1990-421 C/G/H/N/P/R
Street Address
~(/ 7-0
._____._____.~._' _u
Category
:;Loo<g"1-
I
Serial #
7P tW 7F7 - {cr J-(
Name
I.
,
Description
Plan ck. #
Year
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HYDROLOGY REPORT
FOR
PROPOSED
JUPITER STREET CONDOMINIUMS
ENCINITAS
JULY 15, 1990
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PREPARED BY: LAND DESIGN GROUP
DATE: JULY 15, 1990
PREPARED FOR: ARCHITURA
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. CALCULATION SHEET .
CALCULATIONS FOR
PREL/I./fINI'.KY I-/'ID2OLOG, Y Foe
EQUIP. NO. PROJ.
PREPARED BY v' /" I.
.'-', ~^"'DoiVl
DATE /1//4/8'1
DATE
JuPI7t3R 5T
CALC. NO. /
REF. DOCUMENTS:
CoN DOl'1/Nlu/V1S
I PAGE / OF 13
CHECKED BY
OFF" SI ilE 1l!UNQF""F'
I) l-1e€A = 43, 12~ "'::,$ I""r ::!:: 0.9'1 Ace€S
2)
C = 0.70
!?Ssu/./u;. , /0-1"'/...7'1- UNIr.;
501 L tYf'E P
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3) l1/vfe OF CONCljJT/?Ar,oN
;lIGM FO/AJT "" 97.$""0
Lcvv A:.,o.JT := 79. '30
MI = /8.20
L.OvGr/.J ~ 2s-o' ~ O.C>S" MILes
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RuNOFF' CDc/J6'e/tra> Ol'r Sf'r&" 71/A-r PeAlNS oN-sire
~M -rHt; wcsr
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. CALCULATION SHEET .
CALCULATIONS FOR
EQUIP. NO.
PREPARED BY
CHECKED BY
PROJ.
DATE
DATE
CALC. NO.
REF. DOCUMENTS:
PAGE 2 OF /J
NOl-o,J - 7fV..Pf"IC QtlST I/?ON
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GA 268 (REV, 4/82)
. CALCULATION SHEET
.
CALCULATIONS FOR
EQUIP. NO.
PREPAREO BY
CHECKEO BY
PROJ.
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OATE
CALC. NO.
REF.OOCUMENTS:
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ON -sITE lZut00FF
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GA 268 (REV. 4/82)
CALCULATIONS FOR
EQUIP. NO.
PREPARED BY
CHECKED BY
. CALCULATION SHEET .
PROJ.
DATE
DATE
CALC. NO.
REF. DOCUMENTS:
I PAGE 4 OF \3
"',AL Q
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TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
.
DEVELOPED AREAS (URBAN)
Coeff i ci ent , C
Soi I Type(l)
Land Use
A B C D
Res i dent i a I :
Single Fami Iy .40 .45 .50 .55
Multi-Units .45 .50 .60 0>
Mobile homes .45 .50 .55 .65
Rural (lots greater than 1/2 acre) .30 .35 .40 .45
Conrnerci al (2) .70 .75 .80 .85
80% Impervious
Industrial (2) .80 .85 .90 .95
90",,(, Impervi ous
NOTES:
(I) Obtain soi I type from Appendices IX-Cl thru IX-C4.
(2)Where actual conditions deviate significantly from the tabulated impervious-
ness values of 80% or 90%, the values given for coefficient C, may be revised
by multiplying 80% or 90% by the ratio of actual imperviousness to the
tabulated imperviousness. However, in no case shal I the final coefficient
be less than 0.50. For example: ConSider conrnercial property on D soi I.
Actual imperviousness
=50%
Tabulated imperviousness = 80%
Revised C = 50 x 0.85 = 0.53
80
APPENDIX IX-B
'SHEElb 0'" \:3
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SC4U
,/ "~ Zoo'
1677E
I=T8
1677
0"'077
677
SAN DIEGO COUNTY
CALIFORNIA
SHEET NO. 330-1671
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. concrete productlfnc.
EXTI1ISIONS
""', 6", 10", 12" or 18"
8
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'1.
Alhambra Foundry A-2010 l:ISl. iroo
rr.t. for ParkwlY
AJh.mbr. Foundry "'.2012 cast iron
trite & frtme fotTraffic
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=3 dia bars.conti.
- U1" BASE w,' knockouts
..
"
~
MODEL NUMBEI! "A" SIZE WEIGHTS
Exten~jons 22 lbs
08.1212 12" X 12" 18" Bue .~" 370 lbs.
Parkway Grate ~ 25fbs.
(.(" wills) Tr.flic Grate 50lbs
Extensions - 401bs.
08.1818 18" X 18" ]8" Bue 715lbs
P.rkway Grate 50 Ibs
(5" wills) Traffic Grate '.' 90 Ibs
Erfensions ~ SO Ibs
DB.24:?~ 24" X 24" 18" BlSe .. 870 tbs
Parkway Gr.!e 961bs
(5" wills) lralfic Gr~le 180lbs
WHEN ORDERING SPECIFY PARKWAY OR TRAFFIC USE
perin
per ir:
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(typical ea. ~jdt)
Model No. B C
DB.IZIZ ... IZ"
D8.J818 II" 11"
08-2424 1.." U"
NOTE
Concrete to be Clil1S "A" (3.CIOO P.S.L) type.
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ALLIED EARTH TECHNOLOGY
Mr. Mike Marinkovich
2416 Dresden Place
La Jolla. CA. 92037
PO.BOX 1932.EL CAJON. CALIFORNIA 92022-1932
TELEPHONE(6J9)447-4747 r--ii;-\[\i,~ \\\' \.~ F....'.
\~" ~'~;;}\
L''':0C6'' "
EN , 1-1 C., : , "--- ---
C~___
-
April 26. 2000
ROBERT CHAN, P.E.
Subject
Project No. 99-1147A3
Report of Engineering Observation of
Grading and Testing of Compacted Fill
Proposed Condominium Building Site
137 - 143 Jupiter Street
Encinitas, California
Dear Mr. Marinkovich:
In accordance with your request, we have provided engineering
services in conjunction with the grading for the proposed
condominiuim building site on subject property, more specifically
referred to as being Assessor's Parcel No. 254-222-34, in the
City of Encinitas. State of California.
