HomeMy WebLinkAbout3151; Palomar Airport Road Widening; Seepage Investigation Palomar Airport Road Stations 43 - 51Widening; 1989-06-29American Engineering Laboratories Inc.
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SEEPAGE INVESTIGATION
PALOMAR AIRPORT ROAD
STATIONS 43+00 - 51+00
GARLSBAD, CALIFORNIA
PREPARED FORI
CITY OF CARLSBAD
MUNICIPAL PROJECT DIVISION
2075 LAS PALMAS DRIVE
CARLSBAD, CALIFORNIA
m San Diego
Corona
Modesto
Yucca Valley
JOB NO.I 1-172.1 JUNE 29, 1989
American Engineenng Laboratories. Inc.
Corporate Office: 7940 Arjons Dr.. Suite A, San Diego, CA 92126 (619) 695-3730
350 South Maple St., Unit K, Corona, CA 91720 (714) 272-4230
515 Galaxy Way, Modesto, CA 95356 (209) 576-0813
58945 Business Center Dr., Unit A. Yucca Valley. CA 92284 (619) 228-1754
CITY OF CARLSBAD
Municipal Project Division
2075 Las Palmas Drive
Carlsbad, CA 92009
JUNE 29, 1989
JOB NO.: 1-172.1
ATTENTION:
SUBJECT:
Mr, Al Virgilio
SEEPA6E_INVESTIGATigN
PALOMAR AIRPORT ROAD
STATIONS 43+00 - 51+00
CARLSBAD, CALIFORNIA
Gentlemen:
Pursuant to your request, we have performed a Seepage Investi-
gation of the aforementioned subject site. Our services
included a visual reconnaissance of the site, exploratory
borings, geologic mapping, and preparation
containing our conclusions and
of site conditions.
of this report
recommendations for mitigation
1.0 SITE DESCRIPTION
Saturated ground conditions along Palomar Airport Road were
observed by personnel of the City of Carlsbad and our
geologist. The seepage was present at the base of a recentiy
constructed slope between stations 47+75 and 49+25. At the
time of the investigation, the north side of the road
alignment had been constructed to subgrade elevations.
Utility improvements were buried in the curb area, with sewer
and water lines buried in the road area.
The road alignment lies along the north side of Canyon de Las
Encinas at an elevation of approximately 70 feet above Mean
Sea Level (MSL). The road subgrade ranges in height from 10
to 20 feet above the canyon drainage. Over 400 acres of
cultivated agricultural land lies north of the site and ranges
in elevation from 70 t to 320 i feet (MSL).
2.0 SITE_INVESTIGATION
surficial reconnais-
conducted on May 30,
Subsurface exploration was conducted with a mobile
The site investigation, consisting of
sance and subsurface exploration, was
1989.
SEEPAGE INVESTIGATION PAGE 2
CITY OF CARLSBAD JOB NO.: 1172.1
PALOMAR AIRPORT ROAD JUNE 29, 1989
4-inch Solid Flite stem auger drilling rig. A total of 10
holes was bored in the area of the saturated ground
conditions. The purpose of the borings was to evaluate the
seepage conditions and to provide opinions and recommenda-
tions regarding those conditions. The borings were completed
to depths ranging from 1.0 to 10.0 feet below existing curb
and road subgrades. Appendix B contains geologic logs of the
borings.
3.0 GEgLOGIC_UNITS
The surficial geology was mapped revealing the subject site is
underiain by interbedded sandstones and claystones mapped as
the Eocene Age Scripps and Del Mar Formations. Alluvial
deposits of silt and clayey sands are present in the trans-
verse drainages and the main Canyon de Las Encinas drainage.
3.1 SANDSTONE
Sandstone found at the site ranged from clayey fine sand to
poorly graded, medium grained sand. Local lenses of medium to
coarse grained, well graded sand were present locally. The
sanstones were generally found to be moist and medium dense to
dense in consistency. The permeability for clayey to fine
grained, poorly graded sands appears to be low, while the
coarse grained, well graded sands generally are high to very
high.
3.2 CLAYSTONE
The claystones consisted of light brown to brown sandy clay
that generally was dry to moist and very dense. These
materials possess low permeability characteristics.
