(+)

067


0.3

10

$$

INPUT


467

Chec# for Min rft

O

S8mm

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 68.5 S8mm +se mm Dia %ars 1 )rea of ,ne Bar ..30.6 S8mm


1?0

$$


5 00 55 1 ..30.6 10

mm mm mm S8mm mm


3.?

KN

0.0

INPUT

For

644

0.33 C&/"&,4+  mm thic# sla

0332


047

U# 7&4

Shear Chec#

DESIGN OF STEM WALL SPAN OF WALL L3 MAX BM AT BOTTOM OF WALL MSHEAR FORCE V$&x DESIGN OF STEM WALL TO RESIST BENDING MOMENT Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2 Calc'lated Eff De(th of Stem RESULT )do(t Effecti*e De(th d INPUT +se Dia of Stem rft )do(t Co*er for Stem ,*er all De(th of Stem D

8.?0 0.53 ?31.?

M KN-m KN

5 15 1.0 0.53 3. ?? 600 1 50 655

Mtr KN-M %d&2 mm mm mm mm mm

idth of Stem considered for Cal Grade of Concrete M Grade of Steel Fe a % c

01 "!f&2/fc#$ -01 f m M'/!%d&2$

$> M"=(+)

; > ( 7*,(&/)

07

. mm 5 15 4553063 -37.04 07

A, :6

0.7

.221052 S8mm



272

S8mm

1:

S8mm

..30.6

S8mm

)rea of ,ne Bar


INPUT

S8mm

:0


17

Chec# for Min rft

O

$$ S8mm

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction :8.5 S8mm +se mm Dia %ars 8 )rea of ,ne Bar 4025 S8mm


50

$$

DESIGN= CHEC FOR STEM WALL TO RESIST SHEAR Grade of Concrete M Effecti*e De(th ,*er all De(th of Stem Dia of Shear rft )rea of ,ne Bar S(acin= of Bars

5 600 655 1 ..30.6 :0

mm mm mm S8mm mm


?31.?

KN

0.0

INPUT

For

744

0.33 C&/"&,4+  mm thic# sla 0336


.022

U# 7&4

Shear Chec#

DESIGN OF FRONT COUNTER FORT TO RESIST BENDING MOMENT

At of Front Co'nterfort )%o*e Base Sla%

203 18 8.? .04

Mtr KN/S8m KN/S8m Mtr

C/C dist %etween Co'nter Fort

303

Mtr

Max BM d'e to Earth
.25507

>en=th of Front Co'nter Fort Earth

01 "!f&2/fc#$ -01 f m M'/!%d&2$

KN M

5 15 0.3 1::.6? 3. 11 1130 5 50 11:5 3 5 15 4553063 -37.04 3035


A, 3:50

S8mm


756036

S8mm


.636

S8mm

3:50

S8mm

65.0

S8mm

; > ( 7*,(&/)

$> M"=(+)

3035

)rea of ,ne Bar

RESULT No of Main Bars Min )rea of Steel 0.2 : Chec# for Min rft

.0.74

: .636

N7 S8mm

O

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction

INPUT

+se )rea of ,ne Bar

1?:.5 16 2.0.6

RESULT S(acin= of Distri%'tion Bars INPUT

150

S8mm mm Dia %ars S8mm

110

$$

mm

150

Shear Force at d awa from Stem

DESIGN= CHEC FOR REAR COUNTER FORT WALL TO RESIST SHEAR .6046

SF/Aori9hr'st


KN

6506

KN


5 1130 11:5 5 65.0 :

mm mm mm S8mm Nos


?:.?

KN

1.30

INPUT

For

..54

0.?0? C&/"&,4+  mm thic# sla

0


062

Shear Chec#
S&4

DESIGN OF REAR COUNTER FORT TO RESIST BENDING MOMENT Aei=ht of Front Co'nter Fort

50

Mtr

Base idh of Front Co'nter Fort

203

Mtr

nclination of Co'nter Fort  At of Earth Fillin= )%o*e G>

0242 04

;adian Mtr

Max BM  wh&3"!.-sinP$/!.sinP$"3/7

.6702

KN m

SF/Aori9hr'st wh&2"!.-sinP$/!.sinP$"3/2

47204.