DESCRIPTION OF PROJECT
The proposed development consists of grading of the site to
receive a four-unit condominium complex. The proposed structures
will be one story over the parking garage.
SCOPE OF WORK
Our services included
Providing engineering
operation;
observation of
the grading
Performing field density tests in the placed and
compacted fill;
Performing laboratory tests on samples of the material
used for fill; and
Providing professional opinions regarding the
contractor's general adherence to the geotechnical
portion of the plans and specifications.
Project No. 99-1147A4
Mike Marinkovich 04/26/00 Page 2
137 - 143 Jupiter Street
SUMMARY OF GENERAL EARTHWORK AND TESTING
Site preparation. grading. compaction and testing were
accomplished during the period between March 27 and April 3.
2000. In our opinion. based on our observation and testing. the
earthwork performed during the above period was in substantial
conformance with the recommendations as presented in the "Update
of Preliminary Geotechnical Investigation" Report for subject
property prepared by our firm (Project No. 99-1147A3. dated May
8. 1999).
During the
observed.
grading operation. certain earthwork
These include :
operations were
Removal and recompaction of existing loose fill soils
on the site.
Over-excavation of
pad to a depth of
soils.
the natural soils on the building
30 inches. and recompaction of these
The elevation at which the tests were taken and the final test
results are presented on page T-1. under "Table of Test Results".
The laboratory determinations of the maximum dry densities and
optimum moisture contents of the fill soils are set forth on page
L-1. under "Laboratory Test Results". The approximate location
of the compacted filled ground and field density tests are
presented on Figure No.1. entitled. "Approximate Location of
Compacted Filled Ground".
The results of the tests and observations indicate that the fill
soils placed and tested have been compacted to at least 90
percent of maximum dry density. Test results indicate that these
soils will support the proposed residential building without
detrimental settlement. provided that all recommendations
contained herein are followed.
SUMMARY OF FINISH GRADE SOIL CONDITIONS
Observations and laboratory tests indicate that soils placed or
remaining within the upper 3 feet below finished grade are
classified as having low expansion potential (Expansion Index =
45) .
Project No. 99-1147A3
Mike Marinkovich 04/26/00 Page 3
137 - 143 Jupiter Street
RECOMMENDATIONS
Foundation for Structures
---------- --- ----------
in the competent natural
an allowable soil bearing
live loads). The above
by one third for loads
It is recommended that footings founded
or compacted fill soils be designed for
value of 1,500 psf (total dead plus
bearing value may be further increased
that include wind or seismic forces.
Footings should be founded at least 18 inches below the lowest
adjacent ground surface. Spread or continuous footings should
have minimum widths of 24 and 12 inches, respectively.
It is recommended that all continuous footings be reinforced
with two #5 rebars; one rebar located near the top, and the other
rebar near the bottom of the footings. Isolated pier footings
should be reinforced with two #5 rebars each way, placed at mid-
height of the footing.
It is recommended that the foundation
be setback at least 7 feet back
Foundations placed closer to the top
be deepened such that the outer edge
bottom is at least 7 feet back from
level.
for the proposed structure
from the top of slope.
of slope than 7 feet should
of the foundation along the
the face of slope at that
Concrete Slab on Grade
-------- ---- -- -----
It is recommended that all concrete slabs-on-grade should be at
least 4 inches net in thickness, and be reinforced with a
minimum of 6x6-10/10 welded wire mesh, placed at mid-height of
slab. The concrete slab should be underlain by 4 inches of clean
sand and a moisture barrier in moisture sensitive areas.
Please note that the above footing and slab recommendations are
minimum requirements based on soil characteristics, and should be
superseded by any requirements of the structural engineer or
architect.
Additional Fill and Utility Trenches
---------- ---- --- ------- --------
report discusses the fill placement observed by personnel
our firm during the periods specified. It is recommended
any additional fill placed, like those in the proposed
This
from
that
Project No. 99-1147A3
Mike Marinkovich 04/26/00 Page 4
137 - 143 Jupiter Street
parking areas, behind retaining walls, as well as backfill
placed in utility trenches located within 5 feet of any
improvements and deeper than 12 inches, or backfill placed in
any trench located 5 feet or more from a building and
deeper than 5 feet, be compacted under our observation and
tested to verify compliance with the earthwork specifications for
the project.
The surface of trench backfill frequently settles even when
backfill is placed under optimum conditions. It is recommended
that the design of any facilities such as buildings, slabs-on-
grade, etc., placed upon such fill, be designed to accommodate
the potential settlement.
Surface Drainage
Proper control of the site drainage and regular maintenance of
all drainage facilities are important factors related to the
overall stability of the soil mass. No surface water should be
allowed to collect and/or pond on the building pads, and the
runoff should be directed to flow into the street gutter or other
suitable on-site drainage facilities without intermediate
ponding.
Scheduling Earthwork Observations and Testing Services
It is our intent to provide prompt, efficient and effective
earthwork observation and testing services. To provide such
services, the cooperation of our client is requested. Please
provide us with lead time regarding the need for our field
services of at least 48 hours whenever possible. We may not be
able to fill requests for services made later than 4 p.m. of the
previous evening.
LIMITATIONS
The soil conditions described in this report are based on obser-
vations and periodic testing. This office should be notified of
any indications that soil conditions are not as described
herein. The conclusions and opinions drawn from the test results
and site observations apply only to our work with respect to
the grading of subject property as shown on the approved grading
plan. We will accept no responsibility for any subsequent
changes made to this site by others, or by uncontrolled action of
Project No. 99-1147A3
Mike Marinkovich 04/26/00 Page 5
137 - 143 Jupiter Street
water, or by failure of others to properly repair damages by
uncontrolled action of water. We cannot provide advice, opinions
or conclusions relative to site preparation (clearing, grubbing
etc.) which we have not observed.
Professional judgments represented in this report are based
partly on our evaluations of the technical information gathered,
partly on our understanding of the proposed construction, and
partly on our general experience in the geotechnical field. Our
engineering work and judgments rendered met or exceed the
standard of care of our profession at this time. We do not
guarantee the performance of the project in any respect.
Should you have
report, please
convenience.
appreciated.
any questions
feel free to
This opportunity
regarding the contents of this
contact our office at your
to be of service is sincerely
Pages L-1, and T-1, and Figure No.1 are parts of this report.
