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7/23/2019 Test 03&04 Geotech.pdf
http://slidepdf.com/reader/full/test-0304-geotechpdf 1/6
Republlc of
the
Philippines
G ILLESANIA
Engine*ring
Review
and
TrainingCenter
Tacloban
-
Cebu
Sitaation
-
A
sample
of
saturated
clay
was
placed
in a
conlainer
and
weighed.
The weighl
waa
5 N.
The
day in its
container
was
placed
in
arr oven for
24
hours
at 105,C.
The
weight
reduced
tq
a
cqngtant
val*e
of
5
N.
The
weight of
the
conteiner is 1
N.
lf G
=
2
7,
determine
the following:
$ituation
-
An
embankment
far
a
highway
is
to be
conslructed
from
a
soil
compacted
to
a
dry
unit
wejght
of
1e
kN1m3.^The
clay to
be trucked to
the site
from
a borrow
pit
is
17
kN/mr and
rts
natural
water content is
5% Assume
G
=
2.7.
18.
-\I'/hat
is
the dry unit
weight of
soil
in the
brnaw
pit
in kN/m3?
$ETA
Test
S3
Uoqe,l*
bg
comqacled.to
attain
a
dry
unit
'.'"'weight
of
18 kN/m3
ar
a wafeiccriteni-ot
7*,n
,liitermiir'eiiiij
ril sample was
found to
have a
volunrle
at
22.3
*m3
iah
29,7 orams.
Tho drv
weicrhl of lhe samnle wxe
24.
A
maist sail
and
to
weigh
29
7-grams,
The
dry weight
of the
samplei
was
deterrnined
to be 23
grams^
What
is the
porositv
s{ the ssil?
rams^
Whai
is th-e
porosity
s{ the ssil?
g
-
/-.1
A.
1.78S
t.
a.ilB
c, 0.7s8
D.
1,618
i&.,zsYo
c
0.751
c.
12"22
n.35%
D. 0.52S
D. 18.66
?,.15.81
D.
12.84
D.
126
D.
52,7
D.
0.0?9
,
,
^.
16.19
'8.
18.21*
C,
17.15
D.
is.?i
-
'
:19.:
r,alculale
the
volume
of clay
from
ihe
borrow
pit
requirer
cubic meter of embankmeni.
,
X 1.2s6
m3
t l.ttz mt
c.
1.354
rn3
D.
1.411
m3
'20
I
lf
the
borrow soil
uvere
{* be
comoacted
to
attain
a
dr
i
4
5
Effective unit
weight
in
kNtm3
,.9.96 A
86S
$ituation -
Laboratory
tests sn
a sail sample
yielded
the
following
informaiion:
G
=
211,
G.
=
1.22, MC
=
l5%.
6.
lAllrich
sf the
follouing
mast nearly
gives
the
void
ratio af
the
soil sarnple?
A. 0,62
.
0.62
B
A]8
C.
0.87
Which
of
the
foliowing
most nearearly
gives
the
degree
of
$. 0.35
saturation
of the
soil sanrpl*?
A.
78.2%
8.
33.9%
2::45.2Va
O.
42.8Q/a
1i/nic*
*f the faliowing
rnost
nearfy
gives
the
porosity
of
the
soi
sample?
A.
936%
8 47.8Yo
C.
54.6%
43.8slo
amount
of
water
required
per
cubic rneter
cf embankment,
assuming no
loss
of water during
transporfatton
|
331-iters
B.44liters
t
Z?Lilers
D. F5liters
21.
A
samfle of
saturated
soil
weighs
588 N and has
a
vglum*
of
0.03 m' lf
the voids
ratio
of the
soil
is
0.75,
determine
tlre
specific
grauity
of
the
solicls.
*2.75
B_
2,54
Q.2..87
D. 2.86
22 A 50
cc of moist
clay was
obtained
by
pressing
a
sharpened
hollor,v
cylinder into
the
wall
of a
test
pit.
'The
exlruded
s'amole
hacj
an initial weight
of
85
grams
Atter
oven-dryinq rt
weidhs
60
grams.
lf
G
=
2
70,
detern:ine the
degree of
saturatioi
of
the samDie.
A. 87%'
B.
33%
C.
80%
6.
gOoto
23 The mass
specific
gravity
of
an undisturbed
soil sarnple
was
determined
to be
1
96 at
wa{er" content
al
16%,
The vcid
ratios
in
lhe
loosest
and densest
stalss were
determined
to
be
0.SB
and
0-42,respectively
Determine
the
relative
d*n*ity
af
themass.G=2.7
t{.:61"3%
8. 52.Vah
C.
6S.4%
D. 74.5o/s
t5...A.675
g.
A.322
Bulk
unit
'rueight
;n xttlm3.
A.
