Retaining Wall Design

INPUT DATAS

INPUT GRADE OF CONCRETE fck 25 N/mm2

INPUT GRADE OF STEEL f y 415 N/mm2

INPUT ANGLE OF REPOSE OF SOIL θ 30 DEG

INPUT BULK DENSITY OF SOIL Ws 18 KN/m3

INPUT SOIL SAFE BEARING CAPACITY SBC 150 KN/m2

INPUT ANGLE OF SURCHARGE OF FILL C 10 DEG

INPUT COEFFT OF FRICTION µ 0.45

COS C 0.985

COS θ 0.866

COEFFT OF ACTIVE PRESSURE Ka 0.350 0.334

COEFFT OF PASSIVE PRESSURE Kp 2.859

INPUT HEIGHT OF FILLING H 3.00 mtr

MIN DEPTH OF FDN h 0.93 mtr

INPUT PROVIDE DEPTH OF FDN D h/4= 0.75 1.20 mtr 1.20

TOTAL HT OF WALL Ht=H+D 4.20 mtr

CONST α 0.098

Toe Length TL 0.75 mtr 0.75

Heel Length HL 2.60 mtr

CALCULATED BASE WIDTH B(MIN) Bm 2.23 mtr

INPUT PROVIDE BASE WIDTH B B 3.75 mtr 3.75

INPUT SURCHARGE ps ps 2.00 KN/m

BASE SLAB THICK D(MIN) 350 280 mm 210

INPUT PROVIDE BASE SLAB THICK D 280 mm 0

WALL THICK AT BOTTOM T(MIN) 420 350 mm 280

INPUT PROVIDE WALL THICK AT BOTTOM T1 400 mm 400

INPUT PROVIDE WALL THICK AT TOP T2 200 mm 0

CHECK FOR BEARING PRESSURE

WT OF BASE SLAB/FOOTING W1 26.25 KN/m

WT OF STEM/ WALL RECTANGLE PART W2 19.60 KN/m

WT OF STEM/ WALL TRIANGLE PART W3 9.80 KN/m

WT OF REAR SOIL OVER HEEL W4 184.19 KN/m

WT/ AXIAL LOAD FROM COLUMN W5 0.00 KN/m

TOTAL STABILISING VERTICAL FORCE W 239.84 KN/m

HORIZONTAL EARTH PRESSURE Ph 48.37 KN/m

HORIZONTAL SURCHARGE Ps 15.37 KN/m

TOTAL HORIZONTAL PRESSURE V 63.73 KN/m

DISTANCE OF W1 FROM TOE FRONT TIP X1 X1 1.88 mtr

DISTANCE OF W2 FROM TOE FRONT TIP X2 0.85 mtr




HT OF HORT FORCE Y1 FROM TOE TOP Y1 1.31 mtr

(WHERE WATER TABLE IS BELOW BASE OF FOOTING)

(Ex 15.1 RCC by BC Punmia & Ex 12.1 Vazrani and Ratwani)

RCC RETAINING WALL(CANTILEVERTYPE) MAX 6.0 MTR HEIGHT INCL COLUMN LOAD IN LINE

HT OF SUR FORCE Y2 FROM TOE TOP Y2 1.96 mtr

DIST OF ΣVERT REACTION FROM TOE FRONT TIP 2.34 mtr

CALCULATION OF PRESSURE

REACTION OF FORCES 248.17 KN

DIST OF REACTION FROM TOE X 1.89 m

ECCENTRICITY e FROM CETRE OF BASE SLAB 0.01 m

PRESSURE AT TOE TIP Pmax 0 65.29 KN/m2 150

PRESSURE AT HEEL TIP Pmax 0 62.62 KN/m2 150

PRESSURE AT TOE FACE OF VER STEM 64.76 KN/m2

PRESSURE AT HEEL FACE OF VER STEM 64.47 KN/m2

FOS AGAINST OVERTURNING 6.34

FOS AGAINST SLIDING 1.69

DESIGN OF SHEAR KEY

INPUT PERMISSIBLE SHEAR STRESS Tc 0.33 N/mm2

THICKNESS OFKEY 0 mm 0

DEPTH OF KEY 0.00 m

KEY REINFORCEMENT 0 mm2

INPUT PROVIDE DIA OF STEEL BAR 10 mm

SPACING OF BARS 0 mm

DESIGN OF BASE SLAB

DESIGN OF TOE SLAB

EFFECTIVE DEPTH OF TOE d 205 mm

SPAN OF TOE L1 0.75 m

WT OF FOOTING W4 7.00 KN/m

MAX BM AT BASE OF TOE Mt 24.48 KN-m

SHEAR FORCE Vmax 47.44 KN

DESIGN OF TOE SLAB TO RESIST BENDING MOMENT

Grade of Concrete M 25

Grade of Steel Fe 415

Base width 1.0 Mtr

Max BM Mx 24.48 KN-M

BM = (Const*fck) bd^2 3.444 bd^2

Calculated Eff Depth of Slab 84 mm 195

RESULT Adopt Effective Depth d 200 mm

INPUT Use Dia of Slab rft 10 mm

Adopt Cover for Slab 75 mm

Over all Depth of Base Slab D 280 mm

Width of Slab considered for Cal 1000 mm



a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 0.61

m= Mu/(bd^2) p %= (-b- sqrt(b^2-4ac))/2a At

0.61 0.175 350 Sqmm

Min area of Tension Steel Ao=0.85*bd/fy 410 Sqmm

OR INCREASE WIDTH OF FDN

Min Area of Steel 0.15 % (Temp Rft) 420 Sqmm

Max area of Tensile Steel = 0.04 bD 11200 Sqmm

Provide Area of Tension Steel 420 Sqmm

Area of One Bar 78.57 Sqmm 10

RESULT Spacing of Main Bars 180 mm 10

Min Area of Steel 0.12 % 336 Sqmm

Check for Min rft OK

Temp rft 0.15 % of gross area will be provided in the longitudinal direction

420 Sqmm

INPUT Use 10 mm Dia bars as distribution Rft


RESULT Spacing of Distribution Bars 180 mm 10

DESIGN/ CHECK FOR TOE SLAB TO RESIST SHEAR


Effective Depth 200 mm

Over allDepth of Slab 280 mm

Dia of Shear rft 10 mm

Area of One Bar 78.57 Sqmm

Spacing of Bars 180 mm

Max Shear Force wL/2 47.44 KN

Percentage of Tensile Steel 100At/2bd = 0.22 %

(at the end, alternate bar are bent up)

Design Shear Strength 0.344 N/ Sqmm

Calculated k Value

INPUT For 280 mm thick slab, k=

Permissible Max Shear Stress 0.344 N/ Sqmm

Nominal Shear stress Vu/bd 0.24 N/ Sqmm

Shear Check Safe

DESIGN OF HEELSLAB

SPAN OF HEEL L2 2.60 M

PRESSURE AT HEEL Wp 63.55 KN/m2

WT OF SOIL OVER HEEL W5 70.56 KN/m

WT OF HEEL W6 7.00 KN/m

MAX BM AT HEEL Mh 47.36 KN-m


DESIGN OF HEEL SLAB TO RESIST BENDING MOMENT



Base width 1.0 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 1.18


1.18 0.348 697 Sqmm










420 Sqmm




DESIGN/ CHECK FOR HEEL SLAB TO RESIST SHEAR











Calculated k Value




Shear Check Safe

DESIGN OF STEM WALL

SPAN OF WALL L3 3.80 M

MAX BM AT BOTTOM OF WALL Mw 116.46 KN-m


DESIGN OF STEM WALL TO RESIST BENDING MOMENT



Base width 1.0 Mtr





INPUT Use Dia of Stem Wall rft 12 mm

Adopt Cover for Stem wall 75 mm





a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 1.14


1.14 0.333 1068 Sqmm










600 Sqmm




CURTAILMENT REINFORCEMENT

DEPTH FROM TOP OF EMBANKMENT 2.1 Mtr

AREA OF REINFORCEMENT 534 Sqmm

Use Dia of Stem Wall rft 12 mm 20


Spacing of Distribution Bars 200 mm 12

DISTRIBUTION STEEL






DESIGN/ CHECK FOR STEM WALL TO RESIST SHEAR











Calculated k Value




Shear Check Safe

Soil Ws KN/Sqm θ Rg θ Mean µ β Fr bet soil & wall

Sand 17-20 25-35 30 0.55 29

Medium Clay 16-18 14-28 21 0.4 22

Soft Clay 15-17 4-16 10 0.33 18

Ka= Cos C((Cos C- Sqrt(Cos C^2-Cos θ^2))/(Cos C+ Sqrt(Cos C^2-Cos θ^2))) = ((1-SIN(θ))/(1+SIN(θ))^2

