HomeMy WebLinkAbout; Seaview Way & Chestnut Ave Lot 1&2; Soils Report; 2001-11-08,-
PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT
Of
Seaview Way 6 Chestnut Avenue
Carlsbad, California
Karl Krahl
San Msrcoa Engineering, Inc.
380 Mulberry Drive, Suite A
San Marcoa, Ca. 92069
ENGINEERING DEPT. LIBRARY City of Carlsbad
2075 Las PalmaS Drivei
Carlsbad, CA 92009-4859
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SAN MARCOS ENGINEERING. INC-
380 IlmRERRY DRIVE, SUITE A
SAN nm, CA 92x9
(619) 744-0111
Clsil Engineers t Plannern t Land Cevelopwnt t Surve9r t hilr and Foundation Engineering
JJLII~~$~, 1986 . 86155
Mr. Karl Krahl 6100 Artic Way
Edina, Minnesota 55436
Sub]ect: Preliminary Ceotechnical
Investigation of
Lots 1 b 2, P.M. 14001
Ca'rlsbad, California
Dear Mr. Krahl,
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AS YOU requested, we have conducted a geotechnical
investigation of your proposed building site located at
the intersection of Seaview Way and Chestnut Avenue in
- Carlsbad, California shoun on P.M. 14001. I
Fx!zEe
Our investigation was conducted to assess the geologic
and soils conditions at the site which may affect the
proposed development and to gather soila data on which
to base foundation recommendations. This report
describes our investigation of the surf ace and
subsurface soils, summarizee the region41 and the site
geologic conditions, and provides the foundation
recommendations for the proposed stiuctures.
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SAN MARCOS ENGINEERING CiVil soils foundations
Krahl breliminary Geotechnical Investigation, cont'd...
erolgec Location and Description -------- --- ------ ----
The pro]ect site is located in Carlsbad, California at
the northwesterly corner of Chestnut Avenue,& Seaview
Way. Plate 1 shows the vicinity Map 6 Site Plan of the
prolect.
Parcel Map 14001 comprise of four parcels. The lots
slope at about 14% westerly of Seaview Way.
Two-story structures are planned to be constructed at
the pro)ect site.
!%lensl c_z4osr
Carlsbad, California is located in the coastal plain of
northern San Diego County. Marine and non-marine
sandstones, shales, and conglomerates ranging from
'Eocene to Pleistocene age underlie the coastal plain.
Although these sedimentary strata are known to have
been broken by a number of small faults, none in the
immediate site area have been reported to be active.
The nearest known active faults are the Elsinore Fault
Zone located approximately 16 miles to the northeast
and the Newport-Ingleuood/Rose Canyon Fault Zone. which
trends northwest about 6 to 8 miles offshore, beneath
the Pacific Ocean and .about 17 miles to 'the southwest
of the site. Both these faults have been active in
recorded history. They are acknowledged to be capable
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SAN MARCOS ENGINEERING civil soils foundations
Krahl Preliminary Geotechnical Investigation, cont'd...
of earthquakes up to Richter Magnitude of 7.0 (M-7.0).
The prolect site is underlain by Red Brown Sandstones
of the Pleistocene Linda Vista Terrace deposits.
Geotechnical Investigation ------------ ------- -----
Southern California Soil 6 Testing, Inc. performed
field compaction teats of the fill areas ad]acent to
Seaview Way which includes the propoeed house pada in
Parcels 3 6 4. Their report is appended as Appendix E
of this report and forms part of this investigation. I
On July 17, 1986, D. W. Phifer, our staff geologist,
visited the site and examined surface conditions. Two
(2) exploratory backhoe trenches, to a maximum depth of
8.0~ feet, at the approximate locations shown in Plate
1, were excavated and the soils visually examined. In
I situ tests were taken to evaluate the - engineering
properties of the soils, and representative samples
were obtained for testing in our laboratory. Appendix
B contains the boring logs and resulte of laboratory
testing. Soils classification and identification are
based on the Uniform Soils Classification System shown
in Appendix C.
