Indian National Committee on Large Dams. Design and Construction Features of Selected Dams in India
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rrlll|ll
RENCE
OF
EARTHOUAI(ES OF
VARIOUS
MAGNITUDE GROUPS
RECORDED
ON
WOOD
3'O<M<,3.9
2-O
<
tt12.9
M
12-O
llr
uency
of
occurrence
of earthqurkes,
lake level
and inflow
hfdrograph.
RE
ll
ffOOD-ANDERSON
SEISMOGRAPH
KOYNA
DAM
f97o-
lsTl
+
teTz
,l
-\r-
REF.
_
DATA
NOT
AVAILABLE
I
I
/
/
/
{
/
E2t60
c'
22o,0
2
t80
s
6.2a4C^
J
E
x-
2t2(u.
2
too
Percenl
occelerolion
A
=
Accelerotion
ol D/S
of
e
=
[?t
l?"
.??,T
^'
?'i:J
te3
i'""',;''
a
=
it.l"'Jl,rtt,3,.tTi
Kovno
Dom
lop
monolilh
No.
17.
FIGURE
10.2 :
Magnification
of
acceleration
from
ground
to top
of ilam.
Geological
and
geomagnetic
studies
could
not
establish
i
direct
rela-tionship
of
the
lake
with
the
tremor
activity.
10.8
Geodetic
surveys
and
bench
mark
veriflcation
by
precision
levelling
-and
by
major
triangulation
sta-
ti,ons
proved inconclusive.
NGRI
who
conducted
Deep
Seismic
Sounding
lur-
veys
along
a
profile running
East-West
throu.gh
the
dam
^rlu,hav6
stited
before
the
third
Indo-soviet
Sympo-
sium
on
Earth
Sciences
as
abstracted
hereunder'
.,Anatysis
of
refraction
and
wide
angle.
reflection
data
oUtiineA
from
DSS studies
by
operating
1l
shot
poiott
along
the
profiled
and
using
two
seismic
stations
yi.tA.O
u
ditailed
depth
cro-ss--section
of
the
region
6*t.odiog
up io
Mohoand
sub-Moho
depths'
The
seismic
energy
transmission
through
the
peccan
Trap
country
h-as
been
found
to
be
very
efficient
and
reflections
from
dePths
been
recorded
verY effectiv
order
of
120 to
180
km.
I
has
yielded
thickness
and
v
Deccan
traps.
The traP
vt
been
found
to
vary from
4
velocity
of
the
basement
in
to
6.1
km/sec.
The
trap
thickness
is
found
to
vary
considerably
along
this
profile
with
a
thickness
of
1.4
km
near
Guhagar,
0.7
km near Chiplun,
1.0
km
near
Koyna,0.9
km near
Patan,
0.7
km
at
Karad,
l.l
km
near
Khanapur
thinning
to 0.4
km near
Chorochi.
The
analysis
of
wide angle
reflections
from
DSS,
vielded
the
deep
crustal
section.
There
are
a
number
bf reflections
from
about
5
km to 50
km
depth
with
a
updip
trend
from
Vite
eastwards.
The
deep
fault
west of
Koyna
has
not
only
distur-
bed
the
shaliower
horizons
below
the
Deccan
Trap
bu!
it ulro
extends
to
Moho and
sub-Moho
depths
around
50
km.
The
crustal
column
between
Koyna
and
Karad
present day
seismic activitY".
They
have
run
a.
second
East-West-p-rofile
in the
north
o-f
Koyoa
Lakb
and
it
was
averred
that
the
d-egP
fault
delinealed
on
Koyna
I
profile
is
corroborated
in
Koyna
Il
profile.
Intdrpretation
of both
profiles
is
yet
to be
received.
10.2
Leakages
Review
of the
structural
behaviour
shows
that
the
aO
r5
-;'-**-'
-g"r#w
175
3000
2500
j
2OoO
c
j
t500
tooo
500
o
Moximum
feokoge
in
L.p.M.