(3) Addressee
Project No. 00-1147A3
Mike Marinkovich 04/26/00
137 - 143 Jupiter Street
Page L-1
LABORATORY TEST RESULTS
---------- -------
---------- ---- -------
The maximum
fill soils
The results
dry densities and optimum moisture contents
were determined in accordance with A.S.T.M.
of the tests are presented as follows :
of the
D1559.
Maximum Optimum
Soil Soil Dry Density Moisture Content
Type Description (lbs./cu.ft. ) (% Dry Wt.)
1 Light brown/brown 124.0 10.0
silty fine sand
2 Reddish brown/brown 126.0 9.5
sil ty fine sand
The Expansion Index of the most clayey soils was determined in
accordance with UBC Test No. 18-1. The results of the test are
presented as follows :
Soil
Type
Soil
Description
Expansion
Index
1
Light brown/brown
silty fine sand
45 *
* Considered to have low expansion potential
Project No. 99-1147A3
Mike Marinkoivich 04/26/00 Page T-1
137 - 143 Jupiter Street
TABLE OF TEST RESULTS
----- -------
----- -- ---- -------
Elevation
of Fill Moisture Dry Maximum Date
Test Soil at Test Content Density Dry Density Percent of
No. Type (Ft.) (% Dry Wt.)(lbs./cu.ft.)(lbs./cu.ft.)COmpaction Test
1 1 73.5 10.0 116.0 124.0 93. ~i 03/27/00
2 1 73.5 9.9 111.7 124.0 90.1 03/27/00
3 1 75.8 10.4 114.4 124.0 92.:1 03/27/00
4 1 75.8 11.4 117.4 124.0 94.6 03/27/00
5 1 75.8 10.6 113.0 124.0 91. :l 03/27/00
6 1 76.0 12.1 116.6 124.0 94.0 03/28/00
7 2 69.5 10.4 119.0 126.0 94.4 0:1/29/00
8 2 69.5 9.7 115.8 126.0 91.9 03/29/00
9 2 72 .0 6.8 118.2 126.0 93.8 03/30/00
10 2 72.0 8.5 118.9 126.0 93.'7 03/30/00
11 2 72.0 6.6 118.9 126.0 94.4 0300/00
12 2 77.6 7.6 115.6 126.0 91.3 04/03/00
1:1 2 77.6 8.6 115.:1 126.0 91. 5 04/03/00
14 2 67.5 5.4 114.8 126.0 91.1 04/03/00
15 2 67.6 6.6 114.5 126.0 90.9 04/0:1/00
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BARRY AND ASSOCIATES
GEOTECHNICAL ENGINEERING
P.O. Box 348
Encinitas, CA 92023-0348
(619) 753-9940
ij,
March 4, 1991
Dr. Marcus DeWood
c/o Michael Winfield
225 Plaza Street
Suite 202
Solana Beach, CA 92075
.. '{ - 3 \99\
Subject:
SOIL PARAMETERS
Criblock Retaining Wall
Mr. Rod Sanderson
Reference:
PRELIMINARY GEOTECHNICAL INVESTIGATION
proposed Condominium
A.P.N. 254-222-34
Jupiter Street
Leucadia, California
prepared by A. R. Barry and Associates
Dated August 22, 1990
Dear Dr. DeWood,
\.: \,i
In response to your request, we have reviewed our preliminary
geotechnical investigation at the subject site and are providing
addi tional info rrna tion a t the request 0 f the Retaining Wall
Company.
SOIL PARAMETERS
Equivalent Fluid Pressure: Level.................
PHI Angle of Backfill.............................
PHI Angle at Base of Wall.........................
cohesion. .........................................
Passive Resistance................................
unit weight of Backfill...........................
Bear ing Ca.paci ty. . . . . . . .. . . . . . . . . ., . . . . . . . . . . . . . . .
35 PCF
30 degrees
33 degrees
100 PSI'
300 PSF/FT
115 PCP
2700 PSP
,
Dr. Marcus Dewood
March 4, 1991
Pag e 2
SOIL PARAMETERS (Cont'd)
Expa.nsive Index..................................
Low to
Very Low
\
Temp. Back~cut Slope.............................
1 .,
1:1 or ll~ss
Special Conditions: Assume wall footings are extended through
fill and weathered sandstone and are founded
into unweathered competent sandstone, wall
backfill composed of granular deposits.
If you have any questions, please do not hesitate to contact us
at (619) 753-9940.
This opportunity to be of service is greatly appreciated.
Sincere ly ,
A. R. BARRY AND ASSOCIATES
Qf(f5~
A. R. Barry, P. E.
principal Engineer
7d~
Mark Burwell
Geologist
cc: Retaining Wall Company
A. R. BARRY AND ASSOCIATES
GEOTECHNICAL ENGINEERING
P.O. Box 348
Encinitas, CA 92024
(619) 753-9940
August 22, 1989
Dr. Marcus DeWood
c/o Michael Winfield
225 Plaza Street
Suite 202
Solana Beach, CA 92075
Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION
Proposed Condominium
A.P.N. 254-222-34
,Jupi ter Street
Leucadia, California
Dear Mr. DeWood,
In response to your request, we have performed a preliminary
geotechnical investigation at the subject site for the pror;osed
four-unit condominium.
The findings of the investigation, laboratory test results and
recommendations for foundation design are presented in this
report.
From a geotechnical point of view, it is our opl.nl.on that the
site is suitable for the proposed development provided the
recommendations in this report are implemented during the design
and construction phases.
If you have any questions, please do not hesitate to contact us
at 753-9940.
This opportunity to be of service is appreciated.
Respectfully submitted,
A.R. BARRY AND ASSOCIATES
A.qB&y,f2~
Prinicj.pal Engineer
PRELIMINARY GEOTECHNICAL INVESTIGATION
Pr opo sed Condorni ni urn
A.P.N. 254-222-34
Jupi ter Street
Leucadia, California
Prepared For:
Dr. Marcus DeWood
c/o Michael Winfield
225 Plaza Street
Suite 202
Solana Beach, California
August 22, 1989
W.O. P-1124
Prepared By:
A.R. BARRY AND ASSOCIATES
P.O. Box 348
Encinitas, California 92024
TABLE OF CONTENTS
INTRODUCTION AND SITE CONDITIONS.........................2
PROPOSED DEVELOPMENT.
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SITE
INVESTIGATION.
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
LABORATORY
TESTING.
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
GEOTECHNICAL CONDITIONS..
