1991-1183 C/G/H/J/R/U
Street Address
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Serial #
Category
-rm !9-1-7 'b
Name
Description
Plan ck. #
Year
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FINAL SOILS AND GEOLOGIC REPORT, MASS GRADING
VILLA BLANCA DEVELOPMENT, APN 258-112-29
REQUEZA STREET, CITY OF ENCINITAS, CALIFORNIA
FOR
FAIRFIELD DEVELOPMENT
11189 SORRENTO VALLEY ROAD, SUITE 103
SAN DIEGO, CALIFORNIA 92121
W.O.1761-5D JANUARY 26,1995
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[2~l~lliUW~\ID
'JAM 26 1995
ENGINEERING SERVICES
CITY OF ENCINITAS
GeoSoils, Inc.
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PURPOSE OF EARTHWORK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1
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GEOLOGIC UNITS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1
Artificial Fill .................................................... 2
Topsoil/Alluvium. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2
Bedrock. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2
EARTHWORK CONSTRUCTION ......................................... 2
Preparation of Existing Ground . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2
Fill Placement .................................................. 3
Field Testing ................................................... 4
Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4
Expansive Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5
FOUNDATION RECOMMENDATIONS ..................................... 5
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5
Post-Tensioned Slabs ............................................ 5
RETAINING WALLS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Cantilevered Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Wall Backfill and Drainage ...................................... 7
APPURTENANT STRUCTURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
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DEVELOPMENT CRITERIA ........................................... 8
Landscape Maintenance and Planting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8
Additional Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8
Difficulty of Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Perimeter Grade Beam or Footing Trench Excavation . . . . . . . . . . . . . . . . . . . .. 9
Trenching ..................................................... 9
Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9
Trench Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9
REGULATORY COMPLIANCE ........................................... 10
PLAN REVIEW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 10
GeoSoils, Inc.
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Geotechnical. Geologic' Environmental
5741 PalmerWay . Carlsbad,California92008 . (619)438-3155 . FAX(6'19)931-0915
January 26, 1995
WO.1761-SD
FAIRFIELD DEVELOPMENT
11189 Sorrento Valley Road, Suite 103
San Diego, Califomia 92121
Attention:
Mr. Pete Davis
Subject:
Final Soils and Geologic Report, Mass Grading
Villa Blanca Development, APN 258-112-29
Requeza Street, City of Encinitas, Califomia
Gentlemen:
This report presents a summary of the engineering testing services and geologic observations
provided by GeoSoils, Inc. during the earthwork phase of development for the Villa Blanca
development, located in the City of Encinitas, Califomia. Grading occurred intermittently from
October 14, 1994 through December 12, 1994.
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PURPOSE OF EARTHWORK
The purpose of earthwork was to construct relatively level building pads for the proposed single
family residences and to attain the desired grades within the associated access road and open
space areas. We anticipate that one and/or two-story wood frame residential structures, with
typical dead and live foundation loading conditions, are to be constructed. Earthwork
recommendations were based upon our Preliminary Geotechnical Study for the site (GeoSoils,
Inc., 1989), Preliminary Cribwall Construction Recommendations (GeoSoils, Inc., 1994), and
observations made during earthwork construction.
GEOLOGIC UNITS
Geologic conditions encountered during grading were frequently observed by our staff geologists.
Removals, fill keys, and general grading procedures of the contractors were included in these
observations.
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FAIRFIELD DEVELOPMENT
W.O. 1761-50
JANUARY 26, 1995
PAGE 2
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Artificial Fill
Previously existing artificial fill material was encountered near the northeast corner of the site,
along the western property line, and along the access road (Villa Blanca Court) toward the
southeast portion of the project (GeoSoils, Inc., 1989). This material was considered unsuitable
for structural support and was removed in both cut and fill areas.
TODSoil/Alluvium
Naturally occurring surficial soils (i.e., topsoil and/or alluvium), where encountered, were removed
to competent material both in fill and cut areas.
Bedrock
Formational materials underlying the site have previously been identified as belonging to the
Sweitzer Formation (terrace deposits) and Torrey Sandstone (GeoSoils, Inc., 1989). Bedrock
materials encountered during grading consisted of light gray to light brown silty sandstone, which
was dense to very dense. The bedrock observed was generally massive, with no discernable
bedding structure noted. In general, bedding in this area is rather flat-lying with undulatory
surfaces.
EARTHWORK CONSTRUCTION
PreDaration of Existina Ground
1. Deleterious materials, such as concentrated organic matter and miscellaneous debris,
were removed from the site. This included razing previously existing structures,
foundation systems, and appurtenant utilities. Two septic tanks, associated with the
previously existing site structures, were removed and backfilled with onsile materials.
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2. Loose and compressible material (i.e. existing artificial fill, topsoil, alluvium and highly
weathered bedrock) were removed in all areas to receive fill. All such removals were
observed by a representative of this office.
3. After completing removals, the exposed surface was scarified, moisture conditioned as
required to achieve adequate moisture content, and compacted prior to placing any fill.
4. Fill slope key excavations for the slope constructed at the northeast and northwest
corners of the site (northeast of Lot 7, and northwest of Lot 11), were excavated a
minimum of 2 feet in depth and 15 feet in width into competent bedrock materials. These
keys were also tipped a minimum 1 foot into slope. This procedure was also followed for
the fill slope constructed along the southwest side of a portion of Villa Blanca Court (see
Plate I).
5. Foundation excavations for cribwalls (to be discussed later) constructed along the
western portion of the property, were excavated into competent bedrock material and
tilted back into slope, with the exception of two areas where fills were placed due to .
topographic irregularities. These fills were generally less than two feet in height, and
compacted to a minimum of 94 percent relative compaction.
GeoSoils, Inc.
