1993-3706 G/PM
Street Address
1;/~O
Category
1
-3'6" 361
Serial #
7P/17 0;3- 0531
Name
Description
/11 :3
Plan ck. #
Year
recdescv
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CARDIFF GEOTECHNICAL
CONSULTING ENGINEERS AND GEOLOGISTS
March 27, 1995
Chris Lloyd
3615 Fortuna Ranch Road
Encinitas, CA 92024
Subject:
ROUGH GRADING REPORT
Double LL Ranch Estates
Parcell through 4, Inclusive
T.P.M. 93-053
Encinitas, California
Reference: 1)
GEOTECHNICAL RECONNAISS~~\\\\
Proposed Division of 10.8, t\~~š:~.~\ 'Ò \ \~ )
Parcels 1 throu~h\4\{1\~~us1v¿~ .,..-'
T.P.M. 93-053 \ v~ '. v L\ 'O:JO:J~ ~'
Encinitas, Califo~~A ~~ ' . ,,\j\C't;.S
Prepared by Carðtfr Ge~ecM~~~ ~ þ~
Dated May 25, 199\~\G\~~€.~~d~ <;;:.~C
C\\
Dear Mr. Lloyd:
In response to your request, we have performed field observations and testing during the
rough grading phase on the above referenced property. The results of our density tests
and laboratory testing are presented in this report.
Based on the results of our testing, it is our opinion that the trench backfill was placed
in an adequate manner and compacted to a minimum of 90 percent of the laboratory
maximum dry density.
If you have any questions, please do not hesitate to contact us at 753-3697.
opportunity to be of service is appreciated.
This
Respectfully submitted,
CARDIFF GEOTECHNI
~'~ "
Vithay ingh et, P.E.
Geote nical Engineer
N#~
Mark BulWell
Geologist
135 LIVERPOOL DRIVE. SUITE A . CARDIFF. CA 92007
(619) 753-3697. FAX (619) 753-4158
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ROUGH GRADING REPORT
Double J.J.. Ranch Estates
Parcell through 4, inclusive
T.P .M. 93-053
Encinitas, California
Prepared for:
Chris Uoyd
3615 Fortuna Ranch Road
Enchütas,CA 92024
March 27, 1995
w.o. G-l00063
Prepared by:
CARDIFF GEOTECHNICAL
135 Uverpool Drive Suite A
Cardiff, California
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March 27, 1995
w.o. G-100063
Page 3
INTRODUCTION
This report presents the results of our observations and field density testing on the
subject property. The project included rough grading for the northern extension of Calle
Margarita (private road) and the construction of the proposed sewer and water lines.
Due to prolonged rains, the construction of the proposed storm drain was not initiated
at the time of this report. The results of our density tests for sewer trench and water line
backfill are presented on Tables 1 and 2, respectively. The approximate location of the
tests are shown on the enclosed grading plan.
LABORATORY TEST DATA
The laboratory standard for determining the maximum dry density was performed in
accordance with ASTM D 1557-91. Field density tests were performed in accordance with
ASTM D 1556. The results of the laboratory maximum dry density, for the soil types used
as compacted fill on the site, is summarized below:
Soil Type
Description
Maximum
Dry Density
(p.c.f.)
Optimum
Moisture (%)
A
Tan to brown fine
and medium-grained
sand with minor clay
118.0
11.0
B
Imported whitish tan
sand, water line
bedding
128.0
9.0
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March 27, 1995
w.o. G-100063
Page 4
GEOTECHNICAL CONDITIONS
The northeastern portion of Double LL Ranch Estates includes a relatively level terrace
surface. This portion of the site is underlain predominantly by fine and medium-grained
sandstone with interbeds (lenses) of siltstone and claystone. The sedimentary rock units
are mantled by approximately 3.0 feet of clayey soil deposits.
EXPANSIVE sons
Based on previous testing, the sandstone has a potential expansion in the low range.
However, the clayey rock interbeds and clayey soil deposits have a potential expansion
in the high range.
DISCUSSION
Rough grading of T.P.M. 93-053 was performed by Lane Fukuda Excavating. Utility line
construction was performed by Hubbard Construction.