~~tLs~-f~~~ Cofid_&gLgng
The' exploratory trenches revealed that the site is
underlain by a loose to dense medium fine SAND with
3
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SAN MARCOS ENGINEERING civil soils foundations
Krahl Preliminary Geotechnical Investigation, cont'd...
pebble conglcmerate lenses which becomes deneer and
coarser with depth. Some organica, tree and grass
roots were found in the upper 0.5 foot. ,A generalized
profile of near surface soils in the area of the
proposed structures is shown in Table 1.
Peee! (ft) ---_
O-4.0
4-O-8.0
Table 1 /
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DescriEQns In Place __ ----- 5E IllaS!? : Dry lJgn+&ly Moisture -------- (PCF) Content ----- -------
G1.
TAN medium to
fine SAND (SM)
Scattered roots
6 organics.
104.4 5.6
Orange brown fine
to medium SAND (SM)
with pebble'layers
to 0.5 foot thick,
cemented. Trace of
CLAY.
124.6 13.7
From our experience with similar materials and from our
observations, the on-site soils are non-expansive.
No water was observed in the test pita.
The results of the tests are summaritied below. A COPY
of the test results are enclosed in Appendix 8.
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SAN MARCOS ENGINEERING civil SOilS foundations
Krahl Preliminary Geotechnical Investigation, cont'd... .-
Scimels EessEiefian Maximum Dry!+ -------
DEEltYlEfl
T-l 0 Red Brown
2-4 ft. Medium to
Fine Sand (SW)
120.0
T-l 0 Orange brown
6-B ft. co*rse to -fine
SAND with Trace
of Clay
124.0
oetlnu!!!?! Moisture _-_-----
co!t‘zn%
is!.
9.0
11.6
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Conclusions 6. Foundation Recommenbstions ----------- - ---------- ---------------
1.
- .~ 2.
3.
It is our opinion that the site soils can safely
support the proposed residential building planned
to be constructed at site, provided the
recommendations following are observed during the
design and construction of the proJect.
The Earthwork Specifications contained in Appendix
A should be followed in preparation and grading of
the site. They form a part of our recommendations
for this pro]ect. Should they conflict with the
specific recommendations below, the latter shall
govern.
The existing loose surface soils should be
scarified to firm ground estimated at about 4.5
feet in Parcel 1 6. about 3 feet in Parcel 2. The
soils shall then be watered to the right moisture
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SAN MARCOS ENGINEERING CiVil SOilS~ foundations
Krahl Preliminary Geotechnical Investigation, cont'd...
content and recompacted to a minimum 90% relative
density. The recompaction shall be supervised by a
soils engineer.
4. It is recommended that the structure be founded
with standard spread footings at an allowable soils
bearing pressure of 1500 psf. Bottom of footings
should be at least 18" below adlacent finish grade.
Perimeter and interior wall footings should be at
least 18" wide for a 2-etory structure and
continuously reinforced with 2-#4 bars placed 3"
above bottom of footing and 2-#4 bars placed 2"
below top of footing.
5. Isolated pier footings should be at least 18"
square. Bottom of pier footing should be at least
18" below ad]acent gra ? e and reinforced with 2-#4
bars placed each way.
6. Slabs on grade should be a minimum of 4" thick and
reinforced with #3 bars placed 18" on center in
both directions at mid-height of slab. An
alternative to this reinforcement will be to use
welded wire mesh,in lieu of the #3 bars. The slab
*. should be underlain by 4" of sand and vapor
barrier. '. . ,~
7. The San ,Diego Regional Standard Drawings 6.
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SAN MARCQS ENGINEERING civil soils foundations
Krahl Preliminary Geotechnical Investigation, cont'd...
Specifications for Retaining Walls can be used in
the design and construction of any retaining walls
planned.
8. All surface drainage should be positively directed
away from the foundation system.
9. Grading and site preparation should be monitored by
a Soils Engineer.
10. A maximum seismically induced bedrock acceleraiton
of 0.15 g should be incorporated into the design of
the structures.
Investiqation & &port Linitations ------- ----- --- -----------
This report is based upon surficial and limited
subsurface observation and logical proJections inferred
from observed condition f- Should conditions varying
from those reported are found during development, the
firm, San Marcos Engineering, Inc., should be celled to
inspect the site and evaluate the potential effect on
our recommendations. This report has been prepared in
accordance with generally accepted soil and foundation
engineering practices. No other warranties either
expressed or implied are made as to the professional
advice and recotimendations contained therein. The
soils engineer has prepared this report for the
exclusive use of the client and his authorized agents.