KN

Grade of Concrete M Grade of Steel Fe Base width Max BM Mx BM  !Const"fc#$ %d&2

.6036

5 15 Mtr 0.3 106.? N-MM 3. %d&2

Calc'lated Eff De(th of Sla% RESULT )do(t Effecti*e De(th d INPUT +se Dia of Sla% rft )do(t Co*er for Sla% ,*er all De(th of Base Sla% D idth of Sla% considered for Cal Grade of Concrete M Grade of Steel Fe a % c

01 "!f&2/fc#$ -01 f m M'/!%d&2$

116? 11?0 5 50 135 3 5 15 4553063 -37.04 3062 A, 10

; > ( 7*,(&/)

$> M"=(+)

3062

.0.5

mm mm mm mm mm mm

S8mm S8mm

10

S8mm

65.0

S8mm


:


INPUT

.612

N7 S8mm

9em( rft 0.4 : of =ross area will %e (ro*ided in the lon=it'dinal direction 185.5 S8mm +se mm Dia %ars 16 )rea of ,ne Bar 2.0.6 S8mm


110

$$

DESIGN= CHEC FOR REAR COUNTER FORT WALL TO RESIST SHEAR SF/Aori9hr'st wh&2"!.-sinP$/!.sinP$"3/2

47204.


27605.

KN KN


5 11?0 135 5 65.0 :

mm mm mm S8mm Nos


6.:1

KN

1.6

0.6:8 C&/"&,4+ 

INPUT

For

.234

mm thic# sla

0751


023

Shear Chec#
S&4

ETAINING WALL Ex 1. V&%*&#% &#+ R&,-&#%)

S% S&#+ M4+%"$ C&!

S, C&!

0.3

2 R 24-34 .6-21 6-.7

W7 N=S$

.-2 .7-.1 .4-.

2 M4&# 3 2. .

9 044 06 033

J Fr %et soil O wall

25 22 .1

9 A/. B.!B-9c$/2

Ka Cos C!!Cos C- S8rt!Cos C&2-Cos &2$$/!Cos C S8rt!Cos C&2-Cos &2$$$

hSBC/s"!.-sin  /.sin  $&2

1.0

DE<9AA/3 )ND N,9 >ESS 9A)N MN DE<9A/ .02Mtr

DEPTH OF FDN

AtADE<9A

0.8?

037"!S;9!.!306"SBC$/!s"At$$-.$ 9, 064"!S AEE> D9A/B)SE D9A B04"At"S;9!Ka/!!.-044"$$

3.00 .0

GENE;)>> BAt/3 )ND N,9 >ESS 9A)N B!MN$ B.!B-9c$/2? )l(ha"B?F32$


9At/2 to A/3

00

BASE SLAB THICNESS

9At/3 to A/6

50 15

WALL THICNESS AT BOT

9h at 9o( 92  9./2


.B"D">c"24

303

2!9.92$/2"!A-D$">c"24 cf. Acf"9c"B."24/2 cf2 Acf"9c"B2"24/2 3)>

9h 9h
;S;9!@"@A"A$ H!."H.2"H23"H3cf."HCF.cf2"Hcf2
F,S!."H.2"H23"H3$/!<".
G*&+4  C#/*4,4 M SAE); KE 9ACK

M&x SS N=S$$

M&x S<4&* S,*477 5 3.1

CHEC FOS1.5 CHEC FOS1.5

9ACKNESS ,F KE!<
/ 5 D47%# S<4&* S,*4#,< 100 A7=+

J

SS N=S$$

0.0

.604.

0.331

3



J1

J

J3

J

0.01

0.0?8

0.06

0.01?