The following is a brief
discussion of the general grading operations, as they were performed on the site:
1. Grading for the northern extension of Calle Margarita included variable cuts up to 16
vertical feet. The 2: 1 cut slopes along the east and west sides of the road expose
dense sandstone with soil deposits along the upper 1.0 to 3.0 feet.
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March 27, 1995
w.o. G-100063
Page 5
2. Grading for T.P.M. 93-053 is predominantly cuts for the development of the private
road and driveway entrances for Parcell through 4, inclusive. However, minor fill
deposits will be necessary along the northern terminus of Calle Margarita.
3. Utility lines included approximately 507 lateral feet of an 8.0 inch diameter sewer line
and 850+ lateral feet of an 8.0 inch diameter water line.
4. The maximum depth of fill above the sewer and water line bedding is approximately
4.0 feet.
5. On-site granular deposits were used as trench backfill. The backfill, above bedding,
was placed in 8.0 inch lifts, moistened as required, and compacted with a sheepsfoot
attached to a gradeall. The surface of the backfill was wheel rolled with heavy earth
moving equipment.
CONCLUSIONS
1) The development ofT.P.M. 95-053, to date, is in general conformance with the grading
plans. In our opinion, the 2: 1 cut slopes are stable in regards to deep-seated stability.
2) Based on selective testing, the sand bedding for the water line and the backfill for the
water and sewer trenches were compacted to a minimum of 90 percent of the
laboratory maximum dry density.
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March 27, 1995
w.o. G-100063
Page 6
3) Prior to development of individual parcels, a site specific geotechnical investigation
should be conducted.
ADDITIONAL WORK
1) The proposed storm drain trench backfill should be observed and tested by a
representative of this firm.
2) Fill placed along the terminus of Calle Margarita should be observed and tested by a
representative of this finn.
3) Final pavement section will be recommended upon completion of storm drain trench
backfill.
LIMITATIONS
This office assumes no responsibility for any alterations made without our knowledge and
written approval to slopes or grades on the subject property, subsequent to the issuance
of this report. All ramps made though slopes and pads, and other areas of disturbance
which require the placement of compacted fill to restore them to the original condition,
will not be reviewed unless such backfilling operations are performed under our
observation and tested for required compaction. This office assumes no responsibility
for loose deposits cast over slopes or other areas on the site.
....
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March 27, 1995
w.o. G-100063
Page 7
ENCLOSURES
VICINITY MAP
TABLE I
TABLE II
GRADING PLAN
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ENCLOSURES
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DENSITY TEST RESULTS
TABLE I
Field Dry Density and Moisture Content
Sewer Trench Backfill
Moisture Dry Relative
Test Test Content Density % Soil
Date No. Location Elev.* % (pcf) Compaction ~
2/9/95 S-l N.Sta.2+00 Subgrade 13.8 108.5 92 A
2/9/95 S-2 MH No.2 -2' 12.9 112.3 95 A
2/9/95 S-3 N.Sta.4+15 -2' 14.2 108.4 92 A
2/9/95 S-4 N.Sta.1+55 -0.5' 14.4 109.1 92 A
2/9/95 S-5 N.Sta.1+30 -1.0' 14.9 107.2 91 A
2/9/95 S-6 N.Sta.5+00 -2.0' 11.9 108.2 92 A
2/13/95 S-7 N.Sta.3+00 -2.0' 11.9 107.6 91 A
2/13/95 S-8 MH No.3 -1.0' 13.0 106.6 90 A
2/13/95 S-9 N.Sta.5+50 -1.0' 15.0 107.2 91 A
2/13/95 S-10 MH No.2 -1.0' 11.7 106.4 90 A
*