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SAN MARCOS ENGINEERING civil soils foundations
Krahl Preliminary Geotechnical Investigation, cont'd...
If you have any question regarding this report, please
call 744-0111 and mention Job #86155.
Very truly yours,
SAN MARCOS ENGINEER
Enclosures:
Append.ix A.
Appendix B.
Appendix C.
Appendix D.
Appendix E.
Plate 1.
Recommended Earthwork Specifications
Boring Log 6. Laboratory Test Results
Unified Soils Classification
References
Southern California Soils E. Testing, Inc. Report SCS&J 8521249, No. 4
Vicinity and Site Map
Distribution: (4) Addressee
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APPENDIX A RECOMMENDED EARTHWORK SPECIFICATIONS
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¶AR HARCOS XNGINEXRINC
Civil Engineers, Soils S Foundation
APPENDIX A
RXCOMRNDXD EARTHWORX SPECIfICATIONS
1. sg#g#& pg#E#IETzP#, Thr obJectiv* im to obt*i* unlforrlty 6 adequate internal strength in filled
ground by proven engineering procedurea and teat8 so
that the proposed structures may be safely supported.
The procedures include the clearing and grubbing,
raaoval of existing structurea. preparation of land to
bo filled, processing the fill soila, filling of the
land, and the SQreSding and coapaction of thr filled
area. to conform with the linea, grrde8. and slope* aa
shown on the approved Plans. 1
The owner shall retain a Civil Engineer qualified in
Soil Mechanics (herein referred to as Engineer) to
inspect and teat the filled ground aa placed to verify
the unlforsity of compaction of filled ground to the
specified 90 percent of maxisum dry density. The
Engineer shall advise the owner and grading contractor
ismediately if any unsetiafactory conditiona are
observed to exist and shall have the authority to
reJrct the compacted filled ground until such that aa
corrective meaaurea are taken, neceaasry to comply with
the specifications. It nhsll br the 601.
responsibility of the grading contractor to achieve the
specified degree of corpaction.
~LCARn!Gr GNYeNlnlr LPI !m eNEem#c rrNNb# IQ Bf
(a) All brush, vegetation, and **Y biodegradable
refuse shall be renoved, piled, and burned or
otheruieo disposed of am to leave the area. to be filled free of vegetation and debris. A*Y uncoapacted filled ground or looso conpreaaible nstural
ground, shall bs removed unleaa the report recommends
otheruier. A*Y unstable, =u*mrJy, OX- otherwise
unsuitable eresa shsll be corrected by draining or
removal, or both.
(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 sir
inches <6">, and until the surface ~If free from ruta,
hussocks, or other uneven features which would tend to
prevent uniform compaction by the equipment to be used.
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APPENDIX A, RKCOXNXNDED CARTNWORX SPICI~ICATIONI,~ CONT’D...
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(C) A&tar thr natur31 grsund h3r been prepared, it
shall then be brought to the proper moisture cbntent
and compacted to not less than 90 percent of maximum
density in accordance with the A.S.T.M. D15S7-70 method
which use. 25,blow. of s 10 pound rammer falling 18
inches on each of S layers in a 4-inch diameter l/30
cubic foot cylindrical meld.
<d) Where fill. are made on hillsides or exposed slope
area*, with gradients greater than 10 percent,
horizontal benches shall be cut into firm undisturbed
natural ground in order to provide both lateral and
vertical stability. This is to provide a horizontal
baer so that each layer is placed and compacted on a
horizontal plane'. The 1niti.l bench at the toe of the
fill ah.11 bo ! et lesrt 10 feet in width on firm
undisturbed natursl angle of repose or design slope.
The Enpineer shsll determine the width and frequency of
all succeeding benches which will vary with the soil
condition. and the steepness of slope.
