2003-1456 G r G- �
' ENGINEERING SERVICES DEPARTMENT
Capital Improvement Projects
District Support Services
Field Operations
Sand Rep leni shment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
August 19, 2005
Attn: Bank of America
1340 Encinitas Boulevard
Encinitas, CA 92024
RE: Eric Murphy
631 3' Street
APN 258- 165 -13
Grading Permit 1456 -GI
Final release of security — 25%
Permit 1456 -GI authorized earthwork, private drainage improvements, and erosion
control, all as necessary to build described project. Final, acceptance, and warranty
inspections have all been completed to the satisfaction of the Field Operations Division.
Therefore, release of the remainder of the security deposit is merited.
The following Certificate of Deposit Account has been cancelled by the Financial
Services Manager and is hereby released for payment to the depositor.
___- .account .# 11824 -55407 in the - amount of $4,17S.50— - - -i -- - - —
The document originals are enclosed. Should you have any questions or concerns, please
contact Debra Geishart at (760) 633 -2779 or in writing, attention the Engineering
Department.
Sincerely,
Debra Geishart )inan�ce ach
Engineering Technician Manager
Subdivision Engineering Financial Services
CC: Jay Lembach, Finance Manager
Eric Murphy
Debra Geishart
File
Enc.
Technical Field Services, Inc. �
AS- GRADED GEOTECHNICAL REPORT,
ELM DEVELOPMENT,
631 THIRD STREET,
ENCINITAS, CALIFORNIA 92024
PREPARED FOR:
Mr. Eric L. Murphy
396 North Coast Highway 101
Encinitas, California 92024
PREPARED BY:
Technical Field Services, Inc.
1944 Kellog Avenue, Suite 103
Carlsbad, California 92008
April 16, 2004
Project No. 3707
1944 Kellog Avenue, Suite 103 • Carlsbad, Ca. 92008 • (760) 434.2617
Technical Field Services, Inc, �-
1 -
April 16, 2004
Project No. 3707
Mr. Eric L. Murphy
396 North Coast Highway 101
Encinitas, California 92024
Subject: As- Graded Report, Building Pad,
631 Third Street, Encinitas, California
Dear Mr. Murphy:
Transmitted herwith is our As- Graded Geotechnical Report for the subject project, dated April 16, 2004.
The project is being constructed to facilitate a new building. The observation and testing services as
authorized by you includes the grading of the building pad. This report presents a summary of the
grading operations for the building pad and the results of our field and laboratory tests.
We appreciate the opportunity to be of service and look forward to continued involvement with
your project. Should you have questions, please contact the undersigned.
Respectfully submitted,
Technical Field a ices, In V? HLR //
q .00
Christopher ow `�
p o. C 62262 evin Rooney
Principal Engineer o o Exp: 6/2US � Staff Engineer
CP/kr
Distribution: (2)Address of CA1.1F�
1944 Kellog Avenue, Suite 103 • Carlsbad, Ca. 92008 • (760) 434.2617
ELM Building April 16, 2004
631 Third Street, Encinitas Project No. 3707
TABLE OF CONTENTS
Page
1. INTRODUCTION .................................................................................... ............................... 1
2. SITE DESCRIPTION ............................................................................... ............................... 1
3. SUMMARY OF EARTHWORK OPERATIONS .................................... ............................... 1
4. FIELD AND LABORATORY TESTING ................................................. ............................... 1
5. CONCLUSIONS AND RECOMMENDATIONS .................................... ............................... 2
6. LIMITATIONS ........................................................................................... ..............................2
7. SELECTED REFERENCES .................................................................... ............................... 3
Illustrations
Figure 1 — Field Density Test Location Map
Tables
Table 1 — Summary of Field Density Tests for Project No. 3707, Compacted Fill
Table 2 — Maximum Density Test Results
ELM BW&W As Gmded
ELM Building April 16, 2004
631 Third Street, Encinitas Project No. 3707
1. INTRODUCTION
In response to your request and authorization, we have provided geotechnical observation and test-
ing services during the building pad grading operations for the project. The purposes of our services
were to observe, document and test the materials used by the contractor, to construct the subject
building pad.
We performed field and laboratory tests of representative material samples to evaluate relative
compaction of the fill placed at the site and to characterize the soil. Our findings and conclusions
are presented herein.
2. SITE DESCRIPTION
The subject site is located at 631 Third Street, within the City of Encinitas, in San Diego County. The site
is bound by Third Street to the West, and private properties to the North and South, and an access alley to
the East. Prior to grading, the site was gently sloping at an approximate grade of 5:1, with drainage to-
wards the east.
3. SUMMARY OF EARTHWORK OPERATIONS
Grading operations at the site commenced on March 26, 2004, and were completed on April 6,
2004. Our field technicians were generally on site full -time during the grading operation.
In preparation for the placement of fill, the existing ground surface was over - excavated to 4 -1/2
feet in depth to remove loose soils, root and other deleterious materials from within the building
pad area to a distance of approximately five feet outside the building limits. The excavated mate-
rial was screened of debris and cleaned of root matter, and was moisture conditioned and
compacted to at least 90 percent relative compaction. The imported material was moisture condi-
tioned and mixed as it was laid in place with a loader /excavator. Lift thickness was kept to eight
inches or less, and was compacted under several passes of the equipment tracks for each lift
placed. The total fill depth is approximately one foot. The contractor used one Komatsu custom
track driven excavator and one water truck to prepare the site and to perform the earthwork op-
erations.
4. FIELD AND LABORATORY TESTING
Field density tests were performed by our technicians during the site grading operation in general
accordance with ASTM D1556 -90 (Sand Cone Method). The results of field density tests are
presented in Table 1. The approximate locations of the field density tests are shown on Figure 1,
Field Density Test Location Map.
The specified relative compaction was 90 percent for compacted fill placed within building limits
and to five feet outside building lines.
Laboratory tests were performed on two representative samples of the fill materials to evaluate
maximum dry density and optimum moisture content. The maximum dry density and optimum
moisture content tests were performed in general accordance with ASTM D1557 -91, and the re-
sults are presented in Table 2.
3707 EL Murphy Encinitas as- graded
ELM Building April 16, 2004
631 Third Street, Encinitas Project No. 3707
5. CONCLUSIONS AND RECOMMENDATIONS
Based on our observations and the results of our field and laboratory tests, it is our opinion that
the grading operations were performed in general accordance with the current standard of prac-
tice, and the Standard Specifications for Public Works Construction (1997 edition) including the
Regional Supplement Amendments. Our opinion is relevant to the characteristics, relative com-
paction and general locality of the fill materials. The certification of grades was the responsibility
of others.
6. LIMITATIONS
The geotechnical services outlined in this report have been conducted in accordance with current
practice and the standard of care exercised by geotechnical consultants performing similar tasks
in this area. No other warranty, expressed or implied, is made regarding the observations and
conclusions expressed in this report.
The reported test results represent the relative compaction and moisture content at the locations
tested. It is important to note that the precision of field density tests and the maximum dry den-
sity tests is not exact and variations should be expected. The reported locations, depths and
elevations of the density tests are estimated based on correlations with the site plans. Further ac-
curacy is not implied.
3707 EL Murphy Erwir iros as- graded 2
ELM Building April 16, 2004
631 Third Street, Encinitas Project No. 3707
7. SELECTED REFERENCES
American Public Works Association, 1997, "Greenbook" Standard Specifications for Public
Works Construction.
City of San Diego, 1997, Supplement Amendments to the Standard Specifications for Public
Works Construction, San Diego, Document No. 769818, dated February 2.
Uniform Building Code, 1994, Volume 2, Structural Engineering Design Provisions.
3707 EL Murphy Endniw a Sn W
3
ELM Building April 16, 2004
631 Third Street, Encinitas Project No. 3707
Table 1— Field Density Test Results
Test # Location Dry Density Moisture % Compaction %
1 NW pad -3' 128.5 7.8 98
2 NE pad -3' 124.7 9.9 95
3 NW pad -1' 123.6 7.8 94
4 NE pad -1' 120.8 8.5 92
5 SW pad -3' 128.9 10.0 98
6 SE pad —3' 120.2 8.2 92
7 SE pad —1' 125.7 8.8 96
8 RT on #10 SW pad —1' 113.4 9.7 87
9 SW pad surface 118.1 11.9 90
10 Re -test #8 120.6 8.6 92
11 East pad surface 126.3 9.6 96
12 West pad suface 127.4 7.6 97
Table 2 — Maximum Density Test Results
Material Maximum Optimum
Type No. Description Dry Density Moisture Content
(pcf) ( %)
1 Fine brown silty Sand 131.0 8.2
2 Medium Brown silty Sand 128.5 9.0
3707 ELM Building As- graded ,�
NOV - 19 - 03 WED 02:31 PM ECSCandE INC FAX:619 258 7962
1�'1 MFNTERPRISES PROJECT NO. 03- 1147B7(1)
INTRODUCTION
This is to present the findings and conclusions of a soil
investigation for a proposed two -story office and residential
building to be located on the east side o' 3rd Street, 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 5.0 feet; undisturbed
and loose bag samples were obtained, an:i laboratory; tea s were
performed.
