2004-9206 G Recording Requested by: P-!F TFW-t DO,CUMENF
City Engineer ) FEB08 2005
L7 : -Z;
NII.W'V':,-� -,-A)0
When Recorded Mail To:
i r H t c.o riu E
City Clerk OFFICE
City of Encinitas NJ F_ PM
505 South Vulcan Avenue
Encinitas, CA 92024 SPACE
For the Benefit of City
COVENANT REGARDING REAL PROPERTY
WAIVER OF PROTEST TO ASSESSMENTS
Assessor s Parcel Work Order 9206GI
Number: 258-234-04 Project 04-47CDP
A. Robert F. Mance, ("OWNER" hereinafter) is the owner of
real property { "PROPERTY" hereinafter) and which is
legally described as follows:
See Attachment, A which is attached hereto and made a
part hereof.
B. In consideration of 04-47CDP, OWNER hereby covenants
and agrees for the benefit of CITY, to do the
following:
No protest shall be made by the owners to any
proceedings for the installation or acquisition of
street improvements, including undergrounding of
utility lines, under any special assessment 1911 or the
Municipal Improvement Act of 1913, or any other
applicable state or local law, and whether processed by
the City of Encinitas or any other governmental entity
having jurisdiction in the matter and for the purposes
of determining property owners support for same.
C. This Covenant shall run with the land and be binding
upon and inure to the benefit of the future owners,
encumbrancers, successors, heirs, personal
representatives, transferees and assigns of the
respective parties .
D. OWNER agrees that OWNER' s duties and obligations under
this Covenant are a lien upon the PROPERTY. Upon
notice and opportunity to respond, CITY may add to the
property tax bill of the PROPERTY any past due
financial obligation owing to CITY by way of this
Covenant .
E. If either party is required to incurs costs to enforce
the provisions of this Covenant, the prevailing party
shall be entitled to full reimbursement of all costs,
including reasonable attorney's fees, from the other
party.
F. Failure of the OWNER to comply with the terms of this
Covenant shall constitute consent to the filing by CITY
of a Notice of Violation of Covenant.
G. Upon OWNER' S satisfaction of OWNER' S duties and
obligations contained herein, OWNER may request and
CITY shall execute a "Satisfaction of Covenant" .
H. By action of the City Council, CITY may assign to a
person or persons impacted by the performance of this
Covenant, the right to enforce this Covenant against
OWNER.
ACCEPTED AND AGREED:
OWNER
Robert F. Mance Date
(Notarization of OWNER signature is attached)
C NC IT
Dated - ® , by
(Notari ation not required) Peter Cota-Robles,
Director of Engineering Services
Attachment 'A'
Legal Description of Real Property
258-234-04
THE SOUTH HALF OF LOT 12, BLOCK "B" OF ENCINITAS HIGHLANDS, IN
THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA,
ACCORDING TO MAP THEREOF NO. 2141, FILED IN THE OFFICE OF THE
COUNTY RECORDER OF SAN DIEGO COUNTY, DECEMBER 4, 1928 .
CALIFORNIA ALL.
,�URPOv� ACKNOWLEDGEMENT
State of
County of
On.��' Ltc 'f ( G''L before me,
l / Name and Title of Officer(e g.,"Jane Coe,Notary Public")
pers Wally appeared
Name(s)of Signer(s)
ersonally known to me -OR- ❑ proved to me on the basis of satisfactory evidence to be the person(s) whose
name(s) is/are subscribed to the within instrument and
acknowledged to me that he/she/they executed the same in
his/her/their authorized capacity(ies), and that by his/her/their
signature(s) on the instrument the person(s), or the entity upon
behalf.of which the person(s) acted, executed the instrument.
0' ' 4xI J a
r
WIT S my hand a off' seal,
f Gt'ir'. Lw J ! ,(
Signature of Notary Public
----------------------------------------OPTIONAL-----------------------------------------
Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal
and reattachment of this form to another document.
