Indian National Committee on Large Dams. Design and Construction Features of Selected Dams in India

-_______,--,,-/

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l.

Figures in

plon

indicote

the

spot

levels ,

token by

echo'sounder

on

12. l.

60

2.

The

letlers

A, B

elc.

indicote

the

zones

of the

oeriol

gird

suspended

by

cobles

fpr

purposes

of'dumoino

mole?iols.'

EL.r280

eL,t260

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30.12.

59

FIGURE

36:

Showing

underwater

coffer

dam.

-..4)-/

"*

65

{arkgs!

hour

of

the

project.

The

problem

of closing

the

right

diversion

tunnel

was

tremendous.

There was

a

head of

about

100

m

on

the mouth

of

the

tunnel

and

the

reservoir

was

rising. However,

the

work

was

attacked

bravely.

The tunnel

mouth

was

choked

by

constructing

a c6ffer

dam under

water

at the mouth

of

4t9

tunnel

by

means

of

dumping

at the upstream end.

Figure

36

shows

the

coffer-

dam constructed under

yalel.

The

upstream

face of the right

diversion tunnel

had

been

provided

with

a

concrete

cill and steel

trash-

rack

so

as

to

protect

the tunnet

gate

mechanism

from

trash, logs

of

wood,

and

rolling stones,

etc.

There was,

however,

still

total

open area of

86.59 sq m

(932

sq

ft)

available

for the

inflow

of water

in the

tunnel.

On l0

October 1959,

50

days

afrer

the accident,

the

dumping

operations

were

started.

There was

still

a

depth

of

83.82 m

(275

ft)

of

water on rhe tunnel

portal.

First

of all,

plastic

dry mix

concrete crates

were

dumped

as

these had the

advantage of adopting

the

shape

of irregular

surface

where

they

landed.

Crates

were

manufactured

out

of the summer

field

track obtained

from

various

army depots

in rolls of

22-86

m

(75

ft)

lengths. These

consisted of

3.05 m

(10

ft)

long,

6.35

mm

(t

in.)

diameter bars

placed

at

254

mm

(10

in.)

centre

to centre and inter-connected

with

steel

wire-mesh.

The

crates

were

lined

with

four

to

six layers of

Hessian cloth. Specially

manufactured

extra rich

concrete

[eight

bags

of

cement

per

(cubic

yard)

0.76 cubic metre

of concretel

was used to fill

the crates,

which

were

dumped in

water

within

40

minutes

of

their

filling.

The

general

sizes of

the crates

were 1.52

mxl.52 m x 1.83

m and

3.05

mx 1.52 mx

1.83

m

(5

ftx5 ftx6 fc

and

l0

ftx5 ftx6

ft)

weighing

about 10.16

and

20.32

tonnes

(10

and

20

tons),

respectively.

Concrete for

the crates

was

obtained from the

main

batching and

mixing

plant.

Loaded buckets

were

handled

by

revolver and cantilever cranes

on the

trestle

and

lowered

down

to

the barges standing

in

the

lake

just

upstream

of

the dam.

Each

barge

was

loaded

with four, 10.16

tonnes

(10

tons) or

two

20.32

tonnes

(20

tons) crates.

The

final stitching

and anchor-

ing of the crate

lid was

done

on

the

moving barges

en

route

to the

dumping

site.

The

crate

was

comp-

letely stitched

before

it was

approved

for

dumping.

A survey

grid

was

laid

at the mouth

of the

tunnel by

ropes

and flags.

The control

man

standing

at

the

stationary raft

anchored

near the

portal.

guided

the

barges to

a

particular

segment

of the

grid

before

order-

ing

the durnping.

A simple

trigger

arrangement

tilted

the loaded

platform

and the crates

fell

at

the

desired

locations.

It

was

very

important to

know

that

the crates

were

landing

at the

pre-determined

places.

An

'Echo-Soun-

der'

obtained

from

the

lndian

Navy,

was used

to

observe

the

soundings. These

observations

were

taken

regularly

and

guided

further dumping.

The effect

of dumping

on the

leakage

passing

through the

tunnel

was

also

watched

very carefully,

66

throu

righr

and

t

other

through

the

roof

of

the hoist

chamber.