3. nmREbLa !!NP QPEGfAL mYm!EYIlr The fill
Soil. shall consist of select materials free fro.
vegetable matter, and other deleterious substances, and
shall not contain rocks or lusp. greater than 6 inches
in diameter. This nay be obtained from the excavation
of banks, borrow pits or any other approved source. and
by mixing soil. fros one or more sources. If excessive
vegetation, rocks, or soil. with inadequate strength or
other unacceptable physic.1 characteristic. jare
encountered, thear shell be disposed of in waste areas
am shown on the plan. or a. directed by the Engineer.
If, during grading operation., soils are found which
were not encountered and tested in the prslininsry
investigation, test. on these soil. shall be performed
to deterrinr their physical characteristics. Any specisl treatment recommended in the preliminary or
subsequent soil reports not covered herein shall become
an addendum to these specifications.
4. PLKIHCI XRE!mHG, !!np EP!e!Grr!ft ur!# !!!mmb~l~
(a) When the moisture content of the fill m#aterial 1.
below that specified by the Engineer, wateri shall be
added in tke bortov pit until the moisture c'ontent is
near opt1mun to assure uniform mix~ing and effective
conp.ctlo".
(b) When the moisture content of the fill material' is
above that speclfted by .the Engineer. resulting in
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APPENDIX A; RECOUHENDED EARTHWORK SPECIFICATIONS, CONT'D...
inadequate compaction or unstable fill, the fill
material shall be aerated by blading and scarifying or
other satisfactory methods until the moisture content
is "ear optlmun as specified.
(c) After processing. the suitable fill material shalt be placed in layers which, when compacted, shall not exceed .1X inches (6".) Each layer shall. be spread evenly and shall be throughly mixed during the
spreading to ensure uniformity of material and moisture
in each layer.
(d) After each layer ha. been placed, mixed and spread
evenly, it shell be throughly compacted to not less
that the density set forth in paragraph 2(C) above;
Coap.ctio" shall bo accomplished with
roller.,
sheepafoot
multiple-wheel pneumatic-tired rollers, or
other approved types of compaction equipment, such a.
vibratory equipment that Is specially designed for
certain soil types. Rollers shell be of such design
and maintained to such s level that they will be able
to compact the fill material to the specified density.
Tamping feet of sheepsfoot fellers shall be maintained
such that the soil will be compacted rather than
sheared by the roller. Rolling shall be accomplished
while the fill materiel is at the specified noisturr
content.
Rolling of each layer shell be co”tl”“o”. over its
entire ares and the roller shell make sufficient trips
to insur& that the specified density has been obtained.
Rolling shell br accomplished in a planned procedure
such that the entire areas to be filled shall receive - unifor. conpactive effort.
(01 Thr aurfscer of the fill slopes shall be compacted
by neans of sheepsfoot roller. or other suitable
equipment. Compacting operations shall be continured
until the slopes are stable and until there is no
appreciable amount of loose soil on the slope..
Conp.cti"g of the slope. shell be acconplished by
backrolling the slopes in increment. of 3 to S feet in
elevation gel" or by other methods producing
satisfactory results.
(f) Field density tests ahell be taken for
approximately each foot in elevation gain after
compaction, but not to exceed two feet in vertical
height between tests. Field density test. may be taken
at intervals of 6 inches in elevation gain if required
by the Engineer. The location of the tests in, plan
shall be so spaced to give the best possible coverag*
and shell be taken no farther apart than 100 feet.
Test. shall be taken on corner and terrace lots for
each two feet in elevation gain. The Engineer may take
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APPENDIX A, RECOKKENDED EARTHWORK SPLCIFICATIONl, CONT’D...
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additional tests as considered necessary to check on
the uniformity of compaction. Where sheepafoot colLbrs
are used, the tests shall be taken in the compacted
material below the disturbed surface. No additional
layers of fill shall be spread until the field density
tests indicate that the, specified density has been
obtained.
(g) The fill operation shall be continured in six inch
(6") compacted layers as specified above, until the
fill ha. been brought to the finished slopes and grades
a. shown on the accepted plans.
5. I!XQ9QLlQDA Sufficient inspection by the Engineer
shall be saintained during the filling and compscting
operation. so that he cab verify that the fill was
constructed 1" accotdsnco with the accepted
specificetions. (
6. !wJQDRl URif9!, No fill material shell be placed,
spread, or rolled if weather condition. increase the
Roist"rr content abov. peralssible limits. When the
work is interrupted by rain. fill operations shall not
be resumed until field tests by the 4011. engineer
indicate that the moisture content and density of fill
are ae previously specified.
