HomeMy WebLinkAboutCT 71-05; LOMA LAGUNA; REPORT OF SOIL INVESTIGATION; 1970-09-28" -,,",
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WILLIAM S. I1ROOSIiOS & ASSOCIATES y\\
W S. KRC>OSKOS, CIVIL ENGINEER FOUNDA-r. 0
AL V~NTON. ENGINEERING GEOLOGIST ENG
4320 VANDEVER AVENUE • SAN mEGO, CALIFORNIA 92120
Scptcmbe~ 28, 1970
Hr. Louis Chase ~1/-O~
'Bee Ces Company
3095 ~tate Street
CClrlsi)2i.c1 r Cali fornia 9200 {3
SUUJ~C~: Report of Soil Investigation
Loma Lagur.a Subdivision Site
l-.!ortlleas'C of Kelly Drive & Park Drive
Carlsbad, Cali-fornin:.
Dear Hr. CHase:
•
Jol.J Uo~ 70-2097
III accOrdance \vith your request, our firb has performed a soil
. illvestigation at your proposed Lorna LagU;la Subdivision Site
located Norti1em;t of the intersec'Clon of ~Kelly Drive and Park
Drive, Carlsoad, California.
The soil investigation consisted of excavating. s,everal trenches
into the existing lJearing soil.sat. randorJ locatiorls 011 the.
sul.Jdivision site, in order to visually classify the soils and to
olJtain typical samples to lJa test.eel in the laLoratory. Laboratory
tesb3 were performed on the typical bearing soils in order to determine
tlldir physico.l and l'1echanical charn.cteristics.
The encloseu report r,laue "lith the intent to satisfy the soil
investigution requirer:1ents an set forth. in F.ll.A. Land Bulletin
. 7CJ-G, :5urnInarizes tllt~ results of the subsurfuce explorations, test
results performed on the typical nQturul ground soils and tIle soils
expected to l.Je utilize.d in the compacted fill, Ql'l:d the recommendations
as to the proper cievelopment of the site made by our firm.
Portions of the subdivision site contain alluvial and slope \lash
materials. Unuerlyin.,g the surface soils (in many locatio.ns) exist
the clays.tones \.;rhicll posse~;s me<liu~'l to high expansive cha:):,Clcteristics .
. It is our ipinion, if t.he recommendations ~3ummarized in this report
are follO\\lcd for the proper treatment of the expansive soils QS well
as the alluvial and slope \Jush soils, and the proper development of
the si 1;:es \li th non-uxpansi ve soils, the proposed single and/or bm
story residential type structures will be safely founded on these'
prepared SGils and will not suffer detJ.:-imental damage.
'.ellis opportunity to be of service is sincerely appreciated.
VGry truly yours,
~"SK: kh
WILLIAH S. KROOSKOS & ASSOCIATBS 7:k~' I ~~rf<f{, ~f.t.rr:ram~~ KroosJ\:os, FreSldent
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REPORT' OF' SOIL I.NVEST.iGATION
LOMA LAGUN~ SUBDIVISION 'SITE
NORTHEAST OF KELLY DRIVE & PARK DRIVE
CARLSDAD, CALIFORNIA
SCOPE:
This proposed subdivision is to be deveLoped with single and/or
two story residentia.l type structures to be constructed of wood
frameartd other standard type building materials, 'and continuous
concrete foundations and spread footings. On 'grade co.ncrete floor
slabs are planned fOlithese proposed dwe11ing.s.
With the above in mind this soii inves,tigation was undertaken
in order to:
L Classify the underlying bearing soils and determine the
depth to the various stratas from the tOfL of existing ground.
2. Determine the maximum slope ratios for the natural ground cut
slopes and compacted fill slopes based on examining the
underlying stratasand the subsequent slope stabil.{ty analysis ..
3. Determine the allowabl~ soil pressl.;lres for the natural ground
s.oi1s and the comp.acted fill soils bilsed on the analysis of
direct shear tests and consolidation tests of the typical
bearing soils.
4. Determine the presence and ef:f-ect of the expansive materials
on this si tetllat would c'ause detrimental damage to the
d\ve11ings and other propo.sed· improvements.
5. Det€?rmine the approximate settlement of the natural ground and
compg,ctedfill soils under the proposed structural loads.
6. Recommend methods of treating the proposed bearing soils to
recei ve the, structures and o·ther improvements.
7. Determine any construction problems' that may develop as a
result of the soil characteristics encountered. .
SITE:
L.oma Laguna, a 2 El acre residential site I is loca:ted wi th·in the
City ~imi ts of Carlsbad ~p.d lies ,northe'asterly of the intersectio.n .
of Kelly Drive and Park Drive.'
The site is part of the north bank of the A.qua Hedionda ·Lagoon .•
The elevations range from l8 feet at the sO\:lthwesterly portion o'f
the site to 102 feet at tbe northeasterly portion of the site.
A light' chappara]. covers tne'slopes and gr.ass· dominates the to}? of
the hills.
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Page 2
Report of Soil I'estigation
Lom.;:t Laguna Subdivision Site
Northeast of Kelly Drive & Park Drive
Carl·shad, California
Se)ILCONDITIONS:
•'
~ <'. Job No. 70-20"97
Sllrface ~oilsr The surface soils extending in depth between l'to
3 feet below the top of existing grounq consist primarily of loose,
t'o medium dense, expansive, dark brC?wn sandy clays.
Formational M.aterials: 'TIhe predominant underlying bearing. soiL.s
consist of a TertiaryMarin~ Deposit of loose to dense sandstone and
sil ts.tone with an occc;1.sional lense of claystone. Be'dding attitudes
are' nearly horizGr~tal. ' The claystone whe11 wet has very poor strength
characteristics. .
Alluvium: The stream deposited aLLuvium extends in depth between
6 to 7 feet and primarily consists of loose to very 100S8, dry
silt~ and sands.
Slope Hash: The slope wash consists o~ lOOSe to medium dense, silty
sands mixed with sandy clays and are generally poorly sorted. These
slope Hash mater,ials contain cobbles up to 6 inches in diameter.
For the .approximate location of the alluvium and slope wash soils
refer to ~the Plot Plan, Figure 'No. 1. For the proper classification
of the underlying soils refer to the Trench Logs, Figures No. II and
No. III.
FIELD INVESTIGATIONS:
A. total of 12 trench Gxc-''l'7atiorrs were advanced on the site. These
trenches were located in the field by our engineering geologist
using a tentative map prepared by R.L. Fef£erman, Civil Engineer.
The trenches were advanced on September 22,anc. 23, 1970 by ah
independent contractor worJ<,ingunder the s-w)ervision of our engineering
geologist. A truck mounted backho~ with, an 18 inch bucket was used
to ad,vance the trenches.
The encountered,soils were examined continuously and visually
identified during the field operation are summa+"ized on the Trench
Logs, Figures. No. II and TIl.
:qndisturbed core samples were obtained of the natural ground'by
forcing individual brass rings int6the soils. Dup. to the presence
of den,se cemented sand and.cobbles a limited number o·f undisturbed
s'ampies were obtained. The brass rings. with the sampled soil are
spnlr.>d in air tight plastic containers and transported to the
laboratory for testing.
The nomenclature used in describing the soiis is outlined iIi accordance
with the Unified Soil Classification System as illustrated on the
attached chart in the rear of this report.
Soil densities are given as. very: loose, loose, medium dehse, dense,
Qr very dense for silts and sands and as so~t, firm, stiff or nand
for clays. Soil moistures are desoribed from a'range of dry, damp,
• I mo~st, wet or saturated.
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• Page 3
Report of Soil Inve$tigation ' ': .,
~oma Laguna Subdivi"sion Site','
North~a~t of Kelly Drive & Park Drive
Carlsbad, California
LABO,RATORY ~ESTS:
• Job No.' 70 ... 2097
Labqratory tests were performed on the undisturbed samples in order
. to determine their physical and mechani.cal properties and their .
physical and mech'anical characteristics. '
The expected soils to be used in the structural fills, as well as' .
the.exposed'cut soils were all tested to determine their suitability
for ,supporting the proposed dwellings and other appurtenances.
The soils were evaluated with respect to pot'entia:). expansivity,
maximum dry density' 'and optimum moisture content. Shear tests
were performed on remolded,samples of the proposed fill materials
to aid in predicting, their strengths. Co~solidatio'n t~sts were
. performed on undisturbed samples of the natural ground soils to
determine any settlement that may OCcur under differential normal
loads. '
Th~ $\velling potential of the propo·sed fill soils was determined by
loaded swell tests on recompacted soil .samples. AS noted in the
rear of this report §or;1e, of the encounter'ed bearing soils do possesS
pote·l'ltial sw~ll. Swell Classifi·cations are as follows:
TEST PROCEDURES.:
Swell
o to ~ Percent
3 to 6,P$rcent
6 to 12 Percent,
Above 12 Percent
Low
Medium
High
Very High
MeChahical Analysis: A mechanical analysis was performed oh each
soil type to determine the percentage of grain size. ' The analysis.
'was according to A.S.T.M: 442-S4T. A Unified Soil Classification
TrianguL3.r Chart was then utilized to classify the soils.
