FINAL Geotechnical Exploration Al-Bassoni Dam
description
Transcript of FINAL Geotechnical Exploration Al-Bassoni Dam
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Enma Group
ary, 2012
1. INTRO
1.1 Author
This soil in
or Design
he Center
Water Reso 1.2 Site Loc
The area o
Governora
centere of
Baghdad. A
constructio
Audhaem D
ollowing U
X Y
Google ea
he Al-Bass
p for Design
Al-Bass
DUCTION
rization
nvestigatio
and Engi
of Studies
ources.
cation
of the pre
ate in the
Salah El-D
An earth d
on in Al-D
Dam and
UTM Coord
Right B4518
38247
rth progra
soni Dam a
Fig. (E
n and Engin
soni Dam /
N
on was car
ineering C
s and Engi
esent study
north of
Deen, is lo
dam, Al-B
Dour distri
about 4.0
dinates:
Bank 66
723
am is use
as shown i
1 Al-Basson(Earth Goog
neering Con
/ Salah El-D
rried out b
Consultanc
ineering D
y is locate
Baghdad.
ocated ab
Bassoni Da
ict at abo
km from
Mid 451766
3824662
d to show
n Fig. 1.
ni Dam locagle image)
nsultancy
Deen Gover
by the En
cy at the
Designs M
ed in Sala
The city
out 160 km
am, is pro
out 3.5 km
Al-Deloue
Le4
3
w a scale p
ation
rnorate 1
nma Group
request o
Ministry o
ah El-Deen
of Tikret
m north o
oposed for
m from Al
eia weir a
eft Bank 451659
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1.3 Purpos
The main p
ubsurface
conditions
make engi
and found
parameters
design of
purposes o
as follows:
. To ide
chemica
2. To esticompre
safe and
3. To sugcapacity
the foun
4. To invesupport
5. To find the cons
2. FIELD
2.1 Bore
The purpos
and engine
proposed d
proposed q
were drille
boreholes
excavated
and and c
dam site.
p for Design
Al-Bass
se of Soil In
purpose o
e condition
with respe
ineering r
dations. F
s that ma
facilities a
of the exp
entify the
al propert
mate the
essibility o
d economi
ggest the
y if piles a
ndation in
estigate the
t the propo
out the su
struction o
D EXPLOR
eholes loc
se of the p
eering pro
dam, also
quarries. T
ed. They a
ranged f
in site pr
clay. Figur
n and Engin
soni Dam /
nvestigatio
of the site
ns at the
ect to the p
recommen
Furthermo
ay be use
at the pro
ploration p
e subsoil
ties up to c
allowable
of the soil
ic foundati
pile typ
are found t
the site.
e validity
osed struc
uitable are
of embank
RATION
cation
present pr
operties o
to investig
To achiev
are numbe
from 20 t
roposed fo
re 2 show
neering Con
/ Salah El-D
on
e explorati
project s
proposed
ndations fo
ore, to o
d in the
oject site.
program c
engineer
certain pre
e bearing
l for the p
ion design
e and to
to be a sui
of the site
cture.
eas to be u
kments and
roject is to
of the soil
gate the s
e this pur
ered 1 to
to 25 m.
or quarries
ws a layout
nsultancy
Deen Gover
ion is to d
site, evalu
constructi
or site pre
obtain soi
civil and
Consequ
can be sum
ring, phy
edetermin
g capacity
purpose of
n.
estimate
itable alter
e as a fou
used as qu
d earth dam
o find out
l strata be
oil proper
pose, six
6. The de
Ten test
s containin
t of the ho
rnorate 2
determine
uate these
ion and to
eparation,
il design
structural
uently, the
mmarized
ysical and
ned depth.
y and the
f the mos
e the pile
rnative for
undation to
uarries for
ms.
the nature
eneath the
rties of the
boreholes
epth of the
pits were
ng gravel
oles in the
2
e
e
o
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Enma Group
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Fig
p for Design
Al-Bass
g. 2 Borehol
n and Engin
soni Dam /
les Location
neering Con
/ Salah El-D
n with respe
nsultancy
Deen Gover
ect to dam ax
rnorate 3
axis
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2.2 Met
Rotary driv
amplers,
or obtaini
clayey m
hydraulica
were collec
The Shelby
disturbed
placed in w
Description
carried ou
2488.
The test pit
both mech
extracted f
Photograph
2.3 Fiel
2.3.1 Fiel
Packer Me
A packer is
as a means
packer me
packer me
s adopted
n single p
depth. The
bottom of h
he packer
under an ap
p for Design
Al-Bass
thod of Dr
ving was u
102 mm di
ng undistu
material i
lly jacked
cted from
y tubes we
and und
wooden bo
n of soils
ut in accor
ts were ex
hanical an
from the pi
hs of field
ld Tests
d Permea
ethod
s an expan
s of sealing
ethods are
ethods. For
for perme
packer me
e packer
hole and th
r. The co
pplied hea
n and Engin
soni Dam /
rilling an
used for ad
iameter (S
urbed sam
is encou
d into the
the auger
ere cover
disturbed
oxes.
(Visual - M
rdance wi
xcavated to
nd manu
its in inter
work are
ability tes
ndable rub
g of a sect
e used in
r the pres
eability pr
thod the h
is fixed a
he water p
nstant rat
ad, H is fou
neering Con
/ Salah El-D
d Samplin
dvancing th
Shelby tub
mples of h
untered.
e ground.
r.
red from b
samples
Manual Pr
ith local c
o a depth o
al metho
rvals of 1 m
available
sts
bber sleev
tion of bor
practice,
ent job sin
rediction.
hole is dri
at a desir
pumped in
te of flow
und.
nsultancy
Deen Gover
ng
he hole. Th
bes) were
high quali
The tub
Disturbed
both ends
were lab
rocedure)
codes and
of around
ds. Samp
m in depth
in Append
ve. Packer
rehole. Tw
single an
ngle packe
lled to the
ed level a
nto the sect
, q that i
rnorate 4
Thin walled
employed
ity when a
bes were
d samples
with wax
beled and
has been
d ASTM D
3 m using
ples were
h.
dix (E).
rs are used
wo types o
nd double
er method
e required
above the
tion below
is attained
4
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Enma Group
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The coeffic
he followin
where k
q
r =
H
L =
The table
permeabili
Peck.
Degree o
M
V
Im
Appendix
with value
2.3.2 Stan
The test is
on the equ
s summari1) Driving
51mm (OD
bottom of t2) Countin
ast 305 mm3) Using a 6
p for Design
Al-Bass
cient of pe
ng equatio
2 2
= permea
= constant
= internal r
= differen
= length o
below pr
ity by vari
of Permea
High
Medium
Low
Very Low
mpervious
(D) presen
of each de
ndard Pen
standardi
uipment ar
ized as: the stand
D) a distan
he boringg the num
m (12 in) to63.5 kg (14
n and Engin
soni Dam /
ermeabilit
ons:
2
ability
t rate of flo
radius of h
ntial head o
of portion o
resents c
ious degre
ability
nts the fie
epth and fl
netration T
ized as AS
re availab
dard spilt-b
nce of 460
g using a famber of bl
o obtain th40 1b) driv
neering Con
/ Salah El-D
ty, k is com
2 . .
ow into the
hole
of water, a
of the hole
lassificatio
ee adopted
Rang
Perme
eld perme
low case.
Test (SPT)
STM D 158
ble elsewh
barrel sam
mm (18in
alling masslows to dr
he N numbving mass
nsultancy
Deen Gover
mputed us
10
10
e hole
and
tested
on of the
d after Ter
ge Coeffic
eability , k
> 10-
10 -1 10-
10-3 10-
10-5 10-
< 10-7
ability tes
)
86. Techni
here. The p
mpler of d
n) into the
s. rive the sa
ber. (or hamm
rnorate 5
sing
range o
rzaghi and
cient of
k, cm/s -3 -3 -5 -7
sts records
ical details
procedure
dimensions
soil at the
ampler the
mer) falling
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Enma Group
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ree from a
The boring
1- 50 b2- 100 b3- 10 su
The results
oil proper
of conven
America is
2.4 Standa
Table (2) p
ield works
Practic
augers
Explor
Test m
and Sp
Practic
Sampli
Practic
Transp
Practic
Identif
Field p
boreho
p for Design
Al-Bass
a height of
g log show
lows are r
blows are
uccessive
s of this te
rties. Bowl
ntional fou
made usin
ards
presents th
s.