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
CONCLUSIONS AND RECOMMENDATIONS.
. . . . . . . . . . . . . . . . . . . . . . . .
A.
GRADING. .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
B.
DRIVEWAY.
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
C.
FOUNDA TIONS.
. . . . . . . . . . . . . . . . . . . . . . . . . . . .
D.
RETAINING WALL.
. . . . . . . . . . . . . . . . . . . . . . . . .
E.
SLABS
ON GRADE.
. . . . . . . . . . . . . . . . . . . . . . . . .
F.
DRAINAGE. .. . . . .
. . . . . . . . . . . . . . . . . . . . . . . . .
G.
INSPECTIONS AND
DENSITY TESTING.
. . . . . . . .
H.
REV! EW. . . . . . . . . . . . . . . . . . . . .
PLAN
LIMITATIONS............................................. .8
APPENDICES
APPENDIX A......................EXPLORATORY BORING LOGS
PLOT PLAN
.2
.3
.3
.4
.5
.5
.5
.6
.6
.7
.7
.7
.8
APPENDIX B......................GRADING SPECIFICATIONS
UNIFIED SOILS CLASSIFICATION
August 22, 1989
W.O. P-1124
pag e 2
INTRODUCTION
This report presents the results of our geotechnical inves-
tigation. The purpose of this study was to determine the nature
and characteristics of the earth materials underlying the
property and their influence on the construction of the proposed
condominium.
SITE CONDITIONS
The property is located on the south side of Jupiter Street
approximately mid-way between Neptune Avenue and Old Highway 101
in Leucadia, California.
The site is a rectangular lot which
originally descended to the east at a gradient of about 10
percent. However, grading on the site has created two pads with
intermittent fill slopes ranging in height from 2.0 to 8.0
vertical feet with gradient of about 2:1. The site is bounded on
the south by a condominium which is under construction. A
single-family residence and an apartment complex bound the
property on the west and east, respectively.
A 5.0- foot-high
retaining wall is located adjacent to the eastern property line.
PROPOSED DEVELOPMENT
Preliminary plans for the proposed development were provided by
Mr. Micheal Winfield, A.I.A.
The plans include a parking area
located in the central portion of the site at about the existing
August 22, 1989
W.O. P-1l24
Pag e 3
grade.
Access to the parking area will be via a driveway along
the eastern property line. The proposed units will be two--story
structures with attached garages.
The northern units will be
constructed at about the present grade. The southern units will
be constructed at elevations ranging from 70 to 72 feet.
SITE INVESTIGATION
Seven exploratory borings were excavated on the site with a
portable auger drill rig to a maximum depth of 8.0 feet.
Earth
materials encountered were visually classified and logged by our
field engineer. Undistur bed, representative samples of the earth
materials were obtained at selected intervals.
Samples were
obtained by driving a thin-walled steel sampler into the desired
strata. The samples were retained in brass rings of 2.50 inches
inside diameter and 1.00 inches high. The central portion of the
sample was retained in close-fitting, waterproof contrainers and
tranported to our laboratory for testing and analysis.
LABORATORY TESTING
Classification
The field classification was verified through laboratory exam-
ination in accordance with the Unified Soil Classification
System. The final classification is shown on the enclosed Boring
Logs.
August 22, 1989
W.O. P-1l24
pag e 4
Moisture/Density
The field moisture content and dry unit weight were determined
for each of the undisturbed soil samples. The information is
usefel in providing a gross picture of the soil consistency or
variation among exploratory excavations.
The dry unit weight was determined in pounds per cubic foot. The
field moisture was determined as a percentage of the dry unit
weight. Both are shown on the enclosed Boring Logs.
GEOTECHNICAL CONDITIONS
Artificial Fill
Previous grading on the site has generated cut/fill transitional
pads.
Fill deposits along the outside edge of the northern pad
appear to reach a maximum depth of about 6.0 feet. Fill deposits
along the outside edge of the southern pad are approximately 8.0
to 9.0 feet deep. The fill deposits are classified as tan silty
sand in a dry and loose condition.
Soil
Approximately 1.0 to 2.0 feet of soil was encountered in the
western portion of the site.
The soil is typically fine- and
medium-grained sand in a dry, loose condition.
August 22, 1989
w.o. P-1l24
Pag e 5
Terrace Deposit
The soil and fill on the property is underlain by reddish-brown
fine- and medium-grained sandstone.
This sedimentary unit is
weathered to a loose condition and poorly cemented in the upper
few feet but becomes increasingly dense with depth.
CONCLUSIONS AND RECOMMENDATIONS
Grading
The existing fill and soil on the site should be removed to the
underlying terrace deposit and replaced as properly compacted
fill.
Cut/fill transitions should be undercut a minimum of 3.0
vertical feet and replaced with properly compacted fill. On-site
materials are suitable for re-use provided they are cleaned of
all vegetation and debris.
Fill should be placed in 6.0 to 8.0
inch lifts, moistened as required and compacted to a minimum of
90 percent of the laboratory maximum dry density.
Driveway
The proposed concrete auto court should be a minimum of 4.0
inches thick and reinforced with 6x6-10xlO welded wire fabric.
The proposed asphaltic concrete driveway should be a minimum of
2.0 inches thick and placed over a subgrade that is compacted to
a minimum of 90 percent of the laboratory maximum dry density.
August 22, 1989
W.O. P-1l24
Pag e 6
Foundations
Footings for the proposed structure should be a minumum of 12
inches wide and founded a minimum of 18 inches below the
lowermost adjacent grade. A 12-inch by 12-inch grade beam should
be provided across the garage opening.
Footings founded a minimum of 18 inches into compacted fill may
be designed for a bearing value of 1500 pounds per square foot.
The bearing value indicated above is for the total of dead and
frequently applied live loads. This value may be increased by 33
percent for short dur ations of loading, including the effects of
wind and seismic forces.
Resistance to lateral load may be provided by friction acting at
the base of foundations and by passive earth pressure. A
coefficient of friction of 0.35 may be used with dead-load
forces. A passive earth pressure of 250 pounds per square foot,
per foot of depth of fill or conglomerate penetrated to a maximum
of 1500 pounds may be used.
Retaining Wall
The pr opo sed eastern wall wh ich suppo r ts a level sur charge should
be designed to resist an equivalent fluid pressure of 35 pounds
per cubic foot.