Water

clock

in

these

holes was

observed

round

the

diftl

holes

the

loss

of the

head

created

by

the

dum

only:

tonn

(8

ft

D

ng-

of

a

particular

type

of

material

was

contrn

until

there was

no further

fall of

level

in

the

h

two

observation

holes

drilled,

one in

the

diversion

tunnel

near

the

upstream portal

by

means

of a bimple

electric

light

circuit.

The

rce

between

the

level

of

the

reiervoir

and

these

successful

covering

of

the

portal

mouth

with

reduced

the

problem

to filling

up

of

the voids

To

this

end,

small crates

and

blo.cks

of 2.03

(]

tons)

size

were

dumped

followed

by

a 2.44 m

layer

of

457.20

mm

(lS

in.)

sizL

rockfiIl.

tion

hole

or

reduction

in

the

leakage.

Echo-

g

readings_ wgre

always

taken

before

shifting

to

tt

lype

of dumping

material.

If

any

areas

und

not

properly

covered, these

were

froperly

rr

rock-dumping,

successive

la5rers

of

gravel,

(12

ft),

thick

of 177.8

mm

(7

in.) size,

I.ZZm

f

76.2O

mm

(3

in.)

size and

0.91

m (3

fr)

of

nm

(lra

in.)

size

were

evenly

spread

over

the

o

sound

the

were

fi

filled.

3.66

(4

fr)

38.10

entire

to 104

huge

nearb

long

This

j

b

was

done

at a

very

fast

rate.

About

4,587.10

cum(

shift

load

The leakage

through

the tunnel

diminished

'7

cumecs

(3,700

cusecs)

as compared

to

254.85

(9,000

cusecs)

on

the

day of

the accident.

9ly,

the-

voids were

filled

up by

dumping

ities of

clay.

Clay was

excavated

from-

the

hills

on the right

bank.

A

t2l.92

m

(400

f0

rad was

made

in the

lake

by

clay

dumping.

,000

cu

yd)

of

clay

were

dumped

during

every

eight

hours.

One

'Euclid'

carrier

was

un-

every

minute. The

clay

dumping was

started

on

3

January

1960 when

the

leakage

through the

tunnel

was 33.98

cumecs

(1,200

cusecs).

By

25

Januady, the

leakage

diminished

to 10.59

cumecs

(374

crhsecs).

The clav dumping was,

however,

conti-

:after to cover

any chance

'he

total

quantity

of

clay

(520,000

cu

yd).

i

of

the

upstream

portal

water

in the

hoist

chamber

rinst

a

depth

of

48.16 m

1959,

when

a

hole

was

his enabled

an

easv

entrv

the

right

diversion

tunnel

were

flugged

by

July

1960.

Dumping

operation

:king

space

of

blocks

and

1959-60

was low.

Conse-

I

only

upto El.

444.40 m

level in

the spillway blocks

1960.

The

gate gallery

was.

rtlets at

elevations 432.82

m

level

were

put

into

opera-

tion.

The

maximum storage

level

achieved during the

year

1960 was 448.36m(1,471

ft) above mean sea

level

on 3 t

August. Water

releases were

made

through

river

outlets

and draft

tubes of

the Left

Bank

Power

Plant.

Power was

first

generated

in

1960.

Reservoir

level could

thus not

be depleted

below

El. 438.91

m

(1,440

ft)

above

mean sea

'level,

the

minimum

level

required

for

power generation.

During

the

year

1961,

water was

stored upto

El.

473.96 m

(1,555

ft)

above sea level.

Ftood

water

was passed

over blocks 18-22

kept

at

elevation 470

m

(1542

ft)

,above

mean sea level with

temporary

crest

walls at elevation 472.44

m

(1,550

ft)

above

mean

sea

level

at downstream

end, near spillway slope.

4.3

Damage

to

Spillway

The

spillway apron

was

dewatered

after

the

flood

season

of

1958.

Inspection showed that boulders

and

gravel

had

been sucked

into the hydraulic

pool

from

the

downstream river bed

and concrete surface

had

been

abraded

to a depth

of

5

to 8 cm

(2

to

3 in.).

The

spillway was

cleared

of all

muck

and'the

river

bed

downstream

of the spillway

apron

was

paved.

There

was

again

very

heavy

flow

over the

partially

during

1959.

The

apron

was

cleared

of

all the

muck

with

the

help

of divers.