Table (2)
Work dece for using
s for Geote
ration and
method for p
plit-Barrel
ce for thin
ing of cohe
ce of Prese
porting soi
ce for desc
fication of s
permeabili
oles
n and Engin
soni Dam /
f 760 mm (3
ws refusal
required fo
obtained.
blows pro
est are wid
les (1996)
undation
ng the SPT
he standard
) Standards
escriptiong hollow s
echnical
Sampling
penetratio
sampling
walled tub
esive soils
erving and
il samples
cription an
soils
ity tests in
neering Con
/ Salah El-D
30 in).
and the t
or any 150
.
oduce no a
dely corre
reported t
design in
T.
ds that hav
s for Field E
n stem
on Test
of soil
be
s
d
nd
n
nsultancy
Deen Gover
est is halte
0 mm incr
advance.
elated to th
that 85 to 9
n North a
ve been ad
Exploration
The St
ASTM
ASTM
ASTM
ASTM
ASTM
Earth Ma
Designat
rnorate 6
ed if
rement.
he various
90 percen
and South
dopted for
n
tandard
D-6151
D-1586
D-1587
D-4220
D-2488
anual
tion E-18
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Enma Group
ary, 2012
3. LABO
3.1 Types
The soil t
equired
characteris
trength,
contents w
1) Clas - Liq
- Pla
-Hy
- Si
- W
2) Cons
soil)
3) Shear
-
4) Chem
5) Comp
Photograph
E).
3.2 Standa
Laboratorytandards g
NatureUnit WSpecifiLiquid P.L )
p for Design
Al-Bass
ORATORY
s of Tests
tests were
for ade
stics such
compress
ere obtain
ssification
quid Limit
astic Limit
ydrometer
eve testing
Water conte
solidation (
r strength t
- Unconfinegrained
mical tests - CaCO3 c
- SO3%
- Gypsum
- Total So
paction tes
hs of Labo
ards
y tests wegiven in Ta
Table (3) S
Tesel Moisture
Weight (wetic Gravity and Plasti
n and Engin
soni Dam /
Y TESTING
e selecte
equate d
as, index
sibility,
ned using
tests
(L.L) (P.L)
r testing g
ent (w) and
(compress
tests
ed compre
d soil)
content
m Content
oluble Salt
ts (only fo
oratory wo
ere carriedable (3)
Standards f
st e Content t , dry ). ( GS) ic Limits (
neering Con
/ Salah El-D
G
ed to cov
design of
x propert
compactio
the follow
fine
d density (
sibility) te
essive test
ts
or samples
ork are ava
d out in a
for Labora
T(wc) A
AA
L.L , A
nsultancy
Deen Gover
ver the in
f the d
ies, gradi
on and
ing types
e- grained
() determst (for fine
t (qu) (for f
from the t
ailable in A
accordance
tory Testin
The StandaASTM D-24ASTM D-24ASTM D-85
ASTM D-43
rnorate 7
nformation
dam. Soi
ing, shear
chemica
of testing:
soil
mination e-grained
fine-
test pits).
Appendix
e with the
ng.
ard 488 488 54
318
7
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Grain SOne- DConsolUnconfOrganSO3 CO3
3.3 Presen
A descripti
he values
penetration
Appendix (
axis and up
The test re
of a data sh
4. ANALYS
4.1 Subsur
The relativ
Table 4) a
with the rec
Table
No. ofblows p
30 cm (10-4
4-10 10-3030-50
>50
Figure 2 sh
axis; where
p for Design
Al-Bass
Size AnalyDimensionlidation (efined Comic content
ntation of T
ion of the
of the me
n resistan
(A). A soil
p to downs
sults for e
heet (table
SIS of RES
rface Cond
ve density
are determ
commend
(4) Correla
Sands f
per 1 ft)
RelDe
Very Lo
0 Me0 De
VDe
hows that
eas BH5 an
n and Engin
soni Dam /
ysis nal e , cc , cr , Pmpression
Test Resu
type of so
easured p
nce is giv
l profile (g
stream are
ach boreh
e) and give
SULTS
dition
y of sand
mined usin
dation of Te
ation of N-
lative ensity
Np
y loose oose edium ense
Very ense
BHs 1, 2,
nd BH6 are
neering Con
/ Salah El-D
A
Pc ) A
Test AA
A
ults
oil encoun
ermeabili
ven in the
geological
e also give
hole are pr
en in Appe
and the
ng SPT re
erzaghi an
Values with
No. of blowper 30 cm
ft) 0-2 2-4 4-8
8-15
15-30
>30
3 & 4 are
e located
nsultancy
Deen Gover
ASTM D-42
ASTM D-24
ASTM D-21ASTM D-29
BS 1377 ASTM D43
ntered tog
ty and the
e Borehol
l section) a
en.
resented i
endix (B).
consistenc
esults in ac
nd Peck.
h Soil Prop
Clays ws (1 Con
Ve
M
Ve
located o
in the ups
rnorate 8
22
435
166 974
373
gether with
e standard
le Logs o
along dam
in the form
cy of clay
ccordance
perties
nsistency
ery soft Soft
Medium Stiff
ery Stiff
Hard
on the dam
stream and
8
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Enma Group
ary, 2012
downstream
Appendix
characteriz
sometimes
5m. These
ow plastic
System. Th
0-4 to 10-5
permeabili
about 15m
change to
ands) acco
njection is
1974) stat
ies betwe
procedure
mpermeab
educe thedesigned
curtain, wi
The SPT r
vertical dir
The values
he clayey
whereas th
A filter sho
nterceptor
unsaturated
dependent
The water
of boring (2
4.2 Test Re
The tables
The unified
of the CL
classificatio
The gradin
p for Design
Al-Bass
m area re
(A) indic
zed by ho
s with sand
e layers ar
city) accor
he permea
cm/s. Acc
ity occurs
and to th
silty fine
ording to t
s not enco
ed "if the
een abou
is sati
ble upstre
e seepageto length
ill result in
esults ref
rection an
s of N rang
y layers a
he sandy la
ould be us
r, keepin
d state.
t on the da
table has
20-25m).
esults
of test res
d soil class
L type wi
on as men
ng details
n and Engin
soni Dam /
espectively
cate that
orizontal
d) domina
re classifie
rding to t
ability (k),
cording to
s in the cl
he end of b
sand wh
the Unified
ouraged i
e coefficien
ut 10-4 an
isfactory".
eam blank
e undernehen the s
n a partial
flected a
nd in all of
ged betwe
are of ve
ayers are o
sed in the
ng the
The use
am size, he
not been
sults are gi
sification o
ith some
ntioned pre
s are give
neering Con
/ Salah El-D
y. The bor
the soil p
homogene
ates the gr
ed as CL (s
he Unified
in genera
o CP 2004
ay-silt lam
boring the
hich is cla
d Soil Clas
in this soi
nt of perm
nd 10-6 c
The em
et is recom
eath the seepage p
reduction
non unifo
f the six e
een 15 and
ery stiff to
of medium
downstre
downstre
of a cl
ead and th
encounter
iven in Ap
of the teste
substrata
eviously.
en in the
nsultancy
Deen Gover
rehole log
profile is
eity. The
round dow
silty or san
d Soil Cla
al, is in the
: 1972, thi
minate. De
e soil profi
assified as
ssification
l media. P
meability o
cm/s, no
mploymen
mmended
dam. Anypath, like
n in under s
orm streng
executed b
d 48, indic
o hard co
m to dense
am end to
am slop
ay core
e detailed
red down
pendix (B)
ed ground
a revealed
tables be
rnorate 9
gs of
generally
silty clay
wn to abou
ndy clay o
assification
e range o
is range o
eeper than
ile slightly
s SM (silty
System..
Peck et a
of the soi
injection
nt of an
d to further
y measuree a grou
seepage.
gth in the
boreholes
cating tha
onsistency
density.
o act as an
e in an
is highly
d design.
to the end
).
d is mostly
d the SM
esides the
9
y
y
ut
f
n
f
f
n
y
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al
il
n
n
r
e t
e
.
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Enma Group
ary, 2012
Atterberg l
n the rang
expansion
The carbon
ndicates t
oluble sal
he averag
light grad
dam.
The minim
whereas th
5.13%. Thi
possible to
t is recom
oundation
monitoring
during the
4.3 Bearin
The standa
considered
calculate t
chart of Te
he clayey
compressiv
equation:
The calcula
with engin
existence o
The value
capacity is
whequ
p for Design
Al-Bass
limits. The
ge 13 to 28
as recomm
nate conte
that the s
lts are scat
ge of all b
dual subs
mum mea
he maximu
is average
o use an im
mmended
work. It
g system t
beginning
ng Capacit
ard penetr
d. The va
the allowa
rzaghi andy soil is do
ve streng
ated value
neering ju
of some sa
of the r
:
u q all q re
q
u
a
a
n and Engin
soni Dam /
e values of
8 indicatin
mended in
ent is gene
soil is cal
ttered in t
boreholes
idence du
asured g
um was 16
e is consid
mpervious
to use s
t is also
to record
g of the se
ty
ation resu
alue of (
able bear
d Peck giv
ominant,
gth have
es should
udgment
alts.
recommen
c unconfinedbea lowable
neering Con
/ Salah El-D
f the plasti
ng a low to
n Sudhakar
erally with
lcareous.
the range
s being 5
uring the
ypsum c
6.66% with
dered as s
soil blank
sulphate-re
recomme
d the mov
ervice life.
ults of all b
(N) has b
ring capa
ven below
the values
been con
be consid
and takin
nded net
compressivcapac aring
nsultancy
Deen Gover
city index
o medium
r (2006).
hin 20 to 3
Values of
of 0.52 to
%. This m
service l
ontent w
h the aver
light. How
ket beneath
esisting c
nded to
ements of
boreholes h
been emp
acity (qa)
w (Fig. 4). A
s of the u
nsidered
dered in co
ng into ac
allowable
strength evcity
rnorate 1
x lies
degree o
35% which
f the tota
11.86 with
may cause
life of the
was 0.41%
rage being
wever, it is
h the dam
cement for
employ a
f the dam
have been
ployed to
using the
Also, since
unconfined
using the
onjunction
ccount the
e bearing
10
f
h
al
h
e
e
%
g
s
.
r
a
m
n
o
e
e
d
e
n
e
g
-
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Februa
H
fo
m
fo
F
4 S
p
c
I
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s
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I
d
o
s
s
Enma Group
ary, 2012
However, i
oundation
measures
oundation
25
30
35
40
45o
0 10
Approximat
Fig. 4 Corre
4.4 Soil Co
SPT results
possess si
clayey soil
It is known
based on
settlement
pressure i
dissolution
Immediate
differentia
of the str
settlement
some buil
p for Design
Al-Bass
qa = 120
it is also r
s to be pla
should be
s.