Description of Attached Document L
Title or Type of Document: C.C.- Velwav � l
Document Date: Number of Pages:
Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer(s)
Signer's Name-: Signer's Name:
❑ Individual ❑ Individual
❑ Corporate Officer ❑ Corporate Officer
❑ Titles(s): ❑ Title(s):
❑ Partner - ❑ Limited ❑ General ❑ Partner- ❑ Limited ❑ General
❑ Attorney-in-Fact ❑ Attorney-in-Fact
❑ Trustee ❑ Trustee
❑ Guardian or Conservator llkslq I ❑ Guardian or Conservator
❑ Other: Top of Thumb here ❑ Other: Top of Thumb here
Signer Is Representing: Signer Is Representing:
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE "I"
SANTEE, CALIFORNIA 92071
(619) 258-7901
Fax 258-7902
Mr. Robert Mance September 30, 2004
P.O. Box 910 Project No. 8.4,-� 1-4-�7
Cardiff by the Sea, California 92007
Subject: Limited Site Investigation
Proposed Two-Story, Single-Family Residence
733 Stratford Drive
City of Encinitas, California
Dear Mr. Mance :
In accordance with your request, we have performed a limited
investigation of the soil conditions at the subject site to
provide the soil engineering criteria for site grading and
recommend an appropriate foundation system for the proposed
residence .
Our investigation has found that the proposed building pad is
underlain by topsoil and colluvium to a maximum depth of
approximately 2 . 0 feet below existing grade. Medium dense to dense
sandstone of the Terrace Deposits Formation was underlying the
colluvium.
It is our opinion that the proposed development is feasible
provided the recommendations herein are implemented during
construction.
Respectfully submitted, t,
ova
21
c
Mamadou Saliou Diallo, P. E EIyUItdEEFiNG SERVICES
RCE 54071 C�;Y OE ENCINIS AS
MANCE PROJECT NO. 04-1147C7
INTRODUCTION
This is to present the findings and conclusions of a soil
investigation for a proposed two-story, single-family residence to
be located on the east side of Stratford Drive, in the City of
Encinitas, California.
The objectives of the investigation were to evaluate the existing
soils conditions and provide recommendations for the proposed
construction.
In order to accomplish these objectives, three (3) exploratory
borings were drilled to a maximum depth of 4 . 5 feet; undisturbed
and loose bag samples were obtained, and laboratory tests were
performed.
SCOPE OF SERVICES
The following services were provided during this investigation:
O Site reconnaissance and review of published geologic,
seismological and geotechnical reports and maps pertinent to
the project area
O Drilling of three (3) exploration borings within the limits of
the proposed areas of development; the borings were logged by
our Staff Geologist .
O Collection of representative soil samples at selected depths .
The obtained samples where sealed in moisture-resistant
containers and transported to the laboratory for subsequent
analysis .
O Laboratory testing of samples representative of the types of
soils encountered during the field investigation
• Geologic and engineering analysis of the field and laboratory
data, which provided the basis for our conclusions and
recommendations
• Production of this report, which summarizes the results of the
above analysis and presents our findings and recommendations
for site development
2
...... ... ... ........... .... .... ...
MANCE PROJECT NO. 04-1147C7
SITE DESCRIPTION AND PROPOSED CONSTRUCTION
The subject site is located on the east side of Stratford Drive,
in the City of Encinitas, California. It is presently occupied
with two single story houses, a shelter and a detached storage
unit. The parcel slopes moderately to the west. Site boundaries
include Stratford Drive to the west and residential parcels to the
remaining directions . Vegetation consisted of trees, shrubs and
grass . It is our understanding that the main house will be removed
to accommodate the proposed residence. The structure will be two-
story, wood-framed and founded on continuous footings with a slab-
on-grade floor.
FIELD INVESTIGATION
On September 21, 2003, three (3) exploratory borings were drilled
to a maximum depth of approximately 4 . 5 feet with a hand auger.