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FAIRFIELD DEVELOPMENT
W.O. 1761-50
JANUARY 26,1995
PAGE 3
II
Fill Placement
1. Fill soils were derived from onsite materials. These excavated materials were placed in
thin lifts, moisture conditioned as necessary to achieve adequate moisture content, and
compacted to a minimum of 90 percent of the laboratory standard.
2. Fill materials were placed in accordance with the recommendations presented in our
referenced preliminary report.
3. The approximate maximum depth offill placed onsite is on the order of 12 :tfeet, located
toward the northeast side of Lot 7 and along the western edge of Lot 12.
4. Fill placed on surfaces having a slope gradient steeper than 5: 1 (horizontal to vertical)
were keyed and benched into bedrock.
5. Pad areas exposing cut/fill transitions were overexcavated a minimum 2.5 feet then
scarified at least 1 foot. This overexcavation was performed a minimum of 5 feet outside
of currently proposed building footprints for lots 1 through 6 (see Plate 1). The remaining
fill lots (lots 7,11-18), maintain a minimum fill cap of at least 3 feet across the entire pad
area.
6. Lots 8, 9, 10, and the majority of Lot 11 are cut lots. It was the decision of the
construction superintendent to allow the transition on Lot 11 to remain.
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7. Due to construction constraints, a small (up to 6:t feet in vertical height) fill slope was
constructed at gradients of up to 1.5: 1 (horizontal to vertical). This fill slope is
approximately 120 :tfeet long, and located along the southwest edge of Villa Blanca Court
(station 11 +90 to 13+10, see Plate I).
This slope was constructed using a soil cement mixture, of approximately 5% by volume,
in order to improve the long term performance of this fill slope area.
Mixing of the materials was accomplished in the field with earthwork equipment. The
concrete treated soils were placed in 4 to 8 inch lifts and compacted to at least 90
percent relative compaction at optimum moisture content(s) or above.
8. Fill was also placed within individual cells of the cribwalls constructed along the western
edge ofthe property. Gas powered hand tampers were utilized to compact the fill placed
in these walls. Geo-grid, as well as pipe, gravel and filter fabric backdrains were placed
behind the cribwalls constructed onsite as per recommendations provided in our
referenced report (GeoSoils, Inc., 1994).
Fill SlaDes
1. Compaction on the face of fill slopes was achieved by overbuilding the respective slope,
and cutting it back to final configuration.
GeoSoils, Inc.
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FAIRFIELD DEVELOPMENT
W.O. 1761-5D
JANUARY 26,1995
PAGE 4
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2. Exposed slopes should be planted with deep rooting, drought resistant vegetation as
soon as possible after construction to control erosion and aid in surficial stability.
Irrigation for planted areas on the slopes should be minimized to just support the
vegetation and avoid developing artificial groundwater accumulations.
3. All slopes are considered grossly and surficially stable and should remain so under
normal conditions of rainfall, provided an adequate program of landscaping and
maintenance is followed.
Field Testina
1. Field density tests were performed using the sand cone method (ASTM 0-1556-90) or
nuclear density methods (ASTM 0-2922-81, and 3017-88). The estimated locations of
the field density tests are shown on the Compaction Test Location Map, Plate 1, which
utilizes the 1"=30' scale grading plan provided by Precision Survey & Mapping.
2. The test results are enclosed as Table I at the end of this report.
3. Field density tests were taken at periodic intervals and random locations to check the
compaction efforts of the contractors. Where test results indicated less than the
recommended compaction, the contractor was notified and the area was reworked until
retesting indicated the minimum standards were obtained. Based on the grading
operations observed, the test results herein are considered representative of the
compacted fill.
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4. For the cribwalls, compaction testing was performed at 1 foot intervals and at horizontal
spacings of between 25 to 50 feet as the cells were filled. Extensive
probing/observations of this fill/fill placement was also performed.
5. Visual classification of the soils in the field was the basis for determining which maximum
density value to use for a given density test.
Laboratory Testinq
The laboratory maximum dry density and optimum moisture content for each of the major soil
types were determined in general conformance with ASTM test method 0-1557-91. The
following table presents the results:
SOIL TYPE MAXIMUM DRY DENSITY OPTIMUM MOISTURE
(pet) CONTENT(%)
A-Light brown silty SAND 124.5 11.0
B-Yellow brown silty SAND 125.5 10.0
C-Yellow brown silty SAND 126.5 11.0
GeoSoils, Inc.
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FAIRFIELD DEVELOPMENT
W.O. 1761-50
JANUARY 26,1995
PAGE 5
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EXDansive Soils
1. Expansive soil conditions have been evaluated for the 18 building pads across the site.
Representative samples of the soils near pad grade were recovered for classification and
expansion testing.
2. Expansion Index tests were performed on representative samples collected in general
conformance with Standard 18-2 of the Uniform Building Code.
3. Based on expansion test data, very low expansion potential soils (E.!. less than 20) exist
at finish pad grades on all lots.
FOUNDATION RECOMMENDATIONS
General
It is our understanding that post-tensioned slab designs are to be used for residential structures
at the site. Therefore, previously submitted recommendations for conventional foundation design
parameters may be used for retaining wall construction only. Should conventional foundation
designs be desired for residential structures, they can also be found in our Preliminary
Geotechnical Study for the site (GeoSoils, Inc., 1989). Retaining wall recommendations are
reiterated in this report, following post-tension design recommendations.
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Post-Tensioned Slabs
Post-tensioned slab designs are proposed for support of the proposed structures. The
information and recommendations presented below are not meant to supersede design by a
registered structural engineer or civil engineer familiar with post-tensioned slab design. Upon
request, GSI could provide additional input/consultation regarding soil parameters, as related to
post-tensioned slab design.
The soils parameters provided are based on the current graded condition of the lots. If these
conditions are changed the soil parameters provided should be verified or modified based on
observations and laboratory testing of the soils exposed at pad grade, subsequent to any
regrading.
