1995-4508 G
Street Address
~(&Ç
Category
I
L¡ ?-Lf I 7-
Serial #
'1$62 ~
Name
I
Description
Year
Plan ck. #
~.
recdescv
...
SCENIC COAST BUILDING SCIENCES
974 Bremen Way w, M, Hubbard, ACE 7193
Alpine, California 91901 Dennis j, Sloan, ACE 29704
(619) 445-4700 Owen C. "Carl" Lemons, 8-586215
Soil Sampling
Testing
Compaction Control
Foundation/Slab Inspections
Mr. Ken Eaton
Eaton Development
3710 Hilltop Drive, Suite 9
Lemon Grove, California 91945
Subject: Report of site preparation, grading and compaction of fills.
Copper Crest Drive @ Dusty Trail
Encinitas, California
Dear Mr. Eaton:
Pursuant to your request, we have completed tests, inspections and
surveillance required to assure proper site preparation, grading and
compaction of fills on the subject project.
All trash and debris have been removed from the areas to be graded and
the site prepared and graded in accordance with our recommendations and
in compliance with the approved grading plan and specifications. Keys
were properly cut and topsoils recompacted under our surveillance. About
100 C.Y. of granular soils which had been stockpiled were spread and
compacted over the building site.
Laboratory tests performed in accordance with ASTM test method 0-1557
indicate a maximum dry density of 112.0 pcf and optimum moisture of
13.0 % for the native soils and 129.0 at 9.8% for the stockpiled materials.
As the grading progressed, compaction procedures were observed and
tests were made in accordance with ASTM test method 0-1556. Results of
these tests are presented on Page "A" and their approximate locations are
shown on Figure No.1.
Based on the results of tests and observations, we hereby certify that all
fills placed on the property have been compacted to within 90 percent of
maximum dry density. The site has been properly prepared and graded and
is suitable for its intended use.
Fri, Mar 22, 1996
2617
1
-""
Copper Crest Road
Compaction/Inspection Report Continued:
RECOMMENDATIONS
1. The foundation system as delineated on the approved plans
and defined in appurtenant specifications will provide adequate response
to the site soil conditions.
2. Finish grade the site after structures and other
improvements are installed such that surface waters are directed away
from building foundations and fill slopes for a distance of at least five
feet. Thence, via surface swales and/or underground drains, toward and
into approved drainage ways.
If you should have any questions after reviewing this report, please do not
hesitate to call. We appreciate this opportunity to provide our
professional services.
Sincerely
Scenic Coast Building Sciences
~~~~~~-------
W. M. Hubbard, ACE 7193
Attach me nts
Fri, Mar 22, 1996
2617
2
-"'"
Copper Crest Road
Compaction/Inspection Report Continued:
[F)~@}~ oo~oo
T ABLE OF FIELD DENSITY TEST RESULTS
Test Depth Field Field Laboratory Relative
No of Moisture Density Density Compaction
Fill (& dry wt) (p c f) (p c f) (% Lab Den)
---- ----- -------- ------ --------- ---------
1. Key 13.3 101.6 112.0 90.71
2. Key 13.6 103.3 112.0 92.23
3. 2' 12.8 100.9 112.0 90.09
4. 2' 13.2 103.3 112.0 92.23
5. 4' 13.2 103.8 112.0 92.68
6. 6' 13.0 102.6 112.0 91.61
7. 8' 12.7 102.8 112.0 91.79
8. 4' 13.3 104.6 112.0 93.39
9. 6' 12.9 103.6 112.0 92.50
- --- --- -- _._---- -- - ---- --- -- -- - - -- --- - -- - - --- -- --- -- -- --- --
Stockpiled Material
10. l' 9.8 117.8 129.0 91.32
11. 2' 9.6 116.8 129.0 90.54
12 2' 9.5 116.9 129.0 90.62
13. F.G. 9.7 118.2 129.0 91.63
14. F.G. 9.8 118.6 129.0 91.94
Fri, Mar 22, 1996 2617 3
,4
.
Figure No. --
Field Technician Report
iì ¡:?f? K OX / /w # rE C (PC
......-
\I
\"
\/
f
I
-- ~
~
\
1
,{
(
~ '?'
~T
olD
0)
tÞ 14-
- - - - .--'?
