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' GEOTECHNICAL INVESTIGATION
Addition to Existing Residence
1231 Hygeia Avenue
t Leucadia, California
t
t
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HETHERINGTON ENGINEERING, INC.
' HETHERINGTON ENGINEERING, INC.
GEOTECHNICAL CONSULTANTS
January 16 1991
Project No. 628.1
' David and Tracy Connell
1231 Hygeia Avenue
Leucadia, CA 92024
Subject. GEOTECHNICAL INVESTIGATION
Addition to Existing Residence
' 1231 Hygeia Avenue
Leucadia, California
' Dear Mr. & Mrs. Connell:
In accordance with the request of Mr. Jeff Fernald, we have
performed a geotechnical investigation at the subject site. Our
investigation was performed in January 1991. The purpose of our
investigation was to evaluate the property with respect to
geotechnical conditions, and to provide recommendations for site
grading and building foundation design. To assist with our
investigation, we were provided with a grading plan prepared by
' Sowards and Brown Engineering, Inc., dated December 13, 1990.
With the above in mind, our scope of services included the
following:
' o Review of available soil and geologic reports for the site and
vicinity (see References);
' o One hand - excavated test pit for visual observation, and soil
sampling;
' o Laboratory testing of samples obtained;
o Engineering and geologic analyses of the data; and,
' o The preparation of this report presenting our findings,
conclusions and recommendations.
5245 AVENIDA ENCINAS • SUITE G • CARLSBAD, CALIFORNIA 92008 • (619) 931 -1917
1
GEOTECHNICAL INVESTIGATION
Project No. 628.1
January 16, 1991
' Page 2
' SITE DESCRIPTION
The subject site, located at 1231 Hygeia Avenue in the City of
Encinitas, consists of a rectangular shaped approximately 8,000
' square foot lot with an existing one - story, wood - frame, single -
family residential structure located in the front portion of the
lot (see Plot Plan, Figure 1). The site is bounded by Hygeia
' Avenue on the west, and residential properties to the south, north
and east. Topographically, the site consists of a relatively level
pad in the front (western) portion of the lot where the existing
structure is situated and a rear yard area which is approximately 5
' feet higher then the house pad and slopes upward toward the east at
a ratio of approximately 7:1 (horizontal to vertical). Maximum
relief across the site is approximately 16 feet.
' The existing single- family residence is to remain while an existing
detached garage structure and adjacent wood decks located on the
' north side of the property, as well as some concrete patio areas
and block retaining walls at the rear of the existing residential
structure are to be removed.
t PROPOSED DEVELOPMENT
It is our understanding that proposed development consists of the
' addition of a two - story, wood -frame living area and garage
structure and several retaining walls. We understand that the
structure will be founded on conventional continuous /spread
' footings with slab -on -grade floors. Building loads are expected to
be typical for this type of relatively light construction. The
grading plans for the proposed development indicate that the upper
' rear yard portion of the lot will be lowered in elevation from 1 to
6 feet.
r SUBSURFACE EXPLORATION
Subsurface exploration consisted of excavating one test pit 6 feet
' in depth. The test pit was hand - excavated. The approximate
location of the test pit is shown on the attached Plot Plan, Figure
1.
1
HETHERINGTON ENGINEERING, INC.
GEOTECHNICAL INVESTIGATION
Project No. 628.1
January 16, 1991
' Page 3
The test pit was continuously logged during excavation by an
1 engineer from this office, who visually classified the soil
(Unified Soil Classification System), and obtained bulk and
relatively undisturbed samples for laboratory testing. The Test
Pit Log is presented on Figure 3.
' LABORATORY TESTING
Laboratory tests were performed on the samples obtained during the
subsurface exploration. Tests performed consisted of the
following:
• Dry Density /Moisture Content (ASTM: D 1188)
' o Expansion (ASTM: D 4829)
• Direct Shear (ASTM: D 3080)
' Results of the dry density and moisture content determinations are
presented on the Test Pit Log, Figure 3. The remaining laboratory
' test results are presented on Figure 4.
' SOIL AND GEOLOGIC CONDITIONS
,
1. Geologic Setting
The subject site lies within a stretch of coastal hills that
are characterized by numerous marine terraces of Pleistocene
age that extend from inland areas of higher elevation and
descend generally west - southwest in a "stairstep" fashion down
t to the present day coastline. In particular, the site lies on
a portion of marine terrace referred to as the Palomar terrace
(Eisenberg 1983) which extends over a majority of the upper
' elevations of the coastal hills west of Interstate 5 in the
Encinitas area. This area, and that of the subject property,
is contained within the west - central portion of the USGS
' Encinitas 7 -1/2 minute quadrangle.
The subject property is underlain entirely by terrace deposits
' of the Pleistocene age Bay Point Formation and surficial
materials derived from this formation. Minor fill probably
exists behind the existing retaining walls. Surficial
' materials exposed on -site consist of a thin layer of fill soils
HETHERINGTON ENGINEERING, INC.
GEOTECHNICAL INVESTIGATION
Project No. 628.1
January 16, 1991
Page 4
' overlying a thin topsoil layer which exists above the terrace
deposits. Bay Point Formation sediments were deposited in
' marine and non - marine environments during ancient sea level
fluctuations. No evidence of bedding, faulting, or groundwater
was observed in the test pit.