0.008

0.000

0.05

0.081

0.00

0.01

0.010

0.000

0.0:

0.00

0.01

0.000

HE STEM WALL SLABS (IN NM=M) )9 B)SE . or .

MDD>E A9 M.

MDD>E <,N9

2 or 2

M2

3 or 3

M3

9,< 6 or 6

M6

,N 9AE B,99,M F)SE S C,NSDE;ED )S <,SS9@E$ -046

7206.

-066

4014

02.

-2602

-01

50.4

-027

-.2065

-0.

-10.

01

3016

0

0

:.:

.68

0.3

:0.15

,N 9AE B,99,M F)SE S C,NSDE;ED )S <,SS9@E$ -043

610.

-04.

6702

024

-22074

-01.

303

-02

-.304

-02.

-.60.1

0.

704

0

0

3.51

-025

-.6015 1.8:

3.0

-06

-2043 0.53

15.8:

02.

.01 10.?8

?3.3?

0

dD-C,@E; >.B-B2-9

6D"24 Mt!6.">./2 @!.-d$$".04

36:

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d

0 0.00

4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F4 500 F4 550 20225 207 .055. .0565 15 0 2052 2044 20744 20451 30.4 5 3. 3.318 3.8 30 .133 3.:8 3.8:? 60641 402. 60122 60764 6046 35

.2

mm Dia

1

$$ D%&

as distri%'tion ;ft .2

1

mm Dia

$$ D%&


J 100 A7 + 0.0 .6026 : N/ S8mm

SS N=S$$

0.33

V&"4 ? #

1.00 1.00

D7 

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

N/ S8mm

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$ N/ S8mm

>2)>2">2 @!2-d$$".04

3:


.2

mm Dia

1

$$ D%&

2 .02

.4 .024


1

mm Dia

$$ D%&


J 100 A7 + 0.0 .603

SS N=S$$

0.33

: N/ S8mm V&"4 ? #

1.00 1.00

D7 

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

N/ S8mm

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$ N/ S8mm

>3At-D MwKas >3">33">3/2 @!2-d$$".04

600

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d 6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$)

2 .02

.4 .024

C#/*4,4 15 0 5 30 35

.2

mm Dia

1

$$ D%&

as distri%'tion ;ft 1

8

F4 50 20225 2052 30.4 60641 402.

Steel F4 15 207 2044 3. .133 60122

F4 500 .055. 20744 3.318 3.:8 60764

F4 550 .0565 20451 3.8 3.8:? 6046

mm Dia

$$ D%&


J 100 A7 + 0.0 .60.

SS N=S$$

0.33

: N/ S8mm V&"4 ? # N/ S8mm

1.00 1.00

D7 

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

2 .02

.4 .024

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$ N/ S8mm


24

mm Dia

5

$$ D%&


16

mm Dia

$$ D%&


J

SS N=S$$

2023

0.?0?

: N/ S8mm V&"4 ? #

1.00 1.00

D7 

V&"4   L3 24 .0 .04

24 .0.

224 .0.4

N/ S8mm

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$ N/ S8mm

De=ree

Max De(th of N'tral )xis ! X$>0.0035=([email protected]?!=E7) E7> 00000 N=S$$ 24 043 d

2 .02

.4 .024

0

6.4 061 d 4 067 d 44 066 d >imitin= Moment of resistance M;  Const " %"d&2 N mm C#7,> 0.36/X$(10.X$) Steel C#/*4,4 F4 50 F4 15 F4 500 F4 550 15 20225 207 .055. .0565 2052 2044 20744 20451 0 5 3. 3.318 3.8 30.4 60641 30 .133 3.:8 3.8:? 35 402. 60122 60764 6046

24

mm Dia

5

$$ D%&


16

mm Dia

$$ D%&


J

SS N=S$$

203.

0.6:8

: N/ S8mm V&"4

1.00

V&"4  

? #

1.00

D7 

L3 .0

24 .04

24 .0.