}- I ,07 . (, I
, - " , ¡
I ,... ¡.. \' t...
~j' - I . ~
CI -rr ¡
Þl L - - - - -
ffÞ il
tfJ/3
~/:l-
~~
It /
-~
- -
_. - ...
---
OVS ì Y TR,I:)IC-
,..---
4-
Scenic Coast Laboratory
974 Bremen Way, Alpine, CA. 91901
(619)
&
~
r}j
!j
~
"
V)
~
\J
~
lJJ
{
ì ~ (
~A~þpl??
445.4700 Figure t'Jo.
..
",.
:??¿:i'::\';:):¡(~~2:;~!
, \' , "ì
'\' ). I" ¡'" I') ¡: ,:1! \\
,~i~~ ~ ~ u '-~\JD
dU ~OV 1 4 1995
""':.F.').::',;','
SOIL TESTERS ~.~~,~_:~,
"
- ~-
c: ~ "-
CITY OF ENCINITAv
SOILS INVESTIGATION
FOR
COPPER CREST ROAD RESIDENTIAL BUILDING SITE
CITY OF ENCINITAS, COUNTY OF SAN DIEGO
SECTION
CONTENTS
SECTION 1. PROJECT DESCRIPTION AND SCOPE. . . . . .
SECTION 2. FINQINGQ . . . . . . . . . . . . . . . . .
2.1 SITE CONDITIONS. . . . . . . . . . . . . . .
2.2 SOIL CONDITIONS. . . . . . . . . . . . . . .
SECTION 3. RECOMMENDATIONS. . . . . . . . . . . . .
3.1 FOUNDATIONS. . . . . . . . . . . . . . . . .
3.2 EXPANSIVE SOILS. . . . . . . . . . . . . . .
3.3 SLABS ON GRADE. . . . . . . . . . . . . . . .
3.4 EARTHWORK. . . . . . . . . . . . . . . . . .
SECTION 4. lIMITATIONS. . . . . . . . . . . . . . .
BORING LOGS.................... .
. r.:"
0
./
I ,.' v
P.O. Box 1195
993 I Channel Road
lakeside, CA 92040
(619) 443-0060
PAGE
2
3
3
3
4 ....
4
5
7
7
10
12
...'
i
I
..
..
-
}.':\"'~.:~f:\~/;f:'
:,':;:'.."','.;:':.:.:::':':1
SOIL TESTERS
2~;',,~2.:;~
P.O. Box 1195
9931 Channel Road
lakeside, CA 92040
1619) 443.0060
November 20, 1989
Harjeet Singh
13215 Bavarian Drive
San Diego, California
92129
Attention:
Harjeet Singh
SUBJECT:
Project No. 25E2A-89
Fi le No. 8086
REPORT OF PRELIMINARY SOILS INVESTIGATION FOR
Proposed Residential Building Site
Copper Crest Road
City of Encinitas
Dear Mr. Singh:
The attached report has been prepared to present the results of an investigation
of the soil conditions at the subject site. It was undertaken to provide the
information to design foundations and grading for the proposed single family
residence.
In general, we found extremely expansive soils which should be removed from the
propose building area prior to construction.
....
If you have any quest ions, please do not hes itate to contact us.
opportunity to be of service is sincerely appreciated.
This
Respectfully submitted,
~(~~ c~ 1 n9
RCE 10778, GTE 903
CHW/tem
cc: (3) submitted
Engineer,
. .'..'
4
c
Singh
Project No. 25E2A-89I
11-20-89
REPORT OF SOIL INVESTIGATION
for
Proposed Residential Building Site
Copper Crest Road
City of Encinitas
SECTION 1. PROJECT DESCRIPTION AND SCOPE
This report presents the results of our soils investigation for Residential Site
to be located on Copper Crest Road, in the city of Encinitas.
It is our understanding that a two story single family residence is planned.
Anticipated loads are in the order of 2000 plf for continuous footings.
This investigation was undertaken to:
A.
Determine the physical properties of the prevailing soils,
including strength, supporting capacity, expansion, and
settlement characteristics.
B. Provide design information
preparation, and foundations.
regarding
grading,
site
The investigation included the following elements:
A. Review of available plans and maps to delineate the geometry of the
property.
B. Inspection of the property.
....