20 30 4
te relation betwe
elations for
ompressib
s indicate
ignificantl
l to mediu
n that the S
n settlem
t will then
is less than
n takes pla
ely after co
al settleme
ructure. F
t primarily
lding cod
n and Engin
soni Dam /
0 kN/m2 ~
recommen
aced below
e taken t
40 50 60N
een N and
r estimatiofrom
bility and
that the su
ly varied
um sandy s
SPT allowa
ment cons
n remain l
n that spe
ace.
onstruction
ent will pri
For isolat
y depends
des specif
neering Con
/ Salah El-D
12 Ton/m
nded for a
w 1.0 m de
o ensure
Relati
q a
on of allowam SPT
Collapsib
uccessive
strength
soil.
able beari
siderations
ess than 2
ecified in t
n and app
imarily de
ted footin
s on the ti
fy the tole
nsultancy
Deen Gover
m2
all the ma
epth other
the rigid
ionship betweenBearing C
B
able bearin
bility
encounte
ranging f
ng pressu
s. The i
25 mm as
the chart u
plication of
pend on th
ngs the d
ie beams.
erable dif
rnorate 1
ain shallow
rwise stric
dity of the
n N and AllowaCapacity
B
ng capacity
ered layers
from hard
ure chart is
immediate
far as the
unless sal
f loads the
he rigidity
differentia
However
fferential 11
w
t
e
able
y
s
d
s
e
e
t
e
y
al
r,
-
E
Februa
s
n
a
T
d
h
T
c
s
h
T
c
a
d
th
th
5
In
fo
c
T
p
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s
S
c
c
d
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r
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e
d
r
Enma Group
ary, 2012
settlement
not prese
already les
Time after
due to leak
high mainte
The values
consolidati
ettlement
has no indi
The collap
cementing
arrival of w
due to the
he dam m
he service
5. QUARRI
n order to
or the co
conducted
The numbe
pit was bo
However,
ite area.
Samples w
conducted
chemical te
determine
content and
esults are
may revie
economica
dam. Fig.
espect to t
p for Design
Al-Bass
t as being
ntly expe
ss than 25
construct
k of water
enance pe
s of the c
ion tests a
is not exp
ication of s
psibility of
materials
water. Coll
low conte
may be mo
e life of the
IES
o ascertain
onstruction
to find ou
er of quarr
out 3m. Sa
Gravelly
ere extrac
on all the
ests have b
the maxim
d ascertain
given in A
ew this in
al design a
5 below
the Al-Bas
n and Engin
soni Dam /
more than
ected bec
mm.
tion differ
r from tan
erformanc
compressi
are not hig
pected to
significant
f the soil
s which
lapsible b
ent of gyps
onitored es
e dam.
n the exist
n of the
ut the avai
ries test pi
andy and
quarries w
cted every
e samples
been perf
mum dry d
n the suita
Appendix
nformation
according
shows th
ssoni dam
neering Con
/ Salah El-D
n 25 mm. S
cause the
rential set
nks or bro
e should b
ion index
gh; therefo
be signif
swelling c
results fro
softens o
behavior m
sum. How
specially a
ence of ne
dam, an
ilable qua
its was ten
clayey qu
were not
y 1m. Grad
. In additi
formed on
density and
ability of th
(D). The d
n in orde
g to the re
he locatio
location.
nsultancy
Deen Gover
Such a valu
total sett
ttlement m
oken pipes
be provide
obtained
re the con
ficant. Als
characteri
om the ex
r dissolve
may not be
ever, mov
at the beg
earby raw
n investig
arries near
n. The dep
uarries we
found nea
ding tests h
on, compa
n the clay i
d optimum
he materia
designer o
er to app
equiremen
on of test
rnorate 1
ue is
tlement is
may resul
s, thereby
ed.
d from the
nsolidation
so, the soi
istics.
xistence o
es on the
e expected
vements o
ginnings o
w materials
gation was
r the dam
pth of each
ere found
ar the job
have been
action and
in order to
m moisture
al. The tes
of the dam
proach an
nts of each
pits with
12
s
t
y
e
n
il
f
e
d
f
f
s
s
m.
h
d.
b
n
d
o
e
t
m
n
h
h
-
E
Februa
Enma Group
ary, 2012
Fig. 5 Tes
p for Design
Al-Bass
st Pits Locat
n and Engin
soni Dam /
tion with res
neering Con
/ Salah El-D
spect to the
nsultancy
Deen Gover
e Al-Bassoni
rnorate 1
i Dam axis
13
-
TesPitNo
1
2
3
4
5
6
7
8
9
10
E
Februa
st t . Nort
382
382
382
382
382
382
382
382
382
0 382
5
T
c
A
o
d
e
C
in
d
n
s
e
s
e
Enma Group
ary, 2012
Table 5
Coord
th (N)
25119
25288
25301
25469
25419
25434
25512
25399
25265
25046
5.1 Quarri
The suita
constructio
According
of fill mat
dams to fu
etc;
Core fill s
ntermedia
degree of
necessary,
hear stren
excess of
ands and
element in
p for Design
Al-Bass
5: The appr
inate
East
45138
45139
045147
045145
45150
45154
45157
45181
45181
45158
ies Materi
ability of
on may be
to Novak
erial are
ulfill the re
should hav
ate to high
deformat
and pos
ngth. The m
25-30%,
silts can
n an emba
n and Engin
soni Dam /
roximate coquantitie
E
89
96
75
57
06
44 Sil
78
18
15
82
ial
the qu
e consider
et al. (200
necessary
equiremen
ve low pe
h plasticit
tion witho
ssibly dis
most suitab
e.g. glaci
also be u
ankment a
neering Con
/ Salah El-D
onstructiones.
Type of material
Silty sand
Silty Sand
Silty clay
Silty clay
Silty clay
lty sand witclay
Silty clay
Silty clay
Silty clay
Silty clay
uarries m
red accord
01), three p
y for ear
nts for cor
ermeability
ty to acco
out risk of
advantage
ble soils h
ial tills et
utilized. T
and the m
nsultancy
Deen Gover
n materials
Expquant
6
5,
7,
10
6,
th 7,
20
25
30
6,
materials
ding to the
principal c
th fill em
re, should
y and ide
ommodate
f cracking
eous, to h
have clay c
c., althou
The core i
most dema
rnorate 1
s
pected tity (m)
600
,000
,500
0,500
,800
,500
0,000
5,000
0,000
,800
for dam
e BS 5930
categories
mbankmen
der, filters
eally be o
e a limited
g. It is no
have high
contents in
ugh clayey
is the key
anding in 14
Distancefrom dam
axis ( km)
0.592
0.745
0.734
0.902
0.844
0.853
0.928
0.828
0.697
0.459
m
.
s
nt
,
f
d
t
h
n
y
y
e m
)
-
E
Februa
te
p
te
c
s
R
p
s
S
p
s
h
w
s
d
b
w
s
D
li
g
s
d
s
A
g
W
A
c
1
d
te
q
th
m
F
Enma Group
ary, 2012
erms of m
properties
erm wate
characteris
uitable for
Representa
parameters
houlders a
Shoulder f
permit the
teepest p
has relative
water pre
pectrum f
differ little
be homog
which are
houlders.