1/ka

h=SBC/Ws*(1-sin θ /1+sin θ )^2

DEPTH=H/4 AND NOT LESS THAN MIN DEPTH/ 1.00Mtr DEPTH OF FDN

Ht=H+DEPTH

α= 1- q0/(2γH) α=TOE WIDTH/BASE WIDTH

αBm

B- αBm-T1

H*(Sqrt((1-sino/1+sino)/(1-k * (3*k+1)))*H Vaz Rat Page 437

GENERALLY B=Ht/3 AND NOT LESS THAN B(MIN)

GIVE VALUE=0 IF THERE IS NO SURCHARGE

D=Ht/12 to Ht/20

BASE SLAB THICKNESS

T=Ht/10 to H/15 H=

WALL THICKNESS AT BOT 3000

Th at Top T2 = T1/2 WALL THICKNESS AT TOP

W1=B*D*25

W2=(T1)*(H-D)*25

W3=(T2-T1)/2*(H-D)*25

W4=ALPHA*B*(Ht-D)*Ws+Ps*ALPHA* EXIST. GL

AXIAL LOAD FROM COLUMN IN LINE WITH RETAING WALL

W=W1+W2+W3+W4

P1=Ka*Ws*Ht*Ht/2

Ps=ps*Ht NAME FORCE LVR ARM MOM @ Toe h=

W1 26.25 1.88 49.22

X1=B/2 W2 19.60 0.85 16.66

ALPHA*B+T1/2 W3 9.80 0.63 6.22

ALPHA*B+T1+(T2-T1)/3 W4 184.19 2.66 489.76 1200

X3=B-ALPHA*B/2 W5 0.00 0.85 0.00 D=

W 239.84 2.34 561.86 280

Y1=Ht/3 Ph 48.37 1.31 63.20



RCC RETAINING WALL(CANTILEVERTYPE) MAX 6.0 MTR HEIGHT INCL COLUMN LOAD IN LINE

Y2=Ht/2 Pv 15.37 1.96 30.12

W1*X1+W2*X2+W3*X3/(V ) V 63.73 1.46 93.32 10 # @

R 248.17 1.89 468.54 180 mm c/c

R=V*V+H*H

X=(W1*X1+W2*X2+W3*X3+Ph*Y1+Ps*Y2)/R 10 # @

e=X-B/2 (- SIGN FOR RESULTANT FORCE AWAY TO HEAL SIDE OF STEM SLAB)CHECK Pmax < SBC 180 mm c/c

Pmax=W/B(1+6*e/B) CHECK Pmin>O (TO RESIST VERTICAL UP PR)

Pmin=W/B(1-6*e/B)

CHECK FOS>1.5

CHECK FOS>1.5

FOS=(W1*X1+W2*X2+W3*X3)/(P*Y1+Ps*Y2)

FOS=u*W/(Ph+Ps)

ALL DIMENSIONS ARE IN MILLIMETRES

FROM IS 456 TABLE FOR M25= 0.29/MM2 FOR M30=0.29N/MM2

THICKNESS OF KEY=(P+Ps)*1.5/Tc SHEAR KEY THICK

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25

Design Shear Strength

d=D-COVER 100 As/bd β SS N/Sqmm

L1=B-B2-T 0.20 14.51 0.331

W4=D*25

Mt=(W4+Pmax)*L1*L1/2

V=(Pmax*(L1-d))*1.5

Max Depth of Nutral Axis

fy Xm=0.0035/(.0055+0.87*fy/Es), Es= 200000 N/Sqmm

250 0.53 d H=

415 0.48 d 3.00

500 0.46 d

550 0.44 d

Limiting Moment of resistance MR = Const * b*d^2 N mm

Const= 0.36*fck*Xm(1-0.42*Xm)

Concrete M Fe 250 Fe 415 Fe 500 Fe 550

15 2.229 2.067 1.991 1.949 EXIST. GL

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547 h=

1.20

Steel

TOE

750

0.75

D=

0.28

mm Dia

SBC 65.29

mm Dia 150

mm Dia bars as distribution Rft

mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25


100 As bd β SS N/Sqmm

0.22 13.30 0.344

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm

* Shear rft be provided in a slab deeper than 200 mm

HL

Wp=(P2+P4)/2

W5=Ws*(Ht-D)

W6=25*D

Mh=Wp+W5+W6)*L2*L2

V=(Pheel*(L2-d))*1.5

3.75



250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

mm Dia

mm Dia


mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25

Steel



0.35 8.21 0.423

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm


L3=Ht-D

Mw=Ph* Ht/3+Ps*Ht/2L3*L3+PsL3*L3/2




250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

mm Dia

mm Dia

Steel


mm Dia

mm Dia

mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.35 8.21 0.423

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm


2 KN/M SURCHARGE

MADE UP GLMADE UP GL

t= 200

ANGLE OF SURCHARGE C

12 # @

200 mm c/c

EARTH FILLING SIDE

12 # @

180 mm c/c

12 # @

100 mm c/c

12 # @

1960 100 mm c/c

12 # @

180 mm c/c

12 # @

160 mm c/c

(TO RESIST VERTICAL DOWN PRESSURE)

528

12 # @

0.00 260 mm c/c

10 # @

0 mm c/c

0

(TO RESIST VERTICAL UP PR)

T=

400

B= 3750


2 KN/M SURCHARGE


W5

0.00

t= 0.20


EARTH FILLING SIDE

Ps

15.37

Ph

48.37

W2

19.60

W3 W4

9.80 184.19

R

0.01

0.40

2600

TOE

750

HEEL

0.75 2.60

W1

26.25

64.76 64.47 62.62

3.75

(Ex 14.1 Dhayaratnam& Ex 19.3 AK Jain)