C. Subsurface exploration to inspect and sample the soils and strata.
D. Soil tests to determine the pertinent physical properties.
E. Analysis to integrate the data to apply the information to the property
and conditions as we understand them at this time.
,.
2
""j,
,..
~
Singh
Project No. 25E2A-891
11-20-89
SECTION 2. FINDINGS
2.1 SITE CONDITIONS
The property consists of an undeveloped rectangular parcel located on the west
side of Copper Crest Road. The parcel slopes moderately to the south.
Pertinent geometry of the property is shown on attached Plate #1 entitled "Test
Location Sketch".
There are no exi st i ng improvements. Searches for underground ut 11 it i es are
beyond the scope of this investigation. Man-made fill was encountered to a depth
of approximately one foot. This fill was loose clayey sand.
Adjacent development includes single family residences.
2.2 SOIL CONDITIONS
2.21 GENERAL DESCRIPTION
The soils encountered in our explorations and on the observable surface were
loose to medium dense clayey sands. Fill materials to a depth of approximately
one foot were encountered on the westerly side of the site. The fill soils were
underlain by extremely expansive, compressable clays with and Expansion Index
on the order of 250. We recommend that no structures capable of differential
movement be supported on these clays. They should ~ removed from the support
prism. The resulting void should be filled with the less expansive site soils
or with select imported soil. Differentiation between the extremely expansive,
compressab1e soils that are to be removed and the less expansive sandy clays
must be done in the field at the time of grading. '
All loose soils must be recompacted to provide competent support. Field density
tests during the excavation process will be required to define the extent of
removal and recompaction. Natural soils having a field density corresponding
to relative compaction of less than 85% or f111 soils with less than 90:\;
compaction should be removed and recompacted to 90%. We estimate the average
dept,h of removal for recompaction to be about one foot.
Only one soil type will be considered hereinafter for specific recommendations.
This soil is the moderately expansive, recompacted blend of soils resulting from
mixing and recompaction subsequent to the removal of the extremely expansive
clays.
We emphasize that we present the so11 conditions as we found them in our
explorations. The location and extent of our subsurface explorations are based
on maps, drawings, experience, field inspections, and any reasonably available
previous subsurface work and reports. Although it is probable that the so11
conditions will be similar elsewhere on the site, we cannot guarantee the
similarity. Data that we have gathered while following or exceeding current
standards of care and using or exceeding state of the art methods, imply that
".
3
..
..
Singh
Project No. 25E2A-891
11-20-89
the conditions are as we describe. Verification of soil conditions including
extent of any remedial measures can only be done, and must be done in the field
at the time of construction.
Procedures and quality control for construction involving compaction and
recompaction are covered under a following section entitled 'Earthwork'.
2.22 FIELD EXPLORATION
Field Exploration included three subsurface explorations made at the locations
indicated on attached Plate #1 on October 6, 1989. These explorations consisted
of trenches advanced with a backhoe. We logged and sampled the explorations at
the time they were made. The logs are presented on attached Plate No.2 and Plate
No.3 and contain sample location, unified soil classification, lithology,
textural description, wet color, apparent moisture and apparent soil density or
consistency.
2.23 SOIL TESTS
Soil tests were performed in both the field and laboratory on representative
samples. Testing was performed in accordance with generally accepted American
Society for Testing and Materials (ASTM) test methods and/or suggested
procedures. Any estimated parameters are shown in parenthesis.
SECTION 3. RECOMMENDATIONS
3.1 FOUNDATIONS
Footing widths should be determined by the allowable soil bearing value.
Practical considerations dictate that the widths should exceed 12 and 24 inches
for continuous and square footings respectively. Reinforcing for concentrated
or uneven loads is dictated by the structural requirements and should be
furnished by your structural engineer.
THE EXPANSIVE SOIL CONDITIONS dictate the foundation and footing design. For any
foundat ion or support system. the expansive soil s must be pre-saturated and
moisture equilibrium must be maintained in the future. Alternatives methods of
dealing with the expansive conditions in ascending order of cost are: 1) Special
foundations and slabs; 2) capping with non-expansive soils; 3) ribbed,
reinforced, monolithic slabs; 4) Prestressed slabs; or 5) deep (20' to 60')
specially designed piles with a system of grade beams and structural slabs.