Dire'ct Shear Tests on Remol.ded ~amples: pirect shear tests were
performed on remolded samples of the natural ground soils. These
test.s were performed in order to determine the strengths and
suppo'rting capaci ti~s of these existing bearing soilS when
compacted to at least 90 percent of maximum dry density. The
shear tests 'were made with a direct shear :machine of the constant
strain type. The rate' ,of strain was appro:}{imately 0.05 inches per
minut'e. The shear machine ;kS s6. d.esigned that the tests are
performed without removing the specimens from tne J:'ings in·which.
they were remolded insuring a minimum of sample disturhance.
Dz:ainage was permitted to po;rous stonesarrQve and :Qeiow the one (J,.)
inc'h. high sample.. The sampj:.es are . .sheared 'Under various normal· .
loads in ordeI;' to o:Qtain the angl.e of int~J;i1.al friction and the' amount
of cohesion. .
ConsQlidatiqn ,Tests on Und{sturbed Samples: Consolidation te'sts
were performed to analyze the deformation ,of the sampled so,i,ls
e Page 4
Report o£~Scil tnvestlgation
Lorna Lag.una Subdivision Site
Nc;rthea~t of Kelly Drive -& Park
Carlsbad, California
Drive
e' jcb No. 70-2097
subjected to increased loads. The ccnsolidcmeters like the direct
shear machine are designed to receive the specimens in :the rings
as sampled thus insuring a minimum .of sample disturl;>ance.
Porous stones placed at.the'top and bcttom of each specimen, perm;i.t
the freeflcw .of water intc or frcm the sample during the te$t~
After the specimen, hq.s been placed in the ccnsolidcmeter and allcwed
tc be'come ccmpletely sat'llrated, sucoess.ive load incremen-ts to the
upper surface .of the scil specimen were applied and the resulting
defcrmations were reccrded at selecte.d time intervals, for each
increment .of lcad~tl'g. The loading increment is, 'maintained on the
test specimen until the rate .of deformation is relatively ccnstant
and less than 0.0001 inch per hcur.
Compacticn Tests: Laboratcry compaction tests were perfcrmedcn ,the
expected'fill soils in accord<;iDce with A.S.T.M. Test Method D -1557
(four inch mold, five layers, 2.5 blows each layer, 10 pound hammer,
18 inch drop us.ing all material passing a No. 4 sieve) .•
The maximum density repre.sents the value to which it if:? posf:?ible
to compact the soil in the field with the prcper compactive ef.fort.
In place density and moisture ccntent as well as shearing resistance
test results are noted on the hren:c~l logs. Ftll sui tabili ty tests
cOi1sis,ting of maximum dry density, grain size analyses, dire'ct
shear analyses are noted in the enclosed Figures ..
Atterberg Limits: Atterberg Limits are soil indices to assist in
the classification of potential expansive soils. The,plastic limit,
liquid limit and plastic index were determined in accordance "dth
'A.S.T.M. 423-S4T.
Swell-Tests: To predict potential soil swell, the clay samples
were properly prepared and were allowed to air drv for at least two
to three· days. They wel;'e then placed in the consolidometer under a
normal load of 1 psi. Water wa~ then added allcwing,t.he samples tc
beccme saturated and swell., Dia'l readings were performed at the' start
and during the progress of the expansion test until the readings were
less than 0.0001 inch per hour. These' test results are noted on the
enclosed Figures at the rear of.this report.
SOIL BEARING VALUE:
Direct shear tests result·s of ,undi~turbed and remolded sa,mples 'of
the probaole fill soils ··and natural ground, soils indicate an average
va:lue of 27 degrees fO'r the ang.le of internal friction with at
least 200 pounds per s<gfuare cohesion. Utilizing these tests results
with the appropriate Terzag.hi Equation" the maximum allowabl.esoil
bearing value Of these encountered ,natural ground. soils and these
same soils utilizE?d'in the compacted fill (compact~d to at least
90 percent of maximum dry density) based on shearing stress and
cohesion properties has been determined <;is follows:'
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Page 5.· • Report of Soil Investigation Job No. 70-2097
~oma Laguna Subdiv.ision Site
Northeast of Itelly Dr~ve & Park Drive
Carlsbad~ C~lifornia
g -= cN + WfNq + 0.5 WEN -. -, c .Y
q = Ultimate Bearing Value in
c -Cohesion = 200 pounds per
Df= Depth of Foundation = 1.0
B = Width of Foundation·: 1.0
pounds
square
foot
foot
W = Weight of Soil = 115 pounds per
per square
foot
CUbic foot
N = 27i = 14; ::':: 12 ; Factors depending on
foot
the a·ngle of Nq Ny c internal friction, ~ 27 degrees =
q = (200)· (27) + (.115) (1.0) (14) + (0.5) (115) '(1.0) (12)
q = 5,400 + 1,610 .+ 690 = 7,700 pounds per square foot
. (Ultimate)
The preceding value is Ultimate and the recommended design value
for the continuous foundations using a factor' of saf.ety of approximate.ly
four (4); is 2,000 pounds per square foot.
Loads for other size foundations'may be obtained by sllbstiblting
value for Df and B. The Df factor should be limited to a val'l.~e
equal to B or the' actual value if le$s than B .
. -
A limiting factor this allowable soil bearing value t,o be utilized
in the design of foundations and footings of the proposed residential
ty·pe structures is the consolidation of the underlying bearing
soils under the proposed structural loads.
Consolidation tests results of undisturl!ed soil pamples indicate.
that the natural ground bea~ing soils and these comoacted fill
's'Oils (compacted to at least 90 percent of maximum dry density)
wi~l experience negligible settlement under a design load of .
2,'000 pounds per square foot, when foundations and footings are
fQl:'inded a minimum depth of 12 inches into the firm, non-expansive
natural ground or non-expansive compacted fill .
. ';rest results and oUr experience dictate.s that the majority of the
_'anticipated set;.tlement will take place during the period of
'construction. It is pre¢licted that the antioipated settlement
(i£ it occurs) will be uI1iforrri' .•
The above .soilbearing value may be utilized in the design of
foundations and footings when founded a minimum depth of 12 inches.
into the non-expansive natural.ground or .compacted fill ground.
e Page 6
Report of Soil 'rnvestigation
Lorna Laguna SUbdivision Site
. Northeas,t of Kelly Drive & Park
Carisbad, California
CONCLUSIONS AND RECQMMENDA~IONS:
Drive
• Job No. ·1fi-2Q97.
The following summarized conciusions and recOrnniendationsare ba$ed.
on the an.alysis o.f all the data and. information' obtained from our'
soil invest.igation conducted at: this ,site. This includes our
visual inspeotions of the. site; field invest.igations and laboratory
tests on soil samples am}lyzed, and our.general knowledge and
experience with these nat~ve soils. .
1. The surface soils primarily consist o~s~ sand. clay s~ils
with a swell varying betwe~n 3 to 6 p~nt ~~e~' ed .by ~he .
F.H.A. Swell Test. UnderlYlng these surface sOlls are the s~lts
and sands which are non .... expansive as well as the claystone·s :which
possess high ·expansive characteristics.
'. 2. The grading operq,tion shall be programmed such that the expansive
soils are placed Cl,ndcompacted in the doep fill areas and the, .
non-expansive soils '(from t.he. on-site excavations or from an .
approved off-site borrow ~it) can be utilized in finishing off
the lots under the proposed structures and improvements as
recommended below.
a .. No expansive soils shall be placed within ·:tWQ (2) feet of the
finish ground grade throughout the entire lot area. Since
non-expansive soils are ,to be used in the structural fills
(located within two feet of the finish ground grade) c~nven
tional concrete floor slabs, spread footings.and continuous con ....
crete foundations may be utilized for the support of the proposed
'single and two story residential type dwellings. No special' ,
treatment or reinforcement is required for these concrete
floor slabs, footings and continuous foundations.
b. Where the 'potentially expansive clay soils 'are encountered
in cut or natural grount lots~these soils shall be excavatea
and removed a minimum <;1epth of 2 feet beneath the proP9sed
finish ground grade. The lots shall then be baCkfilJ.ed with
the on-site non-expansive soils, such as silts and, ,s'ands, up to
the finish ground grades. Non-expansive soils are those which
have a liquid limit of less than 30 percent, a plasticity
index of les·s than 1.5 percent and a swell index of. less
than 1 percent when 'remolded to at least 90 perc'ent of "
. maximum dry densi ty a~d subj ected to a normal 'load o"f 1 psi.
3A ~The existing Joose surface soils, alluvial soils and slope wash soilS'
ahal'l be excavated. to expose the firm natural ground. The natural
ground shall be :P'r~p~rly scarified and watered to 0ptim~ .
requir~ments. The:i:ill materials shall be placed and compacted
to. at least 90 percent of maximum dry density.
4. During the gr.ading ope;r::ation". and prior to t.he placement 'of
the structural fillS, the grading contractor shall. copstruct t:h~'
necessary "benches" through any lpo$e top soils and i,nto, the
firm soils. These "benches" will provide a seat and h'ohd
between. the fill materi-al's and t;h~ natural groundso.i~s.
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Page 7 • " e',
Report of Soil rnvesti,gation
Loma Laguna Subdivision' S;ite ' , '
Northeast of Kelly Drive ~ Park
Carlsbad, Californ~a
Drive
Job No. 7,0-20'97'
"
5.
6 •
7.