INPUT DATAS








COS C 1

COS θ 0.819

COEFFT OF ACTIVE PRESSURE Ka 0.271


INPUT HEIGHT OF FILLING H 3 mtr




CONST α(Select FACTOR αb from the range ) = 0.740 0.740 0.851

CALCULATED BASE WIDTH B(MIN) 2.00 mtr

INPUT PROVIDE BASE WIDTH B 4.60 mtr 4.60

INPUT SURCHARGE ps 0 KN/m

BASE SLAB THICK D(MIN) 320 mm


WALL THICK AT BOTTOM T(MIN) 400 mm


INPUT PROVIDE WALL THICK AT TOP T2 200 mm 0



WT OF STEM/ WALL W2 33.60 KN/m


TOTAL STABILISING VERTICAL FORCE V 329.58 KN/m



TOTAL HORIZONTAL PRESSURE 46.27 KN/m




HT OF HORT FORCE Y1 FROM TOE TOP 1.49 mtr

HT OF SUR FORCE Y2 FROM TOE TOP 2.24 mtr


RCC RETAINING WALL(CANTILEVERTYPE) MAX 6.0 MTR HEIGHT AND CLOLUMNS IN LINE





ECCENTRICITY e 0.10 m

PRESSURE AT TOE TIP Pmax 81.42 KN/m2

PRESSURE AT HEEL TIP Pmax 61.88 KN/m2




IF FOS<1.5 PROVIDE SHEAR KEY


DESIGN OF SHEAR KEY



DEPTH OF KEY 0.00 m




DESIGN OF BASE SLAB

DESIGN OF TOE SLAB









Base width 1.0 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 0.59


0.59 0.169 406 Sqmm

Min area of Tension Steel Ao=0.85*bd/fy 491.57 Sqmm








487.5 Sqmm















Calculated k Value




Shear Check Safe

DESIGN OF HEELSLAB


PRESSURE AT HEEL Wp 76 KN/m2

WT OF SOIL OVER HEEL W5 76 KN/m

WT OF HEEL W6 8 KN/m

MAX BM AT HEEL Mh 266 KN-m





Base width 1.0 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 3.40


3.40 1.167 3268 Sqmm









547.5 Sqmm















Calculated k Value




Shear Check Un safe

DESIGN OF STEM WALL







Base width 1.0 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 1.08


1.08 0.315 978 Sqmm









592.5 Sqmm










DISTRIBUTION STEEL


AREA OF REINFORCEMENT 592.5 Sqmm















Calculated k Value




Shear Check Safe

(Ex 14.1 Dhayaratnam& Ex 19.3 AK Jain)


Sand 17-20 25-35 30 0.55 29

Medium Clay 16-18 14-28 21 0.4 22

Soft Clay 15-17 4-16 10 0.33 18



DEPTH=H/4 AND NOT LESS THAN MIN DEPTH/ 1.00Mtr DEPTH OF FDN

Ht=H+DEPTH

α=0.36*(SQRT(1+(3.4*SBC)/(Ws*Ht))-1) TO 0.45*(SQRT(1+(3*SBC)/(Ws*Ht))-1α=HEEL WIDTH/BASE WIDTH

B=0.5*Ht*SQRT(Ka/(α(1-0.55*α))

GENERALLY B=Ht/3 AND NOT LESS THAN B(MIN)


D=Ht/12 to Ht/20

BASE SLAB THICKNESS

T=Ht/10 to H/15 H=

WALL THICKNESS AT BOT 3000

Th at Top T2 = T1/2 WALL THICKNESS AT TOP

W1=B*D*25

W2=(T1+T2)/2*(H-D)*25

W3=ALPHA*B*(Ht-D)*Ws+Ps*ALPHA*

W=W1+W2+W3 EXIST. GL

P1=Ka*Ws*Ht*Ht/2

Ps=ps*Ht

h=

X1=B/2

X2=B-ALPHA*B-T1/2

X3=B-ALPHA*B/2 1800

Y1=Ht/3 D=

Y2=Ht/2 320

W1*X1+W2*X2+W3*X3/(V )

RCC RETAINING WALL(CANTILEVERTYPE) MAX 6.0 MTR HEIGHT AND CLOLUMNS IN LINE


16 # @

R=V*V+H*H 410 mm c/c

X=(W1*X1+W2*X2+W3*X3+Ph*Y1+Ps*Y2)/R

e=X-B/2 16 # @

Pmax=W/B(1-6*e/B) CHECK Pmax < SBC 400 mm c/c

Pmin=W/B(1-6*e/B) CHECK Pmin>O (TO RESIST VERTICAL UP PR)

FOS=(W1*X1+W2*X2+W3*X3)/(P*Y1+Ps*Y2) CHECK FOS>1.5

FOS=u*W/(Ph+Ps) CHECK FOS>1.5




Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



L1=B-B2-T 0.20 14.51 0.331

W4=D*25


V=(Pmax*(L1-d))*1.5



250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

800

Steel

mm Dia

mm Dia


mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.21 13.85 0.338

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm


L2=ALPHA*B

Wp=Pmin+(Pmax-Pmin)*alpha

W5=Ws*(Ht-D)

W6=25*D

Mh=Wp+W5+W6)*L2*L2




250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

mm Dia

mm Dia


mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



Steel

1.20 2.42 0.685

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm


L3=Ht-D

Mw=Ph* Ht/3+Ps*Ht/2L3*L3+PsL3*L3/2




250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

mm Dia

mm Dia

Steel


mm Dia

mm Dia

mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.32 8.95 0.408

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm


0 KN/M SURCHARGE


t= 200


16 # @

400 mm c/c

EARTH FILLING SIDE

16 # @

330 mm c/c

16 # @

200 mm c/c

16 # @

2240 200 mm c/c

16 # @

330 mm c/c

16 # @

60 mm c/c


704

16 # @

0.00 360 mm c/c

16 # @

160 mm c/c

1000


T=

400

B= 4600


800 3400

INPUT DATAS







INPUT CLEAR SPACING OF COUNTERFORT L 3.24 3.00 mtr 3.00

INPUT THICKNESS OF COUNTERFORT Tc 0.30 mtr 0.30

C/C SPACING OF COUNTERFORT Lc 3.30 mtr

INPUT BASE WIDTH OF FRONT COUNTERFORT B2 1.25 mtr

INPUT HT OF FRONT COUNTERFORT ABOVE BASE SLAB 3.00 mtr


COS C 0.966

COS θ 0.866

COEFFT OF ACTIVE PRESSURE Ka 0.373 0.334






CONST α 0.242

Toe Length TL 0.90 1.25 mtr 1.25

Heel Length HL 3.25 mtr

CALCULATED BASE WIDTH B(MIN) Bm 3.72 mtr

INPUT PROVIDE BASE WIDTH B B 4.75 mtr 4.75

BASE WIDTH OF REAR COUNTERFORT B1 3.25 mtr

INPUT SURCHARGE ps ps 2.00 KN/m





INPUT PROVIDE WALL THICK AT TOP T2 250 250 mm 0



WT OF STEM/ WALL RECTANGLE PART W2 44.32 KN/m

WT OF STEM/ WALL TRIANGLE PART W3 0.00 KN/m


WT/ AXIAL LOAD FROM COLUMN W5 0.00 KN/m

TOTAL STABILISING VERTICAL FORCE W 463.90 KN/m





RCC COUNTERFORT RETAINING WALL (HT ABOVE 6 MTR) INCL COLUMN LOAD IN LINE

TOTAL HORIZONTAL PRESSURE V 200.41 KN/m

DISTANCE OF W1 FROM TOE FRONT TIP X1 X1 2.38 mtr





HT OF HORT FORCE Y1 FROM TOE TOP Y1 2.36 mtr

HT OF SUR FORCE Y2 FROM TOE TOP Y2 3.55 mtr





ECCENTRICITY e FROM CETRE OF BASE SLAB -0.64 m

PRESSURE AT TOE TIP Pmax 0 18.78 KN/m2 200

PRESSURE AT HEEL TIP Pmax 0 176.54 KN/m2 200


PRESSURE AT HEEL FACE OF VER STEM 68.60 KN/m2



DESIGN OF SHEAR KEY



DEPTH OF KEY 0.00 m




DESIGN OF BASE SLAB

DESIGN OF TOE SLAB




MAX BM AT BASE OF TOE BOTTOM NEAR COUNTERFORT EDGE Mt 56.34 KN-m





Base width 1.0 Mtr












a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 0.52


0.52 0.147 485 Sqmm









615 Sqmm















Calculated k Value




Shear Check Un safe

Design of Stirrups



Effective Depth of Beam 330 mm

Over all Depth of Beam 410 mm

Width of Beam 1000 mm

Max Shear Force wl/2 Vu 154.35 KN

Strength of Shear rft Vus=Vu-Tc bd 41336 N

INPUT Dia of Shear rft 12 mm


INPUT No of legged vertical stirrups 4 Nos

Area of Vertical Stirrup Rft Asv 452.57 mm

RESULT Spacing of Shear rft x=0.87 fy Asv d/ Vus 1300 mm 420

Check for Spacing OK Min Spacing is 100 mm for placing of Concrete, Max 450 mm

Min Area of Shear rft 0.4 b x /fy 404.82 Sqmm

Check for min Shear rft Area OK If NOT OK then Increase the size of Rft oa more No of Legs