Details for the first two follow. Details for the other systems will be
presented upon request and upon a revision of scope.
1. Spread footings with expansive soils within 2.5 feet of the surface may be
designed as a continuous grade beam. The footing/beam must have dimensions and
reinforcing that will provide stiffness, strength and moisture conditions that
are commensurate with the expansive potential of the soils. The following
foundations are recommended for shallow depths to expansive soils:
4
" ,.
..
to
Singh
Project No. 25E2A-891
11-20-89
. It is imperative that the extremely expansive soils, Soil Type No 2,
be removed from the proposed building area and that no structures or
fill soils be placed upon them.
I Use continuous exterior perimeter foundations (including door
openings). They should be founded a minimum of 24 inches below
lowest adjacent grade,
I Interior footing depth should exceed 18 inches below top of
slab or 18 inches below lowest adjacent grade for raised floor
construction,
I Reinforce continuous concrete foundations as a beam with one
"5 bar positioned 3 inches above the bottom of footing and one
"5 bar positioned 1 inch below top of foundation or top of
finish floor.
I Slabs-on-grade and subgrade saturation are covered elsewhere in this
report.
2. Capping the building pad with 2.5 feet of non-expansive soil as an
alternative will allow the use of conventional footings. Non-expansive soil is
defined in the Recommended Earthwork Specifications. The underlying expansive
soils must be pre-saturated and moisture equilibrium must be maintained in the
future. These conventional footings should be founded 12 inches below lowest
adjacent grade.
ALLOWABLE FOUNDATION BEARING pressures as determi ned by so; 1 'shear strength for
full live and dead loads may be safely assumed to be 2000 psf for the native
clayey sands. This value may be increased 1/3 for wind and/or seismic loading~
If the highly expansive soils are capped with non-expansi~e soils, the bearing
value will be determined by the import soils used.
3.2
EXPANSIVE SOILS
In addition to the special foundations recommended hereinbefore, the following
deta il s should be incorporated to reduce the probabi li ty of damage from the
expansive soils. If the expansive soils are capped with 2.5 feet or more of
select fill soils as defined in the recommended grading specifications, all
special requirements (including special foundation dimensions and reinforcing)
may be ignored. Capping if used, should be carried five feet beyond the exterior
perimeter of the structure.
Presaturation of expansive soils prior to placing concrete is imperative if the
probability and/or amount of damage from the expansive soils is to be reduced.
The subgrade soil s are saturated and expanded either before or after the
concrete is placed and they are impossible to keep dry. Therefore, the clayey
subgrade soils, especially below concrete f1atwork should not be allowed to dry
5
. '>,"
..
.
Singh
Project No. 25E2A-89I
11-20-89
and should be sprinkled if necessary to insure they are kept in a very moist
condition. Soils underlying slabs should have a moisture content exceeding 4
percent above optimum moisture. They should be tested for proper moisture from
a depth of 2 feet not more than 24 hours before placing concrete. Allowance for
5011 expansion should be made when setting subgrade elevations prior to
presaturating the soils.
Expansive soils should be compacted at a high water content; preferably 3% above
optimum moisture. This w111 result in less energy required for compaction,
considerably less time required for presaturation below the structure, and
greater dependable strength and stability. Close moisture control is essential
to prevent saturation.
In order to reduce the potential for future expansive soil related damages, it
i s imperat ive that the subsurface moi sture 1eve 1 s beneath the structure and
concrete f1atwork be maintained at or very near the level obtained initially in
preparation to the construction.
Future cyclic heave and subsidence of the subsurface soils caused by seasonal
changes in moisture levels, subsidence resulting from drying of the soils from
plant use, and heave and subsidence from unequal irrigation or drainage
accidents can only be prevented by holding the soil moisture at a relatively
high value. This can be accomplished by exceptionally careful maintenance of
landscape watering patterns around the perimeter of the structure on a daily
basis. The landscape watering should be adjusted in order to provide daily
replacement of soil moisture losses due to plant use and evapo-transpiration.
In order to accomplish the moisture stab11ization by landscape watering, we
recommend installation of an automatic irrigation system. The irrigation syst~m
should i nc 1 ude several moi sture sensors. The i rri gat ion system should be
designed, installed and .9uaranteed to have a capability of stabilizing the
subgrade soil moisture to within :t 5% 1. Greater tolerances will produce
intolerable heave and subsidence of the structure.