'The na-i;u,,ral ground and the soils expected to be used in the
compacted fill (hav.;i:ng been compacted to at. least 90 perce,nt
. , ,
of maximum. dry density), w;ill have a safe b$aring value of two
t.housand (2,000)-"poUnds per ,square foot'. This' aliowab.le soil'
bearing value may ,be increased one-third f..o·r' design J..qads that'
includ~ wind or s~ismic analyses. ' ,
Settlement of the natural ground and compacted fil180ils under
,the proposed structural loads will be negligible and should
occur during the period of const,ruc.tion.
With the exception of the claystones, the Qui: slopes of 1.5
',horizontal to 1. 0 vertical and the compacted fill slopes of '1.5
horizontal to i. 0 vertical :w:i.l.l be stable for the materials' native,·
to this s.i te " provided 'th$Y ao not exceed 2$ feet inheig-ht between
properly' constructed benches ~ The ciaystones are highly frao·t'l,l';re.d
and are subjected to rapid erosion and slumping in cut and fil.1
slopes 1. 5 horizontal to l. 0 vertical or greater. 'these materialS
shall be limited to a maximum' cut and compact,ed fill sl¢pes of", ,
2.0 horizontal t9 1.0 vertical. Refer to the Slope Stability",
Analysis performed ~;m these f~irm natural ground' soi~s.
8. Where t'daylight lines" occur under proposed houses and/or,
9.
10.
,t.hrough the midst of lots, the entire lot, shall be prepareo so that at le,ast 2 feet of compacted fill exists below the
finish ground grade elevation. An alternative to the above
is to extend the foundations and footings through the fill
into the compacted natural ground soils.
Adequate measures should be,undertaken to properly fihish gr4a.e'
each lot after the structures and other, iinpx:ovements are in place ,
such that drainage waters from the, improved site and adjacent
properties are directed away from the foundations, footings ahd
floor slabs via surfa,ce swales and/or s'ubSurface drairtstQward$ ,
the lower level of th~ site or to the natural' d:rainage direction,.
for this area. Proper 'drainage will' insure that no waters will' ,
seek the level of the bearing soils under the foundations,
'footings and floor slabs which could result in undermining anCi
'differential settlement. ' .
Founda'tions and f:ootings' of the proposed structures and w~lis, etc.,
when founded' S feet and fU:!:'ther away from the top 0;E Gompa,ct~d
'fill slope may be of stahda~d design meeting th~ requirements'~
of the governing agency, and designed in colifo:t:mance with ,tlie '
recorrimended soil bearing vaiue, 'rf proposed founda,tions and ,
f'ootings are located closer than 5 feet inside the top .of cqrnp'act;ed "
fill slope, they shall 'be d,eepened 1. ,0 foot:: below a 1 ~'S hoi-iz,on,:t.a,l ,
to 1.0 vertical l-ine p:t:ojected outward and downward from a point: -, .'
5 feet horizont'ally inside the top o-f compacted fill slope. ',:_ ",:,
(Refer t,o Figure No. IX)' ,
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11. The, passive earth pressure to be used for the design of :Eo'lind:atiOl\$ ~
and foo,tings ,to resist the la,teral forces (wind or seismic) shidl, . ~:, . , ~, ' .
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Page 8
Report of Soil InvestigatiQn
Loma Laguna Subdivision S:i,te
Nor.t.heast of Kel:ly Drive &: Parl< Drive
Carlsbad,~ Cali:e-ornia
• ' .
JOb No'.' 70~2097 .. ' -, ".' .
be pased on a:q. eg.ui.J.·~lent fluid pres'sure of 20Q pounds per cubtc.'
foot. The active 'ea:t;'th .pressure f.or the us~ in the design' of .
foundations, walls,' etc. I shall be based on an equivalent fluid .
pressure of 35 pounds per .cllbic foot. A coefficient of friqti,6n
may be used between the, $9ils anq. the concrete foundations ann,'
floor slabs 'on a factor of 0.4 times the dead ldad. This ·va·±ue:··
may be used in conjunction with the passive earth pressure in
determining the'late-ral resistance of the compacted fill. soilS
and the natural ground soils. . .' ..
12 •. In the traveling .areas 'and parking areas for automobil.es, and .
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light trucks, it is recommended. that the pavement section cQnsist~
of at least 2 inches thick of asphalt concrete f'ounded over a.t .
least 4 inches thick "of crusher r\;ln base or decomposed granite '"
(graded) or equal,' which are founded over properly compacted
and tested subgrade soils. .
13. All slopes shall, be planted as soon as possible following th~
grading operation, to minimize the anticipated erosion of
these native type soils.
14. No swimming poolS, shall be constructed iri any encountered
expansive clay soils, unless the design reflects these
expansive soil characteristics and follows .the recommendations
o£ a Soils Engineer.
GRADING SPECIFICAT~ONS:
The grading operation shall be performed in accordance with the
above conclusions and recommendations, and with the enclosed
"Grading' Specifications" Attachment 1.
Where fill is to be placed, care shall be undertaken that the ,
existing ground shall be scarified 18 inches in depth and compacted,
; r.
to at least 90 percent of maximum· dry density. After this has been ,
accomplished, the fill soils may be p:1.aced and compacted as specified. :.'
CERTIFICATION:
Continuous inspection will be provided by Qur firm during the grading
operation, such that our Final Report o£ Fill Cert~ification will.
be'properly prepared and will include· the following statements.
1. Loma Laguna Subdivis:ion .site' has been properly gr.;lded ahd all
building sites are clear and free 0·£ expansive soils within
2 feet of the finish ground grade.
2. The fill materials have peen properly placed, compacted and
tested to at le?tq,t 90 percent of maximum dry density and, '\vill
safely support the propo:sed residehti(;!l tYPE1 struc.tures and
other contemplated improvements.
3 .. All grading work was perfQ~med in accorda,nce with ,the cOriclusions'
cOO' ,
, ' '.. , 'Page 9
Report of Soil Investigati.Qn • toroa Laguna Subdivision)3.ite·
Northeast of Kelly 'Drive & Park Drive
Carlsbad, California,
and recommendatiqns of this report, and with the general
requirements, of the governing agency.
LIMITArIONS:
The recommendations' summarized in this report are based on the' '. -' .
evidence obtained from 'the trench excavations I laboratory test result·s
of the encountered natural ground soils, examination of the .site' .
by the engineering geologist and the soils engineer and experience
with these types of bearing soils.
During the grading operation I qualified pers,onnelfrom our firm
will perform an inspe.c:;:tion of the underlying soils to substantiate
the conclusions and recommendations as outlined in our rE?Port. If
any irregularities are obs'erved, specific action. will be undertaken'
to provide an adequate remedy. '
;I:t is the respon$ibility of the developer to insure that the
recommenda.tions contained in thd.s report are carr,ied out in' the field.
This report b~~omes a Part of, the building specificatiqns.
If you have any questions concerning this report please do not
hesitate to call us.
WSK:kh
Respectfully submitted,
WILLIAM S. KROOSKOS & ASSOCIATES·
w.~~~ f J:;.~ '. '. ,
WJ.IIJ.am S. KroosKos, 'PresJ.dent
, RCE 11318
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'Attach. i::' ,:'~,::S ,.;·:~i, .. • '. , . ' .. F-..H.A. Page l·',:'~. "... " 'j:
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I' " '~'1-t ..... 1" ,~~.~ ... ;
GENERAL: The int~n-t' of ·thi~~;;" 'item istot>rop,erly 'e'stablish ~rocep:u:r~~""'! :':~
'. • • I .-• -I' • • J , .' '.: • .,.-'"~',. • •• _~. ~ • for c'leat"ing, compactlng na::tural ground" preparlng areas to be 'f.~J.:l,~q, ,':," : ,,~~ <>-'"': -... ~ , ,.' '. " ",,", .. : ~~ •• -. -
pla~,il1g anq .. £ornpactin,g fill; material' to' the; tine~ " <j~~des,' anp,::~~i6;~'~ :.:?:t:~
as shown on the accepted plans.
,
CLEARHJG: All ve9'eta tion, ,brush and debris shall be' .remqved, , pi~ed
and burned or otherwise disposed of to give the s~rface ,a neata'nd',
~: :
finsihed appearance.
COMPACTING NATq,RALGROUND:. After clear:in9,the natural ground shall
be scarified to a depth of at 'least, eighteen, ,(18) in<;:hes I ' water~a.> tp:"
,
.. ;:
" .. !
, "'1
. optimum requirement,S and compacted to not i e$$. than ninety (90)' Jjercent,: ,;"
-,' ,"
of' maximum dry dl';ms;i.ty, according to A.S;T.M. Test Method ,0 1557'''::5,8:'1' -, <'"
,'. ". .. ~ .I " . . .
in a four .< 4-) inch diameter cylindrical mOtdof ,1/30 cubic foot ,.vciiume-.. ;
-. . '
(five (5). layers,' twenty-five (25)blow$, teFl/'(:IO) pound haI:nrner,,.
eighteen (18) inCh' drop) •
, '-!
" '.~i~ld den$i ty tests shall bte ta)<en in. lot areas, in a9Gordance with.'
A.S.T .. M. Test Method D'1556-58T. -i -, ..,.,< ._ ... ~ :"-.1;" ,,'. '." Cut lo.ts and lots 'w~th, .'f~na1 . gr-ades . -~ . -
engineer,. ' .. ,
FILL MATE.RIALS: Materials "for the fUl shall be' approv'ed by th~ :90il
engineer and shall be free fr0m
'substances. The. fill shall not
vegetable m~~t~:t and :other' delertEi:r;iouS' ... -. '" , -o'!
contain rock$-.¢~' hard lumps'> o,;.~~'· four", ,<~~: --. ~, .