Approx. depth below rough grade
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DENSITY TEST RESULTS
TABLE II
Field Dry Density and Moisture Content
Water Line Backfill
Moisture Dry Relative
Test Test Content Density % Soil
Date No. Location Elev.* % (pcf) Compaction ~
2/17/95 W-1 N.Sta.6+35 -5' 8.7 124.3 97 B
2/17/95 W-2 N.Sta.4+35 -5' 10.0 117.1 92 B
2/21/95 W-3 N.Sta.2+60 -5' 9.9 123.5 96 B
2/21/95 W-4 N.Sta.1+80 -5' 8.2 117.3 92 B
2/21/95 W-5 N.Sta.4+75 -1.5' 14.2 114.1 97 A
2/21/95 W-6 N.Sta.2+90 -1.5' 16.2 112.9 96 A
2/22/95 W-7 N.Sta.1+15 -5' 8.9 122.9 96 B
2/22/95 W-8 N.Sta.5+30 -2.0' 16.2 107.5 91 A
2/22/95 W-9 N.Sta.1+05 -1.0' 13.6 115.6 98 A
2/23/95 W-10 S.Sta.1+20 -1.0' 11.3 112.1 95 A
2/23/95 W-11 S.Sta.2+45 -1.0' 13.6 113.6 96 A
2/23/95 W-12 S.Sta.3+40 -5' 10.0 123.6 97 B
2/24/95 W-13 N.Sta.4+00 -2.0' 12.2 107.0 91 A
2/24/95 W-14 N.Sta.3+20 -1.5' 12.3 105.6 90 A
* Approx. depth below rough grade
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CARDIFF GEOTECHNICAL
CONSULTING ENGINEERS AND GEOLOGISTS
May 25, 1994
Chris Lloyd
3615 Fortuna Ranch Road
Encinitas, CA 92024
C --:p J") 1 vY~4
vt (.. ,.}"
Subject:
GEOTECHNICAL RECONNAISSANCE
Proposed Division of 10.8 Acres
Parcels 1 through 4, inclusive
T.P.M. 93-053
Encinitas, California
Dear Mr. Lloyd:
This report has been prepared at your request and presents the
results
of
our
geotechnical
reconnaissance
on
the
subject
property.
The purpose of this study is to evaluate the general
geotechnical conditions and their influence on the division of the
southwest
10.8
acres
of
Lot
7,
Map
12816
into
four
separate
parcels.
This
study
is
based
on
geotechnical
data
obtained
from
observations and testing during the grading phase for Double LL
Ranch Road, Calle Margarita, and the eastern portion of Map 12816,
as well as previous studies.
SITE CONDITIONS
The overall Lloyd property includes 120~ acres of terrain located
along the west side of Lone Jack Road, in the city of Encinitas.
The eastern portion of the property is composed of gently sloping
terrain and is incised by a south-trending stream.
The western
135 LIVERPOOL DRIVE. SUITE A . CARDIFF. CA 92007
(619) 753-3697. FAX (619) 753-4158
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May 25, 1994
W.O. P-100063
Page 2
portion of the property is characterized by gentle to moderately
steep slopes, ranging in gradients from 5:1 to 2 :1 (horizontal to
vertical)
which
ascend to a terrace plateau.
The
slopes are
incised by several ravines.
Vegetation along slopes includes a moderate growth of brush and
shrubs.
The stream is bordered by numerous trees and shrubs.
PROPOSED DIVISION
Plans for land division were prepared by Conway and Associates.
The northern portion of the site includes four separate parcels
and a potential for six additional lots.
The northern extension
of Calle Margarita (formally Calle 47) will provide access to the
sites.
GEOTBCBRICAL CONDITIONS
Alluvium/Colluvium
The lower elevations adjacent to the south-trending stream are
underlain by colluvial and alluvial deposits (undifferentiated).
The soil is composed of dark brown sandy clay and is generally
soft,
moist
and
highly
expansive.
The
soil
is
underlain by
alluvial deposits consisting of sand, silt and clay with numerous
rock fragments.
The alluvium is typically soft and compressible.
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May 25, 1994
W.O. P-100063
Page 3
Formational Rock
The slopes along the western portion of the site are underlain by
greenish brown sandy claystone which appears to be lithologically
equivalent to the Del Mar Formation.
The claystone is highly
fractured and expansive.