SITE DESCRIPTION AM PROPOSED CONSTRUCTION
The subject sitc_: is located on the east side of 3rd Street, in the
City of x ;nciriit.as, California. =t is presently occupied with a
single -story home that will be demolished- The property slopes
moderately to the southeast. Site boundaries include ?zd St=reet to
the west, an all.c:y to the east, an office building to the south
and a residential parcel to the north. Vegetation consisted of a
few trees, shrubs and grass. I.t is our understanding that the
propose construct will include a two - story, wood- framed,
office and residential buildi_nc. The structure will be f_ouncled on
coil tirluol:s footings with a slab - on - grade .`_loor.
FIELD INVESTIGATION
On November 3, 2..003, Lhree (3) exploratory borings were drilled to
a mo.ximum depth of 6.0 feet with a 1':and auger. The aperoximate
location:; of t }l e. bori ngs arc shown or. -he attached Plate 1 �0. 1,
entitled "Location of Cxp? Crater;; Borings". A continuous log of
the soils c;nc_ountered wus recorded at the time of ex ;ava _lon and
is shown on Plate No. % enti tl.ec. "Sumrlar • Sheep_" .
The soils were vi.sual.ly and ' Eexr_ura.l.l y c_assified accoidi.nq to the
filr identi,fical - ion procedures set forLh on the atta� :shed Plate
No. � entitled "Uni fort Sc_,- ".
r. '1 %)�ssifi�u:;lc;�n (:hart
NOV -.9 - 03 WED 02:32 FM ECSCandE INC rAX:6_9 26E 7902 `'A(iE
ELY ENTERPRISES PROJFC.T NO, 03- 1147137(1)
SMGPJ .DE CONDI 'IONS
Topsoil and colluvz.um were encountered to a maximurr, depth of 4.5
feet below existing grade. These soils generally consisted of
silty sand with a loose to medium dense consistency and low
moisture: content. The colluvium was underlain by medium dense to
dens: sandstone of the Terrace Deposits Formation.
EXPANSIVE SOILS
An expansion index test. was performed can a select samp-c of the
colluvium to determine volumetric change c.haracter.istics with
change in moisture content. An expansion index of 2 indicates a
very low expansi.01 potcnti.al for the foundation soils.
GROUNDWATER
Groundwater was not encountered during the course of oi.r
investigation. SLatic groundwater is anticipated at depths greater
than 100 feet. We do not expect groundwater_ to affect the proposed
development.
GEOLOGIC HAZARDS
A review of the available geological li era�ure pertaining to the
site indicates the existence of t ^e Rose Canyon Fault Zcne
approximately 4.0 Kin to the we:s Gro - shaking from this fault
or one of the major ac7Jve faults in t:ne region is the most likely
happening to affect. the site. with respect to this hazard, the
site is comparable to o`- in the ge, . area.
The proposed offic ;c and residential s :rucLure 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_ 6esign parameters:
FA;EtAIV[E'Z'FR V ALUE CSC REF
_66.66..... _..
Seismic Lone Factor, 7 j 0.40 - f able 16 -
..._ -- 6666... 6666_
__6666 . ,.
Se ismic Source 13 "fable 16 -U
- -6666 .. _.
So il Profile `hype Sr, _ Table 16 - _
Near - Source hactar, Na 1.1 "fable 16 -
Near- Source Factor, Nv j 1.3 `Cable 1 -T
._.........__ —__ __6666_... _6666
Seismic Coefficien Ca 0648 Ta ble 16 - Q
R 16
Seisrnic Coefficient. C'v 0.83 Table -
� 6666 _ - - - -.._ ___ ... .._ 6.666. _.. _..,. -_
a
NUV - 19 -03 WED 02:32 PM ECSCandE INC FAX:6(9 258 7902 PAGE 4
ELM ENTERPRISES PROJECT NO. 03- 1147R7(l)
Based on the absence of shallow groundwater and the consistency of
the underlying 'Terrace Deposits Formation, it is our opinion that
the potential, for liquefaction is very low.
CONCZUSZONS AND RECOPOMMATIONS
The following conclusions and recommendations are based upon the
analysis of the data and information obtained from our soil
investigation. This includes visual inspection; field
investigation; laboratory testing and oul. general knowledge of the
soils native to the site. The site is suitable for L..he pcQposed
development provided the recommendat.icns set forth are implemented
during construction.
CRADZNG AND .EARTHWORK
Site grading should begin witt_• clearing and grubbing, e.g. the
removal of the existing structures, vegetation and deleterious
materials. The subgrade soils extending to a depth of
approximately 4.5 feet below existing grade and at least five (5)
feet beyond proposed perimeter footings should be overexcavated,
moisture conditioned within 3 percent over optimum and compacted
to a minimum of 90 percent relative compaction. 1'he 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 ac.cor.d3nce with the .attached appendix A.
FOUNDATION AND SLAB
a. Continuous and spread footings are suitable for use on site.
Continuous foat.in.crs shoo i d extend a m nimum of 18 inches for the
two - story bu.tlding irlt() the properly ccmpa,�;ted fill soi..ls. These
footings should be at least. .1.5 inches in ev_dth and re- inforced with
four #4 steel. bars; two bars placed near the top of the footings
and the other two ba rs placed near the bottom cf the footings.
b. Concrete .f3.ct�r slabs should be a mir_irn -im of 4 inches trick.
Reinforcement should consist of 43 bar-q placed at 18 inches on
ccnt::r cacn way. :-)lab reinforcement srot:ld be placed w::.thin the
middle thi..:d of t;hc :slab by suopo_t �r:g che steel. nn _hairs or
concrete blocks "dobie:;" . The slab shc;uld be. underlain b; l: inches
Of clean sand ovc -r a 10 - -mi ? vi.,queen - roist. re harrier.
4
NOV- -03 WED 02.32 PM ECSCandE INC PAX,E19 25c 7902 PAGE 5
F'1.M fNTERPRISES PROJECT N0. 03 -11 47137(1)
The effect. of concrete shrinkage will result in cracks in
virtually all concrete slabs. To reduce the exterit 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. Where moisture sensitive floor coverings are anticipated over
the slab, the 10-•mi.l plastic: moisture barrier should be underlain
by a capillary break at least 2 Inches t:nic.k, consisting of coarse
sand, gravel or crushed rock not exceeding 3/4 inch in size with
no more than 5 percent passing the #200 siev
d. An allowable soil bearing value of 2,000 pounds per square foot
may be used for the design of continuous and spread footings at
least 1.5 inches wide and founded a minimum of 18 inches into the
properly compacted fill sails. This valu-2 may be increased by 650
psf percent for each additional foot of width or depth to a
maximum val-ue of !,000 lb /ft2.
e. Lateral resistance Lo horizontal movement may be provided by
the soil passive pressure and the friction of concrete tc so 1. An
allowable passive pressure of 250 pounds per square foot per foot
of depth may be used. A coefficient o` friction of 0.35 is
recommended. The soils passive pressure cis well as the bearing
value may be i.ncr.easF�ci by 1/3 for wind and seismic loading.
RETAINING WALLS
Cantilevered retaining. walls with a level may be designed
to resist an act :.ve equivalent fluid pressure of .35 pounds per
cubic foot, while retaining walls wit.i a 2:1 ( horizontal to
vertical) sloping backfill may be designed to resist an active
equivalent fluid pressure of 45 pounds per cubic foot. This
pressure is based on the backfi1J. soil being free dra_.n;.ng and
non- exparisive. 5ackfili materials must be approved by the soils
engineer p rior to lase.
5
AUV- 19 — U3 WED 02:33 PM ECSCandE INC FAX : E i 9 258 7902 F'AGE 6
ELM ENTERPRISES PROJECT N4. 03- 1147B7(1)
Restrained walls, such as basement walls, that are not free to
rotate should be designed-to resist an "at -rest" equivalent fluid
pressure of 60 pounds per cubic foot. Restrained walls subject to
uniform surcharge loads should be designed for an additional
pressure of one -ha the anticipated surcharge.
SETT.T.II�IENT
Settlement of compacted fill soils is normal and shauld be
anticipated. Because of the type and thickness of the f_- soi.ls
under the proposed footings and the light building loads,
settlement should be within acceptable 3Amit5 .