224 .0.4

N/ S8mm

 S<4&* *, 4 ;*%+4+ %# & 7& +44;4* ,<&# 00 $$ N/ S8mm

2 .02

.4 .024

Y F;EE EDGE 6

6

<

Y F;EE EDGE

3 3

2 2

.

6

6

< 2

.

.

w X >oad

L

3 3

2 .

L

BM COEFFICIENT OF A PLATE 3 EDGE FIXED AND ONE EDGE FREE

UDL <=L

Y>0

Y><=

Y><=

Y><

X>0

X>L=

X>0

X>L=

1



3



0.600

-044

-037

0.

-06

0.?00

-046

-066

02.

0.800

-043

-04.

0.:00

-042

1.000

TDL <=L

Y>0

Y><=

Y><=

X>0

X>L=

X>0

J1

J

J3

0.600

-026

-0.3

07

-01

0.?00

-027

-0.

01

024

-01.

0.800

-02

-02.

0.

-047

025

-013

0.:00

-025

-026

0.2

-04.

-07.

032

-013

1.000

-03

-02

0.3

1.50

-06

-0.

03

-013

1.50

-03.

-033

0.

1.500

-062

-04

06

-013

1.500

-025

-036

0.5

.000

-06

-013

06.

-013

.000

-025

-06

02.

.4. .03

.4. .03

.4. .03

.4. .03

.4. .03

X w >oad

Y>< X>L= J 0 0 0 0 0 0 0 0

RCC RETAINING WALL(CANTILEV (WHERE WATER TABLE IS ABOVE

INPUT INPUT INPUT INPUT INPUT INPUT INPUT INPUT


INPUT INPUT

INPUT INPUT

INPUT DATAS GRADE OF CONCRETE  / GRADE OF STEEL  ! ANGLE OF REPOSE OF SOIL 0 SUBMERGED DENSITY OF SOIL W7" BUL DENSITY OF SOIL W7 SAFE BEARING CAPACITY SBC ANGLE OF SURCHARGE OF FILL C COEFFT OF FRICTION " COS C COS 0 COEFFT O ACTIVE PRESSURE & HEIGHT OF FILLING H HT OF WATER TABLE FROM TOP OF FILL H1 HT OFSUBMERGED EARTH H MIN DEPTH OF FDN < PROVIDE DEPTH OF FDN TOTAL HT OF WALL H, RATIO ALPHA AS PER FORMULAE BASE WIDTH B(MIN) PROVIDE BASE WIDTH B SURCHARGE ;7 BASE SLAB THIC D(MIN) PROVIDE BASE SLAB THIC D WALL THIC T(MIN) PROVIDE WALL THIC T CHEC FOR SBC WT OF BASE SLAB W1 WT OF STEM WALL W WT OF SOIL OVER HEEL TOTAL STABILISING FORCE W SAT SOIL PRESSURE P1 SUB SOIL PRESSURE P VERTICAL COMP OF EARTH PRESSURE HORIONTAL EARTH PRESSURE P SURCHARGE P7 DISTANCE OF W1 FROM HEEL X1 DISTANCE OF W FROM HEEL X DISTANCE OF W3 FROM HEEL X3 HT OF HORT FORCE P1 FROM HEEL HT OF HORT FORCE P FROM HEEL HT OFSUR FORCE Y FROM HEEL DIST OF VERT REACTION FROM HEEL CALCULATION OF PRESSURE REACTION OF FORCES DIST OF REACTION FROM HEEL X ECCENTRICITY 4

3 6.4 37 .1 .1 .4  04 . 01526.1 027 4 . 4024 047 1.5 7024 03 2053 5.00  42. 550 724 650 7104 52073 33024 676072 6071 22602 0 221011 0 204 20. 052 4041 .014 30.3 .06.