(4) inches in dia!J!eter and' at least :forty -(40) percent "shall'p-ass
through a No. 4 "tJS~ standard 'Series, Sieve.
" '
: '
'.
;" I.' , I
,.,
"
F.H.A.
Attach. 1
Page 4
of the so~l eng_ineer. ' Expansive 5011.s shall not be used in the t~p ,
two (2) feet of the ent;l+,e lot. If ex~ansive soil i,s ~pcountered iit:
either cut or fill lots, these, lots Ishal:~ -be eXca,vated a m-in~li!um of '
two (2) feet in tl:J.ickne$s. ' ,tjJhe removal of the clay should be ,m<;ide at
t,he time of i ts d~s,covery and non-expansive soils supstituted an<i '
compacted to ninety (90) p~rcent of maximum dry ,density. Non-~xp'ansiv¢
materials are defined as those materials which have a liql.1id limit_ '
of le'ss than thirty (30) percent I a plasticity index less than f;i.!t;e~n
(15) percent and a swell of less than One (J.) percent \vhen compacte'd
, I "J
,-
to at least ninety (90) percent ofoptitnum density and when subjec-ted' ".
to a normal pressure of 150 lbs./sq.ft.
PLACING AN)) COMPACTING FILL MATERIAL: After preparing t;.he,areas to
be ,filled, the fill materials shail be placed in layers' not to ex.cee,!:t.
six (6) "inches in compacted thickness. Each layer shall be watered
to op-timum requirements ahd compacted to not less than ninety (90 l
percent of maximum dry 'density in accordance withA.S.T.M. Test MethoA '
D l557-58T. Compaction of the fill shall proce~d in the spe'cified
manner to the grades as Shown on-the approved plans.
When the slope ratio of the, original ground is steeper than five (5,)
horizontal to one (1) vertica.l, the original ground shallpe stepped. '
or benched. Ground slopes flat.ter than five (5) l1Qrizonta-l to one -(I) .~.
, ,
vertical shall be bencbed when considered necessa17Y by the 5.oi1 engineer""
Fill slopes shall ,be, compact:ed by means 0:1; S'heepsfoot roll~r or
other suitable equipment. ,~il9pe compac"tion shall be c'ontinued until-i' ,.:,,' , ,
the slopes are stable, but not too dense· for planting. .", ~ ,
,', --'
[,' f! , ,
•
" ,"
"
, ~" .
...... '.
. ; ~,....
" I'; "
"
,
• I ~~. ",
. "
; .. j.
• Attach. 1.
Page 3
Field density. tests shall be taken when c'onsidered necessary by the
,
soil .engineer in accordan,ce with A~S.T ~M.;, Test Hethod D, 1.55(i-58T· and
13ha1.l. ,be made not 'e,xce'eding, two (2) feet in vertical hei.ght, providing
each' 6" thicK ~ayer of' compacted :fill fs tes·ted.
Lots' located in fiLl.ed areas shall receive at least one (1) test per
" lot! arerrace ox corner lots shall be tested as directed by the soil
engineer and shall' be tested at intervals not exceeding trwo. .(2) feet
in verti.<;:;al he:i.ght.
'SVPE.R'VrSrON: Continuous supervision of the fill shall be made'. by the. ..
soil engin~er of William S. Krooskos & Associates J Soil & FoundatiQn
·.EngineersJ ~ilring the gradin:goperations so tp.c;l.t they may certify
"that the' fill· was placed in accordance with these specific·atiorls.
SEAS'ON' Lrt4ITS ~ No" fill material shall be placed, spread or rolled'
duting-un~avorable weather conditions. When the work is interrupted
,by heavy rain, filling operations ,shall not. be res'umed until field
tests 'by the soil engineer indicate that the moisture content arid
',densit¥Qf the fill are' as previously specified.
NOTE: ,The' recommendations enume~ated in the body-of. the enclosed
report shall' be' mad:e ,a pa:r;-t o;E. these. gradin.g $pe~ifications .
','
; .. ,~
, . .
I ... -
.:
• UNIFIED SOIrJ ,CLASSIFICATIO:n CHART
SOIL DESCRIPTION , GROUP. SY!lIBO'L
L COARSE GRAIN:CD Hore than
half 'of material is large.r
than a No. 200 sieve.
GRP.V:CLS CLEAN GRA\TELS
More than ha.lf of coarse
fraction is. larger than
No. 4 sieve size but
smaller than 3 11 •
GRAVELS WITli FINES
. (Appreciable amount)
SANDS CLEAN SANDS
More than haif of coars~
fraction is smaller than
a No. 4 si~ve.
2 ~
SAt-JDS WITH FINES
(Appreciable amount)
FINT; C;RAINBD Hore than
half of material is
smaller thnl1 a No. 20'0
SILTS AND CLAYS
Liquid Limit
less than 50
SILTS AND CLAYS
Liquid Limit
g'rea ter than 50
HIGHLY ORGANIC SOILS
ew
GP
GN
GC
SvJ
S,p
SH
SC
sieve
HI.
CL
OL
CH
011
PT
TYPICAL NAMES
Well graded ~ravels, gravel
and sand mixtures, little
or no fines.
Poorly graded gravels,
gravel and sand mixtures,
little or no fines.
Silty Gravels, poorly
graded gravel-sand-silt
mixtures. .
Clayey gravels, poorlY
graded gravel-sand..,.,clay
mixtures.
~ellgraded sand, gravelly
'san,ds J Ii ttle or no :t:i-rles. ;
Poorly graded sands,gravelly;
f"<'lnds, ' little or i10 fines~ 1
Silt.y sa.nds,. poorly graded .1
sand and silt mixtl;lres. '
Clayey sands, poorly graded
sand and clay mixtures. ,
• I
, '
Inorganic silts and very
fine sands, rock flour,
sandy silt or clayey-silt 'j
. sand mixtures v1i tti. slight:, I . I
plasticity. 1
Inorganic cl~ys of lot· to
medium plastic'ity, gravelly
clays, sandy clays, silty
clays, lean clays.
Organic silts and organic.'
silty clays of 10\,1 :, -.. .' c. -:_i;j
pla'sticity. I
,1 Inorganic silts, I!1icaceou$ i
.' or diatomaceous fine sandy !
'or silty soils, ~lasti6 I
silts. . , .1
Inorganic c;:lays ·of high .' .. 1
plasticity, fat clays.
Qrgqnic clays of raedi~m to
high plasticity.
Peat and other highly
organic soils.,
HILLIAl1 S. KROOSKOS: Q< ASSOCIATES
Soil & Foundation Engineers
,t;'T>~'" -". ...... • ..• > ':\l~~itt: .. ,TESTING ENGINEERS; INCORPORAiED
. ~ '" .. lOS··A~GEtEs,;··
: SAI'f. 'DIEGO' : . .sAN DIEGO TESTING LASORATOiUES
34157 KURTZ STREET SAN DIEGO, CAL.IFORNIt\-92116 ,', .: 'j .. -. r -.,' .
..
".' '~TO"V NU"'.E" SD2·:'''' :-:946 :.' . DAn :December 26) 1969-
.. ' ~ .. ;. . .-"
'., :.,
"-, ' ..
... : .I.oa DATA . #69-19 F1 te No. 560 SAMPLt: DAT... #.~2, OPPd·~tt'i.! L~f'-~:, ..
.... ".
Soil':" :<aterial 'i·esting. La'i?oratory of North
r.ounty
4:':3 Hale Avenue
Escondidd, California
; ;::~':f~~~~ .. ~,:·f,O(r-AN~ION~"'PRJ::SSURE· AND . RESISTANCE VALliE' TEST',
EXUD .... TION PRJ::SSUR~. PSI
.. ~ ' .. ~ 'l!/J. "':"";'. ~ 1~'. •• ::c.: ,.
800 ' 600 . <400 200
'V v
I-+-:+--+--+--+---t---lr-:t-+-+,--~" 7: . ~--i'--';I--+-+-+--t . I
80
60
~~~~~~~L~k(~~~+-+-~~-+-+~~'40
" :~'~;'::;'/""" ~: t-t--b-r.-+-+-~VY---lHHf--+-+-r-+-+--+-+--+-+-I }t , '~"" V
:. 0 : .. -:;
"e-·-"··zo
:;~. ;;~ ... <::; ..... -+..,.....,I-<--+--+/.--.~-+-~"-
'.¢ ,~.·~o·, . r _ .
. J(:",:~"~_~ > . ...-;--t/-··':tfV-t--I--+--+--t--~-!'-="l"-"t-+--t--+--f--+-+-+-+--'1--f :8 ';'~.~:'" V ~~_
.2q
''''~'o .V .. ' 0
" 0 10 20. .30 40 . 50
C;:QVER THICKNESS {[NCHES~ EXPANSION PRESSURE REQUIREMENT
'. IEXUOATIOfll. PRESSURE. PSI 2.4.()· . 300 410 510. ~ : .
U"AN.ION PR!:SSURE. 1"5" [l;il Nil 22 69
RESISTANCE V .... LUE. '''R'' 5 6 8, 17'
.4C»STIJ"E. %. II.T TEST 17.8 16.4 15.9' 15.0
I)~Y O'ItHSITY, Pc'F. AT' TEST 11-1.1 113. o· 114'.9 ·U.8.0 .