UTILITY TRENCH EXCAVATION AND EAC W11,L
Excavations for orl --site utiiit trenches may be made vertically
for shallow depths acid must be Pither s!iored 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 fool. over the pipe. This backfill should be uniformly
watered and compacted to a firm condition for pipe support. The
remainder of the backlill should be on -site soils or non - expansive
impor soils, which should be placed '_n thin lifts, moisture
conditioned and compacted to at least 90 9 z relative compaction.
DRAINAGE
Adequate measures ,should be undertaken to properly finish grade
the site; after tine structure and other improvements are in place,
such that the drainage water within the site and adjacent
properties is directed away from the fok-.ndations, footings, floor
slabs and the tops of slopes v`a surface swales and subsurface
drains towards the natural drainage for this area. Proper surface
and subsu drainage will be required to minimize the potential
of water seeking the level of the bearing soils under the
foundations, footings and f loor slabs ,a:rich may otherwise result
i undermining and differential settlem of the structures and
other impr ovements.
.
6 1
NUV - 19 -03 WED 02 :23 PM ECSCandE INC t'AX:t;9 258 7902 PAGE 7
LLM. ENTERPRISESPROIECTN0 .0.3- 1147B7(1)
.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 noL deviate from those disclosed in the borings. If
any variations or undesirable condit are encountered during
construction, or if the proposed construction will significantly
differ from that pianned at the pr.eser_t time, East County Soil.
Consultation and Engineering, Inc, should be notified sa that
supplemental, recommendations can be provided.
Plates No. 1 through 3, Pages L--1 and t, -2, R.eferenc.es, and
Appendix A are parts of this r.epert.
Respectfully submitted,
r
" No. C 054071 ° m !
s� CMS.
OF C AlV.�R
M;; ac ou Saliou Dial' o
RCE 54071
MSD /Md
7
,vva -_y -uI 1rn uZ jj ?m iMandE INC =AX:E1 25G 1 )(12 PACE $
4e
I
1
i
EAST COUNTY SOIL CONSULTATION
& ENGINEERING, INC.
10925 HARIt Y Rp , SUrM 1, SANTEE, CA 92071
(619) 238.79()1 Max (619) 25R -7902
NOV -19 -03 WED 02;34 PM ECSCandE INC FAX:6 258 7902 PAGE 10
MAJOR DIVISIONS SYMBOL, DESCRIPTI
GW WELL GRADED GRAVELS OR GRAVEL- SAND
MIXTURES, LITTLE OR N O FINES
GRAVELS - G';P — — —
(MORE THAN 1/3 POORLY GRADED GRAVELS OR GRAVEL -SAND
OF COARSE MIXTURES, LITTLE OR NO FINES
FRACTION GM
>N0. 4 SIEVE SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES
COARSi� SIZE}
GC CLAYEY GRAVELS, GRAVEL- SAND -CLAY MIXTURES
GRAINED SOILS
(MORE THAN'/s OF SOIL > S�
NO. 200 SIEVE SIZE) WELL GRADED SANDS OR GRAVELLY SANDS,
LITTLE OR N FNES
SANDS SP -
(MORE THAN V: POORLY GRADED SANDS OR GRAVELLY SANDS,
OF COARSE __, LI TTLE OR N O FINES
FRACTION SM
NU, 4 SIEVE SILTY SANDS, SILT -SAND MIXTURES
:
SIZE) -
$C CLAYEY SANDS, SAND -CLAY MIXTURES
ML INORGANIC SILTS AN VERY FINE SANDS, ROCK
FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY
SILTS & SILTS WITH SLIG PLASTICITY
CLAYS CL INORGANIC CLAY OF LOW T MEDIUM
LIQUID LIMIT PLASTICITY, GRAV£1,L,Y CLAYS, SANDY CLAYS,
c 90 r..— SILTY CLAYS. LEAN CLAYS
FINE GRAINED OL `
SAILS I ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
LOW P
(MORE THAN % OF SOIL < MH Y
NO. 200 SIEVE 317F) INORGANIC SILTS, MICACEOUS OR DIATOMACZOVS
SIL & FINE SANDY OR SILTY SOIL S_, ELASTIC SILTS
CLAYS CIS NOR.GANIC CLAYS OF HIGH PLASTICITY, FAT
LIQUID LIMIT
30 CLAYS
Oil ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
O RGANIC SILTY CLAYS, ORGANIC SILTS
IfIGHLY ORGANIC SOILS Pi PEAT AND OTHER HIGHLY ORGANIC SOILS
CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM)
7° _.
r CI. RAIN S IFICATION RANGE OF G SIZES
I ^w U.S. STANDARD GRAIN SIZE [N
SIEVE SIZE MILLIMETERS
BOULDERS _ V A bove 12 Inches Above 305 1
COBBLE 1 1 2 Inches To 3 Incites 303 To 76.2 1 w
GRAVEL I �3 lncheS to N0 4 76.2 to 4.76
Coarse 3 Incites to' /. (nch 76.2 to 19.1
Finc _ 1 ?: In to Flo. 4 19 1 to 4.7
SAND I No. 4 to No 200 4.76 to 0.074 0 kk »Yc�
Coarse Flo. a 10 No 10 4. ,6 E0 2.00 o I
Medium No. 10 to No 40 ..00 to 0 420 r= t :��• 1 K „c�
Finc Nu. 40 to No. 200 0.420 to 0.07, ? °
SI AND C LAY I B elo +v Nu. 2 G0 I Below 0.0 1 ° 1 :o to w so ao \ . n 30 )o 14C
uc .v
GRAIN SIZE CHART PLASTICTYY CHART
Er15T COUNTY SOIL CONSULTATIOv 1 — -
AND ENGINEERING, INC.
ELM EN3:TNRPRISES PROJECT
10925 HARTLEY ROAD. SUITE "I"
SANTEE, C ALIFO RN IA 920"1 I PROJEC N0. 03 -114737(l)
f PLATE 210. 3 1. 1 / 19/03
U.S.C SOIL C L.kS SI FICATION
NOV - :9 - 03 WED 02:34 PM ECSCandE INC FAX:619 256 7902 PAGE
ELM F,NTF.RPRISES PROJECT NO. 03- 114787(1)
PAGE L -1
LABORATORY TEST RESULTS
MAXIMUM .DENSITY AND OP'T'IMUM MOISTURE TEST RESULTS
The maximum dry densities and optimum moisture contents of the .fill materials as determined by
ASTM D1557-91, Procedure A which uses 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 I0 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:
OPTIMUM
MAXIMUM MOISTURE
SOIL TYPE./ DRY DENSTTY CONTENT
PROCEDURE 17FSC:RIPTTON T_R/ CU. FT. % DRY WT. LOCATION
1/A BROWN, SILTY 131.0 8.2 13-105, V -4'
FIN1:E- GRAINED
SAND
RESULTS OF EXPANSION NDEX TEST
An expansion test in confin with ASTM D4829 was performed on a representative sample of
on -site foundation soils to determine volumetric change characteristics with change in moisture
content. The recorded expansion of the sample is presented as follows:
INITIAL SATURATED INITIAL, DRY
MOISTURE, MOISTURE DENSITY EVANSTON
CONTENT% . _ CONTENT% LB_i F T. INDEX LOCATION
7.6 13.9 116.6 2 B -1 (u7 2
9
NOV 1.9 - 03 VIED 02;34 PM ECSCandE INC FAX,6'9 250 7902 PACE 12
F, I.M ENT LsRPRI.SF.S PROJEC T NO. 03
PAGE L - 2
LABORATORY TEST RESULTS
RESULTS OF PARTICLE SI7_F. ANALYSIS
U.S, Statndrd Pers:ent Passing Percent Passing
Sieve Size B� l @ l A'- AA' B -2 @:0'
(MT M D -422)
3 „ -
2
1/2" - -
#4 - -
#8 100
#i6 qq 100
#30 85 8-17
#60 34 3
#100 23 24
#200 20 18
- ..... SM
t r�
NOV -19 -03 WED 02;34 PM ECSCandE INC 4AX:619 253 7902 PANE 13
FGMENTERPRLSFS PROJECT NO. 03- 11=1717(1)
REFERENCES
1. "1997 Edition, Uniform Building Code, volume 2, Structural
Engineering and Design Provisions ".
2. "Maps of Known Active Fault gear- -Sou r.c;P Zones in California and
Adjacent Portions of Nevada ", Page 0 -36, used with the 1997
Edition of the Uniform Building Code, Published by international
Conference of Building Officials.
3. "Geologi.c Maas of the Northwestern ?art. of Sari Dip ga 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.
11
NuV -_9 -01 WED 02;35 PM R ECSCandE INC FAX;6 :9 258 7902
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 strictures may be safely supported. The procedures include the clearing and
preparation of the land to be filled, processing the fill soils, 'he 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 T=illed
(a) All brush, vegetation and any biodegradable rc--use 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 backftlled to
the satisfaction of the engineer.