7. till&iDg !!#&!94 Oi t!QI!EQ%!Rk¶ %&ha Those
sail. that expand 3.0 percent or less fro. air dry to
saturation under s unit load of 150 pounds per square
foot are considered to be nonexpansive.
8. All recommendation. presented in the attached report
are s part of these specifications.
SAN MARCOS ENGINEERING Cl”lC E*al*c‘.* 50-L. a POU*O.I~Or4
7 NATZRAL GROUND SURFACE
STRIPPING DEPM: REMOVE ALL
ToPSoIL
FILL
SLOPE RATIO= : V
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TYPICAL KEY BENCHING FOR SLOPES
- . NO SCALE
NOTES:
1, WIDTH i'i SHOULD BE AT LEAST lo',
2. THE OUTSIDE EDGE OF BOTTOM KEY SHALL BE BELOW
TOFSOIL OR LOOSE SURFACE MATERIAL,
RED INHERE THE NATURAL r 0 PERCENT GRADIENT OR Ib"i%~ISON~~~
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APPENDIX B BORING LOG h LABORATORY TEST RESULTS
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?lLL RIG , .I’ .~’ / SURFACE ELEVATION 291 *’
?nTNG ~DIAMETER .N/X. 1 DEPTH TO GROUND WATER N/A/
DESCRIPTION & CLASSIFICATION
DESCRIPTION 8 REMARKS
Tan Medium to Fine
SAND (sw)
Linda.Vigta Formation
(QLV) .
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Orange Brown Coarse to
Fine SANE~w/.Trace of
Clay, QLV ,,'
Y :
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Bottom of Tr
m STRATIFICATION LINE
REPRESENT THE APPROXIMATE
BOUNDARY BETWEEN MATERIAL
TYPES. THE TRANSITION MAY BE GRADUAL.
EPTH
(FT)
2.5
6.0
a.0
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SAN MARCQS ENGINEERING
380 Mulber,ry Drive, Suite A
San Marcos, CA 92069
WII
Do - ..’ . . .’ . . * *. . I,/ 3 . ’ .’ . ‘, ‘* : . . , *I : ’ , * ‘* ’ , . .
-I .
. . . . : ’ ., - A-
2
8 ., . - : * ‘., ’ . ’ A 8 ? ‘. . ’ a’ , L
No
XNS I STENCY
Loose'
TO,
4.5, Ft.
Dense
Water
?z I
-
z
LOGGED BY D.W.P.,
IATE DRILLED 27-m
I
EXPLORATORY TRENCH
c
ii Z-
2k
;- 3 -
.a4
95z3
124.6
5
13.7
K. KRAHL P~ROPERTY ;EAVIEW WAY AND CHESTijUT AVENUE, CARLSBAD, C
OB NO. DATE I.
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tILL.RIG Bzkhoe SURFACE ELEVATION 288*
1RING DIAMETER N/A DEPTH TO GROUND WATER N/A ,-
I JESCRIPTION a CLASSlflCATlON
)AT - I) 17Ju
-I-
DRILLE
)ESCRIPTION 8 REMARKS EPTH
(FT)
Z@dSISTENCY
Loose
To
Medium
Dense-
Tan Medium to Fine
SAND, (SW)--with
10% Rounded Pebbles
Linda Vista Formation
(QLV) :'
!cundPebblesinOrange SAND %ti
range Brown Coarse te Fines AND-with TraceClay (SW)
Denser 3.0
3.5
4.5
h- Bottom of Tre IO Water
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NQlE-Z STRATIFICATION LINE!
REPRESENT THE APPROXIMATE
BOUNDARY BETWEEN MATERIAL
TYPES. THE TRANSITION MAY
BE GRADUAL.