The wall should be provided with an adequate
August 22, 1989
w.o. P-1l24
pag e 7
backdrainage system.
Backfill behind the wall should consist of
granular deposits compacted to a minimum of 90 percent of the
laboratory maximum dry density.
Slabs On Grade
Slabs on grade should be a minimum of 4.0 inches thick and
reinforced in both directions with No. 3 bars placed 24 inches on
center. The slab should be underlain by a minimum 4-inch sand
blanket. Utility trenches underlying the slab may be backfilled
with the on-site granular materials.
However, sufficiently
compacting the backfill deposits may damage or break shallow
utility lines.
Therefore, minor settlement of the backfill in
the trenches is anticipated. To reduce the possibility of cracks
occurring, the slab should be provided with additional
reinforcement to bridge the trenches.
Drainage
Pad water should be directed away from foundations and around the
structure to an approved location.
Roof water should be
collected and conducted to the driveway or suitable location via
non-erodible devices. Pad water should not be allowed to pond.
Inspections and Density Testing
All structural footing excavations should be inspected by a
representative of this fir~ prior to the placement of any steel.
August 22, 1989
W.O. P-1l24
pag e 8
All fill should be placed under the observation and testing of a
representative of this firm.
Plan Review
A copy of the final building plans should be submitted to this
office for review prior to the initiation of construction.
Additional recommendations may be necessary at that time.
LIMITATIONS
This report is presented with the provision that it b, the
responsibility of the owner or the owner's representative to
bring the information and recommendations given herein to the
attention of the project's architects and/or engineers so that
they may be incorporated into plans.
If condi tions encountered dur ing construction appear to differ
from those described in this report, our office should be
notified so that we may consider whether modifications are
needed. No responsibilty for construction compliance with design
concepts, specifications or recommendations given in this report
is assumed unless on-site review is performed dur ing the course
of construction.
...
August 22, 1989
W.O. P-1124
pag e 9
The subsurface conditions, excavation characteristics and
geologic structure described herein are based on individual
exploratory excavations made on the subject property. The
subsurface conditions, excavation characteristics and geologic
structure discussed should in no way be construed to reflect any
varia tions which may occur among the exploratory excavations.
Please note that fluctuations in the level of the groundwatE!r may
occur due to variations in rainfall, temperature and other
factors not evident at the time measurements were made and
reported herein.
A.R. Barry and Associates assumes no
responsibili ty for variations which may occur across the site.
The conclusions and recommendations of this report apply as of
the current date.
In time, however, changes can occur on a
property whether caused by acts of man or nature on this or
adjoining properties.
Additionally, changes in professional
standards may be brought about by legislation or the expansion of
knowledge.
Consequently, the conclusions and recommendations of
this report may be rendered wholly or partially invalid by events
beyond our control.
This report is therefore subject to review
and should not be relied upon after the passage of three years.
The professional judgments presented herein are founded partly on
our assessment of the technical data gathered, partly on our
August 22, 1989
w.o. P-1l24
Page 10
understanding of the proposed construction and partly on our
general experience in the geotechnical field.
Our engineering
work and the judgments given meet present professional standards.
However, in no respect do we guarantee the outcome of the
project.
If you have any questions regarding this report, please do not
hesitate to contact our office.
The opportunity to be of service is greatly appreciated.
Respectfully submitted,
A.R. BARRY AND ASSOCIATES
A.rJ B~y,f?~
Principal Engineer
ARB/cj
EXPLC'RATORY BOliNG LOG
A.R. BARRY & ASSOCIATES MARCUS DEWOOD
P.O. BOX 348 JUPITER STREET
ENCINITAS, CA 92024 PROJECT NUMBER DATE BORING NUMBER
(619) 755-0852 P-1124 8/22/89 B-1
DRILL RIG. PORTABLE AUGER SURFACE ELEVATION: 74.0! LOGGED BY: D.ltl.
DEPTH TO GROUNDWATER: N/A BORING DIAMETER: 6" DA TE DRILLED: e/16/89
w >-
~,
DESCRIPTION AND CLASSIFICATION ~" f-
f-O in
0 ~w z-
3 0< w()
h co.
DEPTH DESCRIPTION AND REMARKS o~ >-
(FEET} ~O '"
~~ c
SURFACE AT ALL BORING LOCATIONS: FIELD GRASSES,DR .
- 1 Fill: SAND, SILTY, FINE-GRAINED, LIGHT-BROWN TO
- TAN; DRY, LOOSE, UPPER SIX INCHES FILLED WITH
- 2 GRASS ROOTS AND ROOTLETS. 3.0 96
-
- 3 - - - -
- - TERRAC!:: DEPOSIT: SAND, FINE- TO MED I Ur'I-GRA I NED,
RED-BROWN, DRY, LOOSE, NON-EXPANSIVE.
- 4
- -
- 5 -
-
- 6
- -
- 7
- -
- 8
- END OF BORING @ e'
- 9 - No GROUNDWATER
"" - No CAVING
c- 10 -
f- -
f- 11 -
f- -
I- 12 -
I- -
I- 13 -
I- -
I- 14 -
f- -
f- 15-
I- -
f- -
f- -
f- -I I
r ~ ,
I
~ -
- ;>'t-J';'O ';~':e ::;lrald;[;.l;,On ''''':5 J.O.":" ~:.~,,-,'H
lP~I,,~,.'''';;~e ~0und:lrl~s r,;HW..en "..,~'~.-, . :'~S
- fheactualtranSlI10nr:1;Jybegradual
EXPLORA TORY BO'lING LOG
A.R. BARRY & ASSOCIATES DEWOOD
P.O. BOX 348 UUPITER STREET
ENCINITAS, CA 92024 PROJECT NUMBER DATE BORING NUMBER
(619) 755-0852 P-1124 8/22/89 B-2
DRill RIG. PORTABLE AUGER SURFACE ELEVATION 75.0~ lOGGED BY D.W.
DEPTH TO GROUNDWATER: N/A BORING DIAMETER: 6" DATE DRillED: 8/16/89
" >-
DESCRIPTION AND CLASSIFICATION f-
u 0 u;
ru 0 z-
~o , w<.:l
~" > 00.
DEPTH c ~ >-
DESCRIPTION AND REMARKS 0 0:
IFEET) - 0
- 0 SURFACE OF ALL BORING LOCATIONS: FIELD GRASSES,DR .