' 2. Geologic Units
a. Fill Soils - A thin veneer of fill soils overlies the
' raised rear portion of the lot to a depth of approximately
1 foot. The material consists of moist, loose to medium
dense silty sand with minor amounts of debris. This
' material is most likely derived from on -site soils. This
material is not suitable for support of structures or
improvements in its present condition.
' b. Topsoil - Underlying the fill soils, the subject property
is covered by a relatively thin layer of surficial soils
which have been derived from Bay Point Formation
sediments. This material consists primarily of porous, dry
to moist, loose to medium dense, tan and gray -brown silty
fine - grained sand. The thickness of this soil was observed
' to be approximately 1 -1/3 feet. This material is not
suitable for support of structures or improvements in its
present condition.
C. Bay Point Formation - The entire site is underlain by
terrace deposits of the Pleistocene age Bay Point
Formation. As observed, these sediments consist primarily
' of slightly porous, slightly moist, medium dense to dense,
orange -brown silty fine to medium - grained sand.
3. Groundwater
No groundwater was observed in the test pits during our
investigation. It should be noted, however, that fluctuations
' in the amount and level of groundwater may occur due to
variations in rainfall, irrigation, and other factors which may
not have been evident at the time of our field investigation.
I ,
HETHERINGTON ENGINEERING, INC.
GEOTECHNICAL INVESTIGATION
Project No. 628.1
January 16, 1991
' Page 5
SEISMICITY
' The site is within the seismically active southern California
region. There are, however, no active or potentially active faults
' located within or adjacent to the site. Active and potentially
active fault zones within the general site region include the
offshore extension of the Rose Canyon and the inland Elsinore,
' which are located approximately 3 miles and 26 miles from the site
respectively. Strong ground motion could also be expected from
earthquakes occurring along the San Jacinto and San Andreas fault
zones which lie northeast of the site at distances of approximately
' 50 miles and 72 miles, respectively. The San Clemente fault, which
lies approximately 52 miles southwest of the site, could also cause
strong ground motion.
' Seismic risks on -site are limited to ground shaking during seismic
events on active faults in the region. The geographic relation-
' ships between faults and the site are shown on the attached
Regional Fault Map, Figure 2.
The following table lists the known active and potentially active
faults which would have the greatest impact on the site.
Maximum Probable
Earthquake Estimated Bedrock Acceleration
Fault (Moment Magnitude) Peak Repeatable
' Rose Canyon 6.5 0.55g 0.36g
(3 miles SW)
' Elsinore 7.0 0.188 0.18g
(26 miles NE)
SEISMIC EFFECTS
1. Ground Acceleration
' The most significant probable earthquake event to effect the
property, would be a 6.5 magnitude earthquake on the Rose
' Canyon fault. Potentially, repeatable horizontal ground
acceleration on the order of 0.36g is possible with a duration
of strong ground motion exceeding 25 seconds. Peak
' (instantaneous) accelerations would be higher.
HETHERINGTON ENGINEERING, INC.
1
' GEOTECHNICAL INVESTIGATION
Project No. 628.1
January 16, 1991
Page 6
2. Liquefaction
' Liquefaction is not a potential due to the dense underlying
terrace deposits and lack of shallow groundwater.
' 3. Landsliding
Seismically induced landsliding is not considered a site hazard
due to the gently sloping ground that characterizes the
property.
4. Ground Rupture
Fault rupture on -site is not likely. However, ground cracks
are possible during future seismic events, throughout southern
' California.
' CONCLUSIONS AND RECOMMENDATIONS
1. General
' The proposed development is feasible from a geotechnical
standpoint. Grading and foundation plans should take into
account the appropriate geotechnical features of the site.
' 2. Site Grading
' Prior to grading, the site should be cleared of obstructions
and debris and stripped of vegetation. Holes resulting from
the removal of buried obstructions which extend below finished
' site grades should be backfilled with compacted fill. In the
event that abandoned cesspools, septic tanks or storage tanks
are discovered during demolition or grading, they should be
removed and backfilled in accordance with local regulations.
Existing utility lines should be removed and capped in
accordance with the local requirements. One test pit was
excavated during our investigation. If the test pit is
' encountered in a building or pavement area it should be filled
with lean concrete or backfilled with compacted fill before
proceeding with the construction.
' Existing topsoil and fill (surficial and retaining wall
backfill) should be removed down to dense undisturbed terrace
deposits in areas to support structural improvements. Proposed
' grading consists almost entirely of cut which will likely
HETHERINGTON ENGINEERING, INC.
' GEOTECHNICAL INVESTIGATION
Project No. 628.1
January 16, 1991
' Page 7
' remove most topsoil /fill. Any topsoil /fill extending below
finished grade should be removed and replaced as compacted
fill. Final removal depths should be determined and verified
by the Geotechnical Engineer during grading.
' Following the removals, all areas to receive fill should be
scarified to a depth of 6 to 8-inches, brought to near optimum
moisture conditions and compacted to at least 90 percent
relative compaction.