The approximate locations of the borings are shown on the attached
Plate No. 1, entitled "Location of Exploratory Borings" . A
continuous log of the soils encountered was recorded at the time
of excavation and is shown on Plate No. 2 entitled "Summary _
Sheet" .
The soils were visually and texturally classified according to the
filed identification procedures set forth on the attached Plate
No. 3 entitled "U. S . C. S . Soil Classification.".
SUBGRADE CONDITIONS
Topsoil and colluvium were encountered to a maximum depth of
approximately 2 . 0 feet below existing grade. These soils generally
consisted of silty sand with a loose consistency and low moisture
content . The colluvium was underlain by medium dense to dense
sandstone of the Terrace Deposits Formation.
EXPANSIVE SOILS
An expansion index test was performed on a sample of the Terrace
Deposits Formation to determine volumetric change characteristics
with change in moisture content . An expansion index of 9 indicates
a very low expansion potential for the foundation soils .
3
MANCE PROJECT NO. 04-1147C7
GROUNDWATER
Groundwater was not encountered during the course of our
investigation. Static groundwater is anticipated at depths greater
than 100 feet . We do not expect groundwater to affect the proposed
development . However, perched water may be encountered due to
periods of heavy precipitation, landscape watering, leaking water
lines, construction activities or unforeseen causes . Mitigative
measures regarding oversaturation resulting from improper surface
drainage are discussed in the drainage section of this report .
GEOLOGIC HAZARDS
A review of the available geological literature pertaining to the
site indicates the existence of the Rose Canyon Fault Zone
approximately 4 . 5 Km to the west . Ground shaking from this fault
or one of the major active faults in the region is the most likely
happening to affect the site. With respect to this hazard, the
site is comparable to others in the general area .
The- proposed residential structure should be designed in
accordance with seismic design requirements of the 1997 Uniform
Building Code or the Structural Engineers Association of
California using the following seismic design parameters :
F ARAMETER VALUE UBC REFERENCE
eismic Zone Factor, Z 0.40 Table 16-I
eismic Source B Table 16-U
il Profile T e SD Table 16-J
Near-Source Factor, Na 1.1 Table 16-S
Near-Source Factor, Nv 1.3 Table 16-1
Seismic Coefficient, Ca 0.48 Table 16-Q
Seismic Coefficient, Cv 0.83 Table 16-R
Based on the absence of shallow groundwater and consistency of the
underlying Terrace Deposits Formation, it is our opinion that the
potential for liquefaction is very low.
CONCLUSIONS AND RECOIWNDATIONS
The following conclusions and recommendations are based upon the
analysis of the data and information obtained from our soil
investigation. This includes site reconnaissance; field
investigation; laboratory testing and our general knowledge of the
soils native to the site. The site is suitable for the proposed
residential development provided the recommendations set forth are
implemented during construction .
4
MANCE PROJECT NO. 04-1147C7
GRADING AND EARTHWORK
Site grading should begin with clearing and grubbing, i . e. the
removal of vegetation and deleterious materials within the area of
the proposed building. Subgrade soils extending to a depth of 3
feet below existing grade and a minimum of five (5) feet beyond
proposed perimeter footings should be overexcavated, moisture
conditioned within 2 percent over optimum and compacted to a
minimum of 90 percent relative compaction. An alternative to the
overexcavation and recompaction of the subgrade soils would be to
deepen all footings a minimum of 12 inches into the underlying
sandstone of the Terrace Deposits Formation. The actual depth and
extent of removal should be evaluated in the field at the time of
excavation by a representative of this firm. Grading should be
performed in accordance with the attached appendix A.
PERMANENT SLOPES
Permanent cut and fill slopes are anticipated to be less than 5 feet
in height and may be constructed at a maximum slope ratio of 2 : 1
(horizontal to vertical) to the heights indicated .on the plans .