21.33 9 1977
Dry
r.init
weight
in kN/mr
A. 16.25
B.
'r7S7
c.
13.56
'c.
fi.42
situ soil?
A.
f.51
:D.,
A.42
C.
A.27
14.
Which
of ths'follnwing
most neariy
saturaticn
of
ihe
in-silu
sail?
A.
75o/a
"8.
46Y*
Situation
-
The
moist
weight of
0.1
ft3soil
is 12,?
lb,
The moistsre
*ontent
of
th*
ssil
i* 12%
anej
the
specific
gravity
of
soil solids
is
2
72.
Determine q,,rg lowinS:
I
The
dry unit weight in
lbift".
A.
102
,.Y,
105
C.
118
{,
lu{
ir/
,VV
L" I l(
10.
-The
degree
of'saturation in
percerrt.
* 58.5
B.
55.4
C.
63.
_
* 58.5
B 55.4
C. 63_1
11.
The
volume
occupied by water in
ftr
-'-'.,A,-0
fts''"
--51"a]5r3
""'
ji"'o.ozr
$ituatian
*
Given
the following
characleristics of
a
sail
sample:
Voiuae
=
0.5 cubic fi.
Mass
=
56.7
oound mass
The solids
have
specific_gravity
of 2.69.
Afler
oven
drying, the
mass
of
the
soil was 48
7
oounds.
12
Which
of the
fqllowing
mo'si
nearly
gives
the density of the
in-
situ soit, in lb/ft"?
A 1042
A
pA7
C. 1231 D. 113.4
13.
Which
of the
follswing
mo$t
neady
gives
the
porosity
of
the
in-
0.32
the
degree
of
Situation
-
A
fully
saturated
clay
sample has a mass
of
1,526
grams.
After
oven-drying,
its
mass
was
reduced
to
1,053
grams.
The
specific
gravrty
soil
particles
is
2.7.
't
5.
Calculate the nattrral
water content
of
the sample in
percent.
A. 52
'8:
45
C.
36
D"
40
'16.
Calculate
the
vsid ratio in
percent.
A.
85
8,
111
C.
136
Caleulate
the
porosity
in
percent.
A ia R aA- {d,
t,Q.:61ok
D.
35%
\D'.;121
D.
5S
,f'
JEr-PrPsqt
?-
**\I*-NTE
.J?
]'l',lrys*rftev.*:.#r
1.
Water
content
A.
3C%
8.
2*a/o
2. Vaid
retio
BqABp
of clvll
Er\lp.tNFSzu#c
TFST
03
*
ACHIFVEMSNT
TEST
{GHOTECH}
$aturday,
June 29,
2013
illqT-FUC,TIOlt
Selec;t
ihe
cotrect
answer for
eryh
o{ ths
{ollswing
questions.
*.Vqrt
grry€ggw for
eadr
item
by
shading
the
box
trJ$p?l ,tg g
tlg{q
qf
ygq,gfqice
gjlgt
e1r3ygfqpgtFty$d srRlcrlY
NOEHSIREE
ALLo1fr€D.
ue6
pencit
fo. r
onry.
-
NOTE:
lA*-{CNEV[R
YOU
CAN
ENCOUNTER A
CARET
T}
S$N,
IT
MTANS
EXPilNFMTIATION
25.
Saturated
silty clay
encountered
in
a deep exeavation
is
found
to have
a wEte{ content
of
28%.
Determine
unit weight
of
the
clay in kN/m'
Assume
G
=
2.7.
,u;
1s31
B"
18.54
8.
20j4
C
19.97
26.
A
soil
mass
has
a
porositv
of
38
percent
and
deqree of
saturation
of
92
percdnt.
Ttie
specific
qravitv
qf
the o-articles
is
2.71
Find
the
specific weiqht bt
tne
sbit
n'dss
in
ocf.
A.
134.8
B.
i12.9 t. SA.Z
il..
nA'.t
r27j
The
water
table
in a deposlt
sf
sih is
towered
from
a depth
of 3
"-
'1
m to
a depth of 6"5
m.'
Ali the
silt is
saturated
even ihirlfre
water
lable is
lowered. The
water
contenl
is
25%.
lVtriefi
af
the
follawing
mosi
nearly
gives
the
change
in
effective
pressure
at-a depth of
1S
rn,
on accsuni
sf the
lowering of
the
water
table?
A. 47.7
k?a B.
31.8
kpa
I.
g+,S
kpa
n.
36.3
t(pa
28 The
water
table in a deposit
of
silt
is lowered
from
a deprth of
3
m
to
a depth
of 7
m.
Al
the
silt
is
seturated even
aher
the
waler
table
is
fswered.
The
waler
eonient
is
250/0.
Which
of
the
tollowing
most neariy
gives
the
change in
effective
pressure
at_a depth of
10 m. on account of
the'lowerjng
of the
water
table?
j.