(b) The natural ground which is determined to be sat sfactory for the support of the filled
ground shall then be plowed or scarified to a depth of at least 12 inches 0 2 ").
(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 ;'maximum dry density in accordance
with AS'I'A D1557 -91.
(d) Where tills arc made on slopes greater than 20 percent, horizontal benches shall be cut
into the firm natural brMund. The initial bcnch at the toe of th-- till shall be at least 15 feet in width
on firm undisturbed natural ground. The width of all succeedi;ig benches shall be at least 6 feet.
NOV -19 - 03 WED 02:31 PM ECSCandE INC FAX :6',9 253 790'2
Ck
FAST COUNTY SOIL CONSULTATION
ANI) FNGINFERING, INC.
10925 HARTLEY ROAD, SUITE I.
SAN TEF, CALIFORNIA 92071
(019) 258 - 7901
Fax 258 -7902
November 19, 2003
Eric Murphy r
ELM Enterprises
396 North Coast H i,ghw7y 1.01
Enc:inz.tas, cali.fornia 92024
Subject: Limited Site Investigat_on
proposed Two -Story Office and Re _ identiai Buildinq
631 :3' Street, APN 258- - 13 -�'0'-
C:i.ty of Enc:i r:itas, Cali .�S nia
Dear Mr. M urphy:
In accordance with your request, we h1m7e performed a limited
investigation of the soil conditions a': the subject si.te. The
investigation was undertaken to provi.,;ia the sail P:ngineering
crite.r,,i . fur site grading and recommena an aopropri.at_e Foundation
system `or t�Ze proposed office and resic,e: tal building.
Our investigation found that the site is underlain by topsoil and
colluvi.um to a maximum depth of 4.5 feet below existing grade.
Medium dens; to dense sandstone of tithe Terrace Dep,u__sit.s Formation
was underlying the c:olluvium.
It is oi:lr opinion that the proposcci development i s feasible
provided t:he rec:omrttendations herein are implement;- during
construction.
Resouctfully tt_ed,
mamaldau Saliou D ailo, t''.
RC,F 5 � 0 71
' NGINEERING SERVICES DEPARTMENT
Cit1O�
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Rep lenishment /Stormwater Compliance
Subdivision Engineering
Traffic Engineering
July 6, 2004
Attn: Bank of America
1340 Encinitas Boulevard
Encinitas, CA 92024
RE: Eric Murphy
631 3 " Street
APN 258 - 165 -13
Grading Permit 1456 -GI
Final release of security — 75%
Permit 1456- GI authorized earthwork, private drainage improvements, and erosion
control, all as necessary to build described project. Final, acceptance, and warranty
inspections have all been completed to the satisfaction of the Field Operations Division.
Therefore, release of the remainder of the security deposit is merited.
The following Certificate of Deposit Account has been cancelled by the Financial
Services Manager and is hereby released for payment to the depositor.
Account # 11824 -55520 in the amount of $12,535.50.
The document originals are enclosed. Should you have any questions or concerns, please
contact Debra Geishart at (760) 633 -2779 or in writing, attention the Engineering
Department.
Sinc rely,
Masih Maher J' L bath
Senior Civil Engineer ina ce Manager
Subdivision Engineering Financial Services
CC: Jay Lembach, Finance Manager
Eric Murphy / E & E Properties
Debra Geishart
File
TEL 760 -633 -2600 / FAX 760- 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 -633 -2700 � recycled paper
r
EAST COUNTY SOIL CONSULTATION
` . AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE 44
SANTEE, CALIFORNIA 92071
(619) 258 -7901
Fax 258 -7902
Eric Murphy November_ 19, 2003
ELM Enterprises Project No. 03- 1147B7(1)
396 North Coast Highway 101
Encinitas, California 92024
Subject: Limited Site Investigation
Proposed Two -Story office and Residential Building
631 3rd Street, APN 258- �-13 - 00
City of Encinitas, California
Dear Mr. Murphy:
In accordance with your request, we have performed a limited
investigation of the soil conditions at the subject site. The
investigation was undertaken to provide the soil engineering
criteria for site grading and recommend an appropriate foundation
system for the proposed office and resi dential building.
Our investigation found that the site is underlain by topsoil and
colluvium to a maximum depth of 4.5 f -let 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,
Mamadou Saliou Diallo, P.E
RCE 54071
1 {
Y
ELM ENTERPRISES PROJECT NO. 03- 1147B7(1)
INTRODUCTION
This is to present the findings and conclusions of a ,soil
investigation for a proposed two -story office and residential
building to be located on the east side of 3rd Street, 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 6.0 feet; undisturbed
and loose bag samples were obtained, and laboratory tests were
performed.
SITE DESCRIPTION AND PROPOSED CONSTRUCTION
The subject site is located on the east side of 3rd Street, in the
City of Encinitas, California. It is presently occupied with a
single -story home that will be demolished. The property slopes
moderately to the southeast. Site boundaries include 3rd Street to
the west, an alley to the east, an office building to the south
and a residential parcel to the north. Vegetation consisted of a
few trees, shrubs and grass. It is our understanding that the
proposed construction will include a two - story, wood -- framed,
office and residential building. The structure will be founded on
continuous footings with a slab -on -grade floor.
FIEID INVESTIGATION
on November 3, 2003, three (3) exploratory borings were dr.il.le(_l to
a maximum depth of 6.0 feet with a hand auger. The approximate
locations of the borings are shown on the attached P.lat_e No. 1,
entitled ",Location of Exploratory Borings ". A continuous loci 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 "Uniform Soil Classification Chart ".
2
ELM ENTERPRISES PROJECT NO. 03-1147B7(l)
SUBGRADE CONDITIONS
Topsoil and colluvium were encountered to a maximum depth of 4.5
feet below existing grade. These soils generally consisted of
silty sand with a loose to medium dense 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 select sample of the
colluvium to determine volumetric change characteristics with
change in moisture content. An expansion index of 2 indi.cateS a
very low expansion potential for the foundation soils.
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.
GEOLOGIC HAZARDS
A review of the available geological literature pertaining to the
site indicates the existence of the Rose Canyon fault ",one
approximately 4.0 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 office and 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:
PARAMETER VALUE UBC REFERENCE
Seismic Zone Factor, Z 0.40 Table 164
Seismic Source B Table 16-U
Soil Profile Type SD Table 16 -J
Near -Source Factor Na 1.1 Tablc 16 -S
Near- Source Factor, Nv 1.3 Table 16-T
Seismic Coefficient, Ca 0.49 Table 16-
Seisrnic Coefficient, Cv 0.83 Table 16 -R _ _
ELM ENTERPRISES PROJECT NO. 03- 114787(1)
Based on the absence of shallow groundwater and the consistency of
the underlying Terrace Deposits Formation, it is our opinion that
the potential for liquefaction is very low.
CONCLUSZONS AND RECCMMNMTZONS
The following conclusions and recommendations are based upon the
analysis of the data and information obtained from our soil
investigation. This includes visual inspection; field
investigation; laboratory testing and our general knowledge of the
soils native to the site. The site is suitable for the proposed
development provided the recommendations set forth are implemented
during construction.
GRADING AND EARTHWORK
Site grading should begin with clearing and grubbing, e the
removal of the existing structures, vegetation and deleterious
materials. The subgrade soils extending to a depth of
approximately 4.5 feet below existing grade and at least five (5)
feet beyond proposed perimeter footings should be overexcavat;ed,
moisture conditioned within 3 percent over optimum and compacted
to a minimum of 90 percent relative compaction. 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.
FOUNDATION AND SZAH
a. Continuous and spread footings are suitable for use on sate.
Continuous footings should extend a minimum of 18 inches for the
two -story building into the properly compacted fill soils. These
footings should be at least 15 inches in width and reinforced with
four #4 steel bars; two bars placed near the top of the footings
and the other two bars placed near the bottom of the footings.
b. 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. Slab reinforcement should be placed 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.
4
ELM ENTERPRISES PR OJECT NO. 03-1147B7(i)
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. Where moisture sensitive floor coverings are anticipated over
the slab, the 10 -mil plastic moisture barrier should be underlain
by a capillary break at least 2 inches thick, consisting of coarse
sand, gravel or crushed rock not exceeding 3/4 inch in size with
no more than 5 percent passing the #200 sieve-
d. An allowable soil bearing value of 2,000 pounds per square root
may be used for the design of continuous and spread footings at
least 15 inches wide and founded a minimum of 18 inches into the
properly compacted fill soils. This value may be increased by 650
psf percent for each additional foot of width or depth to a
maximum value of 4,000 lb /ft2.
e. 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 square foot per foot
of depth may be used. A coefficient of friction of 0.35 is
recommended. The soils passive pressure as well as the bearing
value may be increased by 1/3 for wind and seismic loading.