The clayey rock units of the Del Mar
Formation are overlain by tan to brown sandstone with occasional
lenses of claystone.
The sandstone generally predominates above
an elevation of 275 feet and is well exposed along the 2: 1 cut
slope for Double LL Ranch Road.
Santiago Peak Volcanics
Volcanic
bedrock
units
were
encountered
beneath
the
alluvial
deposits
in the eastern portion of the property.
The massive
metavolcanic rock is exposed along the slopes east of the subject
property.
The Jurassic age metavolcanic rock has commonly been
designated as the Santiago Peak Volcanics on published geologic
maps.
Seismicity
No faults are known to traverse the subject property.
However,
the property will be exposed to strong ground motion resulting
from the release of energy along major faults in the region.
Expansive Soils
Soil and clayey rock units of the Del Mar Formation are highly
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May 25, 1994
w.o. P-100063
Page 4
expansive
and
will
require
special
consideration
for
pad
development and foundation design.
CORCLUSIORS ARD RECOMMERDATIORS
1.
Parcels 1 through 4, inclusive, are underlain predominantly
by dense sandstone.
This sedimentary unit has performed well
along the 2:1 cut slope for Double LL Ranch Road.
However,
the sandstone unit is capped by clayey soil which varies in
depth
up
to
3.0
+
feet.
The
clayey
soil
deposits
are
expansive.
Proposed
2:1
cut
slopes
which
expose
dense
sandstone
are considered
stable
in
regards
to deep-seated
instability.
2.
The northern extension of Calle Margarita (formally Calle 47)
exposes
dense
sandstone which has
a
similar or higher R-
value, as tested along the southern extend of the road.
For
preliminary
design
purposes,
a
structural
section
of
3.0
inches of asphaltic concrete over 6.0 inches of Class 2 base
over
12
inches
of
compacted
subgrade
soils
may
be
used.
However, the final pavement design should be based on R-value
testing of the subgrade soils during grading.
3.
Although the sandstone is hard and dense along the northern
extension
of
Calle
Margarita,
recent
utility
line
excavations,
up
to
10
feet,
along
Double
LL
Ranch
Road
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May 25, 1994
W.O. P-100063
Page 5
suggests the
sedimentary rock may be excavated with heavy
equipment.
4.
In
our
opinion,
each
of
the
proposed
parcel
lots
is
developable from a geotechnical viewpoint.
However, prior to
individual
lot
development
a
site
specific
geotechnical
investigation should be performed.
If you have any questions, please do not hesitate to contact our
office at 753-3697.
The opportunity to be of service is greatly appreciated.
Respectfully submitted,
CARDIFF GEOTECHNICAL
Þ/Jd ~
Mark Burwell
Geologist
~;:;¿~;.~';:>
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v~~
Vithaya Singhanet, P.E.
Geotechnical Engineer
Enclosures:
Plate A....................................... Vicinity Map
Plate B...................................Geotechnical Map
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/\:::: 4' J8' 26"
"N 14' 36' ST W
88.84'
CONTIGUOUS
OWNERSHIP
NOT A
.
60,00' OFFER OF DEDICATION
OF DOUBLE LL RANCH ROAD FOR
PUBLIC ROADWA Y PURPOSES
PER DOCUMENT RECORDED 04/02/91
AS FI/P NO, 91-0146056 O.R.
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PENDING PARCEL MAP:
'ITY OF ENCINITAS
'-1.4 92-035
',....""" ""'r or" IOQ?