39"2
kPa B.
45.3
kPa
C.
53"2
kFa D.
32.7
kPa
A.
48
B.
36
''4 s5
7/23/2019 Test 03&04 Geotech.pdf
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CiLL
[5AI'iiA
E"rS,
neEnnS Revievr ,rno
Irairring
Centet
cohesrortiess
ioil
Find th*
nearest
value i* the t*tal efrrth
thr$st on the
wall in
kl{
per
lin*ar rneter
i{ th*
soil is dry.
8.
83.6
c. 37.5
fi.
76.4
Situ*iion
-
The
results
*f a
ccn**iidated-drained
lriaxiai
test
ccnducted
on a nai-maily cor-'isolidated clay,
aie as fcilows:
Chainb*i
coniining stress
=
23A d?a
Deviatlr
sire$s ai
f*ilure
.
350 kPa
i2S
i
Calculaie the antlle
*f
friciicn of the sr:il $affiple.
-a'e
zq.sz
E,' 21.a2"
c.
18.iz' *.
19.97"
'i30
l
Calcuiaie ihe
shear str*ss otl
the ferlure
plane
---:
A 140
kPa
^5
16S kPa C. 13{l
kPa
D,
J45
kPa
13Tl
Catcutate the
e{f*etiv*
norrnal
.stress
on
.lh€
piane
*f
*-
maximum shear.
A. 2{}7 kFa B.
5*4
kPa
C.
428
kPa
l&"
3$3
kPa
Situation
*
A
retaining wali
5
rn
high
supppris
cohesiorrless soil
having
a dry
density
of
1570
kglm"
afigle
of shearing
resislance
32'
and voici
ratio
of
0.68.
The surface
ol ih* spi]
is horizarrial arrd ievel wrth
the
ioiJ of
the
wall
lrieglecting
wall
fri;iron
artci trsitig
Rankrnes
Foim,ria
foi aetive
pressure
of
a1
JJ.
Find lhe
*e&re$l
valu*
tc th* thrusi
on the
lvall in kN
per
iinear
metei-
if c.*"' irg t* inadequate
drainage,
it;is
waterlogg*4
io
a
lev*i cf 2 5 rn below the surface
.
A"
51"2 4, *e.A
C.
?2"4
D.
S4.2
Flnd
th*
nearest vaiue
ta
the
height abov*
the
base
*f
ihe
wail, ihe thiust asts during
ihe waterlogged
condiiitx.
A. 2"5& m
B.
1.42
rn
E
214 m
O.
1.85 m
$it*atian:
A lully $at*ratrd clay siernp'e
fta*
a
ln*ss
of 152S
Craiils.
Afier
r:rven-drying,
its
ma$s
lua$
redsced
by
2S1
gierris.
The
specific
gravity
*nil
parti*i**
is ?.S$.
35.
Ci*lculaie ti"re rraturai
water cotrlent Df the
sarnple
ir:
p*rc*nt-
A.
35.6
*.
287
{g:
22
6
tr"
1S
S
36
Caiculate
the void ratic
rn
perC*nt.
{8t
60.5 B
06 t.
54.2 n
76.9
37. Xaieulate the
porcslty
n
percent
A. 43.S
'8.
32.4
C.
4s
'&)37
7
$itqs#sn
-
The
s'and shourn
in Figure Stu{-3.212}has
vcid r*tio of
S.S* and
Q
t
2.7A.
H'
=
1.5 ril. H2
=
3 m, and
H:
'
S.4 m
38.
Determine tlt^s
n*srest
vaiue
te the
*f{eciive
unit
weight
cf
sancl
in
kNimr
n-
s.6e-
F.
1i.s6
frn.az
n.
ez1
39.
Detern:ine
ths near**t
v;*lue {o
the
lot;:l slress
at
X
in kPa.
--,-#,
tr+ B 7Q"2
.
c.78.*
D
82.3
r4Cl
'D'eier-rninc
the
nearest
r:alue
i*-the
effe*tive
slress
aFX
in
-'
hPa,
n.
27.3 3. 32.2
c. 36.5
D. 29
S
grcund
surfece
t
I?Jl
itVfiict"t sf the
fsllowing
gives
the
effective
stress at
point
A
'*-
A. 11.skpa a.
tsl:ipa
c.
14$kFa
D.
14.?kFa
tF)ll
rnnrcrr
of
ihe
tollovrinq
qives
the effective
stress
at
porol
F:
.28.5
kP.r
B ZZ"q\pa
,.
26
1
kPa
D
32li
kPa
Figure
$M-3'X2)
Situatisn
- A
s*iJ
pr*file
consists
of a
clay
lay*r
unclerlain
by
a
sand
layers
aa'shawn
irr
Figur*
38.