Slopes constructed in such a manner are anticipated to be grossly
stable. Due to the granular nature of the on-site soils, surficial
erosion is a common problem. It is recommended that drought
resistant vegetation be planted on the slope faces as soon as
practical to enhance the stability of the slope surfaces .
EROSION AND SILTATION
Due to the granular characteristics of the on-site soils, areas of
recent grading or exposed ground may be subject to erosion. During
construction, surface water should be controlled via berms,
sandbags, siltation basins, positive surface grades, or other method
to avoid damage to the finish work or adjoining properties . The
contractor should take measures to prevent erosion of graded areas
until such time as permanent drainage and erosion control measures
have been installed. After completion of grading, all excavated
surfaces should exhibit positive drainage and eliminate areas where
water might pond.
5
MANCE PROJECT NO. 04-1147C7
FOUNDATION AND SLAB
a. Continuous and spread footings are suitable for use and should
extend a minimum of 18 inches for the two-story residence into the
properly compacted fill soils or the dense sandstone of the
Terrace Deposits Formation. Continuous footings should be at least
15 inches in width and reinforced with four #4 two
bars placed near the top of the footings and thesother btwo;
bars
placed near the bottom of the footings . Spread or isolated
footings should be at least 18 inches square and reinforced with
#4 steel bars spaced 12 inches on center each way and placed
horizontally near the bottom.
b. Interior concrete floor slabs should be a minimum of 4 inches
thick. Reinforcement should consist of #3 bars placed at 18 inches
on center each way within the middle third of the slab by
supporting the steel on chairs or concrete blocks "dobies" . The
slab should be underlain by 2 inches of clean sand over a 10-mil
visqueen moisture barrier. The effect of concrete shrinkage will
result in cracks in virtually all concrete slabs . To reduce the
extent of shrinkage, the concrete should be placed at a maximum of
4-inch slump. The minimum steel recommended is not intended to
prevent shrinkage cracks .
c. An allowable soil bearing value of 1, 725 pounds per square foot
may be used for the design of the above footings founded into
properly compacted fill soils or the dense sandstone of the
Terrace Deposits Formation. This value may be increased by 300 psf
for each additional foot of width or depth to a maximum value of
4500 lb/ft2, as set forth in the 1997 Edition of the uniform
Building Code, Table No. 18-I-A.
d. Lateral resistance to horizontal movement may be provided by
the soil passive pressure and the friction of concrete to soil . An
allowable passive pressure of 250 pounds
per of depth may be used. A coefficient of frictionf of 0 . 35fois
recommended. Should frictional resistance and passive pressure be
used conjunctively, the passive pressure should be reduced by one-
half (1/2) . The soils passive pressure as well as the bearing
value may be increased by 1/3 for wind and seismic loading.
6
!lMNCE PROJECT NO. 04-1147C7
RETAINING WALLS
Cantilevered retaining walls should be designed for an "active"
lateral earth pressure of 38 psf/ft (38
granular backfill and level backfill conditions . Where for
ntilevered
walls support 2 : 1 (hor:vert) sloping backfill, the equivalent active
fluid pressure should be increased to 58 pcf. Cantilever walls
subject to uniform surcharge loads should be designed for an
additional uniform lateral pressure equal to one-third (1/3) the
anticipated surcharge pressure.
Restrained walls should be designed utilizing an "at-rest" earth
pressure of 58 psf/ft (58 pcf EFP) for approved granular and level
backfill . Restrained walls subject to uniform surcharge loads should
be designed for an additional uniform lateral pressure equal to one-
half (112) the anticipated surcharge.
Retaining wall footings should be embedded a minimum of 18
below the lowest adjacent inches
grade. Retaining walls that are to be
located near the top of slopes should be designed to allow a minimum
daylight distance of 7 feet laterally from the outside edge of the
f oozing to the slope face.