Alternatively, the stable subsurface moisture levels can be maintained with a
self-adjusting, automatic, relatively maintenance free subsurface irrigation
system utilizing 2" diameter, 3' deep sand wells, located 2' on center around
the exterior perimeter of the structure. Subsurface drippers in an inverted
plastic protector over each sand well and a standard drip irrigation system will
be ample to hold the soil moisture in equilibrium. The timer should be
initially set for 15 minutes at weekly intervals and adjusted as necessary.
1Normal plant use encompasses up to 65% change in soil moisture.
6
",'
..
Singh
Project No. 25E2A-891
11-20-89
3.3
SLABS ON GRADE
Should be specially constructed for the expansive conditions. The slabs should.
be reinforced both ways with either welded wire mesh or reinforcing bars and
underlain with a sand subbase. Reinforcing steel should be spaced not more than
4 times the slab thickness and should provide an area of steel of 0.11% of gross
cross section of the slab in each in each direction. Number 3 bars at 20" on
center for 5" slabs, #2 bars at 12" on center or S"xS"-1t6/tt6 welded wire mesh
for 4" slabs will meet this criteria.
Horizontal movement of foundations and consequential slab cracking may be
prevented by extending the slab steel through any joints and into the foundation
a minimum of 30 diameters. Subbase material should be non-expansive, sandy soil
or sand having a sand equivalent exceeding 30 when tested in accordance with the
~~erican Society of Testing and Materials test method 'ASTM 01555'.
Slabs should be 5 inches thick unless provided with thickened edges around the
slab perimeter. If thickened edges are used, slab thickness may be reduced to
4 inches. Thickened edges should be 8 inches thick at the perimeter with the
thickness decreasing uniformly to 4 inches thick at 2 feet from the perimeter.
Slabs may be considered to have thickened edges by way of monolithic, continuous
footings. Any slab joint (construction, expansion, weakened plane, etc.) should
be considered slab edges and should be provided with thickened edges if this
option is chosen. If wheel loads exceeding 1500 pounds or abnormal tire
pressures are anticipated, we should be contacted to provide a heavier slab
section.
Spacing of weakened plane joints and expansion joints should not exceed 20 feet
and 60 feet, respectively for interior slabs and 20 feet and 40 feet~
respectively for exterior slabs.
3.4 EARTHWORK
Any grading contemplated or required should be accomplished in accordance with
the recommendations and !recommended grading specifications' presented
here.i nafter.
RECOMMENDED GRADING SPECIFICATIONS
for
Proposed Residential Building Site
Copper Crest Road
City of Encinitas
GENERAL: C.H.Wood, Soil Testers and 'Soil Engineer' are synonymous hereinafter
and shall be employed to inspect and test earthwork in accordance with these
specifications, the accepted plans, and the requirements of any jurisdictive
governmenta 1 agenci es. They are to be allowed adequate access so that the
inspections and tests may be performed. The Soil Engineer shall be appraised of
schedules and any unforeseen soil conditions.
7
..
.
Singh
Project No. 25E2A-89I
11-20-89
Substandard conditions or workmanship, inadequate compaction, adverse weather,
or deviation from the lines and grades shown on the plans, etc., shall be cause
for the Soil Engineer to either stop construction until the conditions are
corrected or recommend rejection of the work. Refusa 1 to comply with these
specifications or the recommendations and/or interpretations of the Soil
Engineer will be cause for the Soil Engineer and/or his representative to
immediately terminate his services.
Acceptance of these specifications in their entirety and without modification
and without construed meanings is acknowledge by the signatures hereon.
Deviations from the recommendations of the Soil Report, from the plans, or from
these Specifications must be approved in writing by the owner and the contractor
and endorsed by the Soil Engineer.
SOIL TEST METHODS:
Maximum Density & opt Moisture
Density of Soil In-Place
Soil Expans i on
Shear Strength
Gradation & Grain Size
Capillary Moisture Tension
Organic Content
-- ASTM 01557-70
-- ASTM 01556 or ASTM 02922 and 03017
-- UBC STANDARD 29-2
-- ASTM 03080-72
-- ASTM 01140-71
-- ASn-t 02325-68
-- ~ Weight loss after heating for 24
hours at 300. F and after dedu6ting
soil moisture.