A tube is
inserted
intn the
bsttoff
-sand
leyer
and the
water
ievel ris*$ ts
1.2 m
ab*ve
the
:.28.5kPa
H.T7.qk?a
J.2S'i
kFa
D'
323kFa
'+:J
Wnrcfr of the
followine
qlves
the
effeclive
stress
at
poini
C.
*'
f,-40 5
kpa I
3BE
iPa c.
45
7
kPa
D.
5?
3 kPa
'
'
t.4c
5
kpa
B
3831Pa
c.
45
7
kPa
D.
52.3
kPa
'
,
Figure
38
Situation
-
A 15-m
thick sr-rbmerged
saturated
clay
layer
has
water csntenl
of
48%. The
specific
gravity
oi
ths
solid
,
particles
is 2 72.
44
Detemine
the spe*ific
gravity
*f
tlte sci
maes,
'
*
A.
175 B
',i.85
C.
1.67 A. 2j4
45"
'Determine
the totai v*r"iical stress
at
th*
nridheight
*f
the *iay
iayer
in kPa
"
A
213.47 B
158.74 C. 25S.92
t.
128.4e
146.;
Determin*
the
effeclive
verticfil
sirese
at
ih* b*ttam
*f
the
-
clay
layer, irr
kPa
A.
78.v6
B.
54.S e.
105.8
. {}
124"fi
Situation
*
A can**lidaled-draintsd
triaxial t*st'vras
conducted
cn
a
normally eons$fid*ted
ciay.
The
reculi* ar*
*s
f*ll{'tvs:
Ch*r-nber
confining str*$$
*
180
tcFa
Deviatcr strress at
failurc
*
31S kPa
?Zl Co*prt*
the angle of
friction
of-the
soii
sample
it1
{tegrees.
:
A 3124
p
27.5s ''
c"
25.3s
fr.
22.47
1461
Determine
the shear stres*
on
tlre
faiiure
plane
in kPa.
'-"'
A. 15:
B.
1S?
q
137 fr^ 142
*9ll
Campute
ih$'efe*tivc
nsrrnai siiess
iil
KFa
cn th*
plane
cf
'
'
maximurn
shear
I
*
]*t
-.18.5
kf,,llm3
7
rn
]*r
*
19 kN/rn3
y*, =
i./
kNrrm3
*.
335
3 463
c.
*3J5
n.
387
kOi
e
ground protile
consist
of
2
m of silty
sanci
underlain
by
3
m
'*-
of
clay
The
ground
water
tabie
is
3
rn
below-the
grourrd
surJac'e.
The
s?nd
has
a
unilweight
af
f4
KNlm'
Tde
ciay
has
a-unit
weight
ol 16
KN/rn"
above
the water
taLrle and 20
Kt'Jim' beiow fte
wat*r
tsble.
Deielfiline
th*
total stress
ai
the bottom oi
the
clav {aver,.
A.
6$KPe fr.
72'KP'a
'[.
84KFa
t].
$8KFa
$ituatinn
-
A
soil
dsp$sit
is shown
in
Fig*re
3?.
The
ground
water
iable,
i*itrfilly at the
grorrnd
sut-face, wa$
lovr'ered til a
depth
of 25
ft below
ihe
gro'.rrrd
A.fter
sr.rch lowering, the
degree of
saturaii*n
of
t|:e
*and
ebtve
vrater
lable
was
lorarer-ed
Io
20%.
51 .
Whi+lr eif
the
foliowrng
grvec
the
vertical
sffeetive
pres*ure
at
the
rnidheight of the
clay iayer befare
lowering
th*
wat*r la*le,
in
psf.
.r\
A 4,830 I
2
4s0
p)
+,:rso
D
6,75C
i52r
ifUiricn
of tire
foilowinE
gives
i6c
vertir.ai
efective
pressure
at
"-
'
the
rrridheight
cf
ths
clay
iayer
afi*r
lowering the vraier
table,
"
[oi *
B
b,rzo
.
c 4,7G0,
5s3o
l-Sji
tnmicn
of
tne
Tfiitowing
gives
iire
verticai effective
prsssure
'"
'-
when
there
i$
nc
r,^rat*r
in ihe
sand
layer, in
p*i"
&
6?10
C 5180
B
7
45A D.
4.660
7/23/2019 Test 03&04 Geotech.pdf
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9J:
q:l:I
rt-Wlts
cT te'-*
laver. in kPa.
A:
365
g.
334
c
287
5?.
Det*rmine
the
effective
vertical
*trese
clay
layer, in kPa.
A 200 B 185
C.
114
Situatien
*
Figur* 34i08)-1
shows
the layer*
af $oil
in llibe.ihat
is
1*0
mm
"
100 nrm
in
cr$ss-secticn. Water
is
supplied
to
rnaintnin
a
con$tani
head difference
of
300
mrn across
the
sample.