N/mm2 N/mm2 DEG Kn/m3 KN/m3 KN/m2 DEG

mtr mtr mtr mtr mtr

DEPTH>H=3 AND N

mtr mtr KN/m

GENERALLY B>H,=

mm mm mm mm KN/m KN/m KN/m KN/m KN/m KN/m KN/m KN/m KN/m mtr mtr mtr mtr mtr mtr mtr

4.056 KN 20.. mtr -035 m

9AS S S9)B>SN

MAX PRESSURE P$&x MIN PRESSURE P$%# FOS AGAINST OVERTURNING FOS AGAINST SLIDING

INPUT

INPUT

INPUT INPUT

INPUT

INPUT INPUT

INPUT

65045 KN/m2 .37027 KN/m2

3.?: 1.0 IF FOS1.5 PROVIDE SHEAR EY 0R INCREASE WIDTH OF FDN

DESIGN OF SHEAR EY PERMISSIBLE SHEAR STRESS T/ THICNESS OFEY DEPTH OF EY PROVIDE DIA OF STEEL BAR SPACING OF BARS EY REINFORCEMENT DESIGN OF BASE SLAB DESIGN OF TOE SLAB EFFECTIVE DEPTH OF TOE + SPAN 0F TOE L1 WT OF FOOTING W MAX BM AT BASE OF TOE M, DEPTH OF SLAB RED +1 PROVIDE DEPTH M"=/++ PERCENTAGE OF STEEL ; AREA OF MAIN RFT A7, PROVIDE DIA OF BAR SPACING OF BARS AREA OF DIST RFT A7, PROVIDE DIA OF BAR SPACING OF BARS

64 204 .304 .710.. 22 64 064 06 .5 16 106 4 1 1:8

CHEC FOR SHEAR STRESS SHEAR FORCE V$&x NOMINA SHEAR STRESS T

.105. KN 023 N/mm2

DESIGN OF HEELSLAB SPAN OF HEEL L PRESSURE AT HEEL W; WT OF SOIL OVER HEEL W5 WT OF HEEL W6 MAX BM AT HEEL M< DEPTH RED +3 PROVIDE DEPTH M<=++ PERCENTAGE OF STEEL ; AREA OF MAIN RFT A7, PROVIDE DIA OF BAR SPACING OF BARS AREA OF DIST RFT A7, PROVIDE DIA OF BAR

025 118 .024 . 4 .62.

.014 .6 33 .6 376 257 64 .07. 07 214 0 .. 4 1

N/mm2 mm m mm mm mm2

mm m KN/m KN-m mm mm

mm2 mm mm mm2 mm mm

M KN/m2 KN/m KN/m KN-m mm mm

mm2 mm2 mm mm2 mm

SPACING OF BARS

INPUT

INPUT

INPUT

.51 mm

CHEC FOR SHEAR STRESS SHEAR FORCE V$&x NOMINA SHEAR STRESS T

63104 KN 052 N/mm2

DESIGN OF STEM WALL SPAN OF WALL L3 MAX BM AT BOTTOM OF WALL M-

407 M 74203 KN-m

PROVIDE DEPTH M<=++ PERCENTAGE PERCENTAGE OF STEEL ; AREA OF MAIN RFT A7, PROVIDE DIA OF BAR SPACING OF BARS AREA OF DIST RFT A7, PROVIDE DIA OF BAR SPACING OF BARS

70 .01. 03 .1 16 11 2 1 15?

CHEC FOR SHEAR STRESS SHEAR FORCE V$&x

221011 KN

NOMINAL SHEAR STRESS T

mm

mm2 mm mm mm2 mm mm

031 N/mm2

ERTYPE) MAX 6.0 MTR HEIGHT

RESULT

VALUES

BASE OF FOOTING)

KaC,S C-!C,S c-S;9!C,S c&2-C,S o&2$/C,S cS;9!C,S c&2-C,S o&2$ A. A2At-A. hSBC"Ka"Ka/s OT LESS THAN MIN DEPTH DEPTH OF FDN AtADE<9A )> D9A/B)SE D9A037"!S;9!.!306"SBC$/!s"At$$-.$ B04"At"S;9!Ka/!)>+E F N, S+;CA);GE S 9AE;E DAt/.2

BASE SLAB THICNESS 9At/.