4.0 GROUNDWATER
Saturated ground conditions were observed at the base of the
cut slope, in the curb and street subgrade areas between
stations 47+75 and 49+25. The saturation extended approxi-
mately 5 feet above the curb elevation, and extended 5 to 10
feet south of the curb in the street subgrade.
Standing water was observed by representatives of the City of
Carlsbad prior to our evaluation. Borings 3, 4, 6, and 7
encountered groundwater at depths ranging from 2.1 to 7.6 feet
below existing grades (elevations 68.04 to 61.71 MSL). Very
moist to saturated conditions extended upward from the observed
groundwater levels.
SEEPAGE INVESTIGATION PAGE 3
CITY OF CARLSBAD JOB NO.: 1172.1
PALOMAR AIRPORT ROAD JUNE 29, 1989
5.0 CgNCLUSIONS_AND_RECOMMENDATI
Saturated ground conditions appear to be a result of a local
perched groundwater table within the Eocene Age Scripps
Formation, Permeability contrasts between the well-graded,
coarse sandstone and fine-grained, clayey sandstones and
claystones control the flow of local groundwater. Adjacent
agricultural areas tend to provide a significant amount of
recharge to the local groundwater system. The degree of
saturation of the cut slope will depend on the amount and rate
of groundwater recharge from the adjacent open agricultural
areas.
It is recommended that an appropriate drain system be installed
at the toe of the cut slope to control the saturated ground
conditions. Decreasing the ground saturation should enhance
the gross stability of the cut slope and the performance of
proposed street and curb improvements along Palomar Airport
Road. The attached Figure 1 provides a sketch of the
recommended cut-off drain system that should be constructed in
the area of saturation. The approximate location of the drain
is shown on Plate 2.
6.0 LIMITATIONS
This report is based on, and limited to, a visual reconnais-
sance and exploratory borings of the subject site. Our
conclusions and recommendations are professional opinions.
« These opinions have been derived in accordance with current
standards of practice and no warranty is expressed or implied.
We appreciate this opportunity to be of service to you on this
project and look forward to a continued association on this and
future projects. If you have any questions regarding this
report, please contact us at your convenience.
Respectfully submitted,
AMERICAN ENGINEERING LABORATORIES, INC.
m
Steven N. Bradley, R55614
Geotechnical Department Manager
SNB/vr/R4
APPENDIX
mm
Palomar airport road cut off drain
2:1 Cut Slope
Bedrock
min
min
4* min
4* min
1.5' min
-« Joint utilities
trench
Supac 5-P fabric
or approved equal
4.5 ft minimum
per lineal foot
approved filter
rock*
4" minimum
perforated pipe**
"5'
Street subgrade
'water line
*Drain material to meet
following specifications or
approved equal:
**Approved pipe to be schedule 40
poly-vinyl-chloride (P.V.C.) or approved
equal minimum crush strength 1000 psi
Sieve size
1 1/2"
r*
3/4"
3/8"
no. 200
Percentage passing
68-100
5-40
0-17
0-7
0-3
RGURE 1
AMERICAN ENGINEERING UBORATORiES
DATE Qosgavgn- 5/30/89 METHOD OF PHILLINC- 4" Beaver Rig
LQCGED BY:_^ GROUND ELEVATION:_Zi:§L_ LOCATtON:I^EZ^^^
o a
o Ui
o a \u
a b.
.1*
u. ul »-Zr i2<
O < a o
Ui
3
a
5 = so u
Oo.
5S
BORING NO L
DESCRIPTION
SOIL TEST
10-
15-
20-
25-
30-
35-
SP
MMXX: li^t brown, fiiie to mediun
SAND, moist, slightly dense.
Total Depth - 10'
No groundwater eaicountered.
jOa NO^ 1-172.1 LOG OF aOfllNG f iCuad; Bl
AMERICAN ENGINEERING UBORATORIES
ueTHon np no... .K.^. 4" Beaver Rig DATE Qnsgauen- 5/30/89
LOGGED BY:_GB_GHOUNO PLCVATIQN- 72.^' LncATini^.45 + 25 mLd-road
3 o
o w 5 u o dm
3a.
w t/l -*
r^ Q
< a 3
o
3
Si
o = 20 u
Oo.
sis
5S
BORING NO.,
SOIL TEST
DESCRIPTION
SP
JJSE:
5-
10-
15-
20-
25-
30-
35-
SC
EECKOCK: light brown, fine to mediuni
SAND, moist, loose.
light greaiish vMte, fine to nedxum SAND,
moist, msdiim dense, some clay balls.