-r"".d a'
t'a
artt
"--t
2400
]
raoo
c
o
(t
g
tzoo
0
{,
600
o
t966
t967
1968
1969
tgzo
1972
t973
t974
t975
t976
t977 tgTg
Yeo
rs
FTGURE
10'3
: Graph
showing
year-wise
maximum
and
minimum
leakages
in
Koyna
Dam.
FIGURE
r0'4:
F"Tfrlrtlgl.'l$#-$#:kage
and
lake
tevels
or
Koyna
Dam
against
time
scare
,-fY-\r.752
L.P-M.
2t60
2040
o
t20
e
.s
,l>
o
o80
s
o
.Y
o
J
t
€
.g
,a
l9
O
I
J
t800
r200
(L
J
.s
o
rQ1
o
J
o
o
J
Ed6-77
l1-Z-tl
L.P.M.
tfr-77
tt9-77
r5€-78
Dotes
FIGURE
10'5
:
?"'ltil'}:X,:\fr++:?i+f.kage
and
rake tevers
or
Koyna
Dem
against
ti
me
scare
leokoge
Dotes
176
|}
e
c
J
(I
Y
o
o
L
g
s
o
€o
€l
c
:l
!{
b)
o
2
2,4
2,20
2
2080
o
-5
-to
-t5
\,
------
.7------2.
I
LWoler
tevel
-et\
aa-------tt""t-
ttta
\t-aJet
ta
t/t-t-
_,
_^_^ar-
t'
-l7t-r-r
+t+tet*+r-
i-
r.-l-
l-+fstr'.4
I
tt-r-r-r-
l-l-
{Min,ru.
deflectior
r966
rgoz
--GET--
rgos
FIGURE
10.6:
r970
t97r
-l
yeo
rs
Maximum
and
minimum
deflection
of
M.
No.
22
corresponding
to
rake
lever.
?
t60
et40
et'oo
2080
+t5
+
to
+5
Elevotion
M
22
a
€
s
c
Y
E
o
L
e
a
tr\
EO
-l
-sl
c
o
()t
ot
G
0r,
o\
o:
,'
'a
'
'-
t-'
t9g7
rg6g
r
96
9
,tto
Yoors
E
o
D
o
..1,
x1
Top
wrpcnrlon
levcl
2l73,SO
Elevotion
M
25
IE
Io
iE
iE
lUl:*l'air")
inimum
deflection
FTGURE
l0'7
z Maximum
and
minimum
deflection
of
M.
No.
25
corresponding
to rake
level.
17v
o
e
.s
J
G
Y
I
o
L
o
=3
\'
+z 14
+6
+g
+lo
+E
+14
Oeflcclion in
mm
FIGURE
10.8
:
-
Deflection
hyste
risis
monolith
No.22.
2t70
2t50
2t30
10.3
Uptift
The
uplift
pressures
remain
almost as
before
the
earthquake
and
very
much
less
than
the design
assump-
tion
for
reduction
at
the
gallery
position.
10.4
Deflections
_ ^ _Hysterises
diagrams
of
deflections
for
the
4
years,
1973
to
1976,
are
enclosed
for
each
of the
iboue
monoliths,
vide
Figures
l0.g
and
10.9.
They
are
anticlockwise.
It has
not
been possible
to
establish
that
the
maxi-
mum
deflections,
hive
decreased
after the buttressing
work
was
completed
in
the
year
June 1972.
10.5
Conclusion
There
can
be
no let
up
in
the
vigilance
on
the
struclural behaviour
of this
important
siructure
which
withstood,
in
December
1967-
the most
severe
shock
(second
to Pacoima
arch dams
in 1972,
in California)
with
the epicentre
very
close by. The project
has
been
abonanza for
power
in
Maharashtra
and-
is
also
for
all
the
extensively
increased
sugarcane
cultivation
that
developed along
the
banks
of
Koyna
and
Krishna
2090
207o
2050
2030
2
0!o
r990
Ocf lcction
in
mrn
FIGURE
10.9
: Deflection
hysterisis
monotith
No. 25.
r990
178
rABLE
X.2
Showing
the
details
of
deflection
of
Koyna
Dam.