WALL THICNESS AT BOT WALL THICNESS AT TOP .B"D"24 29"!A- $"24 3)>> NEG>EC9ED <Ka"s"At"At/2
;@"@A"A H."H.2"H23"H3-<".
H> 4

CHEC P$&x  SBC CHEC P$%#O

F,S!."H.2"H23"H3$/!<".
CHEC FOS1.5 CHEC FOS1.5 EHS90 G>

F;,M S 647 9)B>E F,; M24 025/MM2 9ACKNESS ,F KE!<
F,; M3025N/MM2 SHEAR EY THIC <>

.24

D> 44 dD-C,@E; >.B-B2-9 6D"24 Mt!6.">./2 d.S;9!Mt/0.31"fc#".$ dD-C,@E; (: F;,M S
1 J  .5 mm c/c

24.

TOE REFT

+SE 1?.0.2MM dia

TOE REFT

@!.-d$$".04 9*@/%"d

CHEC TT/

>2)>2">2

(: F;,M S
HEEL REFT

HEEL REFT

ALL DIME

@!2-d$$".04 9*@/%"d

CHEC TT/

>3At-D MwKas >3">33">3/2

(: F;,M S
WALL REFT

WALL REFT

@!2-d$$".04 9*@/%"d

WALL REFT

5

30

3.1

3.5

2

.4

.4.

.02

.024

.03

,> 324

S+;CA);GE M)DE +< G>

)NG>E F S+;CA);GE C

16 J  22 mm c/c


1 J 

3. mm c/c

1 J  3. mm c/c 16 22 1 .4

214


0 J  .. mm c/c

6

16 J  . mm c/c . J 4 mm c/c

.024 ..1

T> 74 B>

.16

4


35

0

3.?

.0

S+;

,> 

)NG>E F

0 

E);9A F

H> 

0  0  0  0 





J mm c/c 

  

T> 



B>



ALL DIMENSIONS ARE IN MILLIMETRES



5

30

35

3.1

3.5

3.?

2

.4

.4.

.02

.024

.03

A);GE M)DE +< G>

S+;CA);GE C

J mm c/c

>NG SDE J mm c/c J mm c/c J mm c/c J mm c/c

J mm c/c

0 J  mm c/c

J mm c/c

0 J  mm c/c

J mm c/c

0 .0

MASONRY RETAINING WALL(GRAVITY TYPE) (WHERE WATER TABLE IS BELOW BASE OF FOOTING)

INPUT INPUT INPUT

INPUT INPUT INPUT

INPUT

INPUT DATAS DENSITY OF MASONRY WPERMISSIBLE COMPRESSIVE STRESS ANGLE OF REPOSE OF SOIL  BUL DENSITY OF SOIL W7 SAFE BEARING CAPACITY SBC ANGLE OF SURCHARGE OF FILL C COEFFT OF FRICTION " COS C COS 0 COEFFT O ACTIVE PRESSURE & HEIGHT OF FILLING H MIN DEPTH OF FDN < PROVIDE DEPTH OF FDN TOTAL HT OF WALL H, TOP WIDTH  MAX TOE PRSSURE P CHEC P=H (CPH) DENSITY RATIO OF WALL=SOIL (DR) BASE WIDTH=HEIGHT RATIO  BASE WIDTH OF WALL

 0.3 33 18 150 0 0.5 1 0.83: 0.:5 .5 0.?3 1.00 5.50 0.60 53.?6 11:5 1. 0.53 .385

9AE9A)

KN/m3 N/mm2 DEG KN/m2 KN/m2 DEG

mtr mtr mtr mtr mtr KN/m2

hSBC"Ka"Ka/s

M%# >0.6 $,* <;ESS+;E/AEGA9

SE>EC9 B/A ;)9, F;,M 9)B>E B)SE

mtr

.. 0.56

0.5. 0.54

Retaining-Wall-Design.xls

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