T.ight: green, clayey, fine to mediun SAND,
moist, medium dense.
Total Depth - 10
No groundvater encountered.
joa no.: 1-172,1 LOG OF BORING ficuatL B2
AMERICAN ENGINEERING LABORATORIES
DATE OQSEavED:
LOGGED BY:_^
. 5/30/89
.GROUND PI ex/ATiQN' 69.71 i.nnATinw. Sta. 48 + 25
<
o
o o
Um
o
o
3a.
aui
<
3
a
—•
O3 50 u
Oa.
< C
is
BORING NO.,
DESCRIPTION
SOIL TEST
5-
10-
15-
20-
25-
30-1
35-
SP
a
BEMXX: light tan to ;Mte, fine to
msdiim SAND, moist, loose.
At 3,3', grounAiHter
light brwn sandy CLAY, very moist,
very dense.
Total Depth - 10
GEroundvater encountered at 3.3'
JO a MO.: 1-172.1 LOG OF BORING ficuat; B-3
AMERICAN ENGINEERING LABORATORIES
DATE nn«;Fauen- 5/30/89 METHOD np n»i.. iMn- 4" Beaver Rig
LOGGED HR nnnuMn FLCV/ATIQN- fi9.61 LncATtnu. Sta. 48 + 25 (middle of road)
<
(A <
rJ
o
o o u. •»
ir
Q
c ^ 3a. r- ^
i2< aut
< Ui
3
Q
Oz SO o
ao.
o>
Sis
BORING NO.
DESCRIPTION
SOIL TEST
5-
10-
15-
20-
25-
30-
35-
40-4
SP
SC
SC
CL
0
BEEMXK: light tan to vdiite, fine to
medium SAND, moist, loose.
light brown, fine to medium SAND with clay,
moist, slightly dense.
light brown clayey SAND, dry to moist
very daise.
Groundwater encountered at 7,9'
\ „
Yellow brown sandy CLAY, dry to nrast,
very fine grained.
Total Efepth - 10'
Groundwater encountered at 7.9'
jOa no,: 1-172.1 LOG OF BORING
AMERICAN ENGINEERING LABORATORIES
DATE OQSEavED: METHOD OF nmi i iMr- 4 Beaver Rig
LOGGED RV' GB GHQiiMP Pi cwATiQM' 70.08' LQCATinw Sta. 47 + 25
o o
tk
Ul
I* O
a w Qu CC ^ 3a.
QUI
<
Ui —. Oz so u
Qo.
s:s
5S
BORING NO.,
SOIL TEST
DESCRIPTION
SP
5-
10-
15-
20-
SP
25-
30-
35-
40-J
BEDROCK: Brown, fine SAND, moist,
loose.
light tan, fine to nEdium SAND, moist, loose.
Total Depth - 4'
No groundvater encountered.
joa hO,: 1.172,1 LOG OF BORING |flCuati:B5
AMERICAN ENGINEERING UUaORATORlES
DATE f>n«!FauPn. 5/30/89
LOGGED BY:_GE__CnOUND Pt e\/ATiQN- 70.08' LQCATiQM- Sta. 47+25
METHOD OF oniLLiNn- 4" Beaver RLg
o o Ul
o UJ rJ
u o But
u ik "» CC ^ 3a. <
u. Ul t-Ui
IL Ul o QWl -i
w < z 3
a o o 3 O
Uit
§^
MU —• r—
Oz
u
cco
0(L
HS
BORING NO.
SOIL TEST
DESCRIPTION
5-
10-
15-
20-
SP
25-
30-
35-
40-J
BECKOCK: Light yellow brown, fine to
mediun SAND, dry to moist, loose.
At 4', moist and traces of CLAY.
At 7.6', groundvater encountered.
Total Depth - 10
Groundvat^ encountered at 7.6'
JO a NO,: 1,172.1 LOG OF BORING |fiCuat;B-6
AMERICAN ENGINEERING LABORATORIES
uPTHon ng not. . .Mr.. 4' Beaver Rig OATE OQSEHVEO:
LOGGED BY:_^
. 5/30/89
.GROUND PI ex/ATIQM' 70.14 LQCATlQMr Sta. 47 + 75
rm. 5 a Ui
o u Ui u h. ICAI o
u.