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P 32,00' PRIVA TE ROAD EASEMENT \
PER DOCUMENT RECORDED 11/20/90 ¡;N
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GRAPHIC SCALE
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PLATE B
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CARDIFF GEOTECHNICAL
CONSULTING ENGINEERS AND GEOLOGISTS
July 28, 1995
l~~
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AUG 0 1 1995
Chris Lloyd
3615 Fortuna Ranch Road
Encinitas, CA 92024
CiTY or [['iC:i..,
Subject:
ADDENDUM REPORT
Pavement Section and Storm Drain Backfill
Double LL Ranch Estates
Parcell through 4, Inclusive
T.P.M. 93-053
References: 1)
ROUGH GRADING REPORT
Double LL Ranch Estates
Parcel 1 through 4, Inclusive
T.P.M. 93-053
Encinitas, California
Prepared by Cardiff Geotechnical
Dated March 27, 1995
2) GEOTECHNICAL RECONNAISSANCE
Proposed Division of 10.8 Acres
Parcels 1 through 4, Inclusive
T.P.M.93-O53
Encinitas, California
Prepared by Cardiff Geotechnical
Dated May 25, 1994
Dear Mr. Lloyd:
In response to your request, we have performed field observations and testing during
placement of storm drain backfill and base section preparation for the northern extension
of Calle Margarita. The results of our density tests and laboratory testing are presented
in this report.
I 35 LIVERPOOL DRIVE. SUITE A . CARDIFF. CA 92007
(619) 753-3697. FAX (619) 753-4158
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Based on the results of our testing, it is our opinion that the trench backfill and road
base materials were placed in an adequate manner and compacted to a minimum of 90
percent and 95 percent, respectively, of the laboratory maximum dry densities.
If you have any questions, please do not hesitate to contact us at 753-3697.
opportunity to be of service is appreciated.
Respectfully submitted,
CARDIFF GEOTECHNI
»Iõd ~
Mark BulWell
Geologist
This
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Geotechnical Engineer
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ADDENDUM REPORT
Pavement Section and Storm Drain Back6l1
Double IJ. Ranch Estates
Parcel 1 through 4, Inclusive
T.P.M. 93-053
Prepared for:
Chris Uoyd
3615 Fortuna Ranch Road
Encinitas, CA 92024
July 28, 1995
w.o. G-l00063
Prepared by:
CARDIFF GEOTECHNICAL
135 Uverpool Drive Suite A
Cardiff, California
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July 28, 1995
w.o. G-100063
Page 4
INTRODUCTION
This report presents the results of our additional observations and field density testing
on the subject property. The project included subgrade preparation and paving along
the northern extension of Calle Margarita (private road) and the construction of the
proposed storm drain. The results of our density tests for storm drain backfill, subgrade
preparation and Class 2 base are presented on Tables 1, 2 and 3, respectively. The
approximate location of the additional tests are shown on the enclosed grading plan
which was included in our Rough Grading Report (Reference No.1).
LABORATORY TEST DATA
The laboratory standard for determining the maximum dry density was performed in
accordance with ASTM D 1557-91. Field density tests were performed in accordance with
ASTM D 1556. The results of the laboratory maximum dry density, for the soil types used
as compacted fill on the site, is summarized below:
Maximum
Dry Density Optimum
Soil Type Description (p.c.f.) Moisture (%)
A Tan to brown fine 118.0 11.0
and medium-grained
sand with minor clay
B Class 2 base 136.0 8.0
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July 28, 1995
w.o. G-100063
Page 5
PAVEMENT SECTION
As indicated in our Rough Grading Report, grading for the northern extension of Calle
Margarita exposed formational rock units composed predominantly of fine and medium-
grained sandstone with interbeds (lenses) of siltstone and claystone. Previous testing
suggest an R-value of 34 for these deposits. Therefore, the designed pavement section
of 3.0 inches of asphaltic paving on 6.0 inches of select base on 12 inches of recompacted
subgrade deposits should be adequate for an anticipated Traffic Index of 4.5.
v
DISCUSSION
The proposed storm drain facilities were constructed by Lane Fukuda Excavating. Paving
and subgrade preparation for the extension of Calle Margarita were performed by Sim J.
Harris Company. The following is a brief discussion of the general grading operations
as they were performed on the site.
1) The 18-inch storm drain extends laterally for approximately 250 feet and discharges
at the head of a westerly trending drainage ravine.
2) The maximum depth of fill above pipe bedding is approximately 8.0 feet.
3) On-site granular deposits were used as trench backfill. The backfill was placed in 8.0
inch lifts, moistened as required and compacted with a sheepsfoot attached to a
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July 28, 1995
w.o. G-100063
Page 6
backhoe and a D-6 dozer. Hand-operated compaction equipment was utilized around
concrete drainage boxes and other areas of limited accessibility.