.~;'-=--=--'--=--=------
R~POIIT;tO To:
CL1ZNT ('J.'l cc.
. ,
P~nrk ·Dr'-l.\7e.-., ''''--~'::'::'' .
sllbmitt~d to the lab~r$~'o!1' ,/':',
'December 22; 1.969. " " '.
, .. "" ~ -~ ~ .. .. ........
. r. 'lISle. Gr.;·l~J3/JfJ f)j~/~' ..
. __ .t_",
SIEVE : 'PERCENT PAj.IUNG, .
. 51~E As Rcve ... ' As., Ti,uo" .
""---'--~,..--. --. -' "~--.-, ---
3" .
~~&
·.2 '
" 1j~'
3/8
.#4.
-'.-'-'-'-
. " .~+--:-':.' '"'-'-_"--'-:.:" '~./, 'i -: ',:. :.
\, -',(", :':f .. . ' :> . . ~ ... -.. .(-
. ' . ...irui~,' : .. ~ .. : ·l'9.~?·; "c.: .. , ' .
:~' .. .: ,' . ..,.........:.:.~-"-' *'.-••
" ""-"":'''''';';'''-;,'-
~ I : a .~ I ~ '~~ ...
------"':. ~!; ',,'
. '.
~ 50
Z 100 0( . 'Iii 200 (.W~SH.l
. iii
IIJ a:
' .. ' -
.. :.
.CLAY
., :'SANO'
".:' .\ '.:..::-' -:~. ~ '''::.' .
.: .. :~~.,,~~ .. ~. ~.-
I'~£ .1'. ' .. '. "7".,"-. ~-...,.-::,'-: ,~.,.....:-,-~-;,,;,-,-,--"""'-:"""""'--I
D.URABII,.IT,Y,'FAQTOR .. '
-' ,.
'---,----. -""-'"-;,-,--,.,-I ", I'·· PLASTICIT;Y-lr:-ioJqC 'TEST
I· ·L.IQUIO:r.,..IM.lT;· ~~T---'''7~ .
:f"t-A~TIC L,",lI:1" .. ~;_._:_ .. _. _.,' . ': .
PJ.
' ,
.', ~ R -VALUE: . " . -;:i .' ' ~::r 300 PSI ·EXUDATl01:f PRESSUR£:_-><-.........
,· .... T EQUIL!BRIUM (TI=.'
'.' CTll-oS-T~STJNGENGrN£ERS. INC. -,., ....
EHC:sm
' .. 0 //. ',;.r:: '. ''.r'
BY ~. ,>ty. \2 ~'V ..... ___ ,,-,-,.o,,-,,--...,.-~ -~ , ,
Evere t t ·If, Cronk
\ , : -:. . , --,r~-;,,--.--~-'-"'--'---'---'--'--i---------------.--.---.. -------•. ,,---.. ~--~:--::;;~};=:'. i~~:-:~~---
~tl __ ••• _____ ........ __ -----7-"--.. ---._~_ '! __ • +._w ___ L.~~ __ .;C;()'~.,!tiff~_._""'7_ .. {'~tJ-n:-'I!~--_
-... ~ -.~ .o._:~ __ . .-.. -----... ---_._.____ -"-.--'r--------·-, ____ .~:~. __ ~~. ____ :. __ .. __ ... L;~~~t_~~~~ __ ~i:~ ...
, __ " ___ . ______ ,. ________ J ____ . .'. ).'&,:. J.~'~.' t£. ~", ~"'---;,-. ---~ ...... :------~.--'~-... ~------I .:------------....-.-+-b·'r--~ .. ·-~.,..._ . .:-. --:-, ....... ----.. ::-.. -:-:-.....,.~--; I'" .:~-'-"I'~ .. -. ~-. -:--
! 1. . . .' .• .': ~ _~ __ 4_ ~ -.;. __ ;.. ___ J .. .-_:...+ _______ ,_ .--:-.. -------,--~ ----"~---a ---.. i._;_ .. ~ ... __ "~..:.._' ___ --:....!:.--.:..~~-~-:~-~--:~,--~-.~-
_._ .. -.sr-£"!cr<-r.,(, ..... ~~~~/':':.~ ._.l~~.: .... CC •• = .. :~: .::~~. _TII=7-
_______ ,-.f~~~~~~~-~~;/.~/ / __ 6Af~ ~ __ ... RG.p~_~ __ ~~ r~'~ ___ /2.~~ ~ ;~ .. --~-~-~:~~~~.~~L~l...~':....: -'-.J..' ~~_
'. ~ , " -t' ~.
f. ~ ;_ ...... ~ ;--:-;-, --~ ....... -.. ;.-....: .. --7·-:--,--'-;---
t ,-i ,! J •• , , . -0 ..... ~. __ .... " ___ ..... _ '. -_ ......... --.~---"::....-.".!.---~ ~ t._--+, __ ~-~~l~ ,
___ " _~ ~_.:~~ '.T,,) :~:~'~_-.~_ ... ---~--.:--__ -_______ ._-_~ __ ~ _,"~_L __ -----"'1' ._ .'..,._._ •• ~ __________ .---,--_,. ___ ~ __ ,+-+ __ , ~ __ ~~~_~~
: -. / ;~: ,~ '-r~;-,...I./. ~ / I '_,.-_ . __ L .... __ ,_, _' _ .. _'_, . ....l,' ___ 1---~~_-., .. ~,~.,.--, ... -,-_ .. ---, .. i-___ /.AIJ_~;-L/t!>~ -';;;:'.~ . .,---.-.' -: --... "",-__ L ______ --~-------.~ ;--.--,,, •. ,,....;...i: .. _.; --. -.... -t --... ;' ~--~.' -~~~~U~-~;;;~~;j~·~-~1{t=·i=·~-~-=·~~I.-;' i -:~,-,~l~,U,',·~, -1~~1 i-:+
~-.~ -'--~------l.~~·--+---l+---·--~.:...-~---! , . .' . ~! . i' .. -
r. ! _L, __ ,J,.,,-" i 1, 't! i ... -..... -, --r~~-;~---~~ --.. ~--~----: --: -.. :--'-------¥---'-2: t -.~---.. :-~----,1 • '1 , ! . l ~ __ .:~ _____ ~!t~r~~.)~p...;...2r.s.;-------..:.....-.;-.. _' __ .. ___ , ... -.-_;_. ___ ._,;;..?~JG_:_V4.. _ _JJ,,6kl'i@e:.!.C-...L----L_.-t,--l_-;, "":t
·-----i---;-·~---~ _~._L_._G.G._~"_!t 3.~~~_._.~ __ ~ __ ._L __ ~L;?:::::...._~_ .. __ , ... -:C~-~~ .. ~·_~·/4_~:_i..:...:~_:....:.L-.t! .;' '", . : ' 31t'AG. '. 8 r,' ./ -.; .. '. 'l\ ' .~=.:_-~ai:'~:tC.-p:;~~.-==~.u~~=·-:./I'~~r;_:·;.,_-,L~2~· J ~l r~ ~ ;. - . . f .. i . f ',.! j:
_. t . : ~_._~~. ___ ' __ ~~_~~~, _, __ :....--, .. +-:--.~~~ ~ !_" ~~ ------... ------~-----.--;' j-e..,. ----. --"~--/; --.. -.-.. ---~-:---.. 1
.-.. ..:-:-.-.: ...... ~---:"'" ':/,-: ___ $f. _t??t!": .. 9 .4.8._ ,.-----. ----.. --------~---..:..-~ . ..:-_e;_ .:---:,--.. -i--":.:.j : .~~~.i : -~~~.:.~ .
. , . . . __ ._ .. ___ ~._,..,. __ ... _ •. __ ~_.,·-~,.~,---,..:L:----,.-,:; . .:..--.;.~,'.~J"~·.~--~-l,-·--,:: ::"""t..'-":_ -;~'--4:-' --_._-' ..... ,_ ...... ,¥_ ... ~~-,-.----~-!.------~-_
__ ,:,,-. ___ , __ ... ~--__ ._ -r--____ ~.~~~ •• _
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,
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.. -i --~~ :-.. ·-.:--..)...-...:..--·-I--~r-~~-·---:-~ '1 i : .~ -': ",-.--------~~---....-.... --:-_ ....... ;. ... ".-1'._",' --' . .:. '':,'. t .... :. ~ ~---'-
-.. ---r-..... ~ ----------.. --~.----------.. -.--~-.. -' .~~ ~·~~~~~--:1~--~~~~~=1~->~~-'1--;;'--
.. ----.----.. -.:,~ ... : .. '--... ' .. : ----. -.!~." --':':~., -: ~'" -,-,:~ ---... -.. ~-.• -~;.---f ,""'; -·---:l-·-··~--r--:......:-
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.-~ ~-.. -:--~=---.~.---.
t";l~: • _ ~ 1/~
t...:.~ .. ~fJftII4
TESTING ENGINEERS, INCORPORATED
3467 KURTZ STREET SAN DIEGO. CALIFORNIA 92110 (714) 222-1185
File No. 1505
JOB: Kelly & Park
ADDRESS:
OWNER: City of Carlsbad
ARCH:TECT:
ENGINEER:
CONTRACTOR: Ray White
L.ADORATORY NUMBER
MARK ON SPECIMEN
LOCATION IN STRUCTURE
BRAND OF CEMENT UOED ·
BRAND AND TYPE. OF AOMIXTURE
SOURCE OF SAND 0 0
SOURCE OF ROCK 0 .