'lhe
hydrauiic
*':nductivitiet af
the
ssils
in the
direition
c;ifiow ttir*ugh
them are as
follsws;
c",;l
OUII
A
L
S0.
Calculate
the fiearest
vailte
tro
the total
flcw
through
the soii,
n
ccy'sec.
A, 0.1?4
B.
0.018
.CI
0.CI81
D.
0.036
S'i . Calculate the
nearest
value to
th* value
af he
in
mrn
A.''
3*5.3
g.
247.5
C.
154.6 D.
100
62.
Cetculate
the nearest
valil€ tc
the
vah"ie
cf ha
in
mm.
s. 396
at
th*
b*lt*m
of
the
p.
138
k
qcm/seg)
1
,
1A-'
3
x
10-3
4.9
x
1Q'a
*T*
I
i
I
5Gft
I
I
I
I
I
,t
-?*-
l
25'ft
I
_i*
Sltu*ti*n
*
The ccii
in
Figure 25
h**
e void
ralis
slf
0.50 and
G
:
2.70.
fu
*,
1.$ m, hz
=
3
m.
$4. Which cf
ihe
Joliowing
is
cicsest
to the effectiv*
unit
weighi of
sand
in
kN/m'
*{Ai
1524
B
1o:14
c. 14.2r
a
11.12
{
55{
\{irrch
of
the
folloiving
ia
the clo$est
io
the effectivs
$tress
*t
'
--:
Doini A in kPA
Ji
ii.:s
e
ft
64 L zl.4i
D.
oz;e
lffi.iv'ltricf'
of
the
following is clnsesl to critieal
hydrauiic
gradient
**
of
sand
(f'-rr quick
condition)
A. 0.*5
B.
1.S7
&.
1.13
D.
1"54
$ltuatien
-
A
20
nr
thick
submerged
saiuraled
clay
layer
has
water
cantsnl
at 57%.
The
-specific
gravrty of
the
solid
sarticles
is
2.84.
57.
beternrine the densitv
of
the clav
in
kc/m"
l,
vot
B
1852 c
'1614
iJ.
1528
58.
-Determine
the tatal
verlical stress at
the
bott*m
cf
the
clay
Fig&re
SZ
t
287.9 n.
2S0
c.
254.3
D.
185.4
wate 'SuPPlv
Figl'rs
g4{o$}-i
Page
3
$ituation
*
A
bar*hcle
log
profile
in
a construetion
pr*ject
is
shswn
in
Figure 45.7(1)S02.
'll1e
proposesl
*$$strilction
wiil
imparl
a
nei stres$ of
12
N/cm'.
U*e
*nit
ureight
*f
water
equal to 9.81
kN/m'
63 Determine
the neare$t value
to
th*
buoyant
unit weight af the
clay
in
hNlm'.
t
8.43
B"
7.63
C,
p.S?
fr.
1*.12
ti4"
-Setermine
the
nearesl
value tt the effestive
,rerticai
stress,
in
kPa,
at the midheight
oi tha cfay
layer.
A.
187.$
8"
19C.8
Q"
178.4
D.
162.3
65
llJhat
is the averagn
*ettiement
af the normally
consotidated
ciay
layer
in cm"
C*mpresslon
ind*x
C.
=
0.009{LL
-
1fl).
A. 27.1
tl.
25.4 c.
23.4
whers;.
=
"dit
leighi
of
soil
particiFi
0. 2s.4
glr
*n
CI *94
Figure
45.7(i)Sr02
'
Situation
-
The
sorl
profile
on
the
proposed
land filling
prclect
is
shewn
in
Figure
32 2(9).
The vrraler tabi*
is
?
n:
belovr the
grcund
surface.
A ? 5-m
thick ianqJ
fill is
tc
be
pla**d
*v*r
the
existirrg
ground
surface.
66
What
is
tf€
neareqt
vair.ie
1c
the
efferetive
unit weight of the
clay
layer
in
kNim'"
A.'1A.4
B.
S6
1.
1*.9
D.
12.5
67.
Wh*t
is
th*
nearesi
value to the increas*
itt *sii $lrs$s dile
t*
the nronosed land
fril.
in
kPa?
a s:
z
4.
++.s
c
36.8
68,
i.tJhat
is the nsaresl vaiue
tc the s*n*oiidxtion
*ettlem*nt tf
the
clay
layer,
in
mm.
,^
88
8.
9S
C.
77
D. 6$
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GILLESAj',J1A
Fnginee.ing
Revi*w
and Training Center
-?-+
I
j
:.5 m
1
{
I
r{
4ftr'-
I
I
+
-r--'
^t
llm
I
-J--
$ituatirn
-
Cl*ssify
classi*caiisn
$y$lem
fi9.