A fairly common contributing factor to distress of structures using post-tensioned slabs, is a
significant fluctuation in the moisture content of soils underlying the perimeter of the slab as
compared to the center causing a "dishing" or "arching" of the slabs. To mitigate this possible
phenomenon, a combination of soil moisture conditioning and construction of a perimeter grade
beam should be employed.
Post-tensioned slabs should be designed so that the superimposed loads are distributed evenly
over the subgrade soils. Slabs should be able to span a minimum of eight feet unsupported.
To mitigate "dishing" and "arching" of the slabs, stiffened interior grade beams should be
considered.
GeoSoils, Inc.
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FAIRFIELD DEVELOPMENT
W.O. 1761-50
JANUARY 26, 1995
PAGE 6
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Field observation, as well as sampling and laboratory testing of soils obtained from finish graded
pads, indicate very low expansion potential soil conditions onsite, as determined by Expansion
Index testing performed in general accordance with Table 18-2 of the Uniform Building Code.
All lots have expansion indices of less than 20 (very low expansion potential).
Moisture content of the subgrade soils should be equal to or greater than the soils optimum
moisture content to a depth of 18 inches, prior to pouring concrete. This should be verified by
one of our field representatives. Once pre-construction testing is completed, the visqueen barrier
should be placed on the moistened soil within 48 hours and the slab should be poured within 96
hours of presaturation testing.
Perimeter grade beams should be a minimum of 12 inches deep for very low expansion potential
soil conditions as indicated in this report. The exception to this is on the western edge of the
proposed building on Lot 11, where up to 12 inches of fill was placed to achieve finish grade
(see Plate 1). In this case, se recommend that the perimeter cutoff wall be extended at least
three (3) inches into undisturbed bedrock. We estimate this to be on the order of 15 inches.
The exterior perimeter grade beams should be integrated into the slab design.
In moisture sensitive floor areas, a vapor barrier consisting of a minimum 6 mil polyvinyl chloride
membrane or equivalent should be utilized. The vapor barrier should be covered with a two inch
layer of sand to aid in uniform curing of the concrete and be placed over a two inch layer of sand
on native soils. The vapor barrier should be lapped adequately to provide a continuous water-
proof barrier under the entire slab.
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Soil related parameters for post-tensioned slab design are presented below. Post-tensioned
slabs should be designed using sound engineering practice and be in conformance with local
and/or national code requirements. These parameters take into account the anticipated
settlement at the subject site.
Allowable bearing value .............................................. 2,500
Modulus of subgrade reaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 125 pel
Differential swell Ym center (inch) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1.76
Differential swell Ym edge (inch) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.50
Foundation Settlement:
In addition to the soil parameters, the slab systems should be designed to resist angular
distortions produced by settlement. Foundation settlements are estimated to be less than 1 inch
total and 1/2 inch differential in a 20 foot span.
RETAINING WALLS
The design parameters provided below assume that low expansive soils are used to backfill
retaining walls. Low expansive site soil backfill should be provided behind walls within a zone
bounded by a one to one projection from the heal of the wall. If expansive soils are used to
backfill the proposed walls, increased active and at-rest earth pressures will need to be utilized
for retaining wall design.
GeoSoils, Inc.
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FAIRFIELD DEVELOPMENT
W.O. 1761-50
JANUARY 26,1995
PAGE 7
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Any retaining walls that will be restrained prior to placing and compacting backfill material or that
have reentrant or male comers, should be designed for an at-rest equivalent fluid pressure of
60 pet, plus any applicable surcharge loading. For areas of male or reentrant corners, the
restrained wall design should extend a minimum distance of twice the height of the wall laterally
from the corner. Building walls below grade, should be water-proofed or damp-proofed,
depending on the degree of moisture protection desired.
Cantilevered Walls
These recommendations are for cantilevered retaining walls up to 15 feet high. Active earth
pressure may be used for cantilevered retaining wall design, provided the top of the wall is not
restrained from minor deflections. An empirical equivalent fluid pressure approach may be used
to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided
in the following table for specific slope gradients of retained material. These to not include other
superimposed loading conditions such as traffic, structures, seismic events or adverse geologic
conditions.
Surface Slope of
Retained Material
Horizontal to Vertical
Equivalent
Fluid Weight
P.C.F.
Level
3 to 1
2 to 1
35
43
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For traffic loads, assuming the traffic will be within a distance H behind the wall the addition of
100 psf per foot for the upper 5 feet of wall should be added to the active pressures noted
above.
For earthquake loads on the back of the retaining wall due to the acceleration of the backfill
during seismic shaking, a seismic increment of 15H should be added to the active wall pressures
for level backfill. This value should be added as a uniform pressure where H is the height of the
backfill behind the wall. For sloping backfill the seismic increment should be added as 25 H for
slopes up to but not exceeding 2:1 (horizontal to vertical).
Wall Backfill and Drainaae
All retaining walls should be provided with an adequate backdrain and outlet system (a minimum
2 outlets per wall), to prevent buildup of hydrostatic pressures and to reduce the effects of
seepage transmission into wall joints and wall foundations, and be designed in accordance with
minimum standards presented herein. Gravel used in the backdrain systems should be a
minimum of 12 inches of 3/8 to 1 1/2 inch clean crushed rock encapsulated in filter fabric (Mirafi
140 or equivalent). The surface of the backfill should be sealed by pavement or the top 18 to
24 inches compacted to 90% relative compaction with native soil. Proper surface drainage
should also be provided and should be consistent with the area drainage scheme. All wall
designs should be reviewed by a qualified structural engineer for structural capacity, overturning
and stability.
GeoSoils, Inc.
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FAIRFIELD DEVELOPMENT
W.O. 1761-5D
JANUARY 26,1995
PAGE 8
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APPURTENANT5TRUCTURE5
Appurtenant structures such as swimming pools and spas should be designed to compensate
for site specific soil conditions. The pool should be a self-supporting, free floating type structure.