- 1 SOil: SAND, SILTY, FINE- TO MEDIUM-GRAINED,
- 0 LIGHT-BROWN TO TAN, DRY, LOOSE, UPPER SIX
- 2 0 - ~NCHES FILLED WITH GRASS ROOTS AND ROOTLETS.
- 0 -- -
- 3 0 TERRACE DEPOSrT: SAND, FINE- TO MEDIUM-GRAINED,
- 0 RED-BROWN, DRY, LOOSE, POORLY CEMENTED, NON-
e- 4 - EXPANSIVE.
e- -
e- 5 - - - - - - - -
I- 0 END OF BORING @ 5 '
f- 6 0 No GROUNDWATER
No CAVING
7 0
0
8
9 -
-
10 -
- -
11
-
- 12 -
- -
- 13 -
- -
- 14 -
- -
- 15-
- -
- -
- -
- -
- - I
- - I
- - ;>'~ase ~jnle' SlratllicCltlon I,nes 50.:"l'...." -e~'..'ent L
"prrc.,cnal'looundalleshe!w",enm:J:c"'o' 'Ipes
I- - The actual transition may be gradual
EXPL0RATORY BO'1ING LOG
A.R. BARRY & ASSOCIATES DEWOOD
P.O. BOX 348 JUP ITER STREET
ENCINITAS, CA 92024 PROJECT NUMBER DATE BORING NUMBER
(6.19) 755-0852 P-1174 R/22/89 R-1
.
DRILL RIG. PORTABLE AUGER SURFACE ELEVATION: 76.0~ LOGGED BY: D. vi.
DEPTH TO GROUNDWATER: N/A BORING DIAMETER: 6" DATE DRILLED: 8/16/89
w >-
"-
DESCRIPTION AND CLASSIFICATION ;0 ...
0 in
I~ ~w z-
~o 03 wU
~~ h 00..
DEPTH DESCRIPTION AND REMARKS " 0" >-
~O
(FEET) ::;: '>~ 0:
0
... SURFACE AT ALL BORING LOCATIONS: FIELD GRASSES, DRY
I- 1 ~SOIL: SAND, SILTY, FINE-GRAiNED, LIGHT-BROWN TO
l-
I- - TAN, DRY, LOOSE, UPPER SIX INCHES FILLED WiTH
2 '\ GRASS ROOTS AND ROOTLETS.
I- - - -
I- 3 - TERRACE DEPOSIT: SAND, MEDIUM-GRAINED, RED-BROWN
I- - DAMP, MODERATELY DENSE, NON-EXPANSIVE. 3.9 111
I- 4 -
-
5
6 -
-- -
- - "TERRACE DEPOSIT: SAND, MEDIUM-GRAINED, TAN, DAMP
7 - LOOSE, POORLY CEMENTED, NON-EXPANSiVE,WEATHERED
- - " - -
- 8 END OF BORING @ 6.5'
- No GROUNDWATER
- No CAVING
- 9 -
- -
- 10 -
-
- 11 -
- -
- 12 -
- -
- 13 -
- -
- 14 -
- -
- 15-
- -
- -
- -
- - !
- l L
! I
- ] ."leaseNL)!".Str::l1lt,calI0nl'nessnQ''''''-:'~5e'lt ,
,
!
1 ,jpprQxmoare boundanes belw~en "',J:e' J: ~."iJes I
-i The actual t'(Ins,llon may be gradual
EXPLCRA TORY BO:-lING LOG
A.R. BARRY & ASSOCIATES DEWOOD
P.O. BOX 348 JUPITER STREET
ENCINITAS, CA 92024 PROJECT NUMBER DATE BORING NUMBER
(619) 755-0852 P-1124 8/22/89 B-4
DRill RIG PORTABLE AUGER SURFACE ELEVATION: 68.0~ lOGGED BY: D.'/J.
.
DEPTH TO GROUNDWATER: N/A BORING DIAMETER. 6" DATE DRillED: 8/16/89
;0 >-
DESCRIPTION AND CLASSIFICATION ij f-
in
~ w z-
0 . wU
~ > 00.
DEPTH DESCRIPTION AND REMARKS " >-
(FEET) 0 a:
- 0
- - SURFACE AT ALL BORING LOCATIONS: FIELD GRASSES, DR'
,.. 1
- \ SOil: SAND. SILTY. FINE-GRAINED, TAN, DRY. MODE"-
- 2 ATELY LOOSE, UPPER SIX INCHES FILLED WITH GRAS
~TS AND ROOTLETS.
- --------
3 TERRACE DEPOSIT: SAND. FINE- TO MEDIUM-GRAINED.
RED-BROWN. DRY, MODERATELY DENSE, POORLY CEM-
4 ENTED, NON-EXPANSIVE.
5 -
-
- 6 - - - - - - -
- - END OF BORING @ 6 .
- 7 - No GROUNDWATER
No CAVING
-
- 8 -
- -
- 9 -
-
- 10
- -
- 11 -
- -
- 12 -
- -
- 13 -
- -
- 14 -
- -
- 15-
-
- -
- - I
,
- - ,
I
- - I
f- -
f- - "Ie~se J\lote Stratdic;:W')fl I,n..,s ~nry"." '~~.~;"m
1i::;:;'O~'fT'",le 00",,::1",,5 tJel.....een r';;" : . _ ~~S
I- - The actual tranSItion may be graduill
EXPLC'RATORY BO':ING LOG
A.R. BARRY & ASSOCIATES OEWOOO
P.O. BOX 348 JUPITER STREET
ENCINITAS, CA 92024 PROJECT NUMBER DATE BORING NUMBER
(619) 755-0852 P-1124 8/22/89 B-5
DRILL RIG. PORTABLE AUGER SURFACE ELEVATION: 68.0: LOGGED BY: 0.\11.
DEPTH TO GROUNDWATER: N/A BORING DIAMETER: 6" DA TE DRILLED: 8/16/89
i >-
DESCRIPTION AND CLASSIFICATION ....
u 0 Ui
it., 0 z-
~;o . we,)
a::-J > 00.
DEPTH DESCRIPTION AND REMARKS 0 < >-
0
(FEET) <r
, 0
SURFACE AT ALL BORING LOCATIONS: FIELD GRASES, DRY
1 - 1\ FILL: SAND, SILTY, FINE-GRAINED, LIGHT-BROWN,
DRY, LOOSE, UPPER SIX INCHES FILLED WITH GRASS
2 \. ROOTS AND ROOTLETS.