What is
th*
el*ssificatisn
of
*sjlA?
t
A-1-b(Cl
ts
A-1
a(0)
,,Cj
4"3(0)
/C
V'/hat
is the ciassiflcation of Snil
3?
iAlAT-6(21)
B A-5(3G) c
4-6(21)
7 i.
YVhat is the ciassification
of Sorl C?
A. A-1-bi$i
*. A-3ifi)
C.
A'1-a(0)
Figure
SM-45
Tairle 3.1: Cia$cifisatiiln 0f
Materisls
A,3 A.24
A-2-5
A"?-6
.A-2:7
50 max.
30 ma.r. 50 max. ;'i
m:n.
15
riax.
35 nrax.
'lf
max.
35
nrax. 35 ma;.
35
max. 35
mar
'Fiopqsed lgtd.fill'.
.
.
.
r-
*,1./,sl<Ellr:
.
."
'."
.
Figure 32.2{9)
the following
:oils
l:y th*
AA$HT0
.
Use Fig*re
S$,4-45.
Descriplion Soii
A
$oit
B
bori
u
Perceni iiner than iric. 10 sieve
Fercent finer than i',lo 40 sieve
Pereent finer
than
N*.
20*
bttrvtr
l-iq*id limri
Piastlc
Limi*
4*
to
s
I'lp
I
{JU
82
?a
4Z
90
{)U
46
?o
ipercenlage
;.:assitrgi
Na. 10
Nc.4c
I'io. 20s
Charectsrlctic$
.11
traclion
sas$ing
i.ir,.
40
Lieuid iimit
Pl4$ti+ily
ifldex
Usual
iyles
ol
*igriiicani
e**slilu*nt
;-ilatenals
Oeneial subgrade
S
max.
tlF
$llueiragrrrerrts,
Fl*e
gravel,
and
$ard
san*i
fr.
p,-?-4{fi)
t
e-Etm)
ib;
e-e'sii:;
4il nax.
41min.
40
max.
41 min
jC
qrax
l0 max,
11 min.
11
fiin
S,liy
Or
crayey
gravel
and
sano
Fxcelle*t
lc
gsod
44
A-5
A.S
A.7
-5'
36
min,
36
min.
36
rin, 36rnin
4l
max.
41
min.
40 mar.
41
min.
'10
r*ax.
l0
max.
11 nrir.
11 min.
$iity
scils
ClaYeY scils
Fair io
psor
Sr*ur ciassifieation
No. 10
Nlr 4tl
Na 200
Charfictsristics
cf
haciiqn
passirg
No
Ljquid
knit
Plasiiciiy inriex
$sual'tr ps* al si6nitiearit
constiiuent
mateiisls
Ge*eral
$ituati*n
*
A
layere*
coii is
shown in
Figure
2?-14fi4)521
.
?2
Calcul:rte
lhe equivaient
coeffrcien{
*f
permeability
in
thCI
hoi
reontal drrec_tion,
in
crn/seco
R 8 521
*
lC1
@,8
025'
104
B. 7.458
x
10-a E. r.'t:s'
"tg-o
7-c. Calculate th* equivalent
r*effici€nt
of
permeability
in
ti:e
v* 'ticai
direcli*_n.
i*
crn/s*r.
:lyj
3756
*
10:
C.
5.247
x
1A's
E.8254x10" D
4128,10
74
\r'Jhai
is the
ratrp
of
(k6)"o
to
(kv)"q?
A.
287 Vi 214
C.
18.5
D.
15.7
.
roF,c
a
rigrrre :2-14t04)521
**r
N D*rr
7/23/2019 Test 03&04 Geotech.pdf
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\
ffiggS#s
E*
u**sr
R*pubiic
0f
rhe Piiiiippines
€ILLESANIA Engiueering
Revi*w and
Training
Center
'
Cebu
-
Tacloba:r
BOARD
OF
CIVIL INGIN[ERIN6
fi*Y;;5:ru:ff*
f
grrrP'sctu
P
\rur;
NrIE
J?,
STT E
?est 04
ENCititNTitR
A CARiIT
(^l
stcN, iT &{'r,-ANs IXFotr{ 1i'l'l'lATlorr*
1, A
father and his s{Jn
can dig
a.well
if tiie
l*tlier
works
6 ho*rs
and
hi:- scn
u;orl<s
1?
hcurs cr they
can d{r
it iirho
fathcr
works
t
hours
and
tirc .qon wr:rl<s
B haurs.
llorv
iong wlli
it
taka
fbr the
son
rc
dig
thc rqell *i*ne?
@
5
houru
B.
1{.} hcrurr:
C. 15
hr:rirs
+? 20 hor,rs
2.
Give
l
the
{:qr*alio*
of
a
par*bola
3x
"p
2y:
-
4y
*
7
=
0.