Pool utilities should be absolutely leak free.
Cracking and separation of concrete decks and/or other concrete f1atwork should be expected.
To help mitigate the expected movement, concrete f1atwork should be provided with adequate
reinforcement. Appropriate expansion joints should also be provided. Construction cold joints
should be filled with flexible mastic compound to prevent infiltration of water into the subgrade
soil. Curling of concrete edge(s} may be minimized by constructing thickened edges or inverted
curbs. If cracking and separation are unacceptable, additional recommendations can be
provided.
To limit the potential long-term effects of differential movement, we recommend that a control
joint be placed along the transition between the monolithic curb and gutter and sidewalk along
Villa Blanch Court.
DEVELOPMENT CRITERIA
Landscape Maintenance and Plantina
Water has been shown to affect the inherent strength of soil and slope stability is significantly
reduced by overly wet conditions. Significant water level fluctuations can and will also cause
significant effects. Positive surface drainage away from graded slopes should be maintained and
only the amount of irrigation necessary to sustain plant life should be provided for planted
slopes. Overwatering should be avoided. Onsite soil materials should be maintained in a solid
to semisolid state.
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Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded debris
may be minimized and surficial slope stability enhanced by establishing and maintaining a
suitable vegetation cover soon after construction. Establishing a suitable vegetation cover on
the concrete treated fill slope constructed onsite may necessitate consultation with a professional
landscaper, etc. Plants selected for landscaping should be light weight, deep rooted types which
require little water and are capable of surviving the prevailing climate. Compaction to the face
of fill slopes would tend to minimize short term erosion until vegetation is established. It order
to minimize erosion on the slope face, an erosion control fabric (i.e. jute matting) should be
considered.
From a geotechnical standpoint leaching is not recommended for establishing landscaping. If
the surface soils area processed for the purpose of adding amendments they should be
recompacted to 90 percent relative compaction.
Additional Gradina
This office should be notified in advance of any additional fill placement, regrading of the site,
or trench backfilling after rough grading has been completed. This includes any grading, utility
trench and retaining wall backfills.
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FAIRFIELD DEVELOPMENT
W.O. 1761-50
JANUARY 26,1995
PAGE 9
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Difficulty of Excavation
It is anticipated that future excavations exceeding fill depths may encounter varying difficulty of
excavation, as these excavations are usually made by rather light weight equipment or by hand.
This would include deeper trenches, spas or swimming pools, landscaping, etc.
Perimeter Grade Beam or Footina Trench Excavation
All grade beam/footing excavations for structures should be observed and approved by a
representative of this office prior to placing reinforcement. Footing trench spoil and any excess
soils generated from utility trench excavations should be compacted to a minimum relative
compaction of 90 percent if not removed from the site. Bottoms of trenches should be sloped
away from structures. Water stops should be provided within utility trenches having
uninterrupted runs of 100 feet or more.
Trenchina
All excavations should be observed by one of our representatives and conform to CAL-OSHA
and local safety codes.
Drainaae
Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled
down any descending slope. Water should be directed away from foundations and not allowed
to pond and/or seep into the ground. Pad drainage should be directed toward the street or other
approved area. Roof gutters and down spouts shouid be considered to control roof drainage.
Down spouts should outlet a minimum of five feet from the proposed structure or into a
subsurface drainage system. We would recommend that any proposed open bottom planters
adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an
altemative, closed bottom type planters could be utilized. An outlet placed in the bottom of the
planter, could be installed to direct drainage away from structures or any exterior concrete
f1atwork.
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Heavy rains could result in erosion at the face of the cribwalls constructed onsite. If this should
occur, GeoSoils, Inc. should be informed and appropriate recommendations can be provided.
Erosion of materials within these cribwalls could adversely affect the structural integrity of the
project as a whole, and should be prevented, or repaired immediately if it does occur.
Trench Backfill
All utility trench backfill in slopes, structural areas and beneath hardscape features should be
brought to near optimum moisture content and then compacted to obtain a minimum relative
compaction of 90 percent of the laboratory standard. Observations, probing and, if deemed
necessary, testing should be performed by a representative of this office to verify compactive
efforts of the contractor.
Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending
below a 1: 1 projected from the outside bottom edge of the footing. Exterior trenches should not
be excavated below a 1: 1 projection from the bottom of the foundation system. If excavated,
these trenches would undermine support for the foundation system potentially creating adverse
conditions. Jetting or flooding of trenches is not an acceptable method of backfilling utility
trenches.
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FAIRFIELD DEVELOPMENT
W.O. 1761-50
JANUARY 26,1995
PAGE 10
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REGULATORY COMPLIANCE
Under the purview of this report, cuts, fills and processing of original ground have been
completed under the periodic observation of and with selective testing services provided by
GeoSoils, Inc., and are found to be compliance with the grading code of the City of Encinitas,
California. Our findings have been made and the recommendations prepared in conformance
with generally accepted professional engineering practices and no further warranty is implied nor
made. The standards of practice are subject to change with time. GeoSoils, Inc. assumes no
responsibility or liability for work, testing or recommendations performed or provided by others.
This report is subject to review by the controlling authorities for this project.
PLAN REVIEW
Final site development and foundation plans should be submitted to this office for review and
comment as the plans become available for the purpose of minimizing any misunderstandings
between the plans and recommendations presented herein. In addition, foundation excavations
and any additional earthwork construction performed on the site should be observed and tested
by this office. If conditions are found to differ substantially from those stated, appropriate
recommendations would be offered at that time.
We greatly appreciate the opportunity to be of service. If you should have any questions
concerning this report, please do not hesitate to contact us.
-
Respectfully submitted,
GeoSoils, Inc.