Drain/filte
iable to
gravels, cr
uitable,
determined
houlder fi
Accordingl
general, su
With respe
All quarrie
cohesion re
& 2 are
during con
ests on soi
requirem
quarries w
hat labora
match the r
Filter mate
p for Design
Al-Bass
material ch
of the com
ertight in
stics of t
r rolled co
ative value
s of compo
as approp
fill requir
e economi
ossible sl
ely high p
essures. S
from coars
from the
geneous; i
available
er materia
chemical
rushed ro
and are
d by the
lls.
ly, all qua
uitable to b
ect to the d
es except
equiremen
suitable fo
nstruction,
ils from th
ments of T
ith soils fr
atory tests
requireme
rials are n
n and Engin
soni Dam /
haracterist
mpound cl
ntegrity.
the more
ores are su
es for the
ound eart
riate, are
res suffici
ic constru
ope angle
permeabili
Suitable m
se granula
core mate
t is custo
within pre
al must be
degradat
ock and c
used in
nature o
arries exc
be utilized
dam should
t quarries
nt of Table
or the sho
, to condu
hese two q
Table 7. M
rom other
s are cond
ents.
not availab
neering Con
/ Salah El-D
tics and u
lay core b
The prin
importan
ummarized
more imp
hfills, to b
summarize
iently high
uction of s
e. It is pre
ity to assis
materials
ar materia
erials. The
omary to u
edetermin
e clean, fr
tion. Proc
coarse to
n sequen
of the adj
cept quarr
d in constru
ders, the r
1 and 2
e 7. Prelim
oulders an
uct triaxia
quarries to
Mixing of s
quarries i
ducted to
ble in the q
nsultancy
Deen Gover
uniformity,
eing critic
ncipal pe
nt groups
d in Table
portant en
be utilized
ed in Tabl
h shear s
stable slop
eferable th
t in dissip
range a
al to fills w
e shoulder
utilize diff
ned zones
ree drainin
cessed fin
medium
ces and
jacent cor
ries 1 and
ucting the
reverse ma
do not s
minary, onl
nd it is en
al and pe
o ascertain
soils from
s possible
ensure tha
quarries. N
rnorate 1
the
cal to long
erformance
s of soils
6.
ngineering
in core or
le 7.
strength to
pes of the
hat the fil
ating pore
across the
which may
r need no
ferent fills
within the
ng and no
ne natura
sands are
gradings
re and/or
d 2 are, in
core.
ay be true
satisfy the
ly quarries
ncouraged
ermeability
n the k and
these two
e provided
hat the mix
None of the
15
-
e
s
g
r
o
e
ll
e
e
y
t
s
e
t
al
e
s
r
n
.
e
s
d,
y
d
o
d
x
e
-
Filltype
Grave(GWGC)
Sand(SW-S
Silt (ML-H
Crushrock f(2-60
mm sirange
l e
ComcharUnit
weigh(kNm
el W-
) 18-2
ds SP)
16-2
H)
16-2
ed fill 00 ize e)
17-2
E
Februa
q
c
a
SoDesec
Verysand
graveclay (GVery
sandgraveclay (G
Low-plclays
High-pclays
T
mpaction racteristicst ht, ,
m-3)
WateWopt.
(%)
2 5-10
0 10-20
1 15-30
15-30
1 N/A
Enma Group
ary, 2012
quarries c
concrete co
an earth da
oil cription
y silty ds or
els, 6% GM-SM) clayey ds or ls, 20% GC-SC)
lasticity s (CL)
plasticity s (CH)
Table 7: Ind
s She
(effe
er .,
Cohesn, c
(kNm
0 0
0 0
0 < 10
0 < 20
A 0
p for Design
Al-Bass
contain m
onstructio
am.
Table 6 :
Crackinresistan
Low, increwith < a
PI
Intermedrepresenta
Relative
flexible
Flexible, resist lar
deformati
dicative enfills (core
ear strengthctive stres
sio -2)
Fricti
(degre
35-4
35-4
0 25-3
0 20-3
40-5
n and Engin
soni Dam /
materials
on; this is o
: Character
ng nce
Ep
re
eases and >
inwith
diat ative Inte
ely e
inc
can rge ions
inc
ngineering re or shouldh ss) Co
com
(X1
ion, ees)
40
40
35
30
55
neering Con
/ Salah El-D
readily
one of the
ristics of co
Erosion-piping
esistance
Low, ncreases h < and
> PI
ermediate
High, rease with
> High;
rease with >
propertiesder as appr
efficient ompressibilit
mv 0-4 m2 kN-1
0.1-1.0
0.5-1.5
0.5-2.5
0.5-3.0
N/A
nsultancy
Deen Gover
suitable
reasons to
ore soils
Optimcompac
rolle
Pneumtyred (2
t)
Pneumtyred (2
t)
Pneum
tyred sheeps
Sheeps
s for comparopriate)
f ty,
1)
Coefof horperme
kh (
10-3
10-4
10-5
10-7
10-1
rnorate 1
for
o construc
mum ction er
Se
com
cc
matic 20-80
Higb
matic 20-80
c
matic or
sfoot
Inttc
sfoot c
acted earth
fficient rizontal eability (ms-1)
c
3-10-5
4-10-6
5-10-8
7-10-10
1-10-2
16
t
ensitivity to
mpactionwater
content control
gh to avoid rittleness
Low to control uw
ermediate o high to
control uw
High to control uw
h
Drainagcharacteri
(relief of
Excellen
Good fa
Fair-poo
Very pooimpervio
Free-drainexcellen
n
ge stics uw)
nt
air
or
or-ous
ning: nt
-
E
Februa
66IrA
BC
TtruTEoF
Enma Group
ary, 2012
6. SITE GE6.1 Tectonraq can be
A THE STAantifoam
B - THE UNC - THE ZA
radiola
These threrend N-S i
unstable shThe N-S treE-W and Nor genesis.Figure (6) s
p for Design
Al-Bass
EOLOGY nic e divided i
TABLE SHELms but no
NSTABLE SHAGROSE SUarian chert
ee areas in the stabhelf and thend is due
NE-SW tren. show the t
Figure
n and Engin
soni Dam /
into three LF with ma surface an
HELF with sUTURE whit, igneous
contains
ble shelf ahe Zagrosee to Paleonds are du
tectonic m
e (6) Tecto
neering Con
/ Salah El-D
tectonicalajor buriednticline. surface anch compri and metam tectonic
and the NWe Suture. ozoic tectoue to Creta
map of Iraq
onic Map o
nsultancy
Deen Gover
lly differend arches an
nticline. ises thrustmorphic ro
subdivisioW-SE or E
onic movemaceous rec
.
of Iraq
rnorate 1
nt areas: nd
t sheets of ocks.
ons whichE-W in the
ments .thecent alpine
17
h e
e e
-
E
Februa
6
FimswfaTztrtrT
6
IrthfoTzbse
Enma Group
ary, 2012
6.2 System
Faults weremages, greismic da
was found ault trends
The distribones correransversalransverse
The three m
6.3 Seismi
raq has ahe historicollows the
Tectonicallone at t
boundarieseismic zon
especially
p for Design
Al-Bass
m of Fault
e derived avity and
ata. The toto be the
s. bution of espond to l blocks), faults. major fault
icity
well-doccal seismi boundarily Iraq is the tectons of the nes can cain the east
n and Engin
soni Dam /
from variomagnetic
otal horizo most usef
faults in the NW-S, identifie
t systems a
cumentatioicity showies of the m located inically ac
Arabian ause signitern part o
neering Con
/ Salah El-D
ous source gradients
ontal derivful parame
the figureSE transvered and b
are the N-S
on of seismws a well-dmajor tectoin a relatictive norplate. Ea
ificant infrof NE Iraq.
nsultancy
Deen Gover
es includin, and a les
vative of theter for de
e shows mrsal system
bounded
S.
mic histordefined paonic elemeively activthern andarthquake rastructure
rnorate 1
ng satellitesser extenhe gravity
etermining
major faulm (5 majorby major
ry activityattern andents. ve seismicd eastern in thesee damage
18
e nt y g
t r r
y, d
c n e ,
-
E
Februa
Enma Group
ary, 2012
p for Design
Al-Bass
n and Engin
soni Dam /
neering Con
/ Salah El-D
nsultancy
Deen Goverrnorate 1
19
-
E
Februa
6 Tafo
6 1 TeTguwT Am
Enma Group
ary, 2012
6.4 Al-Bas
The area oa stratigrapormation,
6.4.1 Stra
. THE FAT
This formaeconomicaThe "Lowegeologist iunits. It comwith limestThe inform
A. Transitiomudstone
p for Design
Al-Bass
soni Dam
f the dam phically ramiddle Mi
tigraphy
THA (LOW
tion is oneally importr fars" forin the earmprises anone and m
mal units co
on beds nand thin
n and Engin
soni Dam /
m Genera
site its exange exteiocene to
WER FARS)
e of the mtant formatrmation ofrly years nhydrites,
marl. omprise fro
normally climestone
neering Con
/ Salah El-D
al Geolog
xposed unending fromquaternar
FORMATI
most aerialtions in Iraf Iraq was of explor gypsum a
om bottom
comprisinge, the tran
nsultancy
Deen Gover
gy
nder condim fatha (ly deposits
ION:
lly wide spaq. sub dividration intoand salt, in
m to top:
g beds of nsition bed
rnorate 2
itions havelower fars)s.
pread and
ded by oio informanterbeded
anhydriteds usually
20
e )
d
il al d
, y
-
E
Februa
owThBoCsDrIn Tcbli(oamlanFth(2rTar
2
T
fa
d
fl
v
A
a
T
fo
Enma Group
ary, 2012
overlie thewhich is noThis divisihigh. B. Salifereoof siltstoneC. Seepagiltstone, m
D. Upper relatively fn general
The lowcomprises basal unit imestone or gypsu
amount of marl.and acks red m
new type Fatha as whick for tw220m) anespectivel
The Upperand red mecrystallis
2. INJANA
The injana
ars) com
deposits
luviolacus
very variab
A maximum
area in the
The lower
ormation
p for Design
Al-Bass
e So- caow includeon is dom
ous beds c, mudston
ge beds mudstone ared beds frequent bthis forma
wer me a (40m)of organeand anh
um) with green do
this mmudstone section well as t
wo membend (400m)ly. r membermudstone sed shelly
A (UPPER F
a (upper
mprise fin
initially i
trine syste
ble, due to
m thicknes
foothill zo
contact o
is grada
n and Engin
soni Dam /
alled "Based in the jeminated b
comprise ane and less
comprisinand limestcomprise
beds of limation consi
ember ) thick
edetrial hydrite
minor olomtic
member in the at Al-
the all ers are ) thick
r compriseand gyps
y limestone
FARS) FOR
fars) form
ne graine
in coasta
em. The t
o subsequ
ss of 2000
one.
of the inja
ational. Th
neering Con
/ Salah El-D
sal fars ceribe formby carbon
anhydrite s frequent ng anhydtone.
e red mudmestone an
ists of two
es acyclic sum and ae beds.