RETAINING WALLS
Cantilevered retaining walls with a level backfill may be designed
to resist an active equivalent fluid pressure of 35 pounds per
cubic foot, while retaining walls with a 2:1 (horizontal to
vertical) sloping backfill may be designed to resist an active
equivalent fluid pressure of 45 pounds per cubic foot. This
pressure is based on the backfill soils being free draining and
non - expansive. Backfill materials must be approved by the soils
engineer prior to use.
5
ELM ENTERPRISES PROJECT NO. 03- 1147117(1)
Restrained walls, such as basement walls, that are not free to
- rotate should be designed to resist an "at- rest" equivalent fluid
pressure of 60 pounds per cubic foot. Restrained walls subject: to
uniform surcharge loads should be designed for an additional
pressure of one -half the anticipated surcharge.
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 BACKSILL
Excavations for on -site utility trenches may be made vert.ic.�lly
for shallow depths and must be either shored or sloped at 1H: lv
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- expan:::ive
imported soils, which should be placed in thin lifts, moisture
conditioned and compacted to at least 90 % 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 potent:ial
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.
6
EI. ENTERPRISES PROJECT NO. 03- 1147B7 {1)
LIMITS OF ZNMSTZGATZON
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 roil
Consultation and Engineering, Inc. should be notified :3o that
supplemental recommendations can be provided.
Plates No. 1 through 3, Pages L -1 and L -2, References, and
Appendix A are parts of this report.
Respectfully submitted,
No. CO54071 � s
Q CMt Z. ` �
I -
Mamadou Saliou Diallo
RCE 54071
MSD /md
7
/!rJ
i
FAST COUNTY SOIL CONSULTATION
do ENGINEERING. INC. ` ; ;4 4 7
10923 HARTLEY RD_. SUITE I. SAKME. CA 92071
(619) 258 -7901 Fax (619) 251b?"2
47lOd o�!'f3'!- �°.►¢T�,�/il/G� ""' alb. /
EI,M ENTERPRISES PROJECT NO. 03- 114787(1)
PLATE NO. 2
SUMMARY SHEET NO. 1
BORING NO. 1
DEPTH SOIL DESCRIPTION X M
Surface TOPSOIL
dark brown, dry, loose, silty fine
grained sand with rootlets
1.0' COLLUVIUM (Qal)
brown, dry, loose, fine grained
silty sand (SM)
., 12.2 5.2
2.5'
4.5' TERRACE DEPOSITS (4tl)
tan, moist, medium dense
to dense, fine grained
silty sand (SM)
6.0' bottom of boring, no caving, no groundwater
boring backfilled 11/3/03
BORING NO. 2
DEPTH SOIL DESCRIPTION Y M
Surface TOP$om
dark brown, dry, loose, silty fine
grained sand with rootlets
1.0' cOLLUVIUM (Qal)
brown, dry to moist, loose to medium dense,
fine grained silty sand (SM)
4.0' TIZRRACE DEPOSITS (Qt:)
tan, moist, medium dense
to dense, fine grained
silty sand (SM)
5.0' bottom of boring, no caving, no groundwater
boring backfilled 11/3/03
--------------------------------------------------------------
BORING NO. 3
DEPTH SOIL DESCRIPTION y M
Surface TOPSOIL
Dark brown, dry, loose, si:'_y fine
drained sand with rooti.nts
1.0' COLLUVIUM (Qal)
brown, dry to moist, loose "_o medium dense,
fine grained silty sand (SM) G
3.0' ,. ., 10.1.9 5.0
4.5' TERRACE DEPOSITS (Qtt)
tan, moist, medium dense
to dense, fine grained
silty ;and (SM)
5.0' bottom of boring, no ca ring, no y-aundwar.cr
boring backfilled 13./3/03 ---------------------------------------
I
MAJOR DIVISIONS SYMBOL LL�.3l.ii.. 11V1\
GW Why GRADED GRAVELS OR GRAVEL- SAND
` MIXTURES. Lfl I'LE OR NO FINES
GRAVELS GP POORLY GRADED GRAVELS OR GRAVEL -SAND
(MM THAN E % MIXTURES. LITTLE OR NO PINES
OF COARS
FRACTION GM SLTY GRAVELS, GRAVEL -SAND 91LT MIXTURES
>-M. 4 SIEVE
COARSE SIZE) GC CLAYEY GRAVELS. GRAVEL -SAND -CLAY MDCfURES
G RAINED SOILS
(MORE THAN Vs OF SOIL > Sw
140. 200 SIEVE 51ZE} WELL GRADED SANDS OR GRAVELLY SANDS,
LITTLE OR NO FINES -
SANDS SP POORLY GRADED SANDS OR GRAVELLY SANDS.
(MORE THAN 'A UTTLEOR NO FM _
OF COAASE ION SM
< NO.1 SIEVE SILTY SANDS. SILT-SAND MIXTURES
s� SC
CLAYEY SANDS, SAND -CLAY MIXTURES
ML 6oRGAN RTS AND VERY FINF SANDS, ROCK
FLOUR SILTY OR CLAYEY FINE SANDS OR CLAYEY
SILTS & SILTS wITH WOW PLASTICITY
CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM
PL*SMfTY GRAVELLY LIQUID UMTf • CLAYS, SANDY CLAYS.
SILTY CLAYS. LEAN CLAYS
< SO
FINE GRAINED OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
SOILS LOW PLUTXTM
(MORE THAN 'A OF SOIL < MCI
N0.200 SIEVE S217 INORGANIC SILTS. MICACEOUS OR DIATOMACEOUS
SILTS & FINE SANDY OR SILTY SORB. ELASTIC SILTS
CLAYS CH INORGANIC CLAYS OF HIGH PLASTICtf Y. FAT
LIQU D LIMTT CLAYS
OH
ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY.
ORGANIC SILTY CLA YS ORGANIC SILTS
HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS
CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM)
I . L
CLASSIFICATION OF GR.tIV I 1 w
U.S. STANDAJW GF-UN SM IN I I I
SIEVESIZE munwETERS
BOULDERS AOVrc Ms l2 htcha Abore 305 � , I r i'l G ' I
COBBLTMS 12 W To 3 locftes 103 To 76.3 = 'O ( I ( 4
CRAWL 3 Inches to ro. 4 76Z to 4.
Come 3 Incites to V. hldt 76-21619.1 w I
Fine Y. Inch to No. 4 19 1 to 4.76
SAND Na. 4 10 No. 200 0 .76 to 0.074 ° I ( ! ' I ( BC"
No. # to No. 10 4.76 to 2.00 1
Meddiu�m No. Io to Na 40 2.00 to 0.420
Fine No. 40 to N0. 200 0.420 to 0.074 40 To w w .ao
SILT AND CLAY Below Nu. 200 Below 0.074 ,r ".L . ;
GRAIN SIZE CHART PLASTICITY CHARRT
EAST COUNTY SOIL CONSULTATIO AND ENGINEERING, INC. ENTERPR ISES PROJECT
10925 HARTLEY ROAD, SUITE "I" ECT N0. 03- 11478 (1)
SANTEE, CALIFORNIA rMI 3 11/19/03
PLATE N0.
U.S,C.S. SOIL CLASSIFICATION
ELM ENTERPRISES PROJECT NO. 03-1147B7(i)
PAGE L - 1
LABORATORY TEST RESULTS
MAXIMUM DENSITY AND OPTIMUM MOISTURE TEST RESULTS
The maximum dry densities and optimum moisture contents of the fill materials as determined by
ASTM D1557 -91, Procedure A which uses 25 blows of a 10 pound slide hammer failing 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 1113.3 cubic foot compaction cylin&-r are
presented as follows:
OPTIMUM
MAXIMUM MOISTURE
SOIL TYPE/ DRY DENSITY CONTENT
PROCEDURE DESCRIPTION LB/ CU. FT. % DRY WT. L OCA "1 _ION
I/A BROWN, SILTY 131.0 8.2 B -1 (cr�7 VA'
FINE - GRAINED
SAND
RESULTS OF EXPANSION INDEX TEST
An expansion test in conformance with ASTM D4829 was performed on a representative sample of
on -site foundation soils to determine volumetric change characteristics with change in moisture
content. The recorded expansion of the sample is presented as follows-
INITIAL SATURATED INITIAL DRY
MOISTURE MOISTURE DENSITY EXPANSION
CONTENT" /o CONTENT% LB. /CU. FT INDEX _ LOCATIO
7.6 13.9 116.6 2 B -I (@aT
9
ELM ENTERPRISF.S PROJECT NO. 03-114
PAGE L -2
LABORATORY TEST RESULTS
RESULTS OF PARTICLE SIZE ANALYSIS
ertat Pnssirig
Percent Passing = `P x ="
-. - - °I3-2 Q 4.ft' _ '��� ��::. •.