- - - - -
3 END OF BORING @ l'
- No GROUNDWATER
No CAVING
4
-
- 5 -
-
- 6 -
- -
- 7 -
- -
- 8 -
- -
- 9
-
- 10
-
- 11 -
,- -
_ 12 -
I- -
I- 13 -
I- -
I- 14 -
f- -
f- 15-
r -
f- -
I- - ,
I
f- -
I- , ,
I I
f- l L
I- ~ """N,ooe 3,,,,,,,,,,,,,,,,.:+,,,:. " ,"'r'
<l[)orO"''''~lf> t::'lunrJar'€s op.".~""''' ~:O:~. " .:;'0'5
I- Theactualtran51tlonmaybegraOlJa'
EXPLC,RA TORY BOliNG LOG
A.R. BARRY & ASSOCIATES DEWOOD
P.O. BOX 348 JUPITER STREET
ENCINITAS, CA 92024 PROJECT NUMBER DATE BORING NUMBER
(619) 755-0852 P-1124 8/22/89 8-6
DRILL RIG. PORTABLE AUGER SURFACE ELEVATION: 68.0: LOGGED BY' D.W.
DEPTH TO GROUNDWATER: N/A BORING OIAMETER: 6" DATE DRILLED 8/16/89
w ,.
~e
DESCRIPTION AND CLASSIFICATION OI >--
U eO '"
I,.:J ~w z-
~o o. w ()
~~ h 00.
DEPTH DESCRIPTION AND REMARKS 0 o~ ,.
~O a:
[FEET) w.O
L;:C- 0
f- SURFACE AT ALL BORING LOCATIONS: FIELD GRASSES, DR
I- 1 - ~Flll: SAND, SILTY.
f- - FINE- TO MED I UM-GRA I NED, TAN
DRY, LOOSE. UPPER SIX INCHES FILLED WITH GRASS 3.1 98
I- 2 - ~ROOTS AND ROOTLETS.
I- - - - --
I- 3 - Fill: SAND, SILTY. FINE- TO MEDIUM-GRAINED. RED
I- - BROWN, DRY. LOOSE, NON-EXPANSIVE.
4 -
5 -
6 -
7 -
- -
8 - -
END OF BORING @ 8 '
No GROUNDWATER
9 - No CAVING
10 -
- -
- 11 -
- -
- 12 -
- -
- 13 -
- -
- 14 -
- -
- 15-
- -
- -
- - I
- I
'- --; I
- L
- ~ O"'''''",S'''''''''''"''',..";.,,.,co,,''''''
JP~r?,m~te D8unrl~""s 8"lween "":1"'..:>': ~"Des
- 1 Th"aClual transition maybe gradual
EXPLORA TORY BOliNG LOG
A.R. BARRY & ASSOCIATES DEWOOD
P.O. BOX 348 JUPITER STREET
ENCINITAS, CA 92024 PROJECT NUMBER DATE BORING NUMBER
(619) 755-0852 P-1124 8/22/89 B-7
DRILL RIG. PORTABLE AUGER SURFACE ELEVATION: 68.0~ LOGGED BY: D.\~ .
DEPTH TO GROUNDWATER: N/A BORING DIAMETER: 6" DATE DRILLED: 8/16/89
e >-
DESCRIPTION AND CLASSIFICATION I >-
U ~ <n
i:{? w Z-
~:O . wU
a:-' > 0Q.
DEPTH DESCRIPTION AND REMARKS "' ~ >-
0 0:
(FEET) t 0
r- SURFACE AT ALL BORING LOCATIONS: FIELD GRASSES, DRY
1
I'\FILL: SAND, SILTY, FINE- TO MEDIUM-GRAINED, TAN,
2 DRY, LOOSE, UPPER SIX INCHES FILLED WITH GRASS
"ROOTS AND ROOTLETS. -
-
3 TERRACE DEPOSIT: SILTY-SAND, FINE- TO MEDIUM-
GRAINED, RED-BROWN, DRY, LOOSE, NON-EXPANSIVE.
4
- 5
- -
- 6 -
- - - -
- - TERRACE DEPOSIT: SAND, FINE- TO MEDIUM-GRAINED,
- 7 - RED-BROWN, SLIGHTLY MOIST, MODERATELY DENSE,
- POORLY CEMENTED, NON-EXPANSIVE, WEATHERED.
- 8 _ THIS MATERIAL APPEARS TO CORRELATE WITH B-3
- _'" TERRACE DEPOSIT.
"'- -
- 9 END OF BORING @ 8 .
- No GROUNDWATER
- 10 No CAVING
-
- 11 -
- -
- 12 -
- -
- 13 -
- -
- 14 -
'- -
!- 15-
i- -
!- -
i- -
i- -I I
~ ]
i- - ::>I~as~ ~k{w Slralll1cauon lines 31"10''',,-' 'c-:;-?5!'f',
1pprOI-!''''I'.C OQUllua""s ber'~",~" ..,-.;;:~ =_ ~,ce~
i- - fheactuallranS'lionmaybegradua'
___. __ _ / ':.:ll ~'i \', L'<I/"j:/ ~'iWf7r' ;'/'-" ,,-' "'j
~~ I r / ~~tN,td ~'--;r-~~&;~ -~-'" ~~ '-----,- JI ""';"-'-V."-!.ti~ . -'T'-
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~~/ ,elL - _' "___c" "'" --II.'~'.',)(. ..J.
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APPENDIX B
RECOMMENDED GRADING SPECIFICATIONS
GRADING INTENT
The intent of these specifications is to establish procedures for
clearing, compacting natural ground, preparing areas to be filled
and placing and compacting fill soil to the lines and grades shown
on the accepted plans. The recommendations contained in the pre-
liminary geotechnical investigation report are a part of the rec-
ommended grading specifications and would supersede the provi-
sions contained herein in case of conflict.
INSPECTION AND TESTING
A geotechnical engineer should be employed to observe and test the
earthwork in accordance with these specifications. It will be
necessary that the geotechnical engineer or his representative
make adequate observations so that he may provide a memorandum
that the work was or was not accomplished as specified. Devia-
tions from these specifications will be permitted only upon
written authorization from the geotechnical engineer. It should
be the responsibility of the contractor to assist the geotechnical
engineer and to keep him apprised of work schedules, changes and
new information and data so that he may provide the memorandum to
the owner and governmental agency as required.