Soil design criteria, such as bearing capacity, passive earth
Pressure and sliding resistance as recommended under the Foundation
and Slab Recommendations section, may be incorporated into the
retaining wall design. The design and location of retaining walls
should be reviewed by our firm for conformance with our
recommendations .
Footings should be reinforced as recommended by the structural
engineer and appropriate back drainage provided to avoid excessive
hydrostatic wall pressures . As a minimum we recommend a fabric-
wrapped crushed rock and perforated pipe system. At least 2 cubic
feet per linear foot of free-drainage crushed rock should be
provided.
The remaining wall backfill should consist of approved granular
material . This fill material should be compacted to a minimum
relative compaction of 90 percent as determined by ASTM D-1557
test method. Flooding or jetting of backfill should not be
permitted. Granular backfill should be capped with a mimimum 18
--ches of relatively impervious
:revert saturation . fill to seal the backfill and
7
A4NCE PROJECT NO. 04-1147C7
It should be noted that the use of heavy compaction equipment in
close proximity to retaining structures can result in wall
pressures exceeding design values and corresponding wall movement
greater than that associated with active or at-rest conditions. In
this regard, the contractor should take appropriate precautions
during the backfill placement .
SETTLEMENT
Settlement of compacted fill soils is normal and should be
anticipated. Because of the type and thickness of the fill soils
under the proposed footings and the light building loads,
settlement should be within acceptable limits .
UTILITY TRENCH EXCAVATION AND BACKFILL
Excavations for on-site utility trenches may be made vertically
for shallow depths and must be either shored or sloped at 1H: 1V
for depths greater than 4 feet . Utilities should be bedded and
backfilled with clean sand or approved granular soil to a depth of
at least one foot over the pipe . This backfill should be uniformly
watered and compacted to a firm condition for pipe support . The
remainder of the backfill should be on-site soils or non-expansive
imported soils, which should be placed in thin lifts, moisture
conditioned and compacted to at least 90 o relative compaction.
DRAINAGE
Adequate measures should be undertaken to properly finish grade
the site after the structure and other improvements are in place,
such that the drainage water within the site and adjacent
properties is directed away from the foundations, footings, floor
slabs and the tops of slopes via surface swales and subsurface
drains towards the natural drainage for this area . Proper surface
and subsurface drainage will be required to minimize the potential
of water seeking the level of the bearing soils under the
foundations, footings and floor slabs, which may otherwise result
in undermining and differential settlement of the structures and
other improvements .
8
P1-4NCE PROJECT NO. 04-1147C7
LIMITS OF INVESTIGATION
The recommendations provided in this report pertain only to the
site investigated and based upon the assumption that the soil
conditions do not deviate from those disclosed in the borings . If
any variations or undesirable conditions are encountered during
construction, or if the proposed construction will significantly
differ from that planned at the present time, East County Soil
Consultation and Engineering, Inc. should be notified so that
supplemental recommendations can be provided.
Plates No. 1 through 3, Page L-1, References, and Appendix A are
parts of this report .
Respectfully submitted,
opROFESS/�N
�POOU
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LU NO.0054071 m
Exp. rn
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Mamadou Saliou Diallo
RCE 54071
MSD/md
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EAST COUNTY SOIL CONSULTATION
& ENGINEERING, INC.