4) In order to provide access for equipment, the base of the southeast facing cut slope
adjacent to the storm drain was excavated to a level surface. The toe of the 2: 1 cut
slope was restored with compacted fill. The cut slope was reorientated from the
grading plan to some degree during storm drain construction.
5) The street subgrade was scarified to a depth of 12 inches, moistened as required and
compacted with a motorized 12-ton compactor. Localized areas showing excessive
moisture were excavated and replaced with Class 2 base materials.
6) Class 2 base was placed and compacted with a motorized compactor.
CONCLUSIONS
Based on the results of our selective testing, storm drain backfill was compacted to a
minimum of 90 percent of the laboratory maximum dry density. The street subgrade and
Class 2 base section was compacted to a minimum of 95 percent of the laboratory
maximum dry density.
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July 2B, 1995
w.o. G-100063
Page 7
LIMITATIONS
This office assumes no responsibility for any alterations made without our knowledge and
written approval to slopes or grades on the subject property, subsequent to the issuance
of this report. All ramps made though slopes and pads, and other areas of disturbance
which require the placement of compacted fill to restore them to the original condition,
will not be reviewed unless such backfilling operations are performed under our
observation and tested for required compaction. This office assumes no responsibility
for loose deposits cast over slopes or other areas on the site. Drainage, landscape
irrigation and other sources of water should not be allowed to migrate under pavement
sections.
ENCLOSURES
VI CINI1Y MAP
DENSI1Y TEST RESULTS
GRADING PLAN
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EN CLOSURES
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DENSITY TEST RESULTS
TABLE I
Field Dry Density and Moisture Content
storm Drain Backfill
Moisture Dry Relative
Test Test Content Density % Soil
Date No. Location Elev.* % (pcf) Compaction ~
5/24/95 D-1 See Map -6' 16.2 108.5 92 A
5/24/95 D-2 See Map -4' 19.6 105.8 90 A
5/26/95 D-3 See Map -3' 12.2 106.2 90 A
5/26/95 D-4 See Map -4' 13.0 106.0 90 A
6/5/95 D-5 See Map -6' 18.6 110.7 94 A
6/6/95 D-6 See Map -2' 15.2 105.8 90 A
6/6/95 D-7 See Map -1' 13.9 108.5 92 A
Restoration Along Base Of Cut Slope
6/6/95 D-8 See Map -4' 14.6 105.6 90 A
6/7/95 D-9 See Map -2' 13.8 105.8 90 A
6/8/95 D-10 See Map -1' 14.0 105.8 90 A
*
Approx. depth below rough grade
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DENSITY TEST RESULTS (Continued)
TABLE II
Field Dry Density and Moisture Content
Subgrade N. Extension Of Calle Margarita
Moisture Dry Relative
Test Test Content Density % Soil
Date No. Location Elev. % (pcf) Compaction ~
6/12/95 SG-1 N.Sta.3+45 S.G. 13.6 113.5 96 A
6/12/95 SG-2 N.Sta.5+00 S.G. 15.1 112.5 95 A
6/12/95 SG-3 N.Sta.1+90 S.G. 15.9 111.5 95 A
6/12/95 SG-4 N.Sta.5+70 S.G. 16.3 111. 8 95 A
TABLE III
Field Dry Density and Moisture Content
Class 2 Base
Moisture Dry Relative
Test Test Content Density % Soil
Date No. Location Elev. % (pcf) Compaction ~
6/13/95 B-1 N.Sta.3+65 Grade 9.8 132.4 97 B
6/13/95 B-2 N.Sta.7+31 Grade 9.9 132.0 97 B
6/13/95 B-3 N.Sta.6+70 Grade 9.0 133.3 98 B
6/14/95 B-4 N.Sta.3+15 Grade 8.9 132.5 97 B
6/14/95 B-5 N.Sta.2+20 Grade 6.9 132.2 97 B
6/14/95 B-6 S.Sta.1+80 Grade 10.7 134.4 99 B
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