If in the opinion of the geotechnical engineer, substandard cond-
itions such as questionable soil, poor moisture control, inade-
quate compaction, adverse weather, etc. are encountered, the
contractor should stop construction until the conditions are
remedied.
Unless otherwise specified, fill material should be compacted by
the contractor while near the optimum moisture content to a dens-
ity that is not less than 90 percent of the maximum dry density
determined in accordance with ASTM Test No. D1557-78 or other
density test methods that will yield equivalent results.
CLEARING AND PREPARATION OF AREAS TO RECEIVE FILL
All trees, brush, grass and other objectionable material should
be collected, piled and burned or otherwise disposed of by the
contractor so as to leave the areas that have been cleared with a
neat and finished appearance, free from unsightly debris.
All vegetable matter and objectionable material should be removed
by the contractor from the sur face upon which the fill is to be
placed, and any loose or porous soils should be removed or comp-
acted to the depth determined by the geotechnical engineer. The
surface should then be plowed or scarified to a minimum depth of 6
inches until the surface is free from uneven features that would
tend to prev~nt uniform compaction by the equipment to be used.
When the slope of the natural ground receiving fill exceeds 20
percent (5 horizontal to 1 vertical), the original ground should
be stepped or benched as shown on the attached plate. Benches
should be cut to a firm, competent soil condition. The lower
bench should be at east 10 feet wide and all other benches at
least 6 feet wide, ground slopes flatter than 20 percent should
be benched when considered necessary by the geotechnical engineer.
FILL MATERIAL
Materials for compacted soil should consist of any material im-
ported or excavated from the cut areas that in the opinion of the
geotechnical engineer is suitable for use in constructing fills.
The material should contain no rocks or hard lumps greater than 12
inches in size and should contain at least 40 percent of material
smaller than 1/4 inch in size. (Materials greater than 6 inches
in size should be placed by the contractor so that they are sur-
rounded by compacted fines; no nesting of rocks will be per-
mitted.) No material of a perishable, spongy or otherwise
improper nature should be used in filling.
Material placed within 36 inches of rough grade should be select
material that contains no rocks or hard lumps greater then 6
inches in size and that swells less than 3 percent when compacted
(as specified later herein for compacted fill) and soaked under an
axial pressure of 150 psf.
Potentially expansive soils may be used in fills below a depth of
36 inches and should be compacted at a moisture greater than the
optimum moisture content for the material.
PLACING, SPREADING AND COMPACTING OF FILL
Approved mateLial should be placed in areas prepared to receive
fill in layers not to exceed 6 inches in compacted thickness.
Each layer should have a uniform moisture content in the range
that will allow the compaction effort to be efficiently applied
to achieve the specified degree of compaction to a minimum speci-
fied density with adequately sized equipment, either specifically
designed for soil compaction or of proven reliability. Compaction
should be continuous over the entire area and the equipment should
make sufficient trips to ensure that the desired density has been
obtained throughout the fill.
When moisture content of the fill material is below that specified
by the geotechnical engineer, water should be added by the Con-
tractor until the moisture content is as specified.
When the moisture content of the fill material is above that
specified by the geotechnical engineer, the fill material should
be aerated by the contractor by blading, mixing or other satis-
factory methods until the moisture content is as specified.
The surface of fill slopes should be compacted and there should
be no excess loose soil on the slopes.
Appendix B - Paqe 3
UNIFIED SOIL CLASSIFICATION
Identify(ng Criteria
Group Symbol
COARSE GRAINED (more than
50 percent larger than 1200 sieve)
Gravels (more than 50
percent larger than 14 sieve
but smaller than three inches)
Non-plasti c
Sands (more than 50 percent
smaller than 14
sieve)
FINE GRAINED (more taan 50%
smaller than
~200 sieve)
GW
GP
GM
GC
SW
SP
S,1
J\_____~..::I ~ _. n ~ 'l"'I-.,--. A
Soil Description
Gravel, well-
graded gravel-
sand mixture,
little or no
fines
Gravel, poorly
graded gravel-
sand mixture,
little or no
fines
Gravel, silty,
poorly graded,
gravel-sand-
silt mixtures
Gravel, clayey,
poorly graded,
gravel-sand-
clay mixtures
Sand, well-
gr aded,
gravelly
sands, little
or no fines
Sand, poorly
graded,
gravelly
sands, little
or no fines
Sand, silty,
poorly graded,
sand-c lay
mi.xtures
Liquid limit less than 50
ML
Silt, i norgani c
sil t and fine
sand, sandy silt
or clayey-si 1 t-
sand mixtures
wi th sligh t
plasticity
CL
Clay, inorganic
clays of low to
medium
plasticity,
gravelly clays,
sandy clays,
silty clays,
lean clays
Liquid limit greater than
OL
Silt,
inorganic,
sil ts and
organic,
sil t-clays of
low
plasticity
50
ME
Silt,
inorganic,
sil ts micaceou s
or
dictomaceaous
fine, sandy or
silty soils,
elastic silts
CH
Clay,
inorganic,
clays of medium
to high
plasticity,
fat clays
OH
Clay, organic,
clays of medium
to
high plasticity
HIGHLY ORGANIC SOILS
PT
Peat, other
highly
organic swamp
soil s
~~~~~~{x q - P~q~ 5
INSPECTION
Observation and compaction tests will be made by the geotechnical
engineer during the filling and compacting operations so that he
can state whether the fill was constructed in accordance with the
specifications.
The geotechnical engineer will make field density tests in accord-
ance with ASTM Test No. 01557-78. Density tests will be made in
the compacted materials below the surface where the surface is
disturbed. When these tests indicate that the density of any
layer of fill or portion thereof is below the specified density,
that particular layer or portion should be reworked until the
specified density has been obtained.
The location and frequency of the tests will be at the soil engi-
neer's discretion. In general, the density tests will be made at
an interval not exceeding 2 feet in vertical rise and/or 500 cubic
yards of embankment.
PROTECTION OF WORK
During construction, the contractor should properly grade all
excavated surfaces to provide positive drainage and prevent pond-
ing of water. He should control surface water to avoid damage to
adjoining properties or to finished work on the site. The con-
tractor should take remedial measures to prevent erosion of fresh-
ly graded areas and until such time as permanent drainage and
erosion control features have been installed.