Lacate its
4"
goat
is
tied io
a corncr
of 3ii feer
iry 35 feet
building. [f the
nrpe is
.|0
feet lang
and
the goilt
can
reai:h
I ft farther than
the rope l*ngth,
what
is ihe nraxinrum ,rlc;r
thr'${JaL cai'r .
uvcr, in
ft;?
ll.
,4{}84
H.
+323
L. 45tt:l
D. 37hl;
.A.
pyrarairi
with
a
sqaare
basc h.rs
ari aliirude al 27
crn. lf the erige
of
5.
Wl:al is thc
mreidli: terrrr
in thc e.r'pa*siln
of
{i:"i
3x;tt
(&
567*"t,
S
Ezot,"'
c.
-/ax1z
r,.
z7t)
iilihat
is thr:
riuoti*nt rrhen
,1
-*
8i ir:
rlivirl:rl
hv i:?
c.
7ax1z
lJ.270xE
Whar is lhr'.lllc,lii,nl
rvhcn
.1
+
8i
rs
divrdrd hy
i:?
A.
ei4i
'Q
*.'ti
L. B 4i
D,
i+4i
C.
8-4i D.
-A*4i
{Jn a certain e-xanrinatisn,
a
slildeni
must
al:slrer S
cut nf
12
questia*s,
inrluding
exactiv
5 of the flrr^t 6. In irow
many
1'ays .an
iie answer
the
examlnatiotl?
l. rca
B.
z4a
c.
6rl i).
q0
thn basc rs
16 cm,
calculatc
tlre'rrrllrme
cfthe
pyramld.
/i.
lHtg
tJ
277{: C
't7t,5
fr}
Z:10,t
c
a
tal1
60-cm
di;rrneter
ryli
atcr. If
cach
rnalble
is
i,5 em in di
depth
of;futel i*
cm?
.t175
€.
23.12
circumscr bed airo
{-}tth{:
0riagcx
in sq. cti.
\,.
L
3tt
ur
dlficr*n1.
coiarcd
flags
c;i
I"law
niany
signals
ca
cf
one
or
nrore flags?
;
t54
manv
dcgre*s is 5
ner
with
20
+.
E
Situation
I.
-'l'he
ij,:w.c
.roofiruss
shown
'
carri*s
the
given
loads. The
wi*d
klads
are
perpcndtc*ia:"
l*
fhr,
i*clined
meml:ers"
iletermin.;thc
loilowing:
ai.Tlre
rr.rgnrLrrdt. rrl
thc
result-an
L
A. 11.24 B.
'.73
A. 4,"S
m to th* ieit of A
L
q..P,
m
ic the right ci
A
1.1. ODr:terminc
lhc
elfective stre
A.
5010psi'
8.
4788psl
Situation
2
-
The
cantilever
slrr:wt
is
builf
into a lrra
thick so
lh;il ii rests :rgainst
p{rints
A and B. Thc
bcam is
'
12 ieet lnrrg
anri rveigl-:s
fl00
lb/ft.
A
cancentratcri loitei
r-lf
200$
ltr is
applied ;rt
C.
12. 0Conlprt{l
the reaction
at
A
in lbs.
rAJ I560ti
B.
i
340i)
13.
?Lcmputc
thr:
rrartion
at
F
56
A.
275
A c{rntrai
bca
the
ir
c
lhr
r=dir
A.
4.5 c
21.
'fhc
sides r;
Find
the rndi
T71
lrre
shows ihe
loadilg
due
tc
ufe
tirat
is
upstlcirm
of lhe flood barrir:r
gle
ct tlie wcight
of the
structrrra,
Determine thc
lbilowing:
2?.
'T'Thel.e
action
at B in lcN
n ?0? c
icle*tiral
smailBr circles
are Lo
aily
tangent l.o each
* her
and
nec
*l lhe central
ci::cl*.
What is
C. 5.5 crn
l].
6 cm
are a
=
3
sr,
b
*
3 m,
c*
4
m,
anrl
d
*
4.
m.
bed
crrcle
t. 1.84
r).
2.76
nak;es r,r'ith the
.)/
t
g
9.
10.
rs?
fr GIA
right of
A
ill
rib
*atio
f,h,,
s4,vat
3rti
t
Situation 2
-
A
da1,
iaver
25
lecl
th
:riain with
50
sarrcl
{G
=
2.71}
'[]ic
warrr
tablc is 2N ieet
belorv the sanil
srrrface.
Tlre
saturat*d unii rv*ight
ef
ciay
is
l+L
pc{
bei+..v thc rvatel tubh
itas
a
unit
w'cigl:n
i:f
12$
pcf
.
7)
tl'le
water l-abJe
has
:lveragr
moi$tilre
collent
of 2
thc
sand
n as frrurrd
t*
have
a dry unit
we iflht
of 92
{-,
525
D. 963
23.