<- .N MARCOS ENGINEERING
380 Mulberry Drive‘, Suite A
San Marcos. CA 92069
EXPLORATORY TRENCH
OK. KRAHL PROPERTY
;EAVIEW WAY AND CHESTNUT AVENUE, CARLSBAD, C
08 NO. NUMBER T2 _. ^,. _F ^^ . . ^I
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PLATE
SAN MARCOS ENGINEERING
CWL m.O!h,,.,. ,a” . ~ou”o.I~oI .I ;-
LIoisture vs. Dry Density Curve
Prbje t: K., frahl, Soil Type: Orange Brown Silty SAND
Seaview Way & Chestnut Avenue w/Tc'ace of Clay
Location: Car sbad, L ‘allfornla
TP-I @ 6:0 - 8.0
140
100
90 0 4 G 12 16 20 2
MOISTURE CONTENT,%
Remarks: Maximum Drv Densitv ( d max) = 124.0 o.c.f
14
Optimum Moisture Content (W opt) = 11.6%
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SAN MARCOS ENGINEERIf
C,“lL LllOlhlr..,. SONA L cov?.o.IIo~
Project:
PLATE
Moisture vs. Dry Density Curve
Soil Type: ,- ,... Kt- Kr'khL-,z~,, Bsown Medium to FindSAND- .
:.eav~iew Way &. Chestnut ,Avenue (SW) ,,' ,
(Jarlsbad, C Location: a++torn1a
140
130
120
110
100
90
MOISTURE CONTENT, %
Reme rks : ,’
Maximum Dry Density ( d ~max) = 128.0. p.c.f.
Optimum Moistu're Content (w opt) = 9.0% I
APPENDIX C
UNIFIED SOILS CLASSIFICATION
nr, L0.V.n “,
UNIFIED SOIL CLASSIFICATION SYSTEM
w-rs: m&b -Is Wb3TC -IyI m cL4IuncAT~
KEV TO SAMPLE MTA
DEPTH CR LL~TlQf(FEET) ’ * ‘-
SURE REcaERY SAMPLER nFlE SRRAPHIC Loo
UNDIST’RBED H) - 3 INCH SRI7 LETTER SYM83L FOR
TUBE SAMPLER SOL TYPE ;
Tw - 3s;p~mlliIN WALL OISTINCT CONTACT !.
BETWEEN SOIL STRm
SPT - 2 INCH SPLIT
TtBE SAMPLE8 WACIJK -CHANCE
C - ROCK CORE-
B - - t&L$R6TlJRBE0 /,.
BETW~EEN saL STRATA.
eaTlW OF BORING
34N MARCOS ENGINEERING 1. UNIFIED SOIL CLASSIFICATION SYSTEM AH) KEY TU SAMPLE DATA .
APPENDIX D RIiFERENCES
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Appendix D. Referencea
Rogers, T.H., 1365, Geologic Map of California
South Hall Street
California Divieion of Minee
and Geology
Weber, F.H., 1982, Geologic Map of North Central
Area of San Diego County, CA
Division of Mines 6 Geology
Sacramento, California
Hough, B.K., 1957, Basic Soils Engineering
John Wiley 6 Sons New York, New York
Terzaghi 6. peck, 1965, Soils Mechanics in Engineering
Practice
John Wiley h Sons
New York, New York
Southern California Report of Field Observations
Soil & Teatfng. Inc., and Relative Compaction Teats,
1986 Building Pad Fills, Utility
Trench Backfill 6 Pavement
Section, Proposed Seaview Way
Improvementa
Report SCS&J 8521249, No. 4
Carlsbad, Californi,a
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APPENDIX E
SOUTHERN CALIFORNIA SOIL 6 TESTING REPORT
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July 16, 1986
Mr. Karl Krabl /
1006 Elm Avenue, Room #236 SCST 8521249
Carlsbad, California 92008 Report No. 4
SUBJECT: Report of Field Observation and Relative Compaction Tests,
Building Pad Fills, Utility Trench Backfill, and Pavement
Section, Proposed Seaview Way Improvements, Seaview Way,
Carlsbad, California.
Gentlemen:
-In accordance with your request, this report has been prepared to report
the results of the field observations and relative compaction tests
performed in the compacted fill material at the subject site by Southern
California Soil and Testing, Inc. These tests ware performed between
Decetier 13, 1985 and July 13, 1986.