DESIGN OF HEELSLAB


PRESSURE AT HEEL Wp 68.60 KN/m2

WT OF SOIL OVER HEEL W4 113.46 KN/m

WT OF HEEL W1a 10.22 KN/m

MAX BM AT HEEL TOP at Counterfort Mh 61.96 KN-m





Base width 1.0 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 0.57


0.57 0.162 535 Sqmm









615 Sqmm















Calculated k Value




Shear Check Un safe

Design of Stirrups



Effective Depth of Beam 330 mm

Over all Depth of Beam 410 mm

Width of Beam 1000 mm

Max Shear Force wl/2 Vu 123.92 KN

Strength of Shear rft Vus=Vu-Tc bd 11399 N

INPUT Dia of Shear rft 10 mm


INPUT No of legged vertical stirrups 2 Nos

Area of Vertical Stirrup Rft Asv 157.14 mm

RESULT Spacing of Shear rft x=0.87 fy Asv d/ Vus 1640 mm 420

Check for Spacing OK Min Spacing is 100 mm for placing of Concrete, Max 450 mm

Min Area of Shear rft 0.4 b x /fy 404.82 Sqmm

Check for min Shear rft Area NOT OK If NOT OK then Increase the size of Rft oa more No of Legs

DESIGN OF STEM WALL

SPAN / HT OF STEM WALL L3 7.09 M

HORIZONTAL PRESSURE ON STEM WALL Ph 40.90 KN/m2

CLEAR SPACING OF COUNTERFORT L L 3.00 M

MAX BM AT BOTTOM OF WALL Mw Mw 46.01 KN-m

SHEAR FORCE Vmax V 61.35 KN




Base width 1.0 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 1.15


1.15 0.337 675 Sqmm









367.5 Sqmm










DISTRIBUTION STEEL

















Calculated k Value




Shear Check Safe

DESIGN OF FRONT COUNTER FORT (OVER TOE) TO RESIST BENDING MOMENT

Length of Front Counter Fort 1.25 Mtr

Earth Pressure at tip of Counter Fort w1 18.78 KN/Sqm

Earth Pressure at Stem of Counter Fort w3 60.30 KN/Sqm

Ht of Front Counterfort Above Base Slab 3.00 Mtr

C/C dist between Counter Fort 3.30 Mtr

Max BM due to Earth Pressure 101.94 KN M 84.10 101.94

Max SF due to Earth Pressure 163.11 KN



Base width 0.3 Mtr

Max BM Mx 101.94 N-MM


Calculated Eff Depth of Slab 314 mm








a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 3.32


3.32 1.132 1087 Sqmm





RESULT No of Main Bars 6 Nos 16




570 Sqmm




INPUT Provided Depth of Front Counter Fort 1250 mm 1250

Shear Force at d away from Stem

DESIGN/ CHECK FOR FRONT COUNTER FORT WALL TO RESIST SHEAR






No of Bars 6 Nos





Calculated k Value




Shear Check Safe

Provide 10 mm dia 2 legged stirrup at 200 C/C to connect with stem

DESIGN OF REAR COUNTER FORT (OVER HEEL) TO RESIST BENDING MOMENT

Height of Front Counter Fort 7.50 Mtr

Base Widh of Front Counter Fort 3.25 Mtr

Inclination of Counter Fort θ= 0.4089 Radian 23.43 Degree

Ht of Earth Filling Above GL 7.09 Mtr

Max BM = wh^3*(1-sinφ)/(1+sinφ)*3/6 950.96 KN m

SF/HorizThrust wh^2*(1-sinφ)/(1+sinφ)*3/2 402.30 KN

Effective depth d= h*sin θ-cover 2,902 mm



Base width 0.3 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 2.20


2.20 0.688 2479 Sqmm

Sqmm



RESULT No of Main Bars 8 Nos 20



1890 Sqmm




DESIGN/ CHECK FOR REAR COUNTER FORT WALL TO RESIST SHEAR


Net SF= F-M*tan θ/d' 87.21 KN






No of Bars 8 Nos





Calculated k Value




Shear Check Safe



Sand 17-20 25-35 30 0.55 29

Medium Clay 16-18 14-28 21 0.4 22

Soft Clay 15-17 4-16 10 0.33 18

D=22*(H/γ)^(1/4)

T= H/10

B1=(B-Tc)/2

H=

0


1/ka


DEPTH=H/4 AND NOT LESS THAN MIN DEPTH/ 1.00Mtr DEPTH OF FDN EXIST. GL

Ht=H+DEPTH

α= 1- q0/(2γH) α=TOE WIDTH/BASE WIDTH

αBm h=

B- αBm-T1

H*(Sqrt((1-sino/1+sino)/(1-k * (3*k+1)))*H Vaz Rat Page 437

B1=(B-Tc)/2, Alpha*B,F32) #VALUE!

GIVE VALUE=0 IF THERE IS NO SURCHARGE D=

0

D=40*L*H^0.5+80

BASE SLAB THICKNESS

T=Ht/10 to H/15 0 # @

WALL THICKNESS AT BOT 0 mm c/c

Th at Top T2 = T1 /2 WALL THICKNESS AT TOP

25 # @

0 mm c/c

W1=B*D*25 (TO RESIST VERTICAL UP PR)

W2=(T1)*(H-D)*25

W3=(T2-T1)/2*(H-D)*25


AXIAL LOAD FROM COLUMN IN LINE WITH RETAING WALL

W=W1+W2+W3+W4

P1=Ka*Ws*Ht*Ht/2 NAME FORCE LVR ARM MOM @ Toe ALL DIMENSIONS ARE IN MILLIMETRES

Ps=ps*Ht W1 48.53 2.38 115.25

GENERALLY B=0.5H TO 0.6H AND NOT LESS THAN B(MIN) REF PUNMIA PP 857



RCC COUNTERFORT RETAINING WALL (HT ABOVE 6 MTR) INCL COLUMN LOAD IN LINE

#VALUE!

W2 44.32 1.38 60.94

X1=B/2 W3 0.00 1.40 0.00

ALPHA*B+T1/2 W4 371.05 3.33 1234.04

ALPHA*B+T1+(T2-T1)/3 W5 0.00 1.38 0.00

X3=B-ALPHA*B/2 W 463.90 3.04 1410.22

Ph 150.12 2.36 354.86

Y1=Ht/3 Ps 50.29 3.55 178.30

Y2=Ht/2 V 200.41 2.66 533.16

W1*X1+W2*X2+W3*X3/(V ) R 505.34 1.74 877.06

R=V*V+H*H

X=(W1*X1+W2*X2+W3*X3+Ph*Y1+Ps*Y2)/R

e=X-B/2 (- SIGN FOR RESULTANT FORCE AWAY TO HEAL SIDE OF STEM SLAB)CHECK Pmax < SBC

Pmax=W/B(1+6*e/B) CHECK Pmin>O

Pmin=W/B(1-6*e/B)

CHECK FOS>1.5

CHECK FOS>1.5

FOS=(W1*X1+W2*X2+W3*X3)/(P*Y1+Ps*Y2)

FOS=u*W/(Ph+Ps)



Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



L1=B-B2-T 0.20 14.51 0.331

W4=D*25


V=(Pmax*(L1-d))*1.5



250 0.53 d H=

415 0.48 d 6.00

500 0.46 d

550 0.44 d




Steel

15 2.229 2.067 1.991 1.949 EXIST. GL

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547 h=

1.50

D=

0.41

mm Dia

SBC 18.78

mm Dia 200


mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.22 13.41 0.342

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm


1.25

4.75

TOE

12 mm Dia 4 Legs

Min Spacing is 100 mm for placing of Concrete, Max 450 mm

If NOT OK then Increase the size of Rft oa more No of Legs

HL

Wp=(P2+P4)/2

W5=Ws*(Ht-D)

W6=25*D

Mh=Wp+W5+W6)*L2*L2

V=Pheel/2*clear width of counterfort*1.5



250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

Steel

mm Dia

mm Dia


mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.21 13.55 0.341

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm


10 mm Dia 2 Legs

Min Spacing is 100 mm for placing of Concrete, Max 450 mm

If NOT OK then Increase the size of Rft oa more No of Legs

L3=Ht-D

Ka *γ* H *Cos c

Mw=Ph* L^2/8

V=Ph*L/2



250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

mm Dia

mm Dia

Steel


mm Dia

mm Dia

mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.35 8.21 0.423

N/ Sqmm

1.10 Value of K

1.10 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm




250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

mm Dia

mm Dia


mm Dia

Steel

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



1.26 2.31 0.697

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm




250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




Steel

15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

mm Dia

mm Dia


mm Dia

mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.70 4.16 0.559

N/ Sqmm

1.00 Value of K

1.00 Ds >300 275 250 225 200 175 <151

k 1.00 1.05 1.10 1.15 1.20 1.25 1.30

N/ Sqmm


mm KN/M SURCHARGE


t= 0


0 # @

0 mm c/c

EARTH FILLING SIDE

0 # @

0 mm c/c

0 # @

0 mm c/c

0 # @

#VALUE! 0 mm c/c

0 # @

0 mm c/c

0 # @

0 mm c/c


0

0 # @

mm 0 mm c/c

mm # @

Sqmm mm c/c

0


T=

0

B= #VALUE!


#VALUE!#VALUE!

2.00 KN/M SURCHARGE


W5

0.00

t= 250


EARTH FILLING SIDE

Ps

50.29

Ph

150.12

W2

44.32

W3 W4

0.00 371.05

R

ecc=

-0.64

0.25

W1

48.53

60.30 68.60 176.54

HEEL

1.25 3.25

4.75

TOE

0 KN/M SURCHARGE


t= 0


0 # @

0 mm c/c

EARTH FILLING SIDE

H=

0 0 # @

0 mm c/c

0 # @

0 mm c/c

0 # @

EXIST. GL 0 0 mm c/c

0 # @

0 mm c/c

0 # @

h= 0 mm c/c


0

D= 0

0

0 # @ 0 # @

0 mm c/c 0.00 0 mm c/c

0 # @

0 # @ 0 mm c/c

0 mm c/c 0


T=

0

B= 0


0 0

MADE UP GL

COUNTERFORT RCC RETAINING WALL

(Ex 14.5 Dhayaratnam, Ex 12.4 Vazirani and Ratwani)

INPUT DATAS







INPUT CLEAR SPACING OF COUNTERFORT L 3.00 mtr

INPUT THICKNESS OF COUNTERFORT Tc 0.30 mtr

C/C SPACING OF COUNTERFORT Lc 3.30 mtr

INPUT BASE WIDTH OF FRONT COUNTERFORT B2 2.30 mtr

INPUT HT OF FRONT COUNTERFORT ABOVE BASE SLAB 3.00 mtr

INPUT COEFF OF FRICTION µ 0.55

COS C 1

COS θ 0.866

COEFFT Of ACTIVE PRESSURE Ka 0.334

COEFFT Of PASSIVE PRESSURE Kp 2.998



INPUT PROVIDE DEPTH OF FDN D 1.50 mtr


CONST (Select FACTOR αb from the range ) α= 0.427 0.427

CALCULATED BASE WIDTH B(MIN) 5.00 mtr

INPUT PROVIDE BASE WIDTH B 5.00 mtr

BASE WIDTH OF REAR COUNTERFORT B1 2.40 mtr



INPUT PROVIDE BASE SLAB THICK D 450 mm


INPUT PROVIDE WALL THICK AT BOTTOM T1 300 mm

INPUT PROVIDE WALL THICK AT TOP T2 150 mm


WT OF BASE SLAB/FOOTING W1 185.63 KN

WT OF STEM/ WALL W2 158.71 KN

WT OF REAR COUNTERFORT Wcf1 76.95 KN

WT OF FRONT COUNTERFORT Wcf2 25.88 KN

WT OF REAR SOIL OVER HEEL W3 1231.20 KN

TOTAL STABILISING VERTICAL FORCE V OVER C/C CF DIST 1678.36 KN

HORIZONTAL EARTH PRESSURE Ph 731.47 KN

HORIZONTAL SURCHARGE Ps 0.00 KN

TOTAL HORIZONTAL PRESSURE 731.47

DISTANCE OF W1 FROM TOE TIP X1 2.50 mtr


DISTANCE OF Wcf1 FROM TOE TIP Xcf1 3.40 mtr

DISTANCE OF Wcf2 FROM TOE TIP Xcf2 1.53 mtr


TOTAL MOMENT DUE TO VERT FORCE @ TOE TIP 5340.29 KN-mtr

DIST OF RESULTANT VERT FORCE FROM TOE TIP 3.18 mtr

HORIZONTAL EARTH PRESSURE Ph 731.47 KN

HORIZONTAL SURCHARGE Ps 0.00 KN

TOTAL HORIZONTAL PRESSURE 731.47

VERT HT OF HORT FORCE Y1 ABOVE BASE SLAB 2.85 mtr

VERT HT OF SUR FORCE Y2 ABOVE BASE SLAB 4.28 mtr

TOTAL MOMENT DUE TO HORI FORCE @ WALL BOTTOM 2084.70 KN-mtr

NET MOMENT ABOUT TOE 3255.59 KN-mtr

CALCULATION OF EARTH PRESSURE

Co eff = (base*c/c butress dist/2) FOR p1 8.25

Co eff = (base*c/c butress dist/2) FOR p2 8.25

DIST FROM TIP OF TOE FOR SOIL REACTION P1 1.67

DIST FROM TIP OF TOE FOR SOIL REACTION P2 3.33

NET SOIL REACTION CO EFF 8.25

NET MOMENT DUE TO SOIL REACTION CO EFF 13.75

SOIL PRESSURE P1 236.77




DIST OF RESULTANT VERT FORCE FROM TOE TIP 3.18 mtr

CALCULATION OF EARTH PRESSURE

RESULTANT FORCES R=SQRT(H^2+V^2) 1830.83 KN

DIST OF RESULTANT FORCE FROM TOE TIP X 1.78 m

ECCENTRICITY e 0.72 m

` MAX PRESSURE Pmax (P1) 128.42 KN/m2

MIN PRESSURE Pmin(P2) 75.02 KN/m2

PRESSURE BELOW LEFT SIDE OF STEM WALL P3 94.48 KN/m2

PRESSURE BELOW RIGHT SIDE OF STEM WALL P4 92.23 KN/m2





DESIGN OF SHEAR KEY


THICKNESS OFKEY 1110 mm

DEPTH OF KEY 1.05 m




For Toe Slab For Heel Slab For Stem Wall

Length L= 3.00 3.00 3.00

Height h= 2.30 2.40 8.55

h/L ratio 0.767 0.800 2.850

Constants α1 α2

For Toe Slab Copy Values from Table -0.054 -0.044

For Heel Slab Copy Values from Table -0.053 -0.051

For Stem Wall Copy Values from Table

CRITICAL MOMENTS IN TOE, HEAL AND THE STEM WALL SLABS (IN KN-M/M)