Expans i ve So il s
Insufficient Fines
Oversized Particles
LIMITING SOIL CONDITIONS:
Minimum Compaction -- 90% for 'disturbed' soils. (Existing fill,
newly placed fill, plowed ground, etc.)
-- 84% for natural, undisturbed soils.
-- 95% for pavement subgrade within 2' of
finish grade and pavement base course.
-- Expansion index exceeding 20
-- Less than 40% passing the #4 sieve.
-- Rocks over 10" in diameter.
....
PREPARATION OF AREAS TO RECEIVE FILL:
Brush, trash, debris and detrimental soils shall be cleared from the areas to
receive fill. Detrimental soils shall be removed to firm competent soil. Slopes
exceeding 20% should be stepped uphill with benches 10' or greater in width.
Scarify area to receive fill to 6" depth and compact.
FILL MATERIAL shall not contain insufficient fines, oversized particles, or
excessive organics. On-site disposition of oversized rock or expansive soils are
to be at the written direction of the Soil Engineer. Select fill shall be as
specified by the Soil Engineer. All fill shall be compacted and tested.
SUBDRAINS shall be installed if required by and as directed by and detailed by
the Soil Engineer and shall be left operable and unobstructed. They shall
consist of 3" plastic perforated pipe set in a minimum cover of 4" of filter
I'"
8
..
Singh
Project No. 25E2A-891
11-20-89
rock in a 'vee' ditch to intercept and drain free ground from the mass fills.
Perforated pipe shall be schedule 40, Po1y-Viny1-Ch10ride or Acrylonitrile
Butad1enne Styrene plastic. Rock filter material shall conform to the following
gradation:
Sieve size:
X Passing:
3/4" #4
90-100 25-50
#30
5-20
#200
0-7
. .
Subdrains shall be set at a minimum gradient of 0.2% to drain by gravity and
shall be tested by dye flushing before acceptance. Drains found inoperable shall
be excavated and replaced.
CAPPING EXPANSIVE SOILS: If capping expansive soils with non-expansive soil to
mi t i gate the expans i ve potent i a lis used, the cap shou 1 d be compacted, non-
expansive, select soil placed for a minimum thickness 2.5' over the expansive
soil and for a minimum distance of 8' beyond the exterior perimeter of the
structure. Special precautions should be taken to ensure that the non expansive
soil remains uncontaminated and the minimum thickness and dimensions around the
structure are maintained. The expansive soils underlying the cap of non-
expansive cap should be pre-saturated to a depth of 2.5' to obtain a degree
saturation exceeding 90% before any construction supported by the compacted cap.
The non-expansive soil comprising the cap should conform to the following:
Minimum Compaction
Maximum Expansion Index
Minimum Angle of Internal Friction
Cohesion Intercept
90 X
30
33 Deg
100 psf '
UNFORESEEN CONDITIONS: C. H. Wood and Soil Testers assume no responsibility for
conditions which differ from those described in the applicable current reports
and documents for this property. Upon termination of the Soil Engineer's
services for any reason, his fees up to the time of termination become due and
payable. If it is necessary for the Soil Engineer to issue an unfavorable report
concerning the work that he has been hi red to test and inspect, the Soi 1
Engineer shall not be held liable for any damages that might result from his
'unfavorable report'.
Acknowledged by:
Contractor:
Date:
Owner:
Date:
Soil Engineer:
Date:
,'; "
~
9
I
Singh
Project No. 25E2A-89I
11-20-89
SECTION 4. LIMITATIONS
4.1 UNIFORMITY OF SOIL CONOITIOHS
The values presented in this report are based on our evaluation of the soil
conditions exposed at each of our subsurface exploration locations as well as
the assumption that the soil conditiohs in the remaining portions of the site
can be interpolated without significant deviation in physical properties.
Although the location of the subsurface excavations were selected in order to
explore a representative portion of the site soils and, according to equipment
accessibility to each exploration site, the values may be substantially
different in unexplored areas due to unforeseeable variations in the so11s
occurring in the areas not investigated. Should any soil or geological condition
not described within this report be encountered, the soils engineer should be
contacted immedi ate1 y so that he may re-evaluate the concl us ions presented
herein.