Fill should be compacted by mechanical means in uniform
' horizontal lifts of 6 to 8 inches in thickness. All fill
should be compacted to a minimum relative compaction of 90
percent based upon ASTM: D 1557. The on -site materials are
-' suitable for use as compacted fill. Rock fragments over 6
inches in dimension and other perishable or unsuitable
materials should be excluded from the fill. All grading and
compaction should be inspected and tested as necessary by the
Geotechnical Engineer.
3. Foundation and Slab Recommendations
The proposed addition may be supported on conventional
continuous footings bearing in either compacted fill soils or
' dense undisturbed terrace deposits. Footings should extend to
a minimum depth of 18- inches into suitable bearing materials.
Footings located adjacent to utility trenches should extend
below a 1:1 plane projected upward from the inside bottom
corner of the trench. Continuous footings should be reinforced
with a minimum of two #4 bars, one top and one bottom.
' Footings bearing as recommended may be designed for a dead plus
live load bearing value of 2000 pounds per square foot. This
value may be increased by one -third for loads including wind or
seismic forces. A lateral bearing value of 250 pounds per
square foot per foot of depth and a coefficient of friction
between foundation soil and concrete of 0.4 may be assumed.
' These values assume that footings will be poured neat against
the foundation soils. Footing excavations should be inspected
by the Geotechnical Engineer or Geologist prior to the
placement of steel to ensure that they are founded in suitable
' bearing materials.
HETHERINGTON ENGINEERING, INC.
' GEOTECHNICAL INVESTIGATION
Project No. 628.1
January 16, 1991
Page 8
Floor slabs should have a minimum thickness of 4- inches and
' should be reinforced with #3 bars spaced at 18- inches, center
to center, in two directions, and supported on chairs so that
the reinforcement is at mid - height in the slab. In areas where
moisture sensitive floor coverings are planned, slabs should be
underlain by at least 2- inches of clean sand over a 6 -mil
plastic moisture barrier.
' Prior to placing concrete, the slab subgrade soils should be
thoroughly moistened.
' 4. Retaining Walls
Retaining walls free to rotate (cantilevered walls) should be
designed for an active pressure of 35 pounds per cubic foot,
equivalent fluid pressure, assuming level backfill consisting
of on -site soils. Walls restrained from movement at the top
should be designed for an additional uniform soils pressure of
' 8xH pounds per square foot where H is the height of the wall in
feet. Any additional surcharge pressure behind the wall should
be added to these values. Retaining wall footings should be
designed in accordance with the previous building foundation
recommendations. Retaining walls should be provided with
adequate drainage to prevent buildup of hydrostatic pressure
t and should be adequately waterproofed.
5. Trench and Retaining Wall Backfill
' All trench and retaining wall backfill should be compacted to
at least 90 percent relative compaction and tested by the
Geotechnical Engineer.
' 6. Site Drainage
The following recommendations are intended to minimize the
potential adverse effects of water on the structure and
appurtenances.
' a. Consideration should be given to providing structures with
roof gutters and downspouts;
' b. All site drainage should be directed to the street. This
may be accomplished through area yard drains or through
sheet drainage towards the street;
HETHERINGTON ENGINEERING, INC.
' GEOTECHNICAL INVESTIGATION
Project No. 628.1
January 16, 1991
' Page 9
'
C. No landscaping should be allowed against the structure.
Moisture accumulation or watering adjacent to foundations
can result in deterioration of wood /stucco and may effect
footings;
' d. Irrigated areas should not be over - watered. Irrigation
should be limited to that required to maintain the
' vegetation. Additionally, automatic systems must be
seasonally adjusted to minimize over - saturation potential
particularly in the winter (rainy) season;
' e. All yard and roof drains should be periodically checked to
verify they are not blocked and flow properly. This may be
accomplished either visually or, in the case of subsurface
' drains, placing a hose at the inlet and checking the outlet
for flow.
' 7. Grading and Foundation Plan Review
Final grading and foundation plans should be reviewed by the
Geotechnical Consultant to confirm conformance with the
' recommendations presented herein or to modify the recommen-
dations as necessary.
' LIMITS OF INVESTIGATION
t The conclusions and recommendations contained in this report are
based on site conditions as they existed at the time of our
investigation. If different subsurface conditions from those
anticipated are observed or appear to be present in excavation, the
t Soils Engineer and Geologist should be promptly notified for review
and reconsideration of recommendations.
Our investigation was performed using the degree of care and skill
ordinarily exercised, under similar circumstances, by reputable
Soils Engineers and Geologists practicing in this or similar
' localities. No other warranty, express or implied, is made as to
the conclusions and professional advice included in this report.
HETHERINGTON ENGINEERING, INC.
' GEOTECHNICAL INVESTIGATION
Project No. 628.1
January 16, 1991
' Page 10
' This op portunity to be of service is appreciated. If you have an
PP Y PP Y Y
questions, please call.
Very truly yours,
' HETHERINGTON ENGINEERING, INC.
E INGTON /AUXLA. BOGSETH
' Civil ngin r
chni 30� Certified Enginee ist 1153
Geotec Eng - lfwb `" (expires 6/30/
(both ex ire 3f �?�9 . '� P
MDH /ss
cc: 2 -Addr €e 397'ar`.
Attachments Exp. 56ie
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HETHERINGTON ENGINEERING, INC.