DUE TO W W*L^2

(KN-M) (KN-M/M)

TOE SLAB (MOMENT CAUSING TENSION ON THE BOTTOM FASE IS CONSIDERED AS POSSITIVE)

UDL -128.42 -1155.75

TRIANGLE 53.40 480.57

TOTAL

HEEL SLAB (MOMENT CAUSING TENSION ON THE BOTTOM FASE IS CONSIDERED AS POSSITIVE)

UDL -100.65 -905.86

TRIANGLE 75.02 675.18

TOTAL

VERTICAL WALL SLAB

TRIANGLE 57.03 513.31

DESIGN OF TOE SLAB









Base width 1.0 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 0.66


0.66 0.188 697 Sqmm





RESULT Spacing of Main Bars 150 mm




675 Sqmm



RESULT Spacing of Distribution Bars 170 mm









Percentage of Tensile Steel 100At/2bd = 0.20


Design Shear Strength 0.334

Calculated k Value


Permissible Max Shear Stress 0.334

Nominal Shear stress Vu/bd 0.70

Shear Check Un safe

DESIGN OF HEELSLAB










Base width 1.0 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 0.46


0.46 0.130 520 Sqmm









682.5 Sqmm















Calculated k Value




Shear Check Un safe

DESIGN OF STEM WALL







Base width 1.0 Mtr



Calculated Eff Depth of Stem 77 mm


INPUT Use Dia of Stem rft 12 mm

Adopt Cover for Stem 50 mm

Over all Depth of Stem D 655 mm

Width of Stem considered for Cal 1000 mm



a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 0.06


0.06 0.016 96 Sqmm









982.5 Sqmm







Over all Depth of Stem 655 mm








Calculated k Value




Shear Check Un safe

DESIGN OF FRONT COUNTER FORT TO RESIST BENDING MOMENT

Length of Front Counter Fort 2.3 Mtr

Earth Pressure at tip of Counter Fort w1 182 KN/Sqm

Earth Pressure at Stem of Counter Fort w3 82.7 KN/Sqm

Ht of Front Counterfort Above Base Slab 1.05 Mtr

C/C dist between Counter Fort 3.30 Mtr

Max BM due to Earth Pressure 1299.67 KN M



Base width 0.3 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 3.39


3.39 1.165 3950 Sqmm





RESULT No of Main Bars 9 Nos




1792.5 Sqmm




INPUT Provided Depth of Front Counter Fort 1250 mm 1250

Shear Force at d away from Stem


SF/HorizThrust 1004.54 KN







No of Bars 9 Nos





Calculated k Value




Shear Check Safe


DESIGN OF REAR COUNTER FORT TO RESIST BENDING MOMENT

Height of Front Counter Fort 9.00 Mtr

Base Widh of Front Counter Fort 2.30 Mtr

Inclination of Counter Fort θ= 0.2502 Radian 14.34

Ht of Earth Filling Above GL 7.5 Mtr

Max BM = wh^3*(1-sinφ)/(1+sinφ)*3/6 1406.27 KN m




Base width 0.3 Mtr











a= 0.87 *(fy^2/fck) 5993.43

b= -0.87 fy -361.05

c= m= Mu/(bd^2) 3.42


3.42 1.179 4140 Sqmm

Sqmm



RESULT No of Main Bars 9 Nos



1852.5 Sqmm












No of Bars 9 Nos





Calculated k Value




Shear Check Safe


COUNTERFORT RCC RETAINING WALL

(Ex 14.5 Dhayaratnam, Ex 12.4 Vazirani and Ratwani)


Sand 17-20 25-35 30 0.55 29

Medium Clay 16-18 14-28 21 0.4 22

Soft Clay 15-17 4-16 10 0.33 18

0.3 T= H/10

B1=(B-Tc)/2

Ka= Cos C((Cos C- Sqrt(Cos C^2-Cos θ^2))/(Cos C+ Sqrt(Cos C^2-Cos θ^2)))


1.20 DEPTH=H/3 AND NOT LESS THAN MIN DEPTH/ 1.20Mtr DEPTH OF FDN

Ht=H+DEPTH

0.487 α=0.36*(SQRT(1+(3.4*SBC)/(Ws*Ht))-1) TO 0.45*(SQRT(1+(3*SBC)/(Ws*Ht))-1α=HEEL WIDTH/BASE WIDTH

B=0.5*Ht*SQRT(Ka/(α(1-0.55*α))

3.00 GENERALLY B=Ht/3 AND NOT LESS THAN B(MIN)

2.40 B1=(B-Tc)/2, Alpha*B,F32)


T=Ht/20 to H/30

200 BASE SLAB THICKNESS

T=Ht/30 to H/40

250 WALL THICKNESS AT BOT

125 Th at Top T2 = T1/2 WALL THICKNESS AT TOP

W1=B*D*Lc*25

W2=(T1+T2)/2*(H-D)*Lc*25

Wcf1= Hcf*Tc*B1*25/2

Wcf2= Hcf*Tc*B2*25/2


3.30 W=W1+W2+W3

P1=Ka*Ws*Ht*Ht/2*L

Ps=ps*Ht*L

Th=Ph+Ps

X1=B/2

X2=Bcf2+T1/2

Xcf1=B2+T1+B1/3

Xcf2=B2*2/3

X3=B2+T1+B1/3

Mh=(W1*X1+W2*X2+W3*X3+Wcf1*XCF1+Wcf2*Xcf2+Ph*Y1+Ps*Y2)

=M/W

P1=Ka*Ws*Ht*Ht/2*L

Ps=ps*Ht*L

Th=Ph+Ps

Y1=Ht/3

Y2=Ht/2

Mv=P1*Y1+P2*Y2

M=Mh-Mv

R=SQRT(V*V+H*H)

X=(W1*X1+W2*X2+W3*X3+Wcf1*XCF1+Wcf2*Xcf2+Ph*Y1+Ps*Y2)/R

e=X-B/2

Pmax=W/B(1+6*e/B) CHECK Pmax < SBC

Pmin=W/B(1-6*e/B) CHECK Pmin>O


FOS=u*W/(Ph+Ps) CHECK FOS>1.5

Max Shear Stress


SHEAR KEY THICK Max SS N/Sqmm 3.1 THICKNESS OF KEY=(P+Ps)*1.5/Tc

fck 25


100 As/bd β SS N/Sqmm

0.20 14.51 0.331

α3 α4 β1 β2 β3 β4

0.021 -0.078 -0.026 -0.017 0.008 0.000

0.025 -0.081 -0.020 -0.021 0.010 0.000

-0.029 -0.040 0.021 0.000

CRITICAL MOMENTS IN TOE, HEAL AND THE STEM WALL SLABS (IN KN-M/M)

AT BASE

α1 or β1 M1 α2 or β2 M2 α3 or β3 M3 α4 or β4 M4

TOE SLAB (MOMENT CAUSING TENSION ON THE BOTTOM FASE IS CONSIDERED AS POSSITIVE)

-0.054 62.41 -0.044 50.85 0.021 -24.27 -0.078 90.15

-0.026 -12.49 -0.017 -8.17 0.008 3.84 0.000 0.00

49.92 42.68 -20.43 90.15

HEEL SLAB (MOMENT CAUSING TENSION ON THE BOTTOM FASE IS CONSIDERED AS POSSITIVE)