10925 HARTLEY RD.,SUITE 1,SANTEE.CA 92071 --
(619)258-7901 Pax(619)258-7902
�GZ��fpr� O� ����l�y .�,2i�1/65 � ^•SF�T, ,� ZG�
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MANCE PROJECT NO. 04-1147C7
PLATE NO.2
SUMMARY SHEET
BORING NO. 1
DEPTH SOIL DESCRIPTION
Y M
Surface TOPSOIL
brown, moist, loose, silty sand with rootlets
0.5' COLLUVIUM(Qal)
brown, damp, loose, silty fine grained sand (SM)
1.0' TERRACE DEPOSITS FORMATION(Qtz)
tan brown, moist, medium dense to dense, silty
fine grained sandstone (SM) 124.2 8.3
3.5' bottom of boring, no caving, no groundwater
boring backfilled 9/21/04
-----------------------------------------------------------------
BORING NO. 2
DEPTH SOIL DESCRIPTION
Y M
Surface COLLUVIUM(Qal)
brown, damp, loose, silty fine grained sand (SM)
TERRACE DEPOSITS FORMATION t
tan brown, moist, medium dense to dense, sty
fine grained sandstone (SM)
K It GC GC
4.5' bottom of boring, no caving, no groundwater 121.5 6.5
boring backfilled 9/21/04
BORINGN0.3-----------------------------------------------------------------------
DEPTH SOIL DESCRIPTION
1' M
Surface TOPSOIL
brown, moist, loose, silty sand with rootlets
0.5' COLLUVIUM(Qal)
brown, damp, loose, silty fine grained sand (SM)
2.0' TERRACE DEPOSITS FORMATION t, 101.3 4.2
tan brown, moist, medium dense to dense, sty
fine grained sandstone (SM)
3.5' bottom of boring, no caving, no groundwater
boring backfilled 9/21/04
----------------------------------------------------- ---------
Y=DRY DENSITY ----
--------------------
M=MOISTURE CONTENT
10
MAJOR DIVISI, S SYMBOL DL ;RIPTION
GW
WELL GRADED GRAVELS OR GRAVEL-SAND
MIXTURES,LITTLE OR NO FINES
GRAVELS GP
(MORE THAN V, POORLY GRADED GRAVELS OR GRAVEL-SAND
OF COARSE . MIXTURES,LI7'i LE OR NO FINES
FRACTION GM
>NO.4 SIEVE SILTY GRAVELS,GRAVEL-SAND-SILT MIXTURES
COARSE SIZE)
GC
GRAINED SOILS CLAYEY GRAVELS,GRAVEL-SAND-CLAY MIXTURES
(MORE THAN%OF SOIL>
NO.200 SIEVE SIZE) SW
WELL GRADED SANDS OR GRAVELLY SANDS,
SANDS SP LITi LE OR NO FINES
(MORE THAN'/� POORLY GRADED SANDS OR GRAVELLY SANDS,
OF COARSE LITTLE OR NO FINES
FRACTION Sm
<NO.4 SIEVE SILTY SANDS,SILT-SAND MIXTURES
SIZE)
SC
CLAYEY SANDS,SAND-CLAY MIXXTURES
ML, INORGANIC S]LTS AND VERY FINE SANDS,ROCK
SILTS & FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM
LIQUID LIMIT PLASTICITY,GRAVELLY CLAYS,SANDY CLAYS,
FINE GRAINED <50 SILTY CLAYS, LEA,V CLAYS
OL
SOILS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
(MORE THAN%:OF SOIL< LOW PLASTICITY
N0.200 SIEVE SIZE) NIH
SILTS & INORGANIC SILTS,MICACEOUS OR DIATOMACEOUS
FINE SANDY OR SILTY SOILS,ELASTIC SILTS
CLAYS CH
LIQUID LIMIT I INORGANIC CLAYS OF HIGH PLASTICITY,FAT
>50 CLAYS
OH
ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
HIGHLY ORGANIC SOILS Pt ORGANIC SILTY CLAYS,ORGANIC SILTS
PEAT AND OTHER HIGHLY ORGANIC SOILS
CLASSIFICATION CHART(UNIFIED SOIL CLASSIFICATION SYSTEM)
7° -
CLASSIFICATION RANGE OF GRAD!SIZES 1 w I - I I I 1/1 I 1
U.S.STANDARD GRAIN SIZE ITV
SIEVE SIZE I -MILL IbiETERS x
BOULDERS I Above 12 Inches I Above T ac