RMATION:
mation (inc
ed pre-m
al areas,
thickness
uent erosio
m in the
ana forma
he upper
nsultancy
Deen Gover
conglomermation .
ates on th
and halite limestonerites with
dstone, siltd anhydritmembers
successioafew thin
cluding th
molasses
and la
of the for
on over m
central de
ation with
r contact
rnorate 2
rate"
he mousa
e with bedse beds. h beds o
tstone andte. :
on of green oolitic or
he middle
sediments
ater in a
rmation is
major folds
epositiona
h the fatha
with the
21
al
s
f
d
n r
e
s
a
s
.
al
a
e
-
E
Februa
m
a
3MF TasfoT2SsaTwTinbaZTe
7C LthBeInthTwItaqKM
Enma Group
ary, 2012
mukdadiya
appearanc
3. THE BAMukdadiyaFormation
The Bakhtiand uppertrongly dioothill and
The Mukd2000m of Sandstone trongly cr
and clay baThe formawhere > 20The Mukdan fluvial
basin . Thealluvial fanZagros SutuThe Mukdequivalent
7. GENERACONDITIO
Lithologicahe spatia
Bodies (aqenvironmen Iraq fourheir relati
The surfacewithin Iraqt shows the
aquifer NoquaternaryKuh range,Mesopotam
p for Design
Al-Bass
a formatio
e of grave
AKHTIARI Fa and Bai
iari formatr Bakhtiariachronus
d high folddadyia (lo
fining up and redross bedalls.
ation is di000m thickadyia (Low
environme conglomens originature. adiya and to the Plio
AL FEATUONS IN IR
al and strual distribuquifers, a
ent. rteen mainonship to e and nea is shown ie location o. 11 thay alluvial f, of centra
mian and F
n and Engin
soni Dam /
on is gr
ely sandsto
FORMATIOi Hassan
tion was dri formatio but can b
ded zones.ower fars)pwards cyd mudstondded and
istributed k in the Kirwer Bakht
ment in a eratic Uppted from t
d Bai Hassocene clas
URES OF HRAQ-Main
uctural geoution andaquitards)
n aquifers/ geologicaar surface in Figure b of the dam
ats contafans of theal and S IraFoothill zon
neering Con
/ Salah El-D
radational
one.
ONS (Lower a
divided inons. The be recogn ) formatioycles of ne. The associated
mostly inrkuk Embatiari) formrapidly
per Bakhtiathe high f
san (Bakhstic of N an
HYDROGn aquifers
ological cod extent
and the
/aquifer gal formatio distributiobelow. m site (Al-Bin gravel
e Mukhul, aq ,along nes.
nsultancy
Deen Gover
marked
nd Upper
Iraq into two forma
nized throu
on comprgravely ssandstoned with cha
n the Fooayment. ation was subsiding ari was defolded zon
htiri) formnd NE Syria
GEOLOGICs
onditions of hydrog
eir hydrog
groups, ideons, can bon of thes
Bassoni Dal and sanHemrin anthe bound
rnorate 2
by
r Bakhtiri)
the lowerations areughout the
rise up tosandstonee is oftenannel lags
othill zone
depositedg foredeepeposited inne and the
mations area.
CAL
determinegeologicageologica
entified bybe definedse aquifers
am Site) innd of thend Pesh-edary of the
22
)
r e e
o ,
n s
e
d p n e
e
e al al
y d. s
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-
E
Februa
Enma Group
ary, 2012
p for Design
Al-Bass
n and Engin
soni Dam /
neering Con
/ Salah El-D
nsultancy
Deen Goverrnorate 223
-
E
Februa
8
Enma Group
ary, 2012
8. CONCL
1) Thgr
wi
2) Th10
In
3) It up
the
4) Thbe
is p
5) As
kN
mm
6) Varan
bo
gy
wa
am
pe
rec
da
se
so
7) It ce
in
lay
co
p for Design
Al-Bass
LUSIONS A
he silty cla
ound dow
th depth.
he permea-4 to 10-5 cm
most dept
is recom
pstream bl
e upstream
he net allow
e taken as
preferably
s long as
N/m2 , the s
m.
alues of the
nge of o.
oreholes b
ypsum con
as 15.7%
mounts are
erformance
commend
am espec
rvice life.
il blanket
is recom
ment for f
contact wi
yers of ta
ncrete is p
n and Engin
soni Dam /
AND REC
ay (sometim
wn to abo
ability (k),
m/s. Soil i
ths the flow
mmended
anket exte
m side and
wable bea
120 kN/m
y deeper t
the dam
settlemen
e total sol
.96 to 21
being 8%
ntent was 0
with the a
e not thou
e of an
ded to mo
cially dur
Also, it is
beneath th
mmended
foundation
ith soil ma
ar coat. Th
preferably
neering Con
/ Salah El-D
COMMEN
mes with s
out 15m. S
in genera
injection is
w case is t
d to use
ending a s
d/or a grou
aring capa
m2. The de
than 1.0 m
m load do
t is not exp
uble salts
.03 with
%. The m
0.41% wh
average b
ught to sig
earth da
onitor the
ing the
possible t
he dam.
d to use
n work; the
ay also be
he streng
y not less t
nsultancy
Deen Gover
NDATIONS
sand) dom
Soil streng
al, is in the
s not recom
urbulent.
an imp
ufficient d
ut curtain.
acity of the
epth of mai
.
es not ex
pected to
are scatte
the avera
minimum
ereas the
being 5.10
gnificantly
am, howe
movemen
beginning
o use an im
sulphate
e shallow f
protected
gth (f'c) of
han 30 MP
rnorate 2
S
minates the
gth varies
e range o
mmended
permeable
distance on
e site may
in footings
xceed 120
exceed 25
ered in the
age of al
measured
maximum
0%. These
affect the
ever, it is
nts of the
gs of the
mpervious
e-resisting
foundation
d using two
f the used
Pa.
24
e
s
f
d.
e
n
y
s
0
5
e
ll
d
m
e
e
s
e
e
s
g
n
o
d
-
E
Februa
Geote Gitath A
Enma Group
ary, 2012
8) Nequ
no
9) All
ge
co
us
10) Prsh
the
req
the
po
co
req
11) Nocla
ma
echnical EA. S. Al-Sha
p for Design
Al-Bass
ear to the
uarries are
ot.
l quarries
eneral, sui
re. None
e in concr
reliminary
oulders an
e constru
quirement
ese two qu
ossible p
nducted
quirement
o significa
ay quarrie
aterial be u
Eng. Garifi Moh
n and Engin
soni Dam /
e site of d
e found w
s except
itable to b
of the qu
rete or in d
y, only qua
nd a field
uction stag
ts given in
uarries wi
provided
to ensur
ts.
ant amoun
es soil. T
used, as c
Geotechnichammed H
neering Con
/ Salah El-D
dam, claye
whereas gr
quarries
be utilized
uarries is
dam filters
arries 1 & 2
laboratory
ges in or
n Table 7.
th soils fro
that lab
e that th
nt of gypsu
Therefore;
convenient
cal Eng.
H. Al-Dahal
nsultancy
Deen Gover
ey and sa
ravelly qu
1 and
d in constr
readily su
.
2 are suita
y should a
rder to c
Mixing of
om other q
boratory
he mix m
um was fo
may the
t.