' REFERENCES
' Eisenberg, Leonard I., 1983, Pleistocene Faults and Marine
Terraces, Northern San Diego County, In "On the Manner of
Deposition of the Eocene Strata in Northern San Diego County,"
San Diego Association of Geologists, Edited by Patrick L.
Abbott, 1985.
Hetherington Engineering, Inc., January 24, 1990, Geotechnical
' Investigation and Percolation Testing, Proposed Single - Family
Residence, Parcel 1 of Lot 1, Block 7, Map 1776, Leucadia,
California.
' Jennings, C.W., 1975, Fault Map of California, California Division
of Mines and Geology,. Geologic Data Map No. 1.
' Kennedy, Michael P., 1975, Geology of the San Diego Metropolitan
Area, California, Section A (Western San Diego Metropolitan
Area), California Division of Mines and Geology, Bulletin 200.
' Ploessel and Slossen, 1974, Repeatable High Ground Accelerations
from Earthquakes, California Geology, September 1974.
' Seed and Idriss, 1982, Ground Motion and Soil Liquefaction During
Earthquakes, EERI Nomograph.
HETHERINGTON ENGINEERING, INC.
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1
PROJECT NO. 628.1 1 FIGURE NO.
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KET IKERINGTON ENGINEERING CONNELL PROPERTY
t GEOTECHNICAL CONSULTANTS
PROJECT NO. 628.1 I FIGURE NO. 2
' BACKHOE COMPANY: Hetherington BUCKET E:
g UC ET SIZ Hand Pit DATE: 1/8/91
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..
W � ► D z U ci SOIL DESCRIPTION
W� <1 C z W} z u H Z„ H N TEST PIT No. TP -1 ELEVATION:
' °" mcso� oo a r-c c
0 SM FIL L - Brown and dark brown slightly silty sand, slightly moist
SM to moist, loose in upper 6 inches then medium dense; some
' minor debris, roots and rootlets
SM TOPSOIL Gray brown slightly silty sand, dry to slightly moist,
loose to medium dense; found iron sewer pipe in sidewall at
' a depth of 16 inches
TERRACE DEPOSITS Orange brown silty sand, grades to fine
5 114.5 3.6 to medium sand from 4 feet, slightly moist, medium dense to
' dense, slightly porous, rootlets
Total depth: 6.0 feet
No water
No caving
10
' 15
1
' LOG OF TEST PITS
Connell Property
HETHERINGTON ENGINEERING 1231 Hygeia Avenue, Leucadia
'' GEOTECHNICAL CONSULTANTS PROJECT NO. 628.1 I FIGURE NO. 3
1
1
' LABORATORY TEST RESULTS
' EXPANSION
(UBC 29 -2)
Initial Compacted Final Volumetric
' Sample Moisture Dry Density Moisture Swell Expansion Expansive
Location M (pcf) (%) M Index Potential
' TP -1 @ 5 -1/2' 8.0 116.9 12.9 0 0 Very Low
' DIRECT SHEAR
(ASTM: D 3080)
Sample Cohesion Angle of Internal
' Location (psf) Friction (degrees) Remarks
TP -1 @ 4' 0 35 Remolded to 114.5 pcf
' saturated, drained
1
Figure No. 4
' Project No. 628.1
1
GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Proposed Single- Family Residence
' Parcel 1 of Lot 1, Block 7, Map 1776
' fcrrn.°a
1 OFC 1 19�!J r
1
1
1
1
1
1 •
' GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Proposed Single- Family Residence
Parcel 1 of Lot 1, Block 7, Map 1776
Leucadia, California
HETHERINGTON ENGINEERING, INC.
HETHERINGTON ENGINEERING, INC.
GEOTECHNICAL CONSULTANTS
t
January 24, 1990
Project No. 451.1
David and Tracy Connell
1231 Hygeia Avenue
Leucadia, CA 92024
Subject: GEOTECHNICAL INVESTIGATION
' AND PERCOLATION TESTING
Proposed Single - Family Residence
Parcel 1 of Lot 1, Block 7, Map 1776
Leucadia, California
Dear Mr. & Mrs. Connell:
' In accordance with the request of Mr. Jeff Fernald, we have
performed a geotechnical investigation at the subject site. Our
investigation was performed in January 1990. The purpose of our
' investigation was to evaluate the property with respect to
geotechnical conditions, and to provide recommendations for site
grading and building foundation design. Percolation testing was
' also performed to provide data for on -site disposal of storm water
using shallow horizontal seepage pits. To assist with our
investigation, we were provided with a general site plan.
' With the above in mind, our scope of services included the
following:
' o Review of available soil and geologic reports for the site and
vicinity (see References);
' o Two backhoe excavations for visual observation, and soil
sampling;
o Two additional backhoe excavations for percolation testing;
' o Laboratory testing of samples obtained;
' o Engineering and geologic analyses of the data; and,
o The preparation of this report presenting our findings,
' conclusions and recommendations.