AYAILABLE PLANS
To assist in determining the locations and elevations of our field density
tests and to define the general extent of the site grading for ~this phase
of work, we were provided with a grading plan prepared by San Marcos
Engineering dated June 11. 1986.
SOUTHERN CALIFORNk.4 SOIL AND T E 5 T I N 0.. I r-4 0.
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SCSBT 8521249 July 16, 1986 Page 2
SITE PREPARATION
Prior to grading, the vegetation in the areas to receive fill and/or cut
was removed and disposed of offsite. Minor amounts of vegetation existed
after this operation and were mixed with fill soils in such a manner as to
not leave any clumps of deleterious matter or to be detrimental to the
structural fills.
Grading began with the removal of the topsoils to firm natural ground and
stockpiling the soils for later use. The maximum depth of this removal was
approximately one and one-half feet and is shown on the plot plan in
addition to the approximate limits. 'The exposed soils uare then scarified a
depth of approximately twelve inches, moisture conditioned, and compacted
to at least 90% of the maximum dry density.
The fill material, which was obtained from the stockpile and cuts made on
the site, was placed in six to eight inch layers, watered to near optimum
moisture requirements, and compacted by neans of a 4x4 sheepsfoot and a
rubber tire compactor.
F_IELD OBSERVATION AND TESTING I
Observations and field density tests were taken by Southern Calfforn.ia Soil
and Testing, Inc. The density tests were taken according to A.S.T.M. Test
1556-74 and the location and results of those tests are shown on the
attached plates. The locations and elevations of the in-situ tests were
determined in accordance with survey control provided by other than
Southern California Soil and Testing, Inc. representatives. Unless
otherwise noted, their locations and elevations were determined by pacing
and hand level methods and should be considered accurate only to the degree
implied by the method used. i
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SCSBT 8521249 July 16, 1986 Page 3
LABORATORY TESTS
Maximum dry density determinations were performed on representative samples
of the soils used in the compacted fill according to A.S.T.M. Test 1557-78,
Method C. This method specifies that a four (4) inch diameter cylindrical
mold of l/30 cubic foot volume be used and that the soil tested be placed
in five (5) equal layers with each layer compacted by twenty-five (25)
blows of a lo-pound hammer with an 18-inch drop. The results of these
tests, as presented on Plate Nutier 4, were used in conjunction with the
field density tests to determine the percent of relative compaction of the
compacted fill.
CONCLUSIONS
Based on field observations and the relative compaction tests results, it
is the opinion of Southern California Soil 6 Testing. Inc. that the grading
and backfill of the proposed building pads, utility trenches, and pavement
section was performed basically in accordance with job requirements and
local grading ordinances.
his report covers only the services performed between Decetier 13, 1985
and July 13, 1986.
As limited by the scope of the services which we agreed to perform, our
opinions presented herein are based on our observations and the relative
compaction tests results. Our services were performed in accordance with
the currently accepted standards of practice and in such a manner as to
provide a reasonable measure of the compliance of the backfill and grading
operations with the job requirements. No warranty, express or implied, is
given or intended with respect to the services which we have performed, and
neither the performance of those services nor the submittal of this report
should be construed as relieving the grading contractor of his primary
responsibility to conform with the job requirements.
.
\
SCS&T 8521249 July 16, 1986 Page 4
,-
If you have any questions after reviewing our report, please do not
hesitate to contact this office.
This opportunity to be of professional service is sincerely appreciated.
Respectfully submitted.
SOUTHERN CALIFORNIA SOIL d TESTING, INC.
A-
Ronald S. Halbert, Project Engineer
L Daniel B. Adler, R.C.E. X36037
DBA:RSH:mw
cc: (4) Submitted
(11 SCSBT, Escondido
-
,-
.
\
NO SCALE /
.EGEND
. IN PLACE DENSITY TEST LOCATION:
gL,hlITS & DEPTH OF REMOVAL
A- i-% co N
CHESTNUT:
i!
AVE
SOUTHERN CALIFORNIA Seaview Way
SOIL & TESTINC,lNC. BY: RSH I oATE: 7-1986
JOB NUMBER: 8521249 Plate No.1
. \
._.-
TES I
NO.