Detailed

inspection

by the divers

and

survey

after the

clearance

showed

that

:

(f)

There

was

general abrasion

of

concrete

of the

order

of

tS

to

23 cm

(6

to 9 in.)

all over

the

spillway

surface

except

in

the

downstream

30 m

(100 ft)

length-

(ttt)

The

maximum

depth

9f.

a

pit--

was

1'06 m

(3.5

ft)

near

the

left

training

wall-

(iu)

Pits

were

also

found

on

-the

sloping..

apron'

about

0.6

m

(2

f0

deep,

where

hydraulic

jump

is

formed.

,.

4.4

Repairs

to

Spitlway

erosion

by

high

velocity water

jet.

The

maximum

28

days compressive strength

so far

achieved

using

standard

Portland

Cement

and

Bhakra

aggregates

is 506.16

kg/sq cm

(7,2ffi

p.s.i.).

The

compressive

strength

has

gone

to 541.85

kg/sq cm'

(7,850

p.s.i.)

at an

age

of 180

days

by

using l-27 cm

(*

in.) maximum size of aggregate.

The corresponding

value of

concrete

placed

under-

water is

421.8

kg/sq

cm

(6,000

p.s.i.)

after 28

days

setting time.

As a result

of above, concrete

used

for

under-

water repairs

to

spillway apron is

as

follows

:

Maximum

size of aggregate

I.92

cm

Gla

in.)

Water cement

ratio

SIump

0.31

10.16

cm:tl.27 cm

(4in.

t*in.)

Following

precautions

are taken to

provide

a

bond

between

the

old

and

the

new concrete:

(t)

Sides

of

the

pits

are cut

vertical where

possible

to

depth

of

22.9

cm

(9

in.)

with

a

pneumatic

paving

breaker by the

divers to'avoid

feather

edge

concrete.

Bed

of the

pit

is

also

roughened.

(tt)

Deformed

steel bar dowels 1.5

m

(5

f0 long

and

2.54

cm

(1

in.) in diameter

with

lower

ends

split and

wedged are

provided

at

0.91

m

(3

ft) centres.

The dowels are

inserted

into

3.81

cm

(1|

in.)

diameter

1.5 m

(5

ft)

deep

t"--_-*--_

67

____-_________

/

holes

drilled

underwater

and

filled

with

thick

Three

alay.s

ofsuch

groups

have

been

provided

in

cement

slurry'

block

20

at

Llevation,

iorr.rponding

to

base,

mid

lt:jght

anqlear_top

of

the

btoit

"u-EIybr.

gil.06

m

(10e6

fr)

MS_L,

El.-

410.8

m

(t,r+tltj

"MSL

;a-Ei.

448.02

m

(1588

fr)

ysl-

respectively.'

i;

brocks

15

and

25'

two

arrays

have

been provided

in

each.

one

near

the

base

and

one near

the'top.

Two

,u.h

g;";;;

have

been

provided

in

strut.

The

mixed

concrete

is

carried

on

barges

and is

lowered

at the

site

in waterprora

b"g,

-;T-"approxi-

The

bags

are-

so

1i.d'

that

undcrwater

in

inverted

posi_

r

and

the

divers

open

ihem

lbovc

the

.oo.r.il-

alreadv

surrace

is

reverled

ung,

ifilliJlf,Sru"S';.rff"J,:i

!u-rlap.

six

divers

working

g

hours

f

oav

piace

about

7..5

to

9

cu

m

(10-t9

12

cu

yd)

of

concrit..

Setring

time

of

one

month

is

allowed.

-

4.5

rnstruments

for observing

structurar

Behaviour

of

the

Dam

Tle

gi-gantic

dimensions

of

the

Bhakra

Dam,

its

complex

foundation.s,

and

the

tremendouJ

loaO

of the

impounded

reservoir

necessitated

.rauoiute

instru-

mentation

of

the_

dam and

thc

founOutions-

witn

the

primary

object

of

observing

its

structural

behaviour in

order

to

have

a

continued

&ssurance

of structural

i"tegrity

and_^ safety

of

the

stiuctuii-uoo.r-l.posed

loading

.conditioas,

during

p.rioJr^-oi-;;;#ucrion,

contraction

jo.int

grouting,

ieservoir

nhirg

uoo

subse-

quent

service

life.