:-' (-I, ~. ~--r'
Edward H. LaMont
Staff Geologist
~o~~
Paul L. McClay, CEG 1117
Principal Geologist
~~
Albert R. Kleist, RCE 16351
Principal Engineer
EHUPLM/ARKlel
Enclosure:
References
Table I, Field Density Tests
Plate 1, Compaction Test Location Map
Distribution: (4) Addressee
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FAIRFIELD DEVELOPMENT
W.O. 1761-50
JANUARY 26,1995
PAGE 11
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REFERENCES
"Preliminary Geotechnical Study, Assessor's Parcel No. 258-112-29, 484 Requeza Street,
Encinitas, Califomia", by GeoSoils, Inc., dated December 15,1989, W.O. 1123-S.o.
"Preliminary Cribwall Construction Recommendations, Villa Blanca Development, Encinitas,
Califomia", by GeoSoils, Inc., dated September 20, 1994.
e
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TABLE I
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I FIELD DENSITY TEST RESULTS
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I PROJECT LOCATION: REQUEZA STREET, ENCINITAS W,O.: 1761-S0 ~
CLIENT: FAIRFIELD DEVELOPMENT
I DATE: 12/94
TAB L E I
I FIELD DENSITY TEST RESULTS
Dry Relative
I Date of Test Moisture Density Compaction Test Soil
Test No Test Location Elevation (,t) (ocf) (,t) Tvoe Tvoe
I 10-14-94 1 LOT 7 187' ILl 115.8 92 SC B
2 S. LOT 14 177' 12.4 117.4 93 SC 8
I 10-17 -94 3 LOT 7 190' 10.5 112.0 90 SC A
4 LOT 1 192' 12.4 124.3 99 SC B
10-18-94 5 LOT 7 192' 8.0 1218 97 NO B
I 6 W. LOT 13 172' 10.0 llB.2 94 NO B
7 W. LOT 13 172' 10.0 119.2 95 NO B
10-19-94 8 LOT 2 191' 11.2 120.6 96 NO B
I 9 LOT 3 192' 11. 3 119.0 95 NO B
10-21-94 10 LOT 5 193' 143 119.9 96 SC B
11 LOT 6 192' 13.0 119 2 95 SC B
I 10-27-94 12FG LOT 1 193' ILl 118.2 92 NO B --
13FG LOT 2 193' 10.7 120.1 96 NO B
14FG LOT 3 194' 10.3 114.3 91 NO B
15FG LOT 4 195' 9.0 118.9 95 NO B
I 16FG LOT 5 195' 9.4 115.8 92 NO B
17FG LOT 6 194' 10.6 117.6 94 NO B
18FG LOT 7 193' ILl 113.7 91 NO B
19S SLOPE N. OF LOT 7 190' 10.3 m.8 90 NO A
I 20S SLOPE N. OF LOT 7 188' 9.4 114.3 92 NO A
11-9-94 21 LOT 18 190' 10.2 114.4 91 SC A
22 LOT 16 188' 12.4 114.1 91 SC A
I 11-17 -94 23 LOT 14 186' 11.3 118.0 94 NO B
24 NORTHWEST OPEN SPACE 178' 10.2 119.1 95 NO B
25 SOUTHWEST OPEN SPACE 180' ILl 115.3 92 SC 8
I 26 SW OPEN SPACE 182' 10.4 1175 94 NO B
27 NORTHWEST OPEN SPACE 182' 10.4 114.7 91 NO B
OPEN SPACE
I 11-18-94 28 N BTWN LOTS 11 & 12 184' 10,5 117 .6 94 SC B
29 S BTWN LOTS 11 & 12 184' 10.3 116.6 93 NO 8
30 LOT 17 190' 11.0 115.0 92 NO B
31 LOT 13 185' 10.9 116.8 93 NO B
I 32 LOT 12 185' 9.9 114.1 91 SC B
33 LOT 18 191' 112 116.3 93 NO B
11-21-94 34 LOT 15 187' 10.4 116.2 93 NO C
I 35 LOT 15 188' 11. 0 120.4 96 NO C
36 LOT 16 189' 10.9 114.4 91 NO C
SLOPE IN OPEN SPACE
37S BETWEEN LOTS 11 & 12 180' ILl 113.2 90 SC C
I 38S BETWEEN LOTS 11 & 12 183' 9.2 114.6 91 NO C
I GeoSoils, Inc.
I
I PROJECT LOCATION: REQUEZA STREET, ENCINITAS W,O,: 1761-S0 4111
CLIENT: FAIRFIELD DEVELOPMENT
I DATE: 12/94
TAB L E I
I FIELD DENSITY TEST RESULTS
Dry Relative
I Date of Test Moisture Density Compaction Test Soil
Test No Test Location Elevation m (Dcf) (.t) Tvoe Tvoe
I 39S BETWEEN LOTS 11 & 12 185' 9.8 1141 91 ND e
11-22-94 40FG LOT 18 192' 9.4 116.0 92 NO B
I 41FG LOT 17 191' 9.9 117.0 93 NO B
42FG LOT 16 190' 10.4 116.8 93 NO B
43FG LOT 11 187' 10.1 119.0 95 NO B
44FG LOT 13 186' 10.5 115.0 92 se B
I 11-23-94 45FG LOT 12 187' 113 113.8 91 NO B
46FG LOT 13 187' 10.2 116.2 93 NO B
47FG LOT 14 187' 10.1 1146 91 NO B
I 48FG LOT 15 188' 9.9 117 7 94 se B
11-29-94 49 LOT 12 -1' 11.1 116 0 92 se B
50 LOT 13 -1' 10.5 115.3 92 se B
I 11-30 -94 51S LOT 18 191' 11.4 114.5 91 NO B -
52S LOT 18 190' 10.1 1138 91 NO B
53S LOT 12 186' 9.8 116.8 93 NO B
I VILLA BLANCE COURT
12-09-94 54 STA. 12+50 187' 10.1 116.8 93 NO B
55 STA. 12+75 188' 11.3 114.5 91 NO B
56 STA. 12+15 188' 10.7 115.1 92 NO B
I 12-12-94 57 STA. 12+25 189' 11.3 118.2 94 NO B
58 STA. 12+80 189' 10.4 120.6 96 NO B
59 SAT. 12+50 190' 10.5 1161 93 NO B
I
I 10-25-94 eW1 STA 2+75 180' 9.0 105.0 84 NO A
eW2 STA 2+50 180' 11. 8 109.2 88 NO A
eW3 STA 2+25 180' 10.0 110.9 89 NO A
I eW4 STA 2+00 180' 12.6 112.2 90 NO A
eW5 STA 1+75 180' 10.5 110.9 89 NO A
eW6 STA 1+50 180' 10.5 100.5 81 NO A
eW3A STA 2+25 180' 11.4 114.0 92 NO A
I eW2A STA 2+50 180' 11. 6 112.5 90 NO A
eW1A STA 2+75 180' 9.7 113.4 91 NO A
eW5A STA 1+75 180' 10.8 115.2 92 NO A
eW6A STA 1+50 180' 11.6 113.3 90 NO B
I eW7 STA 1+00 180' 11.6 117 .1 93 NO B
eW8 STA 0+50 180' 11. 0 118.7 95 NO B e
TESTS CW9 THROUGH CW13 WERE NOT USED
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I GeoSoils, Inc.