:;,'l"lre
rr.dction
at A
in
klV.
gA:
lse:
'Y.
saz
c.
1247
a. 1176
t3The
angle
in
degrees
th*t
lh*
reacti$n
at
hr:rjzontal
axis
[pr:siiive
countcrclockrvise]:
J.
-18
H,
-15
{'..
-21
D.
-36
iri*d
tire
sum
o{_tire
finite
scqucn**
Bl,
54, 3b,
_..,
L6.
t\.
221
s)
ztt
(.
233
tt
?.74
\{hrre
ir
the
rriiitcrcf
{hc
curvn2xr
+
lyz
-.
.y
+
gy
6
=
0?
_-
,
,i
{4,-5J
B
(5
+J
G
'
,,
i'iu)
"r-it,
Ztrj
;
27
i
A
itone is
dropped
down
a
ra:ell
and
5
sec
iater the
sound fif the
*
splash
i>
heard.
lf
t.he
veiccity
*f sr:uncl
is 1120
fps,
how deep
i
thr
w
cll?
.
A.
421
ir
B.
287 li:
d. 17Bft
&.
353fr
'lB,
i'ailtts
A
rnd B l00U
m d[)art
]iri
piottcui
iln
a
:tr.aight
highway
'-
runningeasl
and
lvest.
From
A.
t)rc
be;ringlla
towerd
is 32.
Wof
N
and frorn B the
tre;rring
of
ii
is 26"
N of
fi.
Whrt
is rhc
ncarest
ciistance
of
tower
{l
tc
the highway?
A.
567rn
fr.
321
m {.
43?-m
fil
zzr
g.
836
Delerr::ir-rc
th,e
irnit-weight of sand aboye
ihe wa
A.
i15.7
licr
@
10.q
p.l
C.
t24.7
tc{
ptr*
l2rl)rtr.rrniti,
the
void
ratirr
nf
rfu'
r,utti.
{
E
',
}
A
(jl.Str,t
t].75.6t/r
ogtrqy;,
{
w3'f,
lay
layer
)7,4i
+-*;
c
t).
C.
,"
I24BB
r.6200
in'{b';^
A"
t3400
@
rz+aa
r62A{}
i56$il
{r$qr,
r"/t$q
nM-zae
rrtc
ofuryp
2o
1n?t
in
Fio'
if
a sig
e snialicr
OThe
ilciinaticn
*|i.il<l
res
*7
ttt,z
B.'{)z.t
5W1l."."
ri
iil ihc
ri:sulteni
5.
374
tn
7/23/2019 Test 03&04 Geotech.pdf
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29. A fnrce
*f
6{){} }J
:clirrg al .J2''
i: cc*:hjnerJ
with
s f;rct:
*i
4lliJ N
a{'tjnE al
Zit',
. W
I}.,1
is
thc
rcsLtllilni lrji'cc in N?
,4 A-)
t
R
7$:3
t^
'rti7
i\. .;
6tt'+
$itn*ti*ii
4
-
?hr
lci,r:: 3(
oi'tirc
rtil'f
icg dcrrirk
rirown
i; conlai**d
in
.
the XY
piane.
'l'hi:
niali.
AB
il
vcrliial a*rj
:'csts
in
a
rcckr:i
rl A'
Pltni: A
atrr-i
Ii
;:"u
ji1
tiif
;ailc
i-iiliiz*niai
plans.
Llcttftl:ini
the
iuil',.r'ilrg:
,lU
i,;
'r,
r e i'r
tsg
ill
irl
\rw::
n:
A. 934
r.
612
q.
5i5
A. 786
31.
?larq-'r il
l,:g 8D
i:r Hewl.;r:;.
.A.
61? 8,
834
t,
]86
D.
ii5
li2.
.$T'l:*
]LcoitlanEnt
t:l
f
ltr
i-'e;ilritg
;-c;cii{in
al
A
tn Fis:rrl*lrs
L{t
&.
1875
{1. 5*0
{}. 1275
4*.
lYhat
iire
tllr
coordinat*s nithc
ccntel"
of
lhe rulYe
xr
.
y2
-
2x
-
4y
-
A.
{-1,"r1
1t.
{"2,-7.)
e"
$,7}
l.}.
i2,li
A
wr:cdcn
ionr
rif alllluiie 6iJ cm is
ir:i
bc
sa',t'ed
illn
Lwi.r
p;il"ls
al
rqu':l
we ight.
lilw
fer lt*m il:e vertex
shouiil
i:he cui.,
pn..llle1
to ti-is
lr.t:t'.
hi rnaCc?.-
2
,17
.h4
mr
rE.' 12.3o
cm
f,.
35.,11
cnl
L'. l-8.?1.
.m
-llhree
:iph*rr's
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