O Ui
EC
3a. AMP ^, L. ut -» *• 2< IL Ul O OU
U < z 3 Q a 3 a u
MU — rr Oz 50 u
0<L
St
s:s
HS
BORING NO.,
SOIL TEST
DESCRIPTION
SP
5-
SC
10'
15-
20-
25-
30-
35-
40-4
X
BEDROCK: li^t tan nedium SAND, moist,
loose.
At 2.1, groundvater encountered.
T.ight: tan, mediun SAND with clay,
very moist, sli^tly dense.
light brown sandy CLAY, very moist,
slightly dense.
Total Depth - 10'
Groundwater encountered at 2,1'
JO a no,: 1.172.1 LOG OF BORING ificuatu B7
AMERICAN ENGINEERING LABORATORIES
DATE ftn«tPauFn- 5/30/89
LOGGED HV m GHQIIMO Fl PK/ATinW 69.52
METHOD OF DfllLLING:_U^;SrMg_
lOGATinM. Sta. 48 + 50
o Q Ui
o U u w ICAI o u. .* 3a. AMP u. Ul Ui
o ^< (L 0 aut u < z 3
a 3 ca O -g——-
mt
§S
Mui
— fm Oz so u
Oa.
s:s ss
BORING NO.
DESCRIPTION
SOIL TEST
5-
10-
15-
20-
25-
30-
35-
40-^
SP
SC
SC
BE[HXK: light yellow brom mediini
SAND, moist, loose.
light yellow brown SAND with clay,
wet, slightly dense.
Yellow green fine clayey SAND, moist
medium dense.
Total Depth - 10
No groundwater encountered.
joa NO.: 1.172,1 LOG OF BORING
AMERICAN ENGINEERING LABORATORIES
5/30/89 __ K^ETHOD OF DRILLING:.'^" ^ OATE CQSERVED:.
LOGGED BV ^ .GROUND ELEVATION:. 69.20 LOCATION:. Sta. 48 + 40
9 a u 9 o u ICAI o OC ..^
3a. AMP U. Ul Ui -* Ul o OM -i
< 3 3
m^ a 3 a o
MU
—• r— Oz so u
Oa.
5:s
HS
BORING NO.,
SOIL TEST
DESCRIPTION
5-
10-
15-
20-
25-
30
35
40-1
SP
sc
BEIHXX: U^t tan to white mediun SAND,
moist, loose.
light yellow brown medium SAND with clay,
dry to moist, medium dense.
Groundvater ^countered at 9.5'
Total Depth - ICf
Groundwater encountered at 9.5'
JO a no.: 1-172.1 LOG OF BORING iflCuAti: 09
AMERICAN ENGINEERING LABORATORIES
. 4" Beaver Rig DATE OBSERVED: METHOD OF DRILLING:
LOGGED HV GB fiRnimn PI C\/ATIQM' 69.06 LQCATIQN- Sta. 49 + 10
(L U
O
-0-
< o
U) <
mi
o
o o
ik
Ul
Jr
o
cc ^
30.
Ui .J (L
Ul
3
O
mt
MU —' ^ Oz so u
Oa.
ts
HS
BORING NO., 10
SOIL TEST
DESCRIPTION
5-
10-
15-
20-
25-1
a
30-
35-
40-4
BETO3C: light brown sandy CLAY, dry,
very deise.
Total Depth 1'
No groundwater encountered.
JO a no.: 1-172,1 LOG OF SORING If (CURE: BIO
1
1
J
J
Palomar airport road seepage
investigation
stations 43+00 > 46+00
Job no.il7Z1 Date: June 1989
I I
Plate 1
It
NOSCALE
Ss
Cist
clSs
E
Sandstone
Claystone
Clayey sandstone
lOW Geologic contact showing dip,
dashed where burled and dotted
where inferred
^ Approximate limits of investigation
/ Joint showing dip
10
Approximate location of
^ exploratory boring showing total
BIO *^^P^^
u
I
i.
r
ll
fl
Palomar airport road seepage
investigation
stations 46+00 > 51+00
Job no.1172.1 Date: June 1989 Plate 2
FOR EXPLANATION SEE PUTH 1
A
N
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NOSCAL£