4.2 TIHE LIMITS
The conclusions and findings presented in this report are valid as of the report
date. Changes in the site conditions and soil conditions of the property may
occur in the near future due to artificial works or natural occurrences. This
may include changes which occur on adjacent property which may direct1y affect
the property investigated. Therefore, the recommendat ions and desi gn values
presented in this report may become inaccurate due to alteration of the site or
adjacent properties subsequent to this investigation. It is, therefore, our
intent that the values in this report remain applicable fo'r a period of not
longer than one year provided the site conditions remain unaltered. After a
period of one year, we should be contacted to inspect the site and review thi?
report in order to verify the validity of the recommendations and design values
presented herein.
4.3 WARRANTY
Certain risks are involved with soil stability, foundations,and Soil engineering
which should be recognized by those involved. During the course of our
engineering services, we have performed in accordance with the current standard
practices and procedures presently utilized by members of our profession in this
region. No warranty or guarantee is either expressed or implied by the
professional services we have performed including the written reports of our
findings.
4.4 OUTSIDE RESPONSIBILITY
It is the responsibility of the firm or person requesting our services or their
representative to insure that the recommendations and design criteria presented
herein are made available to the project engineer and architect so that they may
be included in the job plans and specifications. In addition, it is the
responsibility of the client and/or architect to provide whatever measures are
,'i ,.
10
"
.
,.
Singh
Project No. 25E2A-89I
11-20-89
required in order to make certain that the contractor and contractor employees
are made aware of and comply with the applicable recommendations set forth in
this report during construction.
4.5 PROJECT CONCEPT
This office should be notified of any changes in the proposed structures or site
grading concept so that an addendum or modifications to this report may be
provided as necessary.
.....
...
""
, ,.
11
.
~
,
Singh
Project No.
25E2A-89I
11-20-89
BOOI
LOGS
Oept
,
,
,
,
,
I
:_X- _L_O_R_^_T_I_O_U_N_U_H_B_E_R_T1
)ate : Logged.. 6-Oct-89 Equipment u.ed: Backhoe
Reported: 20-Nov-89 Groundwater: Free groundwater not encountered.
Re'usal: Not ~et. 5.5 'depth.
:SOIL TEST RESULTS ON UNDISTURBED SAHPLES
I Sampler penetration r8si.tanoe ('k/') "Soil type"
: : Density (pc') Pan noo screen :
ample Locations :: : COlipaction : Friction (~SI) ::
: Unified Claeelficatione :::: Moisture: : Cohesion (psr) I
: Soil Description ::::: Saturation: : Potential
v :: : v v v v v v v v Expanalon
0 v-:-v--:----v------------------------------:---En----Yd----Rc----Wc----Da---P200---Fr----c-----Ex-:--v-:
--' " , I
, I, , I
-1 --: : Red brown, damp, Had.dense: : :
V-: SC: CLAYEY SAND (Native): -- 120.1 95" 7.3" 51" : 1:
-2 --: :: : :
--' " I ,
, " , ,
-3 --I :: : :
--' " I I
, " I ,
-4 --:----:-----------------------------------: : :
--' " , ,
I "' , ,
-5 V-: CH: Ylw/green, ~i.t, veryatiff: -- 105.8 98" 15.4" 70" 90X 14.0 62 : 2:
--I : CLAY (tlative) : : :
-6 --:_:: : :
)ept
:_X- _L_O_R_^- T _I_O_tl_N_U_"CB_E_R- T2
)ate : logged.. 6-Oct-B9 Equipment used: Backhoe
Reported: 20-tlov-89 Groundwater: Free groundwater not encountered.
Refusal: Not met. 8 'depth.