& 1 1.0 - 4.0
i s D-.K —
3" _ -
2 ,> _ -
l „
112"
3 /S" -
#4 _
#8 l00
#1b 99 100
#30 85 87
#b0 34 35
#100 23 24
#200 20 IS
USCS SM SM' -
10
ELM ENTERPRISES PROJECT NO. 03- 114787(1)
REFERENCES
} 1. 11 1997 Edition, Uniform Building Code, Volume 2, Structural
Engineering and Design provisions".
2. "Maps of Known Active Fault Near- Source Zones in California and
Adjacent Portions of Nevada ", Page 0 -36, used with the 1997
Edition of the Uniform Building Code, 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.
I1
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 aructures 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 fee 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 bt: cut
into the f nn 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.
APPENDIX A 2
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 mchcs in diameter. lf, 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 PrelUMEY 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 tear optimum to assure uniform mixing and effective
compaction.
(b) When the moisture content of the fill materials is above that specified, the fill matrriaI
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 layer.
(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 shcepsfoot rollers or other
suitable equipment. Compacting operations shall be continued until the slopes arc 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 represenUtt►ve 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.
2
Rtc p
Uu 1REP!
7
DOCUMENT flu t,.
ffliWTV
GREGORY LJ EM1. IF TI Hi 5 -"UUM F."E.
1-N 'T-60 Cffl R FCA
I
Recording Requested by:
City Engineer
When Recorded mail To:
City Clerk
City of Encinitas
505 south Vulcan Avenue
Encinitas, CA ..92024 SPACE ABOVE FOR RECORDER'S USE
COVENANT REGARDING REAL PROPERTY
WAIVER OF PROTEST TO ASSESSMENTS
Assessor's Parcel Work Order 1456-G
Number: 258-1-65-13 Project 02-196 DR/CDP
A. E and E Transportation/ Inc, a California Corporation
("OWNER" hereinafter) is the owner of real property
("PROPERTY" hereinafter) and which is legally described
as follows:
See Attachment "All which is attached hereto and made a
part hereof.
B. In consideration of 02-196 DR/CDP, 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,
successors, heirs, personal
encumbrancers, f the
representatives, transferees and assigns 0
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.
AC PTED AGREED: OWNER
P P1 )so I�
Eric Murphy, Print Title
E & E Transport ion, Inc.
b k
Date
(Notarization of OWNER signature is attached)
CITY F CIN
Dated , /c3�d� by
Peter Cota- Robles,
(Notarization not required)
Director of Engineering Services
Legal Description of Real Property
631 Third Street
APN 258 - 165 -13
The real property situated in the City of Encinitas, County of San
Diego, State of California, described as: Lot 12, Block 19
according to Map thereof No. 148, filed in the office of the
County Recorder of San Diego County on June 12, 1883.
CALIr ORI:IA ALL•PunpoSE ACKNOVILEDGMENT
State of j2 4 `
1
k` County of
A
On of before me,
D" Mo Tue a oaks, p.o., im Wo. Mowry PAW)
.
perso ly appeared
•' IN o' &,q4r�) : �
ersonally known to (rte — OR — O proved to me on the basis of satisfactory evidence to be the persons)
whose name(494re subscribed to the within instrument
and acknowledged to me th4 hetthey executed the
' OFFICIAL SEAL er/their authorize 'capacity(ies), and that by
ARTHUR P ARQUILLA hi er the' Ir signatures) on the instrument the person(s),
NOTARY PUBLIC- CALIFORNIA or the entity upon behalf of which the person(s) acted,
COMM. NO. 1334102
;i SAN DIEGO COUNTY executed the instrument.
itAl' 000 EXP. JAN.7, 2006
! WITN* my hand and oft' ' e , /
f
f OPTIONAL
j Though the information b is not required b ten; q may prove valuable to persons relying on the document and could prevent
tiaudulent tamoval and taanadwwnt of this form to another document.
Description of Attached Document
Title or Type of Document: '
t Document Date: Number of Pages:
Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer(s) ;.
� Signer's Name: Signer's'Name:
t O Individual Olndividual
D Corporate Officer O Corporate Officer
TIIIe(s): Title(s):
D Partner — p limited D General ,CJ Partner — 0 Limited ❑ General
O Attorney -in -Fact O Attorney -in -Fact
D Trustee D Trustee
O Guardian or Conservator O Guardian or Conservator
D Other: lop p1 v6no heft O.Other: top Of tn,ulle he:e
� Signer Is Representing: Signer Is Representing:
i
t
I.1"' :/..Y . I (I•.. .1�: • rF�.`� I.' C� 111 `II.: Il.`,l A: �6• -• 1
NOV- 9 - 03 WED 02:31 PM ECSCandE INC FAX:019 253 7902 E'AGE 1
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC..
10925 HARTLEY ROAD, SUITE "I"
SANTEE, CALIFOR,'NIA 92071
(619) 258 -7901
Fit% 258 -7902
Eric Murphy November 19, 2003
ELM Enterprises :.'rojoC.t. No . 0
396 North Coast H'.i.ghway 1.01
Encinitas, California 92024
Subject: Limited Site Investigat_on
Proposed Two -Story Office and Re wdential Buiid:Lrng
631, :3 Street, APP 258- -i3 °0
C:i.ty of Encinitas, Cali :1ia
Dear Mr. Murphv:
In accordance wi,.th your request, we h-.:Te performed a limited
investigation of the soil conditions a'.: the subject site. The
investigation was undertaken to provi.,;ie the soil engineering
criter. i,a for site grading and recommend an aopropr.i.ate foundation
system for tt'jc pr'oposeci office and resider`ial. building.
Our investigation found that the site :_s underlain by topsoil and
colluvi.um to a. maximum depth of 4.5 fe=y= below existing grade.
Medium dens: to dense sandstone of the Tc_:rrace Depcsits Formation
was underlying the colluvium.
It is our opinion that the propcsc' 'levelopment is feasi_b_e
Provided the recommendations herein A— implement =d during
constr..uction.
Res'pec;ttully
Mamaldou Salina D allo, ►'.
F
Rc.;F. 54071
• NOV °1.9 WED 02:31 PM ECSCandE INC FAX:6:9 253 7902 PACTE 2
ELM ENTERPRISES PROJECT NO. 03 - 11 4 7B 7(1)
INTRODUCTZON
This is to pr,eserit the findings and conclusions of a soil
investigation for a proposed two -story office and residential
building to he located on the east side 3rd Street, in the City
of Encinitas, californi.a.
The objectives of the investigation were to evaluate tre existing
soils conditions and provide recornmendations for the proposed
construcL'ion.
In order to accomplish these objectives, three (3) exploratory
borings were drilled to a maximum depth of 6.0 feet; undisturbed
and loose bag samples were obtained, anc: laboratory tests were
performed.
SITE DESCRIPTION AND PROPOSED CONSTRUCTION
Th subject sift-: is located on the east side of 3rd Street, in the
City of x,nciriitas, California. It is presently occupied with a
single -story home that will be demolished. The property slopes
moderately to the southeast. Site boundaries include 3rd Street to
the west, an alley to the east, an office building to the south
and a residential parc;ei to the north. Vegetation consisted of a
few trees, shrubs and grass. ].t is our understanding that the
proposed cori.struction will include a two--story, wood framed,
office and rF�sidential building. The structure will be founded on
continuous footings with a slab - on - grade floor.
FIEID INVESTIGATION
On November 3, 2003, three (3) exploratory borings were drilled to
a maximum depth of 6.0 feet with a h:.ind auger. The approx.imate
locations of the borings are: shown on ;_he attached Plate too. 1,
entitled "Location of Expicratcry Borings ". A conv_iri,ous ioq of
the s( cnc_ountered was re:orded at tie timc of exCavac_on and
is shown on Plate No. 2 entitled "Surrnary :ghee "_ ".
The :oils were v�.sually and �eytural.l y classified accordi. ng to the
filed identi,ficr:Lion procedures set forLh on the atta Flat
No. 3 entitied "Cni form sc_,11 is l pssifica � :harp_ ".
NOV - 19 - 03 WED 02:32 PM ECSCandE INC .;V:1 25c 7902 PAGE
ELM F.N7 ERPRISES PROJECT NO. 03-1147B7(l)
SMGRADE CONDITIONS
Topsoil and colluvium were encountered to a maximum depth of 4.5
feet below existing grade. These soi_s generally consisted of
silty sand with a loose to medium dense consistency and low
moisture content. The colluvium was underlain by medium dense to
dens: sandstone oL the Terrace Deposits Formation.
EXPANSIVE SOILS
An expansion index test was performed on a select sample of the
colluvium to determine volumetric change characteristics with
change in moisturc content:. An expansi ? index of 2 indicates a
very low expansion potcnti.al for the foundaLi_on soils.