5245 AVENIDA ENCINAS • SUITE G • CARLSBAD, CALIFORNIA 92008. • (619) 931.1917
' GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Project No. 451.1
' January 24, 1990
Page 2
' SITE DESCRIPTION
The subject site, described as Parcel 1 of Lot 1 of Block 7 of Map
' 1776 in the City of Encinitas, consists of a rectangular shaped
approximately 8,000 square foot vacant lot (see Plot Plan, Figure
2). The site is bounded by Hygeia Avenue on the west, Parcel 3 of
the same Lot on the south, Parcel 2 of the same Lot on the east,
' and a residential property to the north. Adjacent Parcels 2 and 3
currently contain single family residences. Topographically, the
site consists of gently sloping ground descending at a ratio of
' approximately 7:1 (horizontal to vertical) toward the west.
Maximum relief across the site is approximately 15 feet.
' An approximately 3 feet high CMU (masonry) retaining wall runs
north -south near the middle of the site.' A lawn area currently
exists east of the wall. The area west of the wall and adjacent to
Hygeia Avenue contains a few trees and shrubs, and an extensive
' stockpile of loose and dry sandy soil.
' PROPOSED DEVELOPMENT
It is our understanding that proposed development consists of a two -
story, wood - frame, single - family residence. We assume that the
' structure will be founded on conventional continuous /spread
footings with slab -on -grade floors. Building loads are expected to
be typical for this type of relatively light construction.
No grading plans for proposed development were available for review
by this office at the time of this report, consequently, exact
' grading required on -site is not 'known. We anticipate that
construction will be at about existing site grades and that any
necessary site grading will likely. consist of minor cuts and fills
on the order of 5 feet or less.
SUBSURFACE EXPLORATION
' Subsurface exploration consisted of excavating two test pits
ranging from 8 -1/2 feet to 10 -1/2 feet in depth. The test pits
were excavated with a Case 580 backhoe. The approximate locations
' of the test pits are shown on the attached Plot Plan, Figure 2.
HETHERINGTON ENGINEERING, INC.
GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Project No. 451.1
' January 24, 1990
Page 3
' The test pits were continuously logged during excavation by a
engineer from this office, who visually classified the soil
(Unified Soil Classification System), and obtained bulk and
' relatively undisturbed samples for laboratory testing. The Test
Pit Logs are presented on Figure 3.
' PERCOLATION TESTING
Two additional test pits were excavated to a depth of 4 feet. A 6-
' inch diameter hole was advanced in the bottom of the excavations to
'a depth of 5 feet. The bottom 2- inches of each hole was filled
with pea gravel and the holes were filled with water and allowed to
' pre -soak over - night. Percolation -- -tests were performed the
following day. The time for 6- inches of water to completely
percolate was recorded. The test was repeated until the recorded
time for two successive tests did not vary by more than 10
' percent. The results of the percolation tests are presented in
Figure 5.
The locations of the tests are displayed on the Plot Plan, Figure
1.
' LABORATORY TESTING
Laboratory tests were performed on the samples obtained during the
' subsurface exploration. Tests performed consisted of the
following:
' o Dry Density /Moisture Content (ASTM: D 2216)
o Maximum Dry Density /Optimum Moisture Content (ASTM: D 1557A)
o Consolidation (ASTM: D 2435).
o Expansion (ASTM: D 4829)
' o Direct Shear (ASTM: D 3080)
Results of the dry density and moisture content determinations are
' presented on the Test Pit Logs, Figure 3. The remaining laboratory
test results are presented on Figure 4.
HETHERINGTON ENGINEERING INC.
i
i GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Project No. 451.1
' January 24, 1990
Page 4
i SOIL AND GEOLOGIC CONDITIONS
1. Geologic Setting
i The subject site lies within a stretch of coastal hills that
are characterized by numerous marine terraces of Pleistocene
age that extend from inland areas of higher elevation and
i descend generally west - southwest in a "stairstep" fashion down
to the present day coastline. In particular, the site lies on
a portion of marine terrace referred to as the Palomar terrace
(Eisenberg 1983) which extends over a majority of the upper
i elevations of the coastal hills west of Interstate 5 in the
Encinitas area. This area, and that of the subject property,
is contained within the west - central portion of the USGS
i Encinitas 7 -1/2 minute quadrangle.
The subject property is underlain entirely by terrace deposits
i of the Pleistocene age Bay Point Formation and surficial
materials derived from this formation. Minor fill probably
exists behind the retaining wall. Surficial materials exposed
on -site consist of disturbed /weathered terrace deposits that
i are apparently the result of weathering and previous
agricultural use of the land west of the retaining wall, and
moist loose terrace deposits with organics east of the
i retaining wall in the lawn area. Bay Point Formation sediments
were deposited in marine and non - marine environments during
ancient sea level fluctuations. No evidence of bedding,
i faulting, or groundwater was observed in our test pits. Active
and potentially active fault zones within the general site
region include the Elsinore and Rose Canyon, which are located
approximately 28 miles and 3 miles from the site respectively.
1
2. Geologic Units
i a. Topsoil The subject property is covered by a relatively
thin layer of surficial soils which have been derived from
Bay Point Formation sediments. This material consists
i primarily of porous, dry to moist, loose to medium dense,
tan and gray -brown to orange -brown silty fine - grained
sand. The thickness of this soil was observed to be
approximately 2 feet. This material is not suitable for
' support of structures or improvements in its present
condition.
i b. Bay Point Formati - The entire site is underlain by
terrace deposits of the Pleistocene age Bay Point
Formation. dr y As observed,
t, medium sediments
dense- to.dense, primarily
range -brown
' porous,
HETHERINGTON ENGINEERING, INC.
' GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Project No. 451.1
January 24, 1990
' Page 5
' silty fine to medium - grained sand with some cementation in the
western portion of the site.
' 3. Groundwater
No groundwater was observed in the test pits during our
investigation. It should be noted, however, that fluctuations
' in the amount and level of groundwater may occur due to
variations in rainfall, irrigation, and other factors which may
not have been evident at the time of our field investigation.
SEISMICITY
' The site is within the seismically active southern California
region. There are, however, no active or potentially active faults
located within or adjacent to the site. Active and potentially
' active fault zones within the general site region include the
offshore extension of the Rose Canyon and the inland Elsinore,
which are located approximately 3 miles and 26 miles from the site
' respectively. Strong ground motion could also be expected from
earthquakes occurring along the San Jacinto and San Andreas fault
zones which lie northeast of the site at distances of approximately
50 miles and 72 miles, respectively. The San Clemente fault, which
' lies approximately 52 miles southwest of the site, could also cause
strong ground motion.
' Seismic risks on -site are limited to ground shaking during seismic
events on active faults in the region. The geographic relation-,
ships between faults and the site are shown on the attached
Regional Fault Map, Figure 1. -
The following table lists the known active and potentially active
' faults which would have the greatest impact on the site.
Maximum Probable
' Earthquake Estimated Bedrock Acceleration
Fault (Moment Magnitude) Peak Repeatable
Rose Canyon 7.0 0.598 0.38g
' (3 miles SW)
Elsinore 7.0 0.18g 0.18g
' (26 miles NE)
HETHERINGTON ENGINEERING, INC.
' GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Project No. 451.1
January 24, 1990
' Page 6
' SEISMIC EFFECTS
1. Ground Acceleration
' The most significant probable earthquake event to effect the
property, would be a 7.0 magnitude earthquake on the Rose
Canyon fault. Potentially, repeatable horizontal ground
t acceleration on the order of 0.38g is possible with a duration
of strong ground motion exceeding 25 seconds. Peak
(instantaneous) accelerations would be higher.
' 2. Liquefaction
Liquefaction is not a potential due to the dense underlying
' terrace deposits and lack of shallow groundwater.
3. Landsliding
' Seismically induced landsliding is not considered a site hazard
due to the gently sloping ground that characterizes the
' property.
4. Ground Rupture
' Fault rupture on -site is not likely. However, ground cracks
are possible during future seismic events, throughout southern
California.
CONCLUSIONS AND RECOMMENDATIONS
' 1. General
The proposed development is feasible from a geotechnical
' standpoint. Grading and foundation plans should take into
account the appropriate geotechnical._features -_of the site.
' 2. Site Grading
Prior to grading, the site should be cleared of obstructions
and debris and stripped of vegetation. Holes resulting from
' the removal of buried obstructions should be backfilled with
compacted fill. In the event that abandoned cesspools, septic
tanks or storage tanks are discovered during demolition or
' grading, they should be removed and backfilled in accordance
with local regulations. Existing utility lines should be
removed and capped in accordance with the local
1 _
HETHERINGTON ENGINEERING, INC.
' GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Project No. 451.1
' January 24, 1990
Page 7
' requirements. Four test pits were excavated during our
investigation. If the test pits are encountered in a building
or pavement area they should be filled with lean concrete or
' backfilled with compacted fill before proceeding with the
construction.
' Existing topsoil and fill (stockpile and retaining wall
backfill) should be removed down.to_ dense undisturbed terrace
deposits in areas to be graded and /or support structural
improvements. Cut /fill transition conditions should be
' eliminated by overexcavating the cut portion of the building
pad to a depth of 3 feet below finished grade to at least 5
feet outside the building area. Final removal depths should be
' determined and verified by the Geotechnical Engineer during
grading.
' Following the removals, all areas. to receive fill should be
scarified to a depth of 6 to 8 inches, brought to near optimum
moisture conditions and compacted to at least 90 percent
relative compaction.
' Fill should be compacted by mechanical means in uniform
horizontal lifts -of 6 to 8 inches -in thickness. All fill
' should be compacted to a minimum relative compaction of 90
percent based upon ASTM: D 1557. The on -site materials are
suitable for use as compacted fill. Rock fragments over 6
inches in dimension and other perishable or unsuitable
' materials should be excluded from the fill. All grading and
compaction should be inspected and tested as necessary by the
Geotechnical Engineer.
' 3. Foundation and Slab Recommendations
' The following recommendations are based on the non- expansive
nature of the existing near surface soils.
The proposed structure may be - supported on conventional
' continuous footings bearing entirely in either compacted fill
soils or dense undisturbed terrace deposits. Footings should
extend to a minimum depth of 18- inches into suitable bearing
' materials. Footings located adjacent to utility trenches
should extend below a 1:1 plane projected upward from the
inside bottom corner of the trench. All footings should be
reinforced with a minimum of two #4 bars, one top and one
' bottom.
HETHERINGTON ENGINEERING, INC.
' GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Project No. 451.1
January 24, 1990
' Page 8
Footings bearing as recommended may be designed for a dead plus
' live load bearing value of 2000 pounds per square foot. This
value may be increased by one -third for loads including wind or
seismic forces. A lateral bearing value of 250 pounds per
' square foot per foot of depth and a coefficient of friction
between foundation soil and concrete of 0.4 may be assumed.