MIX PROPORTIONS OR NUMBER
SUPPL.I·E':l~ (C,ON9RETE) '.
TRUCK ~?;,~TIC.KET No, 0
SLUMP,"OR •. ~ELLY BALL
TEMPERATURE OF AIR
TEMf'ERATURE OF MIXTURE
SPECIMENS MACE
DATE MADE
DATE RECEIVED
DATE TESTED
.
By
.
AREA. SQUARE INCHES
ULTIMATE LOAD. LaSl.
. 0
0
0
·
·
.
0 .
0
0 0
0 0
0 0
0 0
. 0
0 0
of
''''
0 .
CRUSHING STRENGTH LBS. PER, SQ. IN.
AGE TESTED. DAY.
UNIT WEIGHT. Les. PER. CU. n.
'S .. £CIFIED STRENGTH
REPORTED To: ~
REPORT OF COMPRESSION TESTS
C27-3584
Deck
Pacific Western
Pala
" W-6-l
Wiley Brothers
Ticket 1136676
4"
800
Morrison
Aug. 3, 1972
Aug. 7, 1972
Aug. 10, 1972
28.27
70500
2490
7
.
DAn: August 10, 1972
~ REG. WT. CONCRETE
o LIGHT WT. CONCRETE
o GUNITE
1n 1f3
3000 psi
CLIENT <4 City of Carlsbad
JDB:sm
RECEiVED
AUG 11 1972
CITY Of CARLSBAD
Engineering Department
TESTING ENGINEERS. 'INC..
"OHM" if·, ~
'l
OAKLAND
SANTA CLAR~
LOS ANGELES .
SAN DIEGO
o CORES
P MORTAR
o GROUT
-~
Bement, RE1f 16099 ' . .
( itI ~L~ ; ":/~P$~ "
1'lr !!;>~" L~4 (.*&.v,./4.· 1 ~?' OAKLAND
it TESTING ENGINEERS INCORPORATED J SANTA CLARA I, ,LOSANGELES
3467 KURTZ STREET SAN DIEGO. CALIFORNIA 92110 (714) 222-1185 SAN DIEGO
Rt::PORT OF COMPRE:SSION '-ESTS
File No. 1505
Joe: Kelly & Park
AODRESS:
OWNi!R: City of Carlsbad
ARCHITECT:
ENGINEER:
CONTRACTOR: Ray Whi te
LAaORATORY NUMBER C27-3584,
MARt{ ON SPECIMEN =In
LOCATION IN STRUCTURE Deck
BRANO OF CEMENT USED 0 . -
BRANO AND TYPE 01" AOMIXTURE 0 Pacific Western
SOURCE OF SAND Pa~a
SOURCE OF ROCK . II
0 .
MIX I"'ROPORTIONlS OR NUMBER 0 W-6-l
SUf>PLlr.'R (CONCRETE) 0 0 Wiley Brothers
IRUCI< No. 8< TICKET No, . 0 0 Ticket =11=36676
SL.UMP OR K£!..L.Y BALL. 0 4"
TEMPERATURE OF AIR 0 OF 8~' :;;
TEMPERATURE OF MIXTURE OF ~#g.on~ SPECIMI!NS MADe: Ely
"
DATE MADE 0 0 0 Aug. 3, 1972
DATE REC!:!:IVEO . . • 0 · 0 Aug. 7, 1972
OATe: TESTED . 0 . . · · Aug. 10, 1972
AREA. SQUARE INCHES · 28.27
UL.TIMATE LOAD. Las. 0 0 70500
CRUSHING STRENGTH L.BS. PER, SQ. IN. 2490
AGE TESTED, DAVa 0 0 0 · 7
UNIT WEIGHT. LSS. PER. CU. n.
$PF-CIFIED STRENGTH . ·
REPORTED To:
, CLIEN'T <)If City of Carlsbad
JDB :sm
=lf2
"
Aug.
, " ~ "
; .. , '\ .. ' , . .
1\
" , \ • " ~" ·f " ,
31,.1972
28.27
102500
3630
28
3000 psi
I
\
DATI:: August 10, 1972
August 31, 1972
iUl: REG. 'NT. CONCRETE
o LIGHT WT. CONCRETE
o GUNITE
=11=3
'\ \'
" . , r' .;,' ~
, ' ,
"
.)
" .... ¥
" " , .~, ... "" '. i
~f .'
Discarded,
N<;>t Tested
TESTING ENGINEERS. INC.
o CORES
P l""'ORTAR
o GROUT
B~Q~~ ~ James D. Bement RE=I/:. 160~9" . .
-
-
;
I-: .,
10GUJU!1daa 20IJaeOf203 a1f8~7i-11fJ .in ;..1'0
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. ~~~R.A rm U 11 ,. • August 21,. 191?
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TO: City Manager, Fire, Building, Eng;.neering';Park's' & Recreation
. FROM:. PLANNING DEPARTMENT
SUBJECT: VARIANCE -'Request for a variance tG permtt the following
de v i a t ion s : Lot s No. 57, 5 9 " 60, 61, 62, red u c t i" 0 n t:o 7 ~ ??'
Lot No. 58, red u c t ion to 8 ~, Lo r ' ~ 3 '7 r i
The subject matter is scheduled for public hearing before
the Pl ann i n9 Commi ss i on on September 12, '1972 Your
recommendations are requested, and should be returned to this
off ice" by A ur u s t' 3 0, ] 9 7 2 , for inc 1 u s ion ina com -
prehensive Sta f Report.
EJ
D
Your attendance is requested at a Staff Meeting,'
August 24, 1972 , at 10:00 A.M~
. No Staff Meeting required; Please indicate your
recommendations below and return. .
DONALD A. AGATEP
Associate Planner
Attachments: Application ~ ~
Plot Plan V . .
---~------------------------------------------.--------------~----
RECOMMENDATIONS Date:
TO: PLANNING DEPARTMENT
FROM:
. ~.~, ',~. :'."?'
';.
•
. "
'.,
i ).
~
AJJ?,LIClJ,. T ION TO BE TYPE.TTEN • ~ "'.
APPLICATION FOR A VARIANCE
Instructions to Applicant
1. Complete· Parts A, B, C and D Submitted to Carlsbad City Planning
2. Filing-F~e ~ $50.00
3. Make check'pay~ble to City o~ Carlsbad
4. Information to be typewritten.
Commission 1'1 '
Date Received __ ~~~~==)~~'~~~~~'~l~\~C~}_-~I~~ __ __
. DATE OF HEARING: '-S--'C3 \3::.~ "?';;.e-'" ----~~-=~~--~~~~--
PART A--------------------GENERAL INFORMATION
Name of Applicant __ ~B~E~C=RA~H~,~~I=N~C~.~ ___________________________ Telephone ____ 7_2_9_-_2_5_5_4 ______ ~
Applicant's Mailing Address --------------------------------------------------------~---
·3095 State St., Carlsbad, CA 92008
BECRAH, INC. Owner of Property --------------------------------------------------------~----~--------
Loca tion of Property by Stree t Lots 57 thru 62 in Carlsbad Tract 71-5, -Lorna ---------------------------------------------------------
Laguna
PART B--------------------LEGAL DESCRIPTION OF PROPERTY
Attach' to this application one(l) copy of a complete ,legal description of the
property for which a permit is requested.
SEE ATTACmfENT
PART C------.--------------PLOT PLAN )
. . . ;(.0 c7(/)(;./·tf:1 At.tach to. this a?plication ~"O) Copies-and One(l) Reproduciple Pri:nt of a
Plot Plan which shows the boundaries and dimensions of the property for which
a permit is requested, names and widths of bordering streets, location and
width of alleys and/or easements" location of" existing and/or proposed buLld-
ings, . s tr'uct ures and/or opera ti ons, dis tances, all such being from property
l~nes and from one another; also, offstreet parking, loading space, land-
scaping and similar features should be .shown. .
PART D-------------~------APPLICANT'S STATEMENT
REQUEST: The Applicant requests a Variance .to permit the following
deviations:
Lot No. 57·-7 ' narrow side yard Lot NQ. 61 7' narrow side yard
Lot No. 58 -8' narrow side yard Lot No. 62 -7' narrow side yard
Lot No. 59 7' narrow side yard
Lot No. 60 7 ' narrow side yard
f ' • ~. --2-
---ANSWERS TO THE FOLLOWING MUST BE COMPLETE AND IN DETAIL:
NOTE: The law requires that all of the conditions set for-th:·in :the :t;ol-.
lowing three Sections MUST be established before a Variance can be
granted. You must prove that you are entitled to' the variance.
1. That there are special circumstances or conditions applying to the
land or buildings for which the:adjustment is soughts which circum-
stances or conditions are peculiar·to such land or buildings and do
not apply generally to the land or buildings in the neighborhood.
SEE ATTACHMENT
..
2. That the granting of such variance will not be materially detrimen-
tal to the public welfare or injurious to the property or ~mprovements
in such vicinity and zone in which the property is located:, ------'---
SEE ATTACHMENT
3. That the granting of such variance will not adversely affect the
Comprehensive General Plan: ____ ~ ______________________________ ~ ________ ~ __
SEE ATTACHMENT
NOTE: The city Planning commission is required by law to make a written
finding of facts from the showing the applicant makes that beyond a rea"
sonable doubt the three above enumerated conditions apply.