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I PROJECT LOCATION: REQUEZA STREET. ENCINITAS 101,0,: 1761-SD e
I CLIENT: FAIRFIELD DEVELOPMENT DATE: 12/94
TAB L E I
I FIELD DENSITY TEST RESULTS
Dry Relative
I Date of Test Moisture Density Compaction Test Soil
Test No Test Location Elevation m (ocf) m Tyoe TYDe
I 10-26-94 CW14 STA 1+25 182' 14,8 115.4 92 NO 8
CW15 STA 0+90 183' 13,6 118.0 94 NO 8
CW16 STA 2+75 182' 10.4 114,3 91 NO 8
I CW17 STA 2+50 182' 12,3 113.3 90 NO 8
CW18 STA 2+25 182' 10,5 113,7 91 NO 8
CW19 STA 2+00 182' 11.3 112,7 90 NO 8
I 10-27-94 CW20 STA 0+75 183' 130 114,3 91 NO 8
CW21 STA 1+75 183' 11.4 113,4 90 NO 8
CW22 STA 2+75 183' 10.2 1124 90 NO 8
CW23 STA 1+00 184' 12,3 115,1 92 NO 8
I CW24 STA 2+00 184' 13,1 115,8 92 NO 8
CW25 STA 3+00 184' 11 ,6 118,1 94 NO 8
CW26 STA 0+20 185' 12,4 113.7 91 NO 8
CW27 ST A 0+50 185' 13,2 114.2 91 NO 8
CW28 STA 1+00 185' 12.6 117 0 93 NO 8 e
I CW29 STA 1+50 185' 10,3 114.7 91 NO 8
CW30 STA 2+00 185' 11.6 117,1 93 NO 8
CW31 STA 2+50 185' 11.9 118,7 95 NO 8
CW32 STA 3+00 185' 12,7 115.5 92 NO 8
I 11-31-94 CW33 STA 0+50 174' 10.7 116,8 93 NO 8
CW34 STA 0+75 173' 11.1 114.5 91 NO 8
I CW35 STA 1+00 173' 12.4 115,5 92 NO 8
CW36 STA 1+25 176' 11. 0 117.2 93 NO 8
CW37 STA 1+50 174' 10.5 114,3 91 NO 8
I NORTHERN WALL
11-01-94 CW38 STA 0+40 175' 12,4 116 9 93 NO 8
CW39 STA 0+80 175' 10,5 1151 92 NO 8
I NORTHERN WALL
11-03-94 CW40 STA 1+40 176' 11.4 113,4 91 NO A
CW41 STA 0+80 177' 11.7 110,1 88 NO A
CW42 STA 0+50 177' 12.2 1125 90 NO A
I CW43 STA 0+20 177' 13.3 114,8 92 NO A
CW41A STA 0+80 177' 12,4 114,2 92 NO A
CW44 STA 1+00 178' 10.9 116,5 94 NO A
CW45 STA 0+40 178' 11.1 116,6 94 NO A
I CW46 STA 0+50 180' 13,3 114.7 92 NO A
CW47 STA 1+20 180' 13.0 113.5 91 NO A
CW48 STA 0+60 180' 11,4 112,8 91 NO A
I NORTHERN WALL
11-04-94 CW49 STA 0+60 182' 11.4 114,2 92 NO A
CW50 STA 1+20 183' 11 ,8 113,4 91 NO A
CW51 STA 0+40 184' 12,2 1132 91 ND A
I CW52 STA 1+00 185' 12,0 114.9 92 NO A
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PROJECT LOCATION: REQUEZA STREET, ENCINITAS
CLIENT: FAIRFIELD DEVELOPMENT
W.O.: 1761-SD ~
DATE: 12/94 WI
TAB LEI
FIELD DENSITY TEST RESULTS
Date of Test
Test No Test Location
Moisture
Elevation (X)
Dry
Density
(pcf)
Relative
Compaction
m
Test Soil
Tvoe Tvoe
CW53 STA 0+30 187' 11.9 112.8 91 ND A
CW54 STA 1+45 185' 12.6 114.2 92 NO A
CWSS STA 0+90 185' 11.8 113.3 91 NO A
NORTHERN WALL
11-07 -94 CWS6 W. LOTS 13 & 14 187' 10.7 113.9 91 SC A
CW57 W. LOTS 13 & 14 186' 11.3 114.1 92 SC A
CWS8 NW. LOT 12 186' 13.1 115.3 93 SC A
e
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GeoSoils, Inc.