-0.053 48.01 -0.051 46.20 0.025 -22.65 -0.081 73.37

-0.020 -13.50 -0.021 -14.18 0.010 6.75 0.000 0.00

34.51 32.02 -15.89 73.37

-0.029 -14.89 -0.040 -20.53 0.021 10.78 0.000 0.00

14.89 20.53 10.78 0.00

d=D-COVER

L1=B-B2-T

W4=D*25


V=(Pmax*(L1-d))*1.5



250 0.53 d

369 415 0.48 d

500 0.46 d

550 0.44 d



MIDDLE HT TOPMIDDLE POINT


15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

12 mm Dia

12 mm Dia


12 mm Dia

12 mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.20 14.24 0.334

%

N/ Sqmm

Calculated k Value 1.00 Value of K

mm thick slab, k= 1.00 Ds >300 275 250 225 200 175

k 1.00 1.05 1.10 1.15 1.20 1.25

N/ Sqmm


N/ Sqmm

Steel

L2=ALPHA*B


W5=Ws*(Ht-D)

W6=25*D

Mh=Wp+W5+W6)*L2*L2




250 0.53 d

394 415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

12 mm Dia

12 mm Dia


Steel

12 mm Dia

12 mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.20 14.37 0.332

%

N/ Sqmm


mm thick slab, k= 1.00 Ds >300 275 250 225 200 175

k 1.00 1.05 1.10 1.15 1.20 1.25

N/ Sqmm


N/ Sqmm

L3=Ht-D

Mw=KaWs L3*L3+PsL3*L3/2




250 0.53 d

600 415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

Steel

12 mm Dia

12 mm Dia


8 mm Dia

8 mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



0.20 14.17 0.334

%

N/ Sqmm


mm thick slab, k= 1.00 Ds >300 275 250 225 200 175

k 1.00 1.05 1.10 1.15 1.20 1.25

N/ Sqmm


N/ Sqmm



250 0.53 d

415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

25 mm Dia

25 mm Dia


16 mm Dia

16 mm Dia

Steel

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



1.30 2.23 0.707

%

N/ Sqmm


mm thick slab, k= 1.00 Ds >300 275 250 225 200 175

k 1.00 1.05 1.10 1.15 1.20 1.25

N/ Sqmm


N/ Sqmm

Degree



250 0.53 d

0 415 0.48 d

500 0.46 d

550 0.44 d




15 2.229 2.067 1.991 1.949

20 2.972 2.755 2.655 2.598

25 3.715 3.444 3.318 3.248

30 4.458 4.133 3.982 3.897

35 5.201 4.822 4.645 4.547

Steel

25 mm Dia

25 mm Dia


16 mm Dia

16 mm Dia

Max Shear Stress


Max SS N/Sqmm 3.1

fck 25



1.26 2.31 0.698

%

N/ Sqmm


mm thick slab, k= 1.00 Ds >300 275 250 225 200 175

k 1.00 1.05 1.10 1.15 1.20 1.25

N/ Sqmm


N/ Sqmm

THICKNESS OF KEY=(P+Ps)*1.5/Tc

Y YFREE EDGE

α4 4

FREE EDGE

β4 4

X

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

UDL Y=0 Y=h/2 Y=h/2 Y=h TDL Y=0 Y=h/2 Y=h/2

X=0 X=±L/2 X=0 X=±L/2 X=0 X=±L/2 X=0

h/L α1 α2 α3 α4 h/L β1 β2 β3

0.600 -0.055 -0.036 0.017 -0.074 0.600 -0.024 -0.013 0.006

0.700 -0.054 -0.044 0.021 -0.078 0.700 -0.026 -0.017 0.008

0.800 -0.053 -0.051 0.025 -0.081 0.800 -0.020 -0.021 0.010

0.900 -0.052 -0.056 0.029 -0.083 0.900 -0.029 -0.024 0.012

1.000 -0.051 -0.061 0.032 -0.083 1.000 -0.030 -0.027 0.013

1.250 -0.047 -0.071 0.037 -0.083 1.250 -0.031 -0.033 0.017

1.500 -0.042 -0.075 0.040 -0.083 1.500 -0.029 -0.034 0.019

2.000 -0.040 -0.083 0.041 -0.083 2.000 -0.029 -0.040 0.021

L

h

α1

α2 α3

α4

1 2

3

4

L

h

β1

β2 β3

β4

1 2

3

4

w Load

<151

1.30

X

Y=h

X=±L/2

β4

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

w Load

INPUT DATAS

INPUT GRADE OF CONCRETE f ck 30 N/mm2


INPUT ANGLE OF REPOSE OF SOIL 0 36 DEG

INPUT SUBMERGED DENSITY OF SOIL Wsub 18 Kn/m3


INPUT SAFE BEARING CAPACITY SBC 150 KN/m2


INPUT COEFFT OF FRICTION u 0.5

COS C 1

COS 0 0.80920418

INPUT COEFFT Of ACTIVE PRESSURE Ka 0.260

INPUT HEIGHT OF FILLING H 5 mtr

INPUT HT OF WATER TABLE FROM TOP OF FILL H1 1 mtr

INPUT HT OFSUBMERGED EARTH H2 5.25


INPUT PROVIDE DEPTH OF FDN 1.25 mtr DEPTH=H/3 AND NOT LESS THAN MIN DEPTH

TOTAL HT OF WALL Ht 6.25 mtr

RATIO ALPHA AS PER FORMULAE 0.370

BASE WIDTH B(MIN) 2.93 mtr

INPUT PROVIDE BASE WIDTH B 5.00 mtr GENERALLY B=Ht/3 AND NOT LESS THAN B(MIN)



INPUT PROVIDE BASE SLAB THICK D 550 mm

WALL THICK T(MIN) 625 mm

INPUT PROVIDE WALL THICK T 650 mm

CHECK FOR SBC

WT OF BASE SLAB W1 68.75 KN/m

WT OF STEM WALL W2 92.63 KN/m

WT OF SOIL OVER HEEL 303.25 KN/m

TOTAL STABILISING FORCE W 464.62 KN/m

SAT SOIL PRESSURE P1 4.68 KN/m

SUB SOIL PRESSURE P2 224.20 KN/m

VERTICAL COMP OF EARTH PRESSURE 0.00 KN/m THIS IS STABLISING COMPONENT AND IS GENERALLY NEGLECTED

HORIZONTAL EARTH PRESSURE P 228.88 KN/m

SURCHARGE Ps 0.00 KN/m

DISTANCE OF W1 FROM HEEL X1 2.50 mtr



HT OF HORT FORCE P1 FROM HEEL 5.58 mtr

HT OF HORT FORCE P2 FROM HEEL 1.85 mtr

HT OFSUR FORCE Y2 FROM HEEL 3.13 mtr

DIST OF VERT REACTION FROM HEEL 1.41 mtr



DIST OF REACTION FROM HEEL X 2.11 mtr

ECCENTRICITY e -0.39 m

MAX PRESSURE Pmax 49.59 KN/m2

RCC RETAINING WALL(CANTILEVERTYPE) MAX 6.0 MTR HEIGHT

(WHERE WATER TABLE IS ABOVE BASE OF FOOTING)