MON.
No.
22
tv{ON.
NO.
25
Date
Water-level
fr
Deflection
mm
Water-level
ft
Deflection
mm
Date
1966
1967
I
968
t969
1970
t97
|
1972
1973
t974
t975
1976
1977
t978
24.2.66
r2.9.66
23.3.67
4.9.67
29.6.68
2.5.68
26.8.68
3.4.69
24.8.69
30.4.70
24.8.70
I 8.3.71
30.8.7I
27.3.72
2r.8.72
22.4.73
27.9.73
16.5.74
2.9.74
24.3.75
4.9.75
27.s.76
6.9.76
2r.4.77
12.9.77
2s.s.78
28.8.78
2t02.s0
2137.75
2083.7s
2ts2.s0
2130.00
2061.2s
212r.s0
206r.25
2141.50
2057.7s
2143.00
2079.00
2139.60
2069.50
2114.2s
2049.75
2158.50
2063.s0
2t3t.25
2063.2s
2156.00
2077.00
21s8.50
209I.50
2158.50
2054.25
2
t
58.50
-5.30
+6.70
-4.27
+
8.00
+8.912
+
r.27
+8.22
-t.317
+9.84
-1.37
+9.84
-0.97
+1r.22
-0.10
+7.s9
-1.10
+12.31
-0.86
+9.14
-0.62
+11.7
|
+2.0s
+ 12.91
+2.18
+
!3.73
+
1.98
+14.057
20.3.66
29.9.66
23.3.67
1r.9.67
15.4.68
26.8.68
24.4.69
7.8.69
30.4.70
3.9.70
25.1.71
9.9.71
r4.2-72
31.8.72
19.4.73
27.9.73
15.4.74
2.9.74
14.4.75
11.9.7s
29.4.76
13.9.76
9.6_77
8.9.77
27.4.78
4.9.78
209s.75
2134.25
2083.75
2t49.2s
2081.50
2121.s0
2049.00
2t44.2s
2057.7
5
2142.00
2102.2s
2138.00
2090.50
21I8.s0
2039.00
2158.50
2087.75
2131.25
2049.00
2158.50
2093.75
2r
58.50
2063.50
2158.50
2074.00
21s8.50
-6.31
+
6.48
-6.60
+4.s3
-2.ss
+3.371
-s.66
+s.22
-s.24
+5.00
-4.18
+3.99
-0.97
+2.76
-2.76
+s.77
-1.62
+3.99
-2.00
+6.4s
-1.10
+6.46
-
l.l5
+6.66
-0.82
+
7.031
I
fr
:
0.304g
m
_
30.4g
cm.
Rivers
(below
Koyna
confluence).
by
lift
irrigation.
Industriar
and
Agri-cultu;lp;&erity
due
to
Koyna,
in
Maharashrra
in
tt.
tuJo..iiJ"'una
harf.
has
been
a
Gold
mint.
Bibliography
'
')
fr'Y*ry"t'.?f"'ifriliT3,t-Y'
:
."Hvdrorogv
or
Kovna
{2)
CENTRAL
BO.ARD
OF IRRIGATION
AND
POWER
:
Symposium
on
.,spillwai
e;;;;iry
or
oi_s;,T9i8:
(3)
Maharashtra
public
Works
Journals_January
1960,
{g't
and
1962.
(4)
Indian
Journar
of
power
and
River
valrey
Deveropment
I
e62
-K
oyna
projeii
Spi,iiii
N"*u.r.
(5)
MURTI,
N.G.K.;^MANE,
p.M,
and VINAYAKA,
M.R.
:
ICOLD
t976,
Q.jo,
R2.-',
-
'^v" (
(6)
UHt;
P.M.
:
.'Errrh
Tremor
in
Koyna,,.
ICOLD
1967,
(7)
"Koyna
Earthqrnke"
Report
of
Committee
of
Experts
1968,
Vols.
t
anO
Z.
179
{8)
9.HANDRASE-KHAR,
A.R.
and
ARYA
A.S.
er
ar
:
"stresses
in
_Koina--oani--aue
ro
rarttrquar.i'of
il
December
1967.