~~~~GW~ill)
un JUL 3 0 1991
ell' 0r t:NCINITAS
DEPT. OF PUBLIC WORKS
DRAINAGE STUDY
FOR
VILLA BLANCA DEVELOPMENT
AT
484 REQUEZA STREET
IN
ENCINITAS, CALIFORNIA
JULY 1991
ENGINEERING DEPT.
PREPARED BY :
PRECISION SURVEY & MAPPING
1094 CUDAHY PLACE, SUITE 222
SAN DIEGO, CALIFORNIA 92110
(619)275-4033
-)-
INTRODUCTION
PURPOSE OF STUDY
TO ANALYZE THE HYDROLOGICAL AND HYDRAULIC CHARACTERISTICS FOR THE
PROPOSED DEVELOPMENT.
-2-
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TABLE OF CONTENTS
INTRODUCTION
VICINITY MAP
ANALYSIS
.PART I: HYDROLOGY CALCULATIONS
EXHIBITS
* EXHIBIT "A" ISOPLUVIAL CHARTS
* EXHIBIT "B" INTENSITY DURATION CHART
* EXHIBIT "e" RUNOFF COEFFICIENTS
* EXHIBIT "0" HYDROLOGY CALCULATIONS
SUMMARY
ANALYSIS
.PART I I: HYDRAULIC CALCULATION
* EXHIBIT "E" HEADWATER NOMOGRAPH: C.M.P.
* EXHIBIT "F" HYDRAULIC TABLES FOR
CIRCULAR PIPES
* EXHIBIT "G" : BROW DITCH TYPE "B"
CALCULATIONS
ATTACHMENTS
DRAINAGE MAP
ONSITE
-4-
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2
3
5
6-7
8
9
10
11
12
13
14
PART I : HYDROLOGY CALCULA T IONS
^ REFERENCE:
. COUNTY OF SAN DIEGO DRAINAGE MANUAL
'METHODOLOGY:
. RATIONAL METHOD: Q = CIA
'DESIGN CRITERIA:
100YR STORM EVENT
HYDROLOGIC SOIL GROUP "0"
RAINFALL INTENSITY: BASED ON CRITERIA FROM THE
COUNTY'S MANUAL.
COEFFICIENT OF RUNOFF: (EXHIBIT "C")
C = 0.45 (OPEN SPACE)
C = 0.55 (SINGLE FAMILY)
C = 0.95 (PAVEMENT)
- TIME OF CONCENTRATION: (EXHIBIT "B")
TC = 10 MIN. (ASSUMED)
- INTENSITY - DURATION: (EXHIBIT "B")
I = IN/HR.
- AREA: BY PLANIMETER
A = ACRES (SEE DRAINAGE MAP)
ANALYSIS
. REFER TO EXHIBIT "D" FOR SUMMARY OF CALCULATIONS.
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EYf.lIBlr II C"
. TABLE 2
RU NOFF COEFFI CIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Coefficient, C
So i J Type ( J)
Land Use
A B C 0
Re sid e n t i a I : .
Single Family .40 .45 .50 @
Multi-Units .45 .50 .60 .70
Mob i I e homes iJ." .50 .55 ,65.
. .,
Rural ( lots greater than 1/2 acre) .30 .35 . .40 @
Commerci al (2) .70 .75 .80 .85
80"/0 Impervious
Industrial (2) .80 .85 .90 @)
90% Impervi ous
.
NOTES:
(I)Obtain soil type from Appendices IX-CI thru IX-C4.
(2)Where actual conditions deviate significantly from the tabulated impervious-
ness values of 80% or 9~!o. the values given for coefficient C. may be revised
by multiplying 80~~ or 90~~ by the ra:io or actual imperviousness to the
tabUlated imaerviousness. However 1 in no case sha1"! the final coefficient
be less than 0.50. ~or example: Consider commercial property on 0 50i I.
Actual imperviousness = 50%
Tabulated imperviousness = 8~/o
Revised C
50
__ x 0.85 = 0.53
80
...
-. ,
APPENDIX IX-B
- 9-
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-/(J-
PART I I: HYDRAUL I C CALCULA T IONS
PROPOS.!,D 12':':' L1::L.f'~_. STORM DRA 11:1 TO OPEN SPACE LOT 1~
"REFERENCES:
- HANDBOOK OF HYDRAULICS BY "KING" 5TH EDITION
- NOMOGRAPH FROM BUREAU OF PUBLIC ROADS MANUAL
^ANALYSIS:
- HEADWATER DEPTH WITH INLET CONTROL WAS CALCULATED:
REFER TO EXHIBIT "E".
- DEPTH OF FLOW AND OUTLET VELOCITY:
REFER TO EXHIBIT "F",
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12'1
BUREAU or PUBLIC FlOAOS JAN, 1963
10,000
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- 400
300
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PIPE FLOW CHART
24-INCH DIAMETER
"
.
10) U lli n ^rn
LrJ JAN 1 3 1992
CITY OF ENCINITAS
~)EPT OF PUBLIC WORKS
ENGINEERING DEPT.
DRAINAGE STUDY
FOR
VILLA BLANCA DEVELOPMENT
AT
484 REQUEZA STREET
IN
ENCINITAS, CALIFORNIA
JULY 1991
PREPARED BY :
PRECISION SURVEY & MAPPING
1094 CUDAHY PLACE, SUITE 222
SAN DIEGO, CALIFORNIA 92110
(619)275-4033
." .,
"
-1-
Sf-112S-
_,'","M~_.._""""",,,.,.........-.......___
-
",..~.-'-
PURPOSE OF STUDY
.
.
INTRODUCTION
TO ANALYZE THE HYDROLOGICAL AND HYDRAULIC CHARACTERISTICS FOR THE
PROPOSED DEVELOPMENT.
-2-
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24
.