These values assume that footings will be poured neat against
' the foundation soils. Footing excavations should be inspected
by the Geotechnical Engineer or Geologist prior to the
placement of steel to ensure that they are founded in suitable
bearing materials.
' Floor slabs should have a minimum thickness of -4- inches and
should be reinforced with #3 bars spaced at 24 -inc es, cen er
' to center, in two directions, and suppox on chairs so that
the reinforcement is at mid - height in the slab. In areas where
moisture sensitive floor coverings are planned, slabs should be
underlain by at least 2- inches of lean san over a 6 -mil
' plastic moisture barrier.
Prior to placing concrete, the slab subgrade soils should be
' thoroughly moistened.
4. Retaining Walls
' Retaining walls free to rotate (cantilevered walls) should be
designed for' an active pressure of 35 pounds per cubic foot,
equivalent fluid pressure, assuming level backfill consisting
' of on -site soils. Walls restrained from movement at the top
should be designed for an additional uniform soils pressure of
8xH pounds per square foot where H is the height of the wall in
' feet. Any additional surcharge pressure behind the wall should
be added to these values. Retaining wall footings should be
designed in accordance with the previous building foundation
recommendations. Retaining walls should be provided with
' adequate drainage to prevent buildup of hydrostatic pressure
and should be adequately waterproofed.
1 _
5. Trench and Retaining Wall Backfill
All trench and retaining wall backfill should be compacted to
' at least 90 percent relative compaction and tested by the
Geotechnical Engineer.
HETHERINGTON ENGINEERING, INC.
' GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Project No. 451.1
' January 24, 1990
Page 9
' 6. Site Drainage
The on -site soils are sandy in nature and thus susceptible to
' erosion. The following recommendations are intended to
minimize the potential adverse effects of water on structures
and appurtenances.
' a. Consideration should be given to providing structures with
roof gutters and downspouts;
' b. All site drainage should be directed away from structures.
On -site terrace deposits are sandy in nature and are
erodible if exposed to concentrated drainage.
' c. No landscaping should be allowed' against foundations.
Moisture accumulation or watering adjacent to foundations
can result in deterioration of-wood/stucco and may effect
foundation performance;
d. Irrigated areas should not be over - watered. Irrigation
' should be limited to that required to maintain the
vegetation. Additionally, automatic systems should be
seasonally adjusted to minimize over - saturation potential
particularly in.the winter (rainy) season;
' e. All slope, yard, and roof drains should be periodically
checked to verify they are not blocked and flow properly.
' This may be accomplished either visually or, in the case of
subsurface drains, placing a hose at the inlet and checking
the outlet for flow.
' 7. Percolation Testing
Based on the results of the percolation testing, we recommend a
' percolation rate of 10 min /in for shallow horizontal seepage
pits.
8. Grading and Foundation Plan Review
Final grading and foundation plans should be reviewed by the
Geotechnical Engineer to confirm conformance with the
' recommendations presented herein and to modify the
recommendations as necessary.
1
HETHERINGTON ENGINEERING, INC.
GEOTECHNICAL INVESTIGATION AND
PERCOLATION TESTING
Project No. 451.1
' January 24, 1990
Page 10
' LIMITATIONS
The analyses, conclusions and recommendations contained in this
report are based on site conditions as they existed at the time of
our investigation and further assume the excavations to be
representative of the subsurface conditions throughout the site.
' If different subsurface conditions from those encountered during
our exploration are observed or appear to be present in
excavations, the Geotechnical Engineer should be promptly notified
for review and reconsideration of recommendations.
Our investigation was performed using the degree of care and skill
ordinarily exercised, under similar circumstances, by reputable
Geotechnical Engineers practicing in this or similar localities.
No other warranty, express or implied, is made as to the
conclusions and professional advice included in this report.
' This opportunity to be of service is appreciated. If you have any
questions, please call.
' Very truly yours,
' HETHERINGTON ENGIN ERING, INC.
R D. GTON CHRIS HOSKIN
' ivil E n 30488 Staff Engineer
Geotechnica gineer 397
(both expir 3/31/92)
ROE S/p
c �
No. 397 z
Exp. Date
sl�l Of CAUf ��
.
HETHERINGTON ENGINEERING, INC.
t REFERENCES
Eisenberg, Leonard I., 1983, Pleistocene Faults and Marine
' Terraces, Northern San Diego County, In "On the Manner of
Deposition of the Eocene Strata in Northern San Diego County,"
San Diego Association of Geologists, Edited by Patrick L.
' Abbott, 1985.
Jennings, C.W., 1975, Fault Map of California, California Division
of Mines and Geology,. Geologic Data Map No. 1.
Kennedy, Michael P., 1975, Geology of the San Diego Metropolitan
Area, California, Section A (Western San Diego Metropolitan
Area), California Division of Mines and Geology, Bulletin 200.
Ploessel and Slossen, 1974, Repeatable High Ground Accelerations
' from Earthquakes, California Geology, September 1974.
Seed and Idriss, 1982, Ground Motion and Soil Liquefaction During
Earthquakes, EERI Nomograph.