Proflki Dr.
rnorate 2
andy
uarries are
2 are, in
ructing the
uitable for
able for the
accompany
check the
f soils from
quarries is
tests are
match the
und in the
e quarries
f. Geotecn. Raid R. A
25
e
n
e
r
e
y
e
m
s
e
e
e
s
nical Eng. Al-Omari
-
E
Februa
9
Enma Group
ary, 2012
9. REFERE
1. Am1
2. PeEn
3. BowEd
4. LamJo
5. TeNe
6. TeEn
7. ToPit
10. Si
and
Ro
11. Ea
Wa
12. "D
Gr
13. S
Cla
Re
Tre
14. N
(20
15. M
En
Co
p for Design
Al-Bass
ENCES
merican S
989.
ck, R., Han
ngineering
wles, J.E.,
dition, 1996
mbe, T.W
ohn Wiley
ng,W.C. "
ew Jersey ,
rzaghi , K
ngineering
mlinson, M
man, 3rd E
ngh, B. a
d Foundat
okee.
arth Manua
ater and P
Dam Found
rands. Bds
Sudhakar,
assification
cent Ad
eatment. T
ovak, P., M
001). Hydr
Murthy, V.
ngineering
onsultants,
n and Engin
soni Dam /
Society fo
nsen, W. a
g. John Wil
, Foundat
6.
W.and Whit
& Sons, In
" Foundat
, 1974.
K.and Pec
g Practice"
M.J., Found
Edition, 19
and Prakas
tion Engin
al (1980) U
ower Reso
dations" Co
Haussman
M. R.
n of Expa
dvances
Taylor & Fr
Moffat, A.,
raulic Struc
. (1989). S
g. Vol.1
Bangalore
neering Con
/ Salah El-D
or Testing
and Thorn
ley & Sons
ion Analy
tman, R.V
nc., 1969.
ion Desig
ck , R.,B.
,1967
dation Des
975.
sh, S. (19
neering. N
U.S. Depart
ources Ser
ommission
nn, 75008
(2006).
ansive Soi
in Cha
rancis.
, Nalluri, C
ctures, Sp
Soil Mech
, Sai
e.
nsultancy
Deen Gover
Materials
nburn, T. F
, 1974.
ysis and D
., Soil Me
gn ", Pren
,"Soil Mec
sign & Con
70). Soil m
New Chand
tment of th
rvice.
n Internatio
Paris, 2000
Identifica
ls. Expans
aracterizat
C. andNara
on Press.
hanics & F
Kripa
rnorate 2
s (ASTM)
Foundation
Design, 5th
echanicals
ntice Hall
chanics in
nstruction
mechanics
d and Bros
he Interior
onal des
0.
ation and
sive Soils
tion and
ayanan, R
Foundation
Technica
26
,
n
h
s
,
n
n,
s
s
r
d
-
d
R.
n
al
-
En
nma Group
Februa
G
for Design
ary, 2012
B
Geo
and Engine
Al-Basso
AP
Bore
olog
eering Cons
oni Dam /
PPEN
ehol&
gica
sultancy
Salah El-D
NDIX
le L& al Se
Deen Gover
A
Logs
ectio
rnorate A
s
ons
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1B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
APPENDIX B Tables of Test Results
(Boreholes & Quarries)
-
Enma Group for Design and Engineering Consultancy
2B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Borhole No. :1 Depth:20
Sample Index properties W.C %
Dry Density kN/m3
Gs
Grain size analysis Sieve & Hydrometer Consolidation Test qu
kN/m2
Chemicals tests
No.
Depth (m) Type
L.L %
P.I % USCS
Grav. %
Sand %
Silt %
Clay % eo Cc Cr
T.S.S %
CaCo3 % So3
Gyp. %
1 0.0-1.5 DS - - - - - - - - - - - - - - -
2 1.5-3.0 US 34.16 16.93 CL 9.31 15.16 2.68 0 39.3 43.7 17.0 0.767 0.197 0.032 76 19.87 28.17 7.75 13.01
3 3.0-4.5 SS 35.68 54.35 16.89 29.24
CL CH - - - 0
31.3 14.1
68.7 85.9 - - - - 21.03 24.04 5.31 13.98
4 4.5-6.0 US 51.67 26.66 CH 20.13 16.95 2.70 0 7.1 92.9 0.593 0.154 0.054 280 7.84 31.71 2.14 4.11
5 6.0-7.5 SS 33.74 17.03 CL - - - 0 40.6 59.4 - - - - 13.87 28.76 4.62 8.61
6 7.5-9.0 SS 48.63 24.08 CL - - - 0 1.7 70.2 28.1 - - - - - - - -
7 9.0-10.5 DS 47.81 23.88 CL - - - 0 9.5 90.5 - - - - 3.55 32.3 1.05 1.89
8 10.5-12.0 US 31.33 15.76 CL 16.84 17.11 2.68 0 13.1 62.6 24.3 0.566 0.121 0.028 113 - - - -
9 12.0-13.5 SS 33.87 17.67 CL - - - 0 18.6 81.4 - - - - - - - -
10 13.5-15.0 DS 35.87 18.79 CL - - - 0 24.9 75.1 - - - - - - - -
11 15.0-16.5 DS N.P N.P SM - - 2.66 0 70.0 30.0 - - - - - - - -
12 16.5-18.0 SS N.P N.P SM - - - 0 50.1 43.7 6.2 - - - - 1.87 33.48 0.24 0.54
13 18.0-20.0 DS N.P N.P SM - - 2.66 0 58.7 41.3 - - - - - - - -
SS: Split Spoon Sample UD: Undisturbed Sample (Shelby Tube) . D: Disturbed Sample.
-
Enma Group for Design and Engineering Consultancy
3B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
B.H. No. 2 Depth: 25m
Sample Index properties W.C %
Dry Density kN/m3
Gs
Grain size analysis Sieve & Hydrometer Consolidation Test qu
kN/m2
Chemicals tests
No.
Depth (m) Type
L.L %
P.I % USCS
Grav. %
Sand %
Silt %
Clay % eo Cc Cr
T.S.S %
CaCo3 %
S03 %
Gyp. %
1 0.0-1.5 DS - - - - - - - - - - - - - - - - - -
2 1.5-3.0 US 53.24 28.13 CH 22.48 15.67 2.70 0 5.4 94.6 0.729 0.206 0.056 250 5.29 27.58 2.43 5.23
3 3.0-4.5 SS 35.96 18.60 CL - - - 0 27.3 48.0 24.7 - - - - - - - -
4 4.5-6.0 US 55.34 28.45 CH 23.95 15.22 2.71 0 4.5 95.5 0.780 0.228 0.059 230 - - - -
5 6.0-7.5 SS 39.81 20.84 CL - - - 0 22.8 77.2 - - - - 4.76 32.3 1.57 2.18
6 7.5-9.0 SS 51.58 26.53 CH - - - 0 6.0 55.5 38.5 - - - - - - - -
7 9.0-10.5 SS 37.58 18.94 CL - - 2.68 0 15.0 85.0 - - - - - - - -
8 10.5-12.0 SS 33.89 17.35 CL - - - 0 24.2 75.8 - - - - 3.78 32.89 1.91 4.11
9 12.0-13.5 DS 36.78 19.77 CL - - - 0 27.5 72.5 - - - - - - - -
10 13.5-15.0 SS 35.61 18.89 CL - - 2.68 0 22.0 57.7 20.3 - - - - - - - -
11 15.0-16.5 DS 34.44 18.76 CL - - - 0 27.8 72.2 - - - - - - - -
12 16.5-18.0 SS 32.23 16.87 CL - - - 0 31.4 68.6 - - - - - - - -
13 18.0-19.5 DS N.P N.P SM - - 2.66 0 59.7 40.3 - - - - 0.96 23.45 0.19 0.41
14 19.5-21.0 SS N.P N.P SM - - - 0 55.0 33.7 12.3 - - - - - - - -
15 21.0-23.0 DS N.P N.P SM - - - 0 71.9 28.1 - - - - - - - -
16 23.0-25.0 SS N.P N.P SM - - 2.65 0 70.4 29.6 - - - - - - - -
SS: Split Spoon Sample UD: Undisturbed Sample (Shelby Tube) . D: Disturbed Sample.
-
Enma Group for Design and Engineering Consultancy
4B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Borhole No. :3 Depth:20
Sample Index properties W.C %
Dry Density kN/m3
Gs
Grain size analysis Sieve & Hydrometer Consolidation Test qu
kN/m2
Chemicals tests
No.