VICINITY MAP
A
B
F
HT
I
ill 12 S
II 13:5
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a
I'I?PJECT 1. OCATION
MO<J'<,J(i'"
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'>-
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B
_u.~_______i
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'iff MAP
- 3-
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...................-. .
.
.
TABLE OF CONTENTS
PAGE NO.
INTRODUCTION
2
VICINITY MAP
3
ANALYSIS
.PART I: HYDROLOGY CALCULATIONS
5
EXHIBITS
* EXHIBIT "A" ISOPLUVIAL CHARTS
* EXHIBIT liS" INTENSITY DURATION CHART
* EXHIBIT "e" RUNOFF COEFFICIENTS
* EXHIBIT 11011 HYDROLOGY CALCULATIONS
SUMMARY
6-7
8
9
10
ANALYSIS
.PART I I: HYDRAULIC CALCULATION
11
* EXHIBIT "E" : HEADWATER NOMOGRAPH: C.M.P. 12
* EXHIBIT "F" : HYDRAULIC TABLES FOR
CIRCULAR PIPES 13
* EXHIBIT "(3" : BROW DITCH TYPE "B" :
CALCULATIONS 14
ATTACHMENTS
DRAINAGE MAP
ONSITE
-4-
,::<
_.."..,.._~""",-,,"~.- -
"111:1
.
.
PART I : HYDROLOGY CALCULA T IONS
^ REFERENCE:
. COUNTY OF SAN DIEGO DRAINAGE MANUAL
^METHODOLOGY:
. RATIONAL METHOD: Q = CIA
^DESIGN CRITERIA:
100YR STORM EVENT
HYDROLOGIC SOIL GROUP "0"
RAINFALL INTENSITY: BASED ON CRITERIA FROM THE
COUNTY'S MANUAL.
COEFFICIENT OF RUNOFF: (EXHIBIT "C")
C = 0.45 (OPEN SPACE)
C = 0.55 (SINGLE FAMILY)
C = 0.95 (PAVEMENT)
- TIME OF CONCENTRATION: (EXHIBIT "B")
TC = 10 MIN. (ASSUMED)
- INTENSITY - DURATION: (EXHIBIT "B")
I = IN/HR.
- AREA: BY PLANIMETER
A = ACRES (SEE DRAINAGE MAP)
ANALYSIS
. REFER TO EXHIBIT "0" FOR SUMMARY OF CALCULATIONS.
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TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBIIN)
Coefficient, C
Soil Type(l)
Land Use 1
A B C D
Re sid e n t i a 1 :
5 i ng 1 e F am i 1 Y .40 .45 .50 @j
Multi-UnitS .45 .50 .60 .~7~.
Mobi Ie homes 1.." .50 .55 ,65,
. "
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&flo Impervi ouS
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90% Impervi ouS
~
NOTES:
-. . ...'
(I) Obtain soi I cype from Appendices IX-CI thru IX-C4.
(2)Where actual conditions deviate significantly from the tabulated impervious-
ness values of 80% or 9~!o. the values given for coefficient C. may be revised
by multiplying 80% or 90~6 by the ratio of actual imperviousness to ~he
tabuiated imoerviousness. However, in no case shall the final coefficient
be less than O.SQ, ror example; Consider commercial property on 0 soi 1.
Actual imperviousness = 50%
Tabulated imperviousness = 8~1o
Revised C = ~~ x 0.85 = 0.53
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APPENDIX IX-B
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PART I I: HYDRAULIC CALCULATIONS
PROPOSED ~ C.M.P. STORM DRAIN IQ OPEN SPACE LOT li
AREFERENCES:
- HANDBOOK OF HYDRAULICS BY "KING" 5TH EDITION
- NOMOGRAPH FROM BUREAU OF PUBLIC ROADS MANUAL
AANALYSIS:
- HEADWATER DEPTH WITH INLET CONTROL WAS CALCULATED:
REFER TO EXHIBIT "E".
- DEPTH OF FLOW AND OUTLET VELOCITY:
REFER TO EXHIBIT "F".
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EXAMPLE:
SAN DIEGO COUNTY
I DEPARTMENT OF SPECIAL DISTRICT SERVICES
IDE S I G N ,,M.A N U~ L
. ;;I .j I <,. '-_
APPROVED I.... i . :.:::,,:..,.,~, ,'. ',.
GUTTER AND ROADWAY
DI SCHARGE - VELOC ITY CHART
elm: /2 hc/~ 9
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Morena Office Center
1094 Cudahy Place
Suite 222
San Diego, California
92110-3924
PRECISION
SUR V E Y
AND
MAPPING
PHONE (619) 275-4033
FAX (619) 275-4038
January 30, 1992
Fi Ie No. 89-1125
City of Encinitas
Engineering Department
527 Encinitas Boulevard
Encinitas, CA 92024
Att: Jose Gomez
Re: TM 89-272
Dear Jose:
Enclosed please find an amendment to the
analysis for the above referenced project.
review this at your earliest opportunity we
this issue.
existing hydrology
If you could please
can hopefully resolve
Thank you in advance for your ass i stance. I wou 1 d a 1 so note
incidentally that I would be remiss if I fai led to mention my
appreciation for the expedient manner in which you have assisted
me in this critical timing crunch. Your efforts are greatly
appreciated.
Sincerely,
~m:r::P:~:G
encl:
c:\m\89112515
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Gi,en, Q. 10 s' 2.5%
Chart 'ti.", Oepth' 0.4, Velo<;ity . 4.4 f.p.s.
SAN DIEGO COVNTY
I OEPARTMEN, OF' SPECIAl O:STRICT SERVICES
DESIGN MANUAL
( ,,,. ..
. APP?OVED /!.i! '..:0~;-'~l: : ~-::
~UTTER AND ROADWAY
DISCHAROE-VE1.0CITY CHAIllT
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