: SOIL TEST RESULTS ON UtmISTURBED SAHPLES
: Sampler penetration resistance ('k/') "Boil ty~"
: : Density (pc') Pa.. 1200 ecr-.en :
ample Locations :: : COIIIpaction : Friction (deg) ::
: Unified Classifications :::: HolBtur-e : : Coheaion (psr)-.:
: : Soil Description :::: Satur-.tion: Potential
v :: : : v v v v v v v v Expansion
0 v-:-v--:----v------------------------------:---En----Yd----Rc----Wc----De---P200---Fr----c-----Ex-:--v-1
--: BC: Red br-own, dr-y, very loose: : :
-1 U-:----:--ClAYEY SAND ------------(Fill): 96.4 76S 1.0S 4X : 1:
U-:-SC-I- damp, 10098,: -- 107.8 8SS 10.1X 50X : 1:
-2 --I : (Uative) : : :
--: :: : :
-3 --: :: : :
U-: CH: Ylw/green, lIoiBt, v.ry 100.8: -- 102.4 95X 1I.1S 80X : 2:
-4 --I : CLAY (Native) : : :
--:----:-----------------------------------: : :
-5 --I :: : :
V-: : Ylw/gr-een, damp, Med.denu: 0.0 ass 30x : 3:
-6 --I : CHTD CLAYSTONE (Uative) : : :
, , ,
,-, ,
""
. ,.
12
4t
..
Singh
Project No. 25E2A-891
11-20-89
E- _P_L_0_R_A_T_I_0_"_tI_U_H_B_E_R_T3
Da 89: Logged.. 6-Oct-89 Equipment used: Backhoe
Reported: 20-Nov-89 OroundHater: Fr.. groundwater not encount.r.d.
R.fueal: Not met. 5 'depth.
: SOIL TEST RESULTS Ofl UNDISTURBED SAHPLE8
: Sampler penetrat 'on r..iatanc. (' k/') "son type"
De th : : Den.,ty (pcI') Pa.. J200 acr..n :
: Sample LocatIons :: : COI1pactlon : Friction (deg) : ::
: : Untried Clulllflcat,ons :::: loIohtur. : : CoMalon (pa') :
: : : 50'1 Description :::: SaturatIon :Pohnthl
:: : : v v v v v v v v Expana'on
-v-:-v--:----v------------------------------:---En----Yd----Rc----Wc----Ds---P200---Fr----c-----Ex-:--v-:
---: : Red brown, /IIoht, dens.,: : :
-V-: SC: CLAYEY SAND (Fnl) : -- 122.2 96" 8.9" 67% : 1:
---'----'-----------------------------------' I I
I " I ,
---' " , I
, " , I
---: : Red brown, wet, dense,: : :
-U- SC -:--CLAYEY SAtiD ------------(Native): -- 122.2 96" 11.0" 83" : 1:
---' I I , ,
I , , ,
---I : Ylw/brown, damp, 10098,: : :
---: : GRVLY CLYY SAlID (Ilative) : : :
-U-- SC-:-----------------------------------: -- 105.8 88% 10.7% 50% : ~:
I , ,
I_' ,
50 L TEST RESULTS ON REHOLDED SAHPLES
5C
descriptions
v
Texture
CLAYEY SAIID
CLAY
CHTO CLAY5TOtIE
GRVLY CLYV SAND
: (-----------REHOLDED SPECIHEIIS-----------):
Haxlmum dentllty (pcI') : Den81ty (per). :
: Optimum Holsture : Compaction Friction (deg)
: : Specific Oravity: : Hotaturn : CohesIon
: : : :Expanston Index: Saturation (paf)
v v v:v v v v v v v:
Ymx OHc 011: EI Yd Rc Wc Da Fr c:
126.8 9.2" 2.65 90 115.3 91.0" 12.2" 75.0X 29.0 200
107.8 18.7" 2.70 252 98.09 91.0X 19.9" 75.0X 15.0 80
-- "
50tl "type"
: Classification
: Sample teeted
: : General
v : v
v Color
T182 Red brown
T185 Vlw/green
T285+ Vlw/green
T385 Vlw/brown
120.0
1'.~"
2.65
60 109.2
91.0"
14.5"
7 5.0" 31. 3
368
¡ ,,'
13
.t
-t:
¡:;¡¡jI
".
EXP,LOÆ?A lION ("Æ£Nc.~r"
.~Œ'
,.
r
c;¡tí1.
Dr/5 rV
9931 Channel Ad,
Lakeside. CA 92040
(619) 443-0060
-..
v
]
7;e.4/L-
(pppER CRésr ~oAb
..
BY W
JOB NO. ~5'f .2,q- pt]
,...L
ë
~I
~-
\f'
~/
Q¿
\l
U.
I.J./
Q..
c-
o
u
I
....
DATE 11- ;;1./- g'1
PLf)TE ilo. I