1
,2
3
4
5
6
7
:8 /
‘9
10
I 11
12
,.-
Wiew Wav
Improvements
DATE &j-j 16. 1986
DATE LOCATION TEST,FT ‘/.
12-13-85
12-13-85
L2-17-85
12-31-85
12-31-85
L2-31-85
12-31-85
12-31-85
282.0 .8.1 115.4
284.5 10.5 115.3
284.0 9.9 120.3
286.0 11.1 118.9
288.0 10.5 115.7
291.7 FC 11.1 116.7
287.0 10.5 119.8
287.0 9.9 119.2
:2-31-85
7-31-86
7-13-86
7-13-86
Seaview Way, Sta. 2+70
Seaview Way, Sta. 1tOO
Seaview Way, Sta. 3+30
Seaview Way, Sta. 2t70
Seaview Way, Sta. 3tOO
Seaview Way, Sta. 2t45
Seaview Way, Sta. lt80
Seaview Way, Sta. 1+80
(Slope)
Seaview Way, Sta. It15
Building Pad
Building Pad
Building Pad (Slope)
289.7 8.7 120.1
290.8 Ff 8.7 114.2
282.~ FC 8.1 117.8
285.0 8.1 115.9
I
ELEV. OR
DEPTH OF MOIST.
JOB NO. 852124g
Plate No. 2
DRY DEN.
LBS. 1
CU. FT.
SOIL
TYPE
1
1
1
1
1
1
1
1
1
1
1
1
RELATIVE
COMF!
95.8
95.7
99.8
98.7
96.0
96.8
99.4
98.9
99.6
94.8
97.8
96.2
. \
FIGURE No. Seaview Way DATE -Julv 16. 1986 JO8 NO, 8521249
Improvements/ Utility Trenches~ Plate No. 3
..-
TES I
NO.
S-l
s-2
s-3
s-4
s-5
E-l
E-2
SW
SG-2
SG-3
SG-4
SG-5
B-l
B-2
B-3
and Pavement Section
DATE
1-14-86
1-14-86
1-14-86
1-14-86
I-17-86
4-17-86
4-17-86
3-6-86
3-6-86
4-16-86
4-17-86
4-17-86
4-17-36
4-17-86
4-17-86
LOCAT ION
Sewer Trench, Seaview Wa)
Station 0+75
Sewer Trench, Seaview Waj
Station 2+50
Sewer Trench, Seaview Way
Station 2tOO
Sewer Trench, Seaview Wa)
Station 1+20
Retest of S-3
Electrical Trench Seaviek
Way Station I+05
Electrical Trench Seavieh
Way Station It60
Curb and Gutter Seaview
Way Station 1+20
Curb and Gutter Seaview
Way Station 3+10
Curb and Gutter Chestnut
Avenue Station 0+50
Subgrade Seaview Way
Station O+BO
Subgrade Seaview Way
Station It50
Base, Seaview Way
Station 0+60
Base, Seaview Way Station lt80
Base, Chestnut'Ave.
Station Ot70
ELEV. OR
DEPTH OF MOIST.
TEST,FT V.
DRY DEN.
Las. /
CU. FT.
287.0 8.1 117.2
287.0 8.7 117.6
288.5 8.9 114.0
288.0 13.6 118.1
288.5 8.7 120.6
288.0 7.0 116.1,
288.0 7.5 116.5
Subgrade 9.9 117.7
Subgrade 10.5 117.8
Subgrade 9.9 130.1
Subgrade 7.5 120.5
Subgrade 6.4 115.8
Base
Base
Base
7.0
7.0
7.0
138.9
136.2
134.7
SOIL
TYPE
1
1
1
1
1
i
1
1
1
2
1
1
2
2
2
V.
RELATIVE
COMff
97.3
97.6
94.6
98.0
100.0
93.6
96.7
97.7
97.8
92.3
100.0
96.1
97.9
96.0
95.1
SCS&T 8521249
SOIL
TYPE
1
2
OESCRIPTION
Reddish Brown, Fine to
Med,ium Silty Sand
Grey, Fine to Coarse Gravelly
Sand
Plate No. 4
OPTIMUM MAXIMUM
MOISTURE DENSITY
(percent) -cm--
10.0 120.5
7.2 141.9
i