COBBLES 1 12 Inches To 3 Inches I 305 To 76? o I I I I 1 c
GRAVse EL I 3 Inches to No.4 76?to 4.76 I I I I 1
Coar 3 Inches to Inch I 76.2 to 19.1 I 70
Fine '/.Inch to No.4 19.1 to 4.76
SAND No.4 to No.200 4.76 to O.U74 '0
Coarse »so»
No.4 to No. 10 4.76 to 2.00 ,o
Medium No. 10 to No.40 2.00 to 0.420 c.=a nine I ��
Fine No.40 to No.200 0.420 to 0.074 0
SILT AND CLAY Below No.200 I. Below 0.074 0 10 2° 30 `0 nc ao -0 ac so Too
GRAIN SIZE CHART uawo wnr (t... -
PLASTICITY CHART
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC. MANCE�PR �rT 0. 0 4-114.7 ,
10925 HARTLEY ROAD,SUITE "I" PLATE NO. 3
i SANTEE, CALIFORNIA 92071 i SEPTEMBER 30, 2004
U.S.C.S. SOIL CLASSIFICATION 1
AfANCE PROJECT NO. 04-1147C7
PAGE L-1
LABORATORY TEST RESULTS
MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT(ASTM D1557)
The maximum dry densities and optimum moisture contents of the fill materials as determined by ASTM
D1557-91, Procedures A and B which use 25 blows of a 10 pound slide hammer falling from a height of 18
inches on each of 5 equal.layers in a 4 inch diameter 1/30 cubic foot compaction cylinder and Procedure C
which uses 56 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers
in a 6 inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows:
MAXIMUM OPTIMUM MOISTURE
SOIL TYPE/ DRY DENSITY CONTENT
PROCEDURE DESCRIPTION
PCF % LOCATION
IAA TAN BROWN SILTY SAND 130.0
9.3 B-2 @ 2.0'
EXPANSION INDEX TEST (ASTM D4829)
INITIAL SATURATED. INITIAL DRY
MOISTURE MOISTURE DENSITY EXPANSION
CONTENT(%) CONTENT(%) (PCF) INDEX LOCATION
8.0 15.9 119.3 9
B-2 @ 2.0'
PARTICLE SIZE ANALYSIS (ASTM D422)
U.S.Standard
Pecent Passing PercentPassmg7
Sieve Size B-T @ 0,5',
<B2'@20=E �
w Colluvium
Terracs De osihs w
3/4"
1/251 -
3/8" 100 _
#4 99
#8 99 -
#16 99 100
#30 96 97
#40 8' 76
#60
#100 �g S9 40
#200 21 30
24
USCS SM SM
11
MANCE PROJECT NO. 04-1147C7
REFERENCES
1. "1997 Edition, Uniform Building Code, Volume 2, Structural
Engineering and Design Provisions", Published by International
Conference of Building Officials .
2 . "Maps of Known Active Fault Near-Source Zones in California and
Adjacent Portions of Nevada", Published by International
Conference of Building Officials .
3. "Geologic Maps of the Northwestern Part of San Diego County,
California", Plate No. 2, Geologic Maps of the Encinitas and
Rancho Santa Fe 7 . 5' Quadrangles, by Siang S . Tan and Michael P.
Kennedy, 1996.
4 . "Foundation and Earth Structures, Design manual 7 . 2, NAVFAC DM-
7 . 2, by Department of the Navy, Naval Facilities Engineering
Command, dated May 1982 .
5 . "Limited Site Investigation, Proposed Two-Story, Single-Family
Residence, 370 Hillcrest Drive, City of Encinitas, California",
Project No . 04-1147A2, Prepared by East County Soil Consultation
and Engineering, Inc. , Dated September 17, 2004 .
6. 11 Limited Site Investigation, Proposed Single-Family Residence,
1098 Hymettus Avenue, APN 254-262-22,
California", Project No. 03-1147B4, Prepared Cby of Encinitas,
Consultation and Engineering, r t Y East County Soil
Inc. , Dared October 30, 2003 .