-consequeltly

carlson

type

electricar

instruments

and

variety

of measuring

dr

-

at

various

locations

in the

I

tion

for observations

of

upli

stresses,

strains,

dam

and:

tilting,

abutment and

four

spatial

deformations

of

dam.

Block

20,

being

the highest

*rrd

representative

of

overflow

-spillway

blocks,

and

btocti-

ii

-""0

25

representing

_typical

ab_utmcnt

blocks

on

steeply

sloping

foundations,

had

been

selected

for

detaiiei.

study

of

structural

behaviour

ol'

t5e

du-

-uoO

instru-

ments

have

mainly

been

provitrcd

in

these

uio&r.

Strainmeters,

stressmeters

rnd

jointmeters

have

also been provided

in the upstr-cnm

concrete

strut

for

study

-of

its structural

behlvigur

under-

operuting

conditions.

Figure

3T

sho*'s

rypical

;;;"g;;ent

oT

th^e

various

types of instrumentsiirovided

in"block

20

of

Bhakra

Dam.

(l)

Carlson

Strainmeters

: Str.tirrrneters

for

ment

of

strains

have

been

providctl

in

groups

13

strainmerers

in

a

.group.so

*tign;a-ai

measurement

of

three-dimensioull

sirains.

68

measure-

of 12 or

to afford

Included

in

each group

of 12

or

13 strainmeters

is

a

'no

stress

strainmiter"

provided

in ;

"oo"r.t.

cylinder

isolated

from

s,rriouoaiog

-conc.eti

mass

adjacent

to

each

group

of

strzrinmeters

for measuremenr

of

growth

of

concrete.

of

strainmeters,

a

group

of

embedded

in the

tentre

of

f

each

has

been

placed

close

downstream

face.

Seven

i:9.11 *'

(r0.rr)

into

the

l;"ooH";T?:tt"*Jl*f;

loundatlon

strain.

(2)

carlson

stressmeters:

In ail

24

stressmeters

for

direct

measurement

of

compressive

rtt.*"r

r,uve

been

embedded

in

the

dam.

oui

or

tneseioui

rruu.

been

installed

on

the

upstream

face

of

dam

*ii[;G--

object

of

providing

information

regarding

sili-loailguinrt

dam

face

The

remaining

20

stressmeters

have

been

provided.

in

pairs,

a

pair

-having

been

embedded

clos6

io

each

:t*j"p.Jer

group

near

the

base

EI.

334.06

-

if

Og6

ft)

MSL

in

block

20

only.

(3)

C-arlson

fointmeters

: For

observation

of

contraction.

jo-int

opening

d-uring

concrete

cooling,

Jornt

grouting

and

observation

of

grouted

joint

beha-

viour,

jointmeters

have

been

proiided

i.toir

the

longitudinal

and

transverse

contraction

joint

of

respective

monoliths

principally

in

blocks

I5,

20

and

25.

(4)

Carlson

Resistance

Thermometers:

A

total of

178

thermometers

have

been p.vided

for

observation

of

concrete

temperatures

of

lrre

interior

of

concrete

during cooling

of concrete

and,

subsequently,

under

cyclic variations

of air temperatures

and

iolar

iadiation

on

the

downstream

side

and

reservoir

temperature

o'

the

upstream

side.

The

thermometers

have

generally

been

spaced

at

l5 m

(50

ft) vertically

and

horizontally

in a

grid

in

the

three-blocks

15,

20 and25.

Thermometers

have

been

placed

flush with

the

upstream

face

of

dam

in

block

20

at

various

elevations

for observing

reservoir

tempera-

ture

at different

depths.

Thermometers

have

also

been

installed

in

blocks 12,

18,

22

and

28 for control

of

concrete cooling

operations.

Cable

leads from

Carlson

type electrical

instru-

ments

have

been

extended

and terminated

on various

terminal boards

and receptables

provided

at

suitable

bad

t89o6tt?6

bdd

t7Sto.tr1l1'5o.

/-taaaun

ptkEs

alfln@_

AXIS

OF

^Plumb

lit*

a

2.

Sto.tt+20.

€

FI

,4sEffi

#tdor

Et.t44500

EtB.EAO

hble

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Indian National Committee on Large Dams. Design and Construction Features of Selected Dams in India

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