GROUNDWATER
Groundwater was not encountered during the course of our
investigation. SLatic groundwater is anticipated at depths greater
than 100 feet. We do not expect groundwater_ to affect the proposed
development.
GEOLOGIC HAZARDS
A review of the available geological literature pertaining to the
site indicates the existence cf t - -e Rose Canyon Fault Zone
approximately 4.0 ?gym to the wes -. Ground shaking from this fault
or one of the major active faults in t::- region is the most likely
happening to affect the site. with respect to this hazard, the
site is comparable to others, in the ge :.er.al area.
The proposed c)ftiCc and residcntial s *,_ucL'ure should be designed
in accordance wiL'h seismic design requirements of the 1997 'Uniform
Building Code or the Structural t.ngineers Associa -ion of
California using the following seismic design parameters:
PARA1VlCE F,R 'V ALUE — C JBC REF
Seismic Zone Factor, 7 1 0.40 'fable 16 -I
Seismic Source B Table 16 -U
So Profile `1' __....__ ...... _._ --
Y!x So Table 16 -J
......_ ....- - - l --
Near- Sour f actor, Na .1 'fable 16 -
Near - Sour F actor, NV i 1.3 Table 1 -T
S eistnic Coefficien Ca 0.48 Ta ble 16 -
I S eisrnic Coeff icient. Cv 0.83 Table 16 -
NOV -03 WED 02:32 PM ECSCandE INC FAX;619 258 7902 FAGH 4
ELM ENTERPRISES PROJECT NO. 03.1147R7(l)
Based on the absence of shallow groundwater and the cons:�stency of
the underlying Terrace Deposits F ormation, it is our, opinion that
the potential for liquefaction is very low.
CONCLUSIONS AND RE'CO)OWNDATIONS
The following conclusions and recommendations are based upon the
analysis of the data and information obtained from our soil
investigation. This includes visual inspection; field
investigation; laboratory testing and our general knowledge of the
soils native to the site. - -he site is suitable for the proposed
development provided the recommendat set forth are implemented
during construction.
GRADING AND EARTHWORK
Site grading should begin witt clearing arid grubbing,
removal of the existing structures, vegetation and deleterious
materials. I'he subgrade soils extending to a depth of
approximately 4.5 feet below existing grade and at least five (5)
feet beyond proposed perimeter footings should be overexr_- aVated,
moisture conditioned within 3 percent o optimum and compacted
to a minimum of 90 percent relative compaction. 'l'he actual depth
and extent of removal should be evaluatec 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.
FOUNDATION AND SLAB
a. Continuous and spread footings are suitable for use on .Site.
Continuous footircrs should extend a mi-nimurr. of 18 inches for the
two - , story bu.i.lding ir' c) he properly c:cr.pa�;tcd fill soils. These
footi.ngs should be at least 1.5 inches in width and reinforccd with
four 1 #4 steel bars; two bars placed near the top of the footings
and the other t.wn bars placed near the bottom of the footings.
b. Concrete fl,o��r slabs should be a minim -im of 4 inches, thick.
Reinforcement should consist of 43 bars placed at 18 inches on
center cacti way. Slab reinforcement st ould be placed Within the
middle thi..:d of the slab by support_r:a the steel. nn _hairs or
concrete blocks "dobies" . 'he slab shcu.d be underlain by 2 inches
of clean sand ovF�r a 10-•mi..', vi squeen mcist. ire barrier.
4
NOV-19 -03 WED 02:32 PM ECSCandE INC FAX,619 258 7902 PAGE 5
,'LM ENTERPRISES PRO.IEC?' NC . 03- 1147B7(1)
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. Where moisture sensitive floor coverings are anticipated over
the slab, the 10-1111.1 plastic moisture barrier should be underlain
by a capillary break at least 2 inches thick, consisting of coarse
sand, gravel or crushed rock not exceeding 3/4 inch in size with
no more than 5 percent passing the #200 sieve.
d. An allowable soil bearing value of 2,000 pounds per square foot
may be used for the design of continuous and spread footings at
least 1.5 inches wide and founded a mini-num of 18 inches into zhe
properly compacted fill soils. This vale may be increased by 650
psf percent for each additional foot of width or depth to a
maximum value of x,000 lb /ft2.
e. Lateral. resistance to horizontal movement may be prov1ded by
the soil passive pressure and the friction of concrete to s0_1. An
allowable passive pressure of 250 pounds per square foot per foot
of depth may be used. A coefficient o friction of 0.35 is
recommended. The soils passive pressure E's well as the aea.ricjcl
value may be increased by 1/3 for wind and seismic loading.
RETAINING WALLS
Cantilevered retaining walls with a level backf..11. may be dcsigned
tC) rP..SlSt an active 9C(U1V %Vent fluid p;-essllre of 35 pounds per
cubic foot, while retaining walls with a 2:1 (horizontal to
vertical) sl.opi.nc; backfill may be designed to resist an active
equivalent fluid pressure of 45 pounds per cubic foot. This
pressure is base-; on the bac•kfil]. soils being free dra Lni,ng and
non-expansive. Fiack`iii materials must 'Oe approved by the soi_is
engineer prior to uz. e .
NOV-719 - WED 02:33 Phi ECSCandE INC FAX;bi9 258 7902 PAGE 6
ELM ENTERPRISES PROJECT NO. 03-1147B7(1)
Restrained walla, such as basement wails, that are not free to
rotate should be designed to resist an "at- rest" equivalent fluid
pressure of 60 pounds per cubic foot. Restrained walls subject to
uniform surcharge loads should be designed for an additional
pressure of one -half the anticipated surcharge.
SETTLEMMT
Settlement of compacted fill soils is Normal and should be
anticipated. Because of the type and thickness of the f- soils
under the proposed footings and the light building loads,
settlement should he within acceptable 1,,.mits.
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 depL,hs greater than S feet. Utilities should be bedded and
backfilled with clean said or approved granular soil to a depth of
at least_ one fool, over the pipe. This bazkfill should be uniformly
watered and compacted to a firm condi.t for pipe support. The
remainder of the backfill should be on-site soils or non - expansive
imported soils, which should be placed -n thin lifts, moisture
conditioned and compacted to at least 90 ° relative compaction.
DRAINAGE
Adequate: measures should be undertaken t.> properly finish grade
the site after_ tile structure and other improvements are in place,
such Lhat thc d"ainatge water within the site and adjacent,
properties is directed away from the foundations, footings, floor
slabs and the toes of slopes vla 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 seckinq the level of the bearing soils under the
foundations, foot .nqa and f 1oor slabs, which may otherwlse resu�.t.
in undermining and: differential settlement of the structures and
other. irnprovernerits .
t
NOT -19 -03 WED 02:33 PM ECOCandE INC FAX :019 258 7902 FA +:iE 7
ELM F,N'1'ERPRISESPROJECT NO. 03-1147B7
.LIMIT$ OF XMMSTIGATION
The recommendations provided in this report pertain only to the
site investigated and based upon the assumption that the soil
conditions do noL 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 pianned at the present time, East Col_:nt.y soil
Consultation and Engineering, Inc. should be noLif,ieri SC that,
supplemental recommendations can be prov�.ded.
Plates No. 1 through 3, Pages L and r, - 2, Ref.ere - es, and
Appendix A are parts of this r.ercrL.
Respectfully svhmitted,
-ou SDI
R
No. C 05471 °
Jj Cam,
VL
Mamadou Saliou Diallo
RCE 590)1
MSD /md
7
WV -.9 -03 WED 02 33 PM ECSCandE INC , AX:6;9 �5� '9G2 PAGE
3
ilb
I
� v
1
t
EAST COUNTY SOIL CONSULTATION
& ENGINEERING, INC.
10925 HARTLEY RD � SUM 1. SANTEE CA 92071 '�
(619) 25M-7901 Pax (619)2SR -7902
NOV - 19 -03 VIED 02 , 33 PSI ECS'CandE INC FAX :6 1 9 258 7902 '� c
FAi_xE )
F,GM F.N7'ERPRISES PRO IECT NO 03- 11=1787(1)
PLATE NC. 2
SUMMARY SHEET NO. 1
BORIN(, NO. 1
DEPT SOIL DESCRTPTION
Surface TOPSOIL
dark brown, dry, loos<,, silty fi.n
grained sand with rootlets
1.0' COLIIUVIUM (Qa 1)
brown, dry, loose, fire grained
slaty Sane! (SM)
2.5' 10'r.. 5.
4.5' TERRACE DEPOSITS (Q`,)
tari, ;noisy., medium dense
r,o `.: n= grained
si.1ty sand (SM)
6.0' bottom of boring„ ri:, caving no grouridwater
boring backl•i. lied ].7/3/03
SORTING No. 2
DEPT!-' SOIL DFSC RIPTION Y M
Sur face TOPSOIL
dark brown, dry, icose, si_Ly fine
grained sand With root
i . 0' COLLWIUM (Qa ;. )
brown, dry to mois', loosi: to medium ;sense,
fire grained silty sind (S!