7 . "Preliminary Geotechnical Investigation, Proposed Minor
Subdivision, Parcels 1, 2 & 3, 1866 Sheridan Road, Encinitas,
California", W. O. P-317060, prepared by Coast Geotechnical,
Dated September 5, 2000 .
12
i
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE I
SANTEE, CALIFORNIA 92071
(619) 258-7901
APPENDIX A
RECOMMENDED EARTHWORK SPECIFICATIONS
1. General Description
The intent of these specifications is to obtain uniformity and adequate strength in filled ground so
that the proposed structures may be safely supported. The procedures include the clearing and
preparation of the land to be filled, processing the fill soils, the spreading, and compaction of the
filled areas to conform with the lines and grades as shown on the approved plans.
The owner shall retain a Civil Engineer qualified in soil mechanics (herein referred to as engineer)
to inspect and test earthwork in accordance with these specifications. The engineer shall advise the
owner and grading contractor immediately if any unsatisfactory conditions are observed to exist
and shall have the authority to reject the compacted filled ground until such time that corrective
measures are taken, necessary to comply with the specifications. It shall be the sole responsibility
of the grading contractor to achieve the specified degree of compaction.
2. Preparing Areas to be Filled
(a) All brush, vegetation and any biodegradable refuse shall be removed or otherwise
disposed of so as to leave the areas to be filled free of vegetation and debris. Any uncompacted
filled ground or loose compressible natural ground shall be removed unless the report recommends
otherwise. Any buried tanks or other structures shall be removed and the depression backfilled to
the satisfaction of the engineer.
(b) The natural ground which is determined to be satisfactory for the support of the filled
ground shall then be plowed or scarified to a depth of at least 12 inches (12").
(c) After the natural ground has been prepared, it shall then be brought to the proper
moisture content and compacted to not less than 90 percent of maximum dry density in accordance
with ASTM D1557-91.
(d) Where fills are made on slopes greater than 20 percent, horizontal benches shall be cut
into the firm natural ground. The initial bench at the toe of the fill shall be at least 15 feet in width
on firm undisturbed natural ground. The width of all succeeding benches shall be at least 6 feet.
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3. Fill Materials
All material shall be approved by the engineer and shall consist of materials free from vegetable
matter, and other lumps greater than 6 inches in diameter. If, during grading operations, soils are
found which were not encountered and tested in the preliminary investigation, tests on these soils
shall be performed to determine their physical characteristics. Any special treatment recommended
in the preliminary or subsequent soils reports not covered herein shall become an addendum to
these specifications.
4. Placing and Compacting Fill Materials
(a) When the moisture content of the fill material is below that specified, water shall be
added until the moisture content is near optimum to assure uniform mixing and effective
compaction.
(b) When the moisture content of the fill materials is above that specified, the fill material
shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is
near optimum as specified.
(c) After processing, the suitable fill materials shall be placed in layers which, when
compacted, shall not exceed six inches (6"). Each layer shall be spread evenly and shall be
thoroughly mixed during the spreading insure uniformity of materials and moisture in each laver.
(d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly
compacted to not less than the density set forth in paragraph 2 (c) above. Compaction shall be
accomplished with approval types of compaction equipment. Rolling shall be accomplished while
the fill material is at the specified moisture content. In place density tests shall be performed in
accordance with ASTM D 1556-90.
(e) The surfaces of the fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compacting operations shall be continued until the slopes are stable and until
there is no appreciable amount of loose soil on the slopes.
5. Inspection
Sufficient inspection by our firm or the Soil's Engineer of record and/or his/her representative shall
be maintained during the filling and compacting operations so that he/she can verify that the fill
was constructed in accordance with the accepted specifications.
6. Seasonal Limits
No fill material shall be placed, spread, or rolled if weather conditions increase the moisture
content above permissible limits. When the work is interrupted by rain, fill operations shall not be
resumed until the moisture content and density of fill are as previously specified.
All recommendations presented in the attached report are a part of these specifications.
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