Depth (m) Type
L.L %
P.I % USCS
Grav. %
Sand %
Silt %
Clay % eo Cc Cr
T.S.S %
CaCo3 %
S03 %
Gyp. %
1 0.0-1.5 DS - - - - - - - - - - - - - - - - - -
2 1.5-3.0 US 40.64 21.76 CL 14.36 16.60 2.68 0 30.8 69.2 0.614 0.148 0.041 180 15.87 29.5 1.56 12.03
3 3.0-4.5 US 45.01 22.71 CL 14.49 16.18 2.69 0 10.0 66.6 23.4 0.662 0.171 0.046 135 - - - -
4 4.5-6.0 US 39.56 19.76 CL 18.03 15.76 2.68 - - - - 0.701 0.180 0.037 - - - - -
5 6.0-7.5 SS N.P N.P SM - - - 0 84.1 15.9 - - - - 10.32 32.3 0.73 15.70
6 7.5-9.0 DS 39.65 20.33 CL - - 2.68 0 32.7 67.3 - - - - 12.87 - - 10.76
7 9.0-10.5 SS 34.36 17.04 CL - - - 0 8.5 64.0 27.5 - - - - - - - -
8 10.5-12.0 DS N.P N.P SM - - - 0 50.8 49.2 - - - - - - - -
9 12.0-13.5 SS N.P N.P SM - - 2.67 0 54.6 45.4 - - - - 2.87 32.89 0.57 1.56
10 13.5-15.0 DS 31.02 15.87 CL - - - 0 45.8 36.9 17.3 - - - - - - - -
11 15.0-16.5 SS 30.99 14.99 CL - - - 0 49.2 50.8 - - - - - - - -
12 16.5-18.0 DS 33.01 16.89 CL - - 2.67 0 48.8 51.2 - - - - 13.76 33.48 0.71 9.87
13 18.0-19.5 SS 33.11 17.01 CL - - - 0 46.1 39.9 14.0 - - - - - - - -
14 19.5-21.0 DS 31.92 15.22 CL - - - 0 45.9 54.1 - - - - - - - -
15 21.0-23.0 SS 33.81 16.33 CL - - 2.68 0 33.7 66.3 - - - - - - - -
16 23.0-25.0 DS 30.65 16.54 CL - - - 0 30.1 58.7 11.2 - - - - - - - -
SS: Split Spoon Sample UD: Undisturbed Sample (Shelby Tube) . D: Disturbed Sample.
-
Enma Group for Design and Engineering Consultancy
5B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Borhole No. :4 Depth:20
Sample Index properties W.C %
Dry Density kN/m3
Gs
Grain size analysis Sieve & Hydrometer Consolidation Test qu
kN/m2
Chemicals tests
No.
Depth (m) Type
L.L %
P.I % USCS
Grav. %
Sand %
Silt %
Clay % eo Cc Cr
T.S.S %
CaCo3 % So3
Gyp. %
1 0.0-1.5 DS - - - - - - - - - - - - - -
2 1.5-3.0 US 40.48 22.25 CL 23.87 15.87 2.67 0 31.72 68.3 0.682 0.175 0.035 - 13.65 22.86 5.92 12.73
3 3.0-4.5 DS 43.73 22.15 CL - - - 0 34.8 58.7 6.5 - - - - - - - -
4 4.5-6.0 US 39.41 20.65 CL - - 2.68 0 23.8 76.2 - - - - - - - -
5 6.0-7.5 SS 32.45 16.67 CL - - - 0 34.7 65.3 - - - - - - - -
6 7.5-9.0 DS 40.45 21.65 CL - - - 0 32.1 67.9 - - - - 11.86 21.09 6.06 13.03
7 9.0-10.5 US 36.56 19.45 CL - - - 0 21.0 79.0 - - - - - - - -
8 10.5-12.0 US 33.43 16.65 CL 29.49 14.01 2.65 0 - - - 0.891 0.224 0.043 65 - - - -
9 12.0-13.5 SS 30.82 14.45 CL - - - 0 43.8 31.5 24.7 - - - - 1.93 34.07 0.77 1.66
10 13.5-15.0 DS 30.72 14.65 CL - - - 0 43.2 56.8 - - - - - - - -
11 15.0-16.5 SS 30.08 15.89 CL - - 2.67 0 48.5 34.3 17.2 - - - - - - - -
12 16.5-18.0 DS 38.85 18.87 CL - - - 0 36.6 65.4 - - - - 11.16 20.5 5.94 12.77
13 18.0-20.0 SS 28.87 13.01 CL - - 2.67 0 39.9 41.6 18.5 - - - - - - - -
SS: Split Spoon Sample UD: Undisturbed Sample (Shelby Tube) . D: Disturbed Sample.
-
Enma Group for Design and Engineering Consultancy
6B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Borhole No. :5 Depth:20
Sample Index properties W.C %
Dry Density kN/m3
Gs
Grain size analysis Sieve & Hydrometer Consolidation Test qu
kN/m2
Chemicals tests
No.
Depth (m) Type
L.L %
P.I % USCS
Grav. %
Sand %
Silt %
Clay % eo Cc Cr
T.S.S %
CaCo3 % So3
Gyp. %
1 0.0-1.5 DS - - - - - - - - - - - - - - - - - -
2 1.5-3.0 SS 30.98 14.46 CL - - - 0 17.5 64.3 18.2 - - - - - - - -
3 3.0-4.5 US 40.59 19.67 CL 13.8 17.78 2.68 0 11.6 88.4 0.507 0.112 0.039 310 2.63 34.66 1.18 2.54
4 4.5-6.0 SS N.P N.P SM - - - 0 73.4 26.6 - - - - - - - -
5 6.0-7.5 US 48.92 25.76 CL 20.08 16.84 2.70 0 26.1 57.6 16.3 0.603 0.154 0.051 135 - - - -
6 7.5-9.0 SS 29.98 13.76 CL - - - 0 48.6 51.4 - - - - 3.76 20.5 1.34 2.88
7 9.0-10.5 US 39.21 18.76 CL 23.9 14.99 2.69 0 20.1 79.9 0.794 0.215 0.038 79 - - - -
8 10.5-12.0 SS N.P N.P SM - - - 0 65.4 23.0 11.6 - - - - - - - -
9 12.0-13.5 DS N.P N.P SM - - 2.66 0 63.5 36.5 - - - - 4.54 31.5 2.01 4.32
10 13.5-15.0 SS 30.94 14.76 CL - - - 0 37.4 50.1 12.5 - - - - - - - -
11 15.0-16.5 DS 33.65 17.56 CL - - - 0 33.2 66.8 - - - - 4.89 19.6 1.54 3.31
12 16.5-18.0 SS N.P N.P SM - - 2.66 0 53.6 46.4 - - - - - - - -
13 18.0-20.0 DS 29.03 13.76 CL - - - 0 39.2 39.3 21.5 - - - - - - - -
SS: Split Spoon Sample UD: Undisturbed Sample (Shelby Tube) . D: Disturbed Sample.
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Enma Group for Design and Engineering Consultancy
7B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Borhole No. :6 Depth:20
Sample Index properties W.C %
Dry Density kN/m3
Gs
Grain size analysis Sieve & Hydrometer Consolidation Test qu
kN/m2
Chemicals tests
No.
Depth (m) Type
L.L %
P.I % USCS
Grav. %
Sand %
Silt %
Clay % eo Cc Cr
T.S.S %
CaCo3 % So3
Gyp. %
1 0.0-1.5 DS - - - - - - - - - - - - - - - - - -
2 1.5-3.0 US 48.16 24.67 CL 15.53 16.74 2.70 0 10.8 64.2 25.0 0.613 0.157 0.050 249 - - - -
3 3.0-4.5 SS 39.98 20.01 CL - - - 0 14.2 85.8 - - - - 16.89 29.35 5.51 10.01
4 4.5-6.0 US 38.58 18.45 CL 24.91 16.01 2.69 0 10.5 89.5 0.680 0.172 0.038 47 - - - -
5 6.0-7.5 DS 32.16 15.76 CL - - - 0 25.0 63.1 11.9 - - - - 3.76 27.3 1.14 2.45
6 7.5-9.0 SS N.P N.P SM - - 2.66 0 62.8 37.2 - - - - - - - -
7 9.0-10.5 US N.P N.P SM - - - 0 63.8 36.2 - - - - 3.87 31.71 0.98 1.99
8 10.5-12.0 DS 42.08 22.12 CL - - - 0 23.3 76.7 - - - - - - - -
9 12.0-13.5 SS 28.20 12.76 CL - - 2.67 0 39.6 44.6 15.7 - - - - - - - -
10 13.5-15.0 DS 29.95 13.76 CL - - - 0 34.8 65.2 - - - - - - - -
11 15.0-16.5 DS N.P N.P SM - - - 0 59.8 31.6 8.6 - - - - 2.21 30.53 0.93 2.0
12 16.5-18.0 SS N.P N.P SM - - 2.66 0 60.3 39.7 - - - - - - - -
13 18.0-20.0 DS N.P N.P SM - - - 0 61.7 38.3 - - - - - - - -
SS: Split Spoon Sample UD: Undisturbed Sample (Shelby Tube) . D: Disturbed Sample.