4.()' TERRACE DEPOSITS
tan, moist, medi+.rrt c Cn: 5e
to c-lense, `'ine < :ra BEd
,i lty ;and (SM)
510' biJCtnm of bnrinc:, no caving, nc
boring :1/3/03
HOR -'.iG DEC a
D^PTH S(, DESC :SIP - IUN Y h;
Sur. TOPSOIL
Dark br.nwr., dry, 100-70-, 511� fi:;e
. 0' COLLW IUM '' Q a i )
a-gwn, d y to moi s', to met lu:',
10 ; a �.
4.5' '1v'ERRACE DEPOSITS ,Qr
tan, mo - rncdi.i;n dense
Ln dcns(-, tine kirzinec;.
i...It.y sar,3 (SM^
5.i)' bott:om t:,c:,r1. -, :l;_ ...iV ..;rj i,C .J'r'.•1 :P. (l r
bey :ins; be;_kr :ii1.eid 7]/3/0.3
NOV - -03 WED 02;34 PM ECSCandE INC
__ FAX; 519 158 7902 ;AGE 11 MAJOR DIVISI SXMOL DESCRIPTI
Gw
WELL GRADED GRAVELS OR GRAVEL. SAND
MIXTU LITTLE OR N O FINES
GRAVELS GP
(MORE THAN 'h POORLY GRADED GRAVELS OR GRAVEL -SAND
OF COARSE MIXTURES. LITTLE OR NO FINES
FRACTION GM
>N0. 4 SIEVE SILTY GRAVELS, GRAVELSAND -SILT MIXTURES
COARSE GC cC CLAYEY GRAVELS, GRAVEL -SAND -CLAY MIXTURES
GRAINED SOILS _
(MORE THAN % OF SOIL > SVV
NO. 200 SIEVE SIZE) WELL GRADED SANDS OR GRAVELLY SANDS,
LITTLE OR NO FINES
SANDS Sp _.. _
(;MORE THAN Y_ POORLY GRADED SANDS OR GRAVELLY SANDS.
OF COARSE :. __, OR NO FINES
FRACTION SM
NO. 4 SIEVE SILTY SANDS, SILT-SAND MIXTURES
:
SIZE) _..
SC CLAYEY SANDS, SAND -CLAY MIXTURES
- ML INORGANIC SILTS AND V RY FINE SANDS, ROCK
FLOUR. SILTY OR CLAYEY FINE SANDS OR CLAYEY
S ILTS & SILTS WITH SLIGHT PLASTICITY
CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM
LIQUID LIMIT PLASTICITY, G RAVELLY CLAYS, SANDY CLAYS,
FINE GRAINED `30 OL
SILTY CLAYS, LEAN CLAYS
SOILS ` ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
LOW P
(MORE THAN Yz OF SOIL c MCI — ` --
NO. 200 SIEVE SIZE) INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS
SILTS & FIN SANDY OR SILTY SOILS. ELASTIC SILTS
CLAYS CSI INORGANIC CLAYS OF HIGH PLASTICITY, FAT
LIQUID LIMIT
.050 j __ CLAYS
OR ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
O RGANIC SILTY CLAYS. ORGANIC SILTS
IfIGHLY ORGANIC SOILS pt PE AND OTHER HIGHLY ORGANIC SO ILS
CLASSIFICATION CHART (UNIFIJED SOIL CLA SYSTEM)
7° -
Ft SIFICATION RANGE OF GRAIN SIZES I I i
G.S. STANDARD I GRAIN SIZE IN I — I I
` SIEVE SIZE I MILLIMETERS
BOU 121nc Abov 305 I 6 I 1 ca
- COBBLES 1 12 ln0e$ To 3 Inches 3 To`76.2 1
(RAVEL 3 Inches to uo 4 76.2 to 3.76 I I
Coarsc 3 1ncaB5 t0'/, Inch 76.: to 19.1 9 70 ` I C I Y I
Finc I ': Itch to No 4 19 1 to 4.7 o `
SAND 1 No. 4 to No 200 4.76 to 0.07s I �acw
Cotu5e No. 4 to No. 10 4_ ,6 to 2.00 + 10 i
Medlum No 10 Co No 40 1.00 to 0 420 c =�c :;Nn• ,�
inc _ _N0.40 to No. 200 0.120 to 0.0 a
SILT AND CLAY I B clow Nu. 21 00 I Balo 0 .074 I ° 1-3 i° w so ;a ?n 30 9a co
ucum
GRA SIZI; CHART PLASTI CH;kR'1'
- EAs , r COUNTY SOIL CONSULTATION
AND ENGINEERING, INC. ( ELM ENTERPRISES PROJECT
' I0925 HART LEY ROAD. SUI TE
SANTEE, CALIFORNIA 920 -1 FROJEC'1 NO. 03-1147B7
1 PLATE PTO. 3
U.S. SOIL C I AS ,
N6V - -03 WED 02;34 FM ECSCandE INC FAX:6I9 250 7902 FADE III
F1,.M F,NTF.RPRISES PROJECT NO. 03-1147B7(1)
PAGE L -1
LABORATORY TEST RESULTS
MAXIMUM .DENSITY AND OP'T'IMUM MOISTURE TEST RE,SUI.TS
The maximum dry densities and optimum moisture contents of the .fill materials as detemiined by
ASTM D1557 -91, Procedure A which uses 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 I0 pound slide hammer falling from a height of
IS inches on each of 5 equal layers in a 6 inch diameter 1'133 cubic foot compaction cylinder are
presented as follows:
OPTIMUM
MAXIMUM MOISTURE
SOIL TYPE/ DRY DENSITY CONTENT
PRO(' EDLJRF DF.SCRTPTTON LR/ CU. FT- % DRY WT. LOCATION
1/A BROWN, SILTY 131,0 8.2 I3 -1 (a F -4'
FINEE- GRAINED
SAND
RESUL'T'S OF EXP NDEX TEST
An expansion test in confbrmance with ASTM D4829 was performed on a representative sample of
on -site foundation soils to determine volumetric change characteristics with change in moisture
content. The recorded expansion of the sample is presented as follows:
INITIAL SATURATED INTT'IAT, DRY
MOISTURE MOIS'T'URE DENSITY EXPANSTON
CONTENT% CONTEEN71% INDEX LOCATION
7.0 11.9 116.6 2 B -1 (� 2
-J
NOV WED 02:34 PM ECSCandE INC
FAX : F 19 25° 7902 PAc :7E 12
F, I.M EMERPRI,SF,,S PROJEC2' NU. 03- 1147B-I(1)
PAGE L -2
LABORATORY TEST RESULTS
RESULTS OF PARTICLE SIZF. ANALYSIS
! U S, Standard ...__ .... .... .
Percent Passing Percent Passing
Sieve Size B-4 @ 1.0'- 4.0' B -2 @ 4.0'
;..__ (ASTM D 422) _
3„ - -
1/2"
3/8" -
#4 -
#8 100 -
#16 99 100
#30 85 8'
#60 34 3>
#lU0 23 24
#200 20 18
1 1SCS SIVI SNI
1 !1
NOV-J9 -03 WED 02:34 PM ECSCandE INC rAX:E19 258 7902
F1 -NlEIVTERPRLSF;71'ROJECTNl.> 03- 11.17B7(I)
REFERENCES
1. "1997 Edition, Uniform Building Cz,dc, Volume 2, Structural
Engineering and Design Provisions ".
2. "Maps of Known Active Fault Near -- Source Zones in California and
Adjacent Portions of Nevada ", Page 0 -36, used with the 1997
Edition of the Uniform Building Code, Published by International
Conference of 51;ilding Off cials.
3. "Geologic Mans 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.
11
NOV -19 -03 WED 02:35 PM ECSCandE INC
FAX:619 250 7902 FA(iE 14
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE. I
SANTEE, CALIFORNIA 92071
(619) 258 -7901
APPENDIX A
RECOMMENDED FARTHWORK 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 billed
(a) All brush, vegetation slid 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 :: i maximum dry density in accordance
with ASTNI D1557 -91.
(d) Where fills are made on slopes greater than 20 percent, horizontal benches shall be cut
into the tirm natural ground. The initial bench at the toe of tl-o fill shall be at least 15 feet in width
on firm undisturbed natural ground. The width of all succeedi:ig benches shall be at least 6 feet.
NOV 9 -43 WED 02: 35 FM ECSCandE INC FAX: 258 7902 ?ACj
APPENDIX A �
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 layer.
(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.
(c) 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 ue 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 inimupted by rain, fill operations shall not be
resumed until the moisture content and density of fill are as pre-, 1.0usly specified.
All recommendations presented in the attached report are : =art )l'these specifications.