H
t
HETHERINGTON ENGINEERING, INC..
1
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\\\\\\\\ \\\\\\\\\\\ \\\\\\\\\\\\\\\\\\\\
\\\\\\\ \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\
i A2,1 \\\\\\\\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\
\\\\\\\\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\
\\\\\\\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\
\ \ \ \ \ \ \ \ \ \ \\ \ \ \ \ \ \\
\ \ \ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \\
\ \ \ \ \ \\
\ \ \ \ \ \\ -EXISTING GARAGE
\ \ \ \ \ \\ I I (TO BE REMOVED)
m TP \ \ \ \ \ \\
\\\ \ \\
\ — J
I \ \ \ \ \ \ \ \ a\ \ \ \\
\ \ \ \ \ \ \ \ \\ \ \ \\
\ \ \ \ \ \ \ \ \\ \ \ \\
PROPOSED RESIDENCE \ \ \ \ \ \ \ \ \\ \ \\
RETAINING WALL \ \ \ \ \ \ \ \ \\ \ \\
\\\\\\\\\\ \\
\ \ \ \ \ \ \ \ \\ \\
\ \ \ \ \ \ \ \ \\ \
PARCE \1\\\\\\\
TP -2
1 P -2 \ \ \ \ \ \ \ \ \ \ \\
\ \ \ \ \ \ \ \ \\ \
\ \ \ \ \ \ \ \ \\
1 HYGEIA AVENUE
1 LEGEND
APPROXIMATE LOCATION
1 TP -2 OF TEST PIT
APPROXIMATE LOCATION SCALE: V=20'
P2 OF PERCOLATION TEST
PLOT PLAN
CONNELL PROPERTY
HETHERINGTON ENGINEERING
' GEOTECHNICAL CONSULTANTS PROJECT NO. 451.1 I FIGURE NO. 1
i
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' NOT TO SCALE
' REGIONAL FAULT MAP
KETKERIiw'GTOK EKGIREERIR
CONNELL PROPERTY
' GEOTECHNICAL CONSULTANTS PROJECT NO. 451.1 ( FIGURE NO. 2
' BACKHOE COMPANY: Bob Welch BUCKET SIZE: 18" DATE: 1 4 90
W ►►-
o J �� } cc w TES PIT NO. 1 ELEVATION lol- Cr
wUj Uj m Zw 0z �Z _JN
F-
° `� c o 2 0 SOIL DES- CRI.PTION
' 0 TOPSOIL: Dark gray - brown silty fine sand with
SM
organics, moist, loose, porous
'
107.3 7.0 SM TERRACE DEPOSITS: Orange -brown silty fine sand,
moist, medium dense, porous
rootlets to 5'
' S 107.0 4.9
116.1 6 . 9
' grades to silty fine to medium sand, moist, dense
SM
' 119.8 8.2
10
' Total Depth 10h'
No Groundwater
No Caving
' 15
' TEST PIT NO. 2 ELEVATION 92 '
0
M TOPSOIL: Tan silty fine sand, dry, loose, weathered
gray -brown to orange -brosn silty fine sand, dry to
t damp, medium dense, few rootlets, porous
112.5 2.3 M
TERRACE DEPOSITS: orange - brown silty fine sand, dry
' to damp, dense, some cementation, porous
5 104.5 5.8
' 116.9 5.0
t 114.8 5.6
' 10
Total Depth 8h'
No Groundwater
' Caving in upper 1'
' 1b
LOG OF TEST PITS
' HETHERINGTON ENGINEERING C onnell Property
GEOTECHNICAL CONSULTANTS PROJECT NO. 451 I FIGURE NO 3
1
' LABORATORY TEST RESULTS
MAXIMUM DRY DENSITY /OPTIMUM MOISTURE__CONTENT
(ASTM: D 1557A)
Maximum Optimum
' Sample Dry Density Moisture Content
Location Description (pcf) ( %)
' TP -1 @ 4' Orange -brown silty fine sand 125.5 9.0
' EXPANSION
(UBC 29 -2)
' Initial Compacted Final Volumetric
Sample Moisture Dry Density Moisture Swell Expansion Expansive
Location M (pcf) ( %) ( %) Index Potential
' TP -1 @ 1' 10.5 112.5 13.7 0 0 Very Low
' DIRECT SHEAR
(ASTM: D 3080)
' Sample Cohesion Angle of Internal
Location (psf) Friction (degrees) Remarks
' TP -1 @ 4' 0 36 Remolded to 90 %,
saturated
' HYDROCONSOLIDATION
(ASTM: D 2435)
' Vertical Vertical
In -situ In -situ Final Overburden Volumetric
' Sample Moisture Dry Density Moisture Pressure Strain
Location (%) (pcf) (- (psf) (%)
' TP -1 @ 9' 8.2 120 15.1 500 -0.8
TP -2 @ 8' 5.6 115 15.8 500 -1.4
1
' Figure No. 4
Project No. 451.1
1
1
1 FIELD TEST RESULTS
1 PERCOLATION TESTING
(per County of San Diego Department of Health
"Method of Making the Percolation Test ")
1 Percolation Rate
Test Location (min /inch)
1 P -1 4
i P - 1 8
1
1
i
i
1
1
1
1 Figure No. 5
Project No. 451.1
i