We, the undersigned,. O1WERS OF ADJACENT P.ROPERTY, as shown upon'map,
attached to the. 'application, hereby certify that we hav~ read th'e fore-
going petition and agree that the facts stated correctly· and, completely,
present the conditions surrounding the property involved in the appli~
cation, and believe the ,application'SHOULD BE GRANTED; (J?dd additional
sheets where necessary. These signatures are desirable, but not de~
manded.) .
NO. ON MAP NAME ADDRESS LOT BLOCK TRACT.
/
l'i -, ~ . • , , ... OWN E R I S A F F I D A V I T
SS
COUNTY OF
STATE OF CALIFORNIA ~
CITY OF
.. I, (;L, ~~ /6/1£ ,being duly sworn, depose and say that I
{we} am (are) the Owner (s), Lessee (s) of the property involved in
this application, and that I (we) have familiarized myself (ourselves)
with the rules and regulations of the Planning Commission with respect
tQ preparing ~nd filing this application, and that foregoing statements
and answers herein contained and the information on the attached map
and property owners list thoroughly and completely I to the be-st of my
(our) ability present the argument in behalf of the application here"-
• with requested, and that the statements and information above referred
to are in all respects true and correct to the best of my (our). know-
ledge and belief.
Phone No.:
day o-f
This is to certify that the foregoing application has been inspected by
me ahd has been found to be thorough and complete in every particular
and "to conform to the ~ules and regulations of the City Planriing Com~
mission governing the filing of such application.
NOTE:
See Reverse Side
General Instructions
-3-
Receipt:
For
. , &'"
A ! .;;:. 1\ "f' J1 ( J ~,U L 1 r\'1. t ~J
. v. ~ .. l 1...1(' .or, ": \. I" It ;:NGINErR
AL'v:..'·"!rJ·. E'\ll,):·,'-.FRING GeOLOGIST
FOUNDATION ENGINErPIW:;'
ENC,I:-':Ef.RING GEOI,O.3Y
~r. Nick Vessey
DeG Cee Company
3059 State Street
• SAN DIEGO, "CALiFORNiA 92 j :20
August 9, ·1972
Carlsbad, California 92008
SUBJECT: R-Value Tests
Park Drive, OppositG Lots 2-14
L.orna-I::ia""'0UlTa""-Prive, Opposite Lots 19-33
Q.om_a __ ~?Y_ll.a/S~bdi v ~sion
~arlsDad, Callfornla
Dear Mr. Vess(~y:
PHONE 283-6506
Job No. 72-3319
Please find enclosed, the additional two R-Value results of
two soil samples submitted to Testing Enigneers, Inc., from
Loma Laguna Subdivision.
Please submit the necGssary copies to the Enqineering Department
of the City of Carlsbad, California, for their Feview.
The sam!,le locations were chosen by Mr. Russ Morrison, City
Inspector for thG City of Carlsbad, California.
\\lSK :mm
RGSpectfully submitted,
WILLIAM'S. KROOSKOS & ASSOCU\'I'ES
~ , '(' /',f1' J j/ ;J/: ,/,-,:&--1:..' ..... , 'Ad • 0:::,.'''--''-o'~' <_-z.....-:::-_-;-::;--~.,..,...
vJilli.::tm S. Krooskos, Presid.ent
ReE 11318
" <
TESTiNG ENGINEERS, INCORPORATED
3467 KURTZ STREET SAN DIEGO. CAL!FORNIA 92110 (714) 222-1165
LABORATORY NUMBER SD27-2294-A DATE August 4, 1972
JOB DATA: File No. 620 Job No. 72-3154 SAMPL.E DATA: SiN 4, submitted
Loma Laguna, Carlsbad laboratory August 1, 1972.
Drive Lorna Laguna William S. Krooskos & Associates Opp., lots 19-3'3 4320 Vandever Avenue
San Diego, California 92120
Attn: Mr. Al Venton
...... MALAND
SANTA C,LARA
LOS ANGELES
SAN DIEGO
to the
-
R • VAL.UE DATA
GRADING ANALYSIS A B C D E
SIEVE PERCENT PASSING COMPACTOR PRESS. P.S.I, 110 60 205 SIZE As RCVD. As USED
MOIST @ COMPACTION • %
4" 15.5 17.2 137
DENSITY. #/Cu. FT.
3" 115.,0 III 1 11 q ?
R.VAL.UE • STABIL.OMETER 12 6 31 2"
EXUD. PRESSURE. P.S.I. 370 150 530 1" ---
100 STAB. THICK. FEET 1.28 1.35 0.98 %" 100
EXPAN. PRESS. THICK. FEET 0.33 ---1.33 Ih"
T.I. (ASSUMED) = 4.5 %"
w By STAB. @ 300,P.S./. EXUD. = Z:J 8 !,!)..l #4 -< ~> By EXPANSION PRESSURE = 25 £:l' e:: #8
AT EQUIL.IBRIUM = 8
#16
SAND EQUIVAL.ENT =
#30
DURABIL.ITY (COARSE) = I LIQUID LIMIT =
#50
DURABIL.ITY (FINE) = PL.ASTIC LIMI,': =
=100
P. I. ;::
;:200
:
REMARKS:
4 cc. .... "
, '
.' -, ,
TESTING EN,GINE'F:R:=;. INC. . . ,',
-
-
. ,
""",4:' , .', " "C:::'::::S'
By .L~~':;/, ... ,,~:~_,
Bement ,James ·D. R. E. ·1116'099
JDB:am .' . ..
-
I
I
I I I
I
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• e
ll:~dNG
3467 KURTZ STREET SAN DIEGO. CAL.IFORNIA 92110 (714) 222-1.186
LABORATORY NUMBER SD27-2294· DATE August 4, 1972/ ,
JOB DATA: File No. 620 Job No. 72-3154 SAMPL.E DATA: SiN 2, Submitted
Lorna Laguna, Carlsbad laboratory August 1, 1972.
Park Drive . William S. Krooskos & Associates Opp. Lots 2-14 4320 Vandever Avenue
San Diego, California 92120
Attn: Mr: A] :\lenton --
~ ."" 1 •
LOS ANGELES
SAN DIEGO
to the
-R • VAL.UE DATA
GRADING ANALYSIS A B C D E
SIEVE PERCENT PASSING COMPACTOR PRESS. P.S.1. 350 185 350 SIZE As RCVD. As USED
MOIST @ COMPACTION. % 12.2 15.6 13.9 4"
DENSITY. #/Cu. FT. 119.5 114.0 117.3 3" .
R.VAL.UE. STABIL.OMETER 69 18 43 2"
.
EXUD. PRESSURE. P.S.1. 660 150 ··42.0 '" ---
100 100 STAB. THICK. fEET 0.45 1 •. 18 0.82 %"
EXPAN. PRESS. THICK. FEET 2.27 0.27 0.73 l.h" ~i' __
T. I. (ASSUMED) = 45
%"
w By STAB. @ 300 P.S.I. EXUD. = 28 Z:J
#4 C).J -..: gj> By EXPANSION PRESSURE = 44 o·
=8 a:
AT EQUIL.IBRIUM = 28
;:16
SAND EQUIVAL.ENT =
#30
DURABIL.ITY (COARSE) = L.IQUID L.IMIT =
=50
DURABIL.ITY (FINE) = PI.ASTIC L.IMIT =
=100
P. I. =
.=200
REMARKS:
4 cc.
TESTING ENGINEe:RS. iNC.
JDB:am
WILLI! S. KltOUShu~ & AS~CIATES
w S .. RCO<'KOS, CIVIl.. ENGINEER
AI. VENTO'I, ENGINEERING GEOLOGIST
4:;,<":0 V/\NDEVER AVENUE • SAN DIEGO, CALIFORNIA 92120
August 8, 1972
/ . FOUNDATION EI:-IGINEERING
ENGINEERING GEOLOGY
PHONE 283·6506
./" \-,'0
--(" ~
Mr. Nick Vessey Job No. 72-3319
Bee Cee Company
3095 State Street
Carlsbad, California 92008
SUBJECT: R-Value Tests
Loma Laguna Subdivision
Carlsbad, California
Dear Mr. Vessey:
Please find enclosed the R-Value results of two samples submitted
to Testing Engineers from Loma Laguna Subdivision.
Please submit the necessary copies to the Engineerin~ Department
of the City of Carlsbad, California for their review.
As soon as the R-Value tests have been run on the additional two
samples that were submitted to Testing Engineers last week, we
will forward them to you.
Respectfully submitted,
WILLIAM S. KROOSKOS & ASSOCIATES
~D&:e&5ident
WSK:mm RCI: 11318
--TESTING ENGINEERS, INCORPORATED
3467 KURTZ STREET SAN DIEGO. CALIFORNIA-,P2110 (7'4) 222-1,8S
SAl"! i A. CLAf..:""
LOS ANGELES
SAN DIEGO
LABORATORY NUMBER SD27-2274 DATE August 2, 1972
JOB DATA: File No. 620, Job No. 72-3154 SAMPL.E DATA: SiN 1, Park Dr. opposite Lot Lorna Laguna, Carlsbad 61-66, distance to curb 30 ft. , depth
2 -6 ft. Submitted to the laboratory William S. Krooskos & Associates July 31, 1972. 4320 Vandever Avenue
San Diego, California 92120
Attn: Mr. Al Vent on
R • VAL.UE DATA
GRADING ANALYSIS A B C 0 E
SIEVE PERCENT PASSING COMPACTOR PRESS • P.S.1. 55 110 75 SIZE As RCVD. As USED
MOIST @ COMPACTION • % 20.0 16.5 18.3 4"
DENSITY. #/Cu. FT. 104.8 112.5 108.8 3"
R·VAL.UE • STABIL.OMETER 8 14 11 2"
EXUD. PRESSURE. P.S.I.