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Enma Group for Design and Engineering Consultancy
8B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Quarry N0.1
Sample Index properties
U
S
C
S
Standard procter Grain size analysis Sieve & Hydrometer Max.Dry
Density kN/m3
O.M No Depth (m) Type L.L %
P.L %
P.I % G % S% M% C%
1 0 -- 1 DS --- --- --- SM 0.0 58.3 41.7
2 1 -- 2 DS --- --- --- SM 0.0 63.7 36.3
3 2 -- 3 DS --- --- ---- SM 0.0 68.8 31.2
Quarry N0.1
Sample Consolidation Test qu kN/m2
Swelling Char. Traixial - test Chemicals tests
F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C
(kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS
2 1 -- 2 DS 5.637 --- 2.102 4.519
3 2 -- 3 DS
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Enma Group for Design and Engineering Consultancy
9B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Quarry N0.2
Sample Index properties
U
S
C
S
Standard procter Grain size analysis Sieve & Hydrometer Max.Dry
Density kN/m3
O.M No Depth (m) Type L.L %
P.L %
P.I % G % S% M% C%
1 0 -- 1 DS --- --- --- SM --- --- 2.7 59.8 37.5
2 1 -- 2 DS --- --- --- SM --- --- 1.2 72.1 26.7
3 2 -- 3 DS --- --- ---- SM --- --- 0.0 64.5 35.5
Quarry N0.2
Sample Consolidation Test qu kN/m2
Swelling Char. Traixial - test Chemicals tests
F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C (kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS --- --- --- --- --- --- --- --- --- --- --- ---
2 1 -- 2 DS --- --- --- --- --- --- --- --- --- --- --- ---
3 2 -- 3 DS --- --- --- --- --- --- --- --- --- --- --- --
-
Enma Group for Design and Engineering Consultancy
10B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Quarry N0.3
Sample Index properties
U
S
C
S
Standard procter Grain size analysis Sieve & Hydrometer Max.Dry
Density kN/m3
O.M No Depth (m) Type L.L %
P.L %
P.I % G % S% M% C%
1 0 -- 1 DS 47.01 23.76 23.25 CL 17.39 18.65 0.0 9.0 56.4 34.6
2 1 -- 2 DS 35.34 16.87 18.47 CL 17.79 15.33 0.0 23.4 76.4
3 2 -- 3 DS 54.62 24.19 30.43 CH 17.23 20.43 0.0 3.3 68.4 29.3
4 0 -- 1 DS Permeability (K) cm/sec = 3.78 x 10-6
Quarry N0.3
Sample Consolidation Test qu kN/m2
Swelling Char. Traixial - test Chemicals tests
F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C (kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS 0.552 0.133 0.0397 3.44 8.89 125 6.6 7.891 32.175 4.036 8.677
2 1 -- 2 DS --- --- --- --- 1.41 4.31 118 8.1 -- --- -- ---
3 2 -- 3 DS 0.573 0.144 0.027 --- 5.14 10.72 150 2.3 -- --- --- --
-
Enma Group for Design and Engineering Consultancy
11B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Quarry N0.4
Sample Index properties
U
S
C
S
Standard procter Grain size analysis Sieve & Hydrometer Max.Dry
Density kN/m3
O.M No Depth (m) Type L.L %
P.L %
P.I % G % S% M% C%
1 0 -- 1 DS 57.01 26.63 30.38 CH 16.45 20.21 0.0 7.2 92.8
2 1 -- 2 DS 34.41 15.09 19.32 CL 17.78 16.03 0.0 22.5 54.3 23.2
3 2 -- 3 DS 33.73 15.03 18.7 CL 17.81 15.88 0.0 28.2 71.8
4 1 -- 2 DS Permeability (K) cm/sec = 1.07 x 10-5
Quarry N0.4
Sample Consolidation Test qu kN/m2
Swelling Char. Traixial - test Chemicals tests
F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C (kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS 0.647 0.180 0.0515 236 6.71 12.84 -- - -- -- --- ---
2 1 -- 2 DS -- --- -- --- 1.24 2.45 114 9.6 4.567 33.325 1.772 3.809
3 2 -- 3 DS -- --- --- -- -- -- 102 10.5 -- -- --- ---
-
Enma Group for Design and Engineering Consultancy
12B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Quarry N0.5
Sample Index properties
U
S
C
S
Standard procter Grain size analysis Sieve & Hydrometer Max.Dry
Density kN/m3
O.M No Depth (m) Type L.L %
P.L %
P.I % G % S% M% C%
1 0 -- 1 DS 46.07 22.88 23.19 CL 17.41 18.55 0.0 11.5 42.7 45.8
2 1 -- 2 DS 28.50 Non-plastic ML 18.30 15.45 0.0 32.3 67.7
3 2 -- 3 DS 31.01 Non-plastic ML 17.94 15.81 0.0 34.2 52.0 13.8
4 2 -- 3 DS Permeability (K) cm/sec = 7.99 x 10-5
Quarry N0.5
Sample Consolidation Test qu kN/m2
Swelling Char. Traixial - test Chemicals tests
F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C
(kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS 0.551 0.132 0.0375 256 3.71 4.63 -- -- -- --- -- ---
2 1 -- 2 DS -- --- -- --- -- --- 108 12.8 -- --- -- ---
3 2 -- 3 DS -- --- --- -- --- -- 90 11.6 -- --- --- --
-
Enma Group for Design and Engineering Consultancy
13B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Quarry N0.6
Sample Index properties
U
S
C
S
Standard procter Grain size analysis Sieve & Hydrometer Max.Dry
Density kN/m3
O.M No Depth (m) Type L.L %
P.L %
P.I % G % S% M% C%
1 0 -- 1 DS -- -- -- SM -- -- 2.2 59.8 38
2 1 -- 2 DS 36.45 16.11 20.34 CL 18.10 16.02 0.0 27.7 46.2 26.1
3 2 -- 3 DS 65.17 29.98 35.19 CH 15.98 22.07 0.0 2.5 43.4 54.1
4 2 -- 3 DS Permeability (K) cm/sec = 2.18 x 10-7
Quarry N0.6
Sample Consolidation Test qu kN/m2
Swelling Char. Traixial - test Chemicals tests
F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C
(kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS -- --- -- --- -- --- -- --- -- --- -- ---
2 1 -- 2 DS -- --- --- -- 2.54 2.15 97 10.9 5.657 --- 1.487 3.197
3 2 -- 3 DS 0.702 0.209 0.0618 336 8.14 12.54 -- --- -- --- -- ---
-
Enma Group for Design and Engineering Consultancy
14B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Quarry N0.7
Sample Index properties
U
S
C
S
Standard procter Grain size analysis Sieve & Hydrometer Max.Dry
Density kN/m3
O.M No Depth (m) Type L.L % P.L %
P.I % G % S% M% C%
1 0 -- 1 DS 37.28 18.32 18.96 CL 17.72 17.34 0.0 15.5 84.5
2 1 -- 2 DS 44.60 21.89 22.71 CL 17.64 18.5 0.0 5.7 60.3 44.0
3 2 -- 3 DS 39.03 19.43 19.6 CL 17.70 17.52 0.0 9.0 54.6 36.4
4 1 -- 2 DS Permeability (K) cm/sec = 9.76 x 10-7
Quarry N0.7
Sample Consolidation Test qu kN/m2
Swelling Char. Traixial - test Chemicals tests
F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C
(kpa) T.S.S % CaCo3 % So3 Gyp. % 1 0 -- 1 DS -- --- -- --- -- --- 156 4.6 -- --- -- ---
2 1 -- 2 DS 0.530 0.122 0.035 296 2.87 3.94 -- --- 7.931 34.475 3.577 7.690
3 2 -- 3 DS -- --- -- 276 1.52 4.87 -- --- -- --- -- ---
-
Enma Group for Design and Engineering Consultancy
15B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Quarry N0.8
Sample Index properties
U
S
C
S
Standard procter Grain size analysis Sieve & Hydrometer Max.Dry
Density kN/m3
O.M No Depth (m) Type L.L % P.L %
P.I % G % S% M% C%
1 0 -- 1 DS 28.65 14.81 13.84 CL -- --- 0.0 33.4 66.6
2 1 -- 2 DS 33.92 15.34 18.58 CL 18.74 13.43 0.0 13.1 64.2 22.7
3 2 -- 3 DS 30.90 15.10 15.8 CL 17.88 17.03 0.0 19.5 80.5
4 1 -- 2 DS Permeability (K) cm/sec = 5.89 x 10-6
Quarry N0.8
Sample Consolidation Test qu kN/m2
Swelling Char. Traixial - test Chemicals tests
F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C
(kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS -- --- -- --- -- --- --- --- -- --- -- ---
2 1 -- 2 DS 0.510 0.102 0.032 --- -- --- 133 5.7 7.345 --- 2.991 6.430
3 2 -- 3 DS -- --- -- --- -- --- 117 7.2 -- --- -- ---
-
Enma Group for Design and Engineering Consultancy
16B
February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate
Quarry N0.9
Sample Index properties
U
S
C
S
Standard procter Grain size analysis Sieve & Hydrometer Max.Dry
Density kN/m3
O.M No Depth (m) Type L.L % P.L %
P.I % G % S% M% C%
1 0 -- 1 DS 33.36 15.41 17.95 CL 18.25 14.73 0.0 18.2 81.8
2 1 -- 2 DS 51.93 24.91 27.02 CH 17.13 19.8 0.0 6.5 45.7 47.8
3 2 -- 3 DS 47.90 23.03 24.87 CL --- -- 0.0 6.2 93.8
4 1 -- 2 DS Permeability (K) cm/sec = 7.78 x 10-7
Quarry N0.9
Sample Consolidation Test qu kN/m2
Swelling Char. Traixial - test Chemicals tests
F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C (kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS -- --- -- --- -- --- 147 6.8 -- --- -- ---
2 1 -- 2 DS