MIN PRESSURE Pmin 136.26 KN/m2




0R INCREASE WIDTH OF FDN

DESIGN OF SHEAR KEY


THICKNESS OFKEY 1184 mm

DEPTH OF KEY 1.25 m




DESIGN OF BASE SLAB

DESIGN OF TOE SLAB


SPAN 0F TOE L1 2.50 m



DEPTH OF SLAB REQD d1 202 mm

PROVIDE DEPTH 475 mm

Mu/fck*bd*d 0.745

INPUT PERCENTAGE OF STEEL p% 0.4

AREA OF MAIN RFT Ast 1900 mm2

INPUT PROVIDE DIA OF BAR 16 mm


AREA OF DIST RFT Ast2 570 mm2



CHECK FOR SHEAR STRESS


NOMINA SHEAR STRESS Tv 0.23 N/mm2

DESIGN OF HEELSLAB






DEPTH REQD d3 296 mm

PROVIDE DEPTH 475 mm

Mh/b*d*d 1.61

INPUT PERCENTAGE OF STEEL p% 0.6


INPUT PROVIDE DIA OF BAR 20 mm2







NOMINA SHEAR STRESS Tv 0.92 N/mm2

DESIGN OF STEM WALL


MAX BM AT BOTTOM OF WALL Mw 652.30 KN-mDEPTH REQD d3 397 mm

INPUT PROVIDE DEPTH 600.00 mm

Mh/b*d*d 1.81

PERCENTAGE OF STEEL p% 0.3





PROVIDE DIA OF BAR 12 mm




INPUT NOMINAL SHEAR STRESS Tv 0.38 N/mm2

t=

0

H=

0

# @

mm c/c

0


RESULT VALUES

Ka=COS C-(COS c-SQRT(COS c^2-COS o^2)/COS c+SQRT(COS c^2-COS o^2)

H1

H2=Ht-H1

h=SBC*Ka*Ka/Ws

DEPTH=H/3 AND NOT LESS THAN MIN DEPTH DEPTH OF FDN

Ht=H+DEPTH

ALPHA=HEEL WIDTH/BASE WIDTHWIDTH=0.36*(SQRT(1+(3.4*SBC)/(Ws*Ht))-1)

B=0.5*Ht*SQRT(Ka/(ALPHA(1-0.55*ALPHA))

GENERALLY B=Ht/3 AND NOT LESS THAN B(MIN) BASE WIDTH

GIVE VALUE=0 IF NO SURCHARGE IS THERE

D=Ht/12

BASE SLAB THICKNESS

T=Ht/10

WALL THICKNESS AT BOT

WALL THICKNESS AT TOP

W1=B*D*25

W2=T*(H-D)*Ws)*25


W=W1+W2+W3

P1=Ka*Ws*H1^2/2

THIS IS STABLISING COMPONENT AND IS GENERALLY NEGLECTED

P=Ka*Ws*Ht*Ht/2

Ps=ps*Ht

X1=B/2

X2=B-ALPHA*B-T/2

X3=B-ALPHA*B/2

Y1=Ht/3

Y2=Ht/2

R=V*V+H*H

X=W1*X1+W2*X2+W3*X3-P*Y1+Ps*Y2/R H=

e=X-B/2 5000

Pmax=W/B(1+6*e/B) CHECK Pmax < SBC

RCC RETAINING WALL(CANTILEVERTYPE) MAX 6.0 MTR HEIGHT

(WHERE WATER TABLE IS ABOVE BASE OF FOOTING)

Pmin=W/B(1-6*e/B) CHECK Pmin>O


FOS=u*W/(P+Ps) CHECK FOS>1.5

EXIST. GL



h=

1250

D=

550

d=D-COVER

L1=B-B2-T 12 # @

W4=D*25 190 mm c/c


d1=SQRT(Mt/0.138*fck*1000)

d=D-COVER

p% FROM SP:36

Ast=p%*b*d*/100 2510

USE BARS 10,12,16,20 DIA TOE REFT

SPACING =1000/(Ast/.785*dia*dia)

USE 8,10.12MM dia TOE REFT ALL DIMENSIONS ARE IN MILLIMETRES

V=(Pmax*(L1-d))*1.5

Tv=V/b*d CHECK Tv<Tc

L2=ALPHA*B


W5=Ws*(Ht-D)

W6=25*D

Mh=Wp+W5+W6)*L2*L2

p% FROM SP:36

Ast=p%*b*d*/100

USE BARS 10,12,16,20 DIA HEEL REFT


USE 8,10.12MM dia HEEL REFT


Tv=V/b*d CHECK Tv<Tc

L3=Ht-D

Mw=KaWs L3*L3+PsL3*L3/2

p% FROM SP:36

Ast=p%*b*d*/100

USE BARS 10,12,16,20 DIA WALL REFT


USE 8,10.12MM dia WALL REFT


Tv=V/b*d

WALL REFT

25 30

3.1 3.5

200 175 <151

1.20 1.25 1.30

t=

0

H=

0

# @

mm c/c

0


SURCHARGE

MADE UP GL

t=

325 ANGLE 0F SURCHARGE C

16 # @

220 mm c/c

EARTH FILLING SIDE

12 # @

310 mm c/c

12 # @

310 mm c/c

16 # @

2850 220 mm c/c

12 # @

150 mm c/c

20 # @

110 mm c/c

704

16 # @

100 mm c/c

1.25 10 #@50 mm c/c

1180

T=

650 1840

B= 5000


mailto:#@

35 40

3.7 4.0

SURCHARGE

MADE UP GL

t=

0 ANGLE 0F SURCHARGE C

0

0

EARTH FILLING SIDE

H=

0 0

0

0

0

0

0 0

0

0

0

# @

mm c/c

0 0

0

0

T=

0 0 0

B= 0


25 30 35

3.1 3.5 3.7

200 175 <151

1.20 1.25 1.30

SURCHARGE

MADE UP GL

ANGLE 0F SURCHARGE C

# @

mm c/c

EARTH FILLING SIDE

# @

mm c/c

# @

mm c/c

# @

mm c/c

# @

mm c/c

0 # @ # @

0 mm c/c mm c/c

0 # @ # @

0 mm c/c mm c/c

#@mm c/c

mailto:#@

40

4.0

INPUT DATAS

DENSITY OF MASONRY Ww 22 KN/m3

PERMISSIBLE COMPRESSIVE STRESS 0.3 N/mm2

INPUT ANGLE OF REPOSE OF SOIL Ø 33 DEG

BULK DENSITY OF SOIL Ws 18 KN/m2

INPUT SAFE BEARING CAPACITY SBC 150 KN/m2


COEFFT OF FRICTION u 0.45

COS C 1

COS 0 0.839

COEFFT Of ACTIVE PRESSURE Ka 0.295


MIN DEPTH OF FDN h 0.73 mtr h=SBC*Ka*Ka/Ws

INPUT PROVIDE DEPTH OF FDN 1.00 mtr

TOTAL HT OF WALL Ht 5.50 mtr

INPUT TOP WIDTH b 0.60 mtr Min b=0.6 mtr

MAX TOE PRSSURE P 53.76 KN/m2

CHECK P/H (CPH) 1195 PRESSURE/HEIGHT

DENSITY RATIO OF WALL/SOIL (DR) 1.22

INPUT BASE WIDTH/HEIGHT RATIO K 0.53 SELECT B/H RATIO FROM TABLE BASED ON CPH & DR

BASE WIDTH OF WALL 2.385 mtr

THETHA 11

0.194 0.191

0.195

MASONRY RETAINING WALL(GRAVITY TYPE)


Type-I Type-II Type-III

K=1.0 Commonly Used

20° 0.68h 0.65h 0.73h

27° 0.57h 0.55h 0.62h

33° 0.48h 0.47h 0.54h

37° 0.46h 0.45h 0.50h

P 600h 800h 1000h

K=1.25

20° 0.61h 0.62h 0.73h

27° 0.51h 0.52h 0.62h

33° 0.43h 0.44h 0.53h

37° 0.41h 0.42h 0.50h

750h 950h 1100h

0.54h 0.60h 0.73h

SELECT B/H RATIO FROM TABLE BASED ON CPH & DR 0.46h 0.50h 0.62h

0.39h 0.42h 0.53h

0.37h 0.40h 0.50h

950h 1100h 1300h

20°

27°

33°

37°

Base width BAngle of repose

P

P

K=1.50

Retaining Wall Design

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