-
(9)
ARY4_,___A.S.
i .p_HANDRASEKHAR,
A.R.
and
MATHUR
et a'i
:
..e*piiimenfi
si"iiv-
6r
(;;;"
Dam
Models",
Roorkee.
(10)
SAINI,
s-.s.
and
JAIKRISHNA
: "overturning
of
rop
Profire
of
Kovna
oam
auiinl
siu"r"
ci"irio"'iftotion,,,
Roorkee.
(tt)
AD-I'L
cHopRA-:
"The
Koyna
Earthquake
of
December
re7
7
and
the
performa
;."
;f
i fi
K;d;il;,i
ji
clii
rorniu.
(12)
"Remedial
Me-asures
to
Cracks
in
the
Dam,,,
ICOLD
1970,
Q-39
R.
3t.
(tf1
Completion
Report
of
rhe
Koyna
project.
(14)
cUHA.
S.K.:.
gg_,s^{v_r,
E.p.;
TIRTSHNANAND
PADLE,
J.G.
and
uaalvAor,'
s.6.',ll{;t;;'F;rtliqiui."
upro
December
t9z3
(Ianuarv
igiq,,
QJitr"l
W;;#iie
power
Research
Statiori.
Khaiakwaita.
pun".
-
'r-'vr
esu
(I5)
BHALERAO,.
,S.yj,and
pATIL,
g.p.
:
..Batching
plant
for
S.trengthening
Wo;F;;
Koln",,,
Maharashtra
public
works
Journal,
lan
uaivJu
ii
igj
z.
(16)
SALOKHE.
.P.G.
,-
..precision
__Surveying
at
Koyna
lroject,,,
iWatraraitrt*
il6ii'"
works
Journal,
July-
.
December
1973.
(17)
JOSHI,
-
C.Si:-
_.
''S_rrengthening
of
Koyna
Dam-,,
Maha
ra
shtra
pu
bl
i
c
w"*-s-];;;;
t,
ranu a-ry,-iu
ne I
97+.
.
Acknowledgement
180
BEAS
DAM
AT
POI-NG
by
O.P. DATTA
Additional
Chief
Engineer
Beas
Designs
Organisation
Nangal Township
(punjab)
-t##*
FIGURE
4
: A vierv
depicting glide
cracks.
5.
Pipittg
Cavities
(a)
The
removalof
the
whole
sand-rock
band No.2
(6
to
7 m
in
thickness)
from
the
entire
core
base
in
the perennial
channel
section
was not
considered
feasible,
as it
involved
enormous
excavation.
Accordingly,
it
was
thought
necessary
to
extend
the
excavation
in the
kev
trench
with
a view
to
cross
this
band
and t;
tie
with
rhe
underlying
clay
shale
band
No.3.
(6)
rn
order
to
brock
the
entrance
of
these
cavities
nit
of
the
core
trench.
an
rbout
54.86
m
in length
th
up
to
a
metre
into
lhe
ale
band
No.
3.
was
(c)
Although,
no
curtain
grouting
was
intended
to
be
provided
initialt!,
y.itfr.
fr.r.o.,
of
these
.
open
joints/piping'
civities
,r"".rritut.a
grouting
of
the
area'unier
core
trench
under
very
Iow
-pressures
without
causing
upfrruuuf
of
the
rock.
The
area
of groutins
,r?.iirui,itv
head
was
further
exrend.f
on
thE
left
uUit_.nt
under
the
core
and
key
trenches,
to
*r-.uj
t1"
open
joints/cracks
in
jand
rock
UunO
-No.
Z,
effectivelv.
(d)
As
another
measure
of
safety,
foundation
drainage
of
the
area
was
intend#
bt;;;;iil;g
drainage
wells
(300
mm
diarnetei
ind
filliA
u'ith
sand
and
gravel)
near
the
ao*"rtr.u*
end
of
the
core, going
through
the
entiiei*A
rock
band
No.
2
and-extending
*.rr
into
it
"
clay
shale
banci
No.
3
r87