1" 220 430 340
3,.4" 100 100 STAB. THICK. FEET ------~ ... -
EXPAN. PRESS. THICK.F'EET ---0.07 ---
.
'12" -_._--
T. I. (ASSUMED) =
0/8" ---
III By STAB. @ 300 P.S.1. EXUD. = 10 Z:J
#4 C).J --< l1J> By EXPANSION PRESSURE = ---c· 0:: #8
AT EQUILIBRIUM = 10
#16
SAND EQUIVALENT =
#30 --
DURABILITY (COARSE) = LiquiD LIMIT =
#50
DURABILITY (FINE) = PL.ASTIC LIMIT =
;;:100
P. I. =
==200 -,
REMARKS:
4 CC.
"I'I:tS"I'ING IZNGINl!lInS. INC.
r./ ..?~~~-th' ~'" -~ !'oM-"" .(. .... ;.-4 -.. ....-liof' ---.-
.J IIH: 1ltJ) ~ JIlH\CHJ n, HOlUont.: R:l~. fl1(j09~
-I • -,I ,..,
~ e lESTING ~ 3467 KURTZ STREET SAN DIEGO. CAL.IFORNIA 92110 (714) 222-1185
, .. Afv<\
LOS ANGELES
SAN DIEGO
LABORATORY NUMBER SD27-2275 DATE August 2, 1972
JOB DATA: File No. 620, Job No, 72-3154 SAMPL.E DATA: SiN 3, Park Dr. , opposite Lot
Lorna Laguna, Carlsbad 14-18,·distance to curb, 30 ft. , depth,
2 -·6 ft. Submit~ed to the laboratory
William S. Krooskos & Associates July 31, 1972.
4320 Vandever Avenue
San Diego, California 92120
Attn-Mr. Al :\lenton
R • VA-L.UE DATA
GRADING ANALYSIS A B C D E
SIEVE PERCENT PASSING COMPACTOR PRESS. P.S.I. 50 120 85 SIZE As RCVD. As USED
MOIST @ COMPACTION • % 18.3 14.8 16.5 4"
DENSITY. #/Cu. FT. 108.6 116.4 111.8 3"
R.VAL.UE. STABIL.OMETER 6 18 11 2"
EX\JD. PRESSURE. P.S.J. 22.0 460 410· 1"
3A" 100 100 STAB. THICK. FEET ------.. _---
EXPAN. PRESS. THICK. FEET 0.37 ------' lh"
T.I. (ASSUMED) = ---%"
w By STAB. @ 300 P.S.J. EXUD. = 8 Z::J
404 CJ..I -< ~> By EXPANSION PRESSURE = .-___ o· Ir #8 _.
AT EQUIL.IBRIUM = 8
#16
SAND EQUIVAL.ENT =
#30 ~ ,
DURABIL.ITY ( COARSE) = LiQUID LIMIT =
#50
DURABIL.ITY (FINE) = PL.ASTIC LIMIT =
#100
P. I. =
#200
EMARKS:
4 CC.
I
• W .. ~"-'l'gfi1'lNO 'l~NaINr,:IUHl, INC.
~O~~ Dv ~~ __ .. __ :_. __ -... ~_~
:f'J) n : a\'n _ Jall1eS D. Betheht Ie E-. 1fi6099 .-
, -/ -. --I
---.~-" ----
I
I
August 1, 1972
City of Carlsbad
1206 Elm Avenue
Becrah Inc.
3095 STATE STREET
CARLSBAD, CALIFORNIA 92008
729·2554
Carlsbad, California 92008
ATTENTION: Mr. Hunter Cook
RECEIVED
!-\UG 2 1972.
CiTY OF CARLSBAD
Engineering Department
REFERENCE: ea':lsbad Tt. ;~ma Laguna
Dear Mr. Cook: -
Enclosed please find a copy of the "Report of 'Certification
of Compacted FiUu •
Sincerely,
BECRAH, INC.
WAKIm
Enclosure
c, 1 f-O~
, -
·WIILIA·M S, IlRn 0 S fiD S &' ASS DelATE S
" 'W. s: KPO?SKOS. CIVIL ENGINEER
AL VEI"~·ON-. ENGI:-JEf:RINGGEOL9GfST ,
4320 VANDEVER AVENUE
Mr •. Nick Vessey
Bee Cee Company
la9~ Stat~ Str~et
• SAN DIEGO. CALIFORNIA 92.12-0
July 27, 1972
Carlsbad', Califol7i1ia 92008
SUBJBCT: Report of Certification of Compacted Fill
Lorna Laguna Subdivision
Kelly Drive and Park Drive
Carlsbad, California
Dear Mr. Vessey:
•
FOUNDATION ENGINEERfNG
ENGINEERING GEOLOGY
PHONE 283-6506
LTob No. 74-:3154
SUHMARIZING THE ATTACHED FINAL REPORT OF CERTIFICATION OF COMPACTED
FILLS 1 IT'IS OUR OPINION, BASED UPON FIELD INVESTIGATION'S AND LABORATORY'
TESTS, .THAT THE FOLLOWING STATEMENTS APPLY TO THE SUBJECT SUBDIVISIO,N.
1. All lots of 'Lorna Laguna Subdivision have been properly graded
and are clear and ,free of expansive soils within two f~etof
finish ground grade. '
2. All grading 'work on this subdivision has been performed in
accordance with the Report of F.H.A. $oil Investig~tion prepared
by William S. Krooskos & Associates and dated September 28" 1970.
3. All lots have been graded in accordance with the finish pad
,elevations as shown on the Fin,al' Grading Plan prepared by Rancho
SahtaFe Engineering Company and dated .Hay 5, 1972;'
4. The fill materials have been properly placed, compact.ed and
tested to at least 90 percent of maximum dry density and wi.ll
safely support. the proposed residential type ,structures. and
other improvements.
5. The soils that were used in the filled ground, hav'ing been
compac·ted'to a minimum ot 90 percent o-f maximum dr'y densi ty ~
hav~ a'safe bearing value of 2,000 pounds per square f06t.
This soil bearing value is also applicable to the compacted
natural ground.
6. The compacted natural ground and the compacted fills possess
sufficient bearing capacity to prevent future differential
settlements, and will s~fely support the proposed str-q,ctural
load·s.' ,
~ .. -.. ~ ... , ....
7. Residential type foundations and footings when founded at le.;r·st:
i2 iriches below the finish grade may be designed with a maximum'
allow~ble soil bearing value of 2,~~0 pounds per square foot.
This' soil bearing value may be' increased one-third for design
loads that include wind or seismic analysis.
i' c. i. Page 2
Repo~t of Certification of Compacted Fill
Loma Laguna Sltbd,ivision '
, ,Kelly Drive and Park Drive
Carlsbad~ California
8. The' :ground which received compacted fil~ and was used for
compacted fills, ha~ low volume change characteristics.
Remolded samples of ,rep;r-esentative surface cut and fill soils
when all,oweg tO,swell from optimum moisture content to saturated
conditions uhder a normal load of 144 pounds per square foo,t
have less than one percent vertical deformation. The existing'
surface sbils in the sUbj.ect lots have been inspected and no
expansive materials were noted; therefore, no detrimental movement
will result ,from this soil characteristic. .
9. Since all loose surface soils have been either removed and/or
recompa.cted, settlement of the natural ground ano. compacted fills
unde'r the proposed structura.l loads will be negligible and should
occur during the period of construction.
10. Cut and fill slopes of 1. ,5 horizontal to 1. 0 vertioa 1 are stable
for the natural ground soils on this site and these same soils'
1;lsedin the 'compacted fills.
11. Where daylight lines occurred in the midst of the subject lots
,and/or \mder the proposed structures, each entire lot was under-
cut and compacted leaving at least two feet of compacted
fi~l beneath the finish ground grad~.
~2. r have analyzed the Report of F.R.A. Soil Investigation as
prepared by the -Soils Firm of William S. Kroosko's & Associates,
dated September 28, 1972. I have a,iso "examined the foundations,
and footings on the accepted. Building Plans for this pX'oject,
and I certify that the footings and foundations as designed
will safely support the proposed single and/or two story residential
structures.
We sincerely'appreciate having had theopportun;i.ty to provide our
services on this proj~ct.
Respect~ully submitted,
WILLIAM S. KROOSKOS & ASSOCIATES
krJ~J~ . illiam S. Krooskos, Presi.dent
WSK :tnm. RCE 11318
...
. . •
REPORT OF CERTIFICATION OF COMPACTED FILL
LOMA LAGUNA SUBDIVISION
KELLY DRIVE AND PARK DRIVE
CARLSBAD, CALIFORNIA
SCOPE:
This report has been prepared to establish the degree of compaction
of t.h~ fill materials placed and compacted on the subject subdivision
and inspected and tested by our firm from May 15 through July 25,1972.
The'gr~dingwDrk was performed by Stuckey Construction, Inc., under
our direct supervision. The subject subdivision was graded and prepared
for th~ placement of single and/or two story resid~ntial type structures
to be constructed of standard type building materials.
The g:r;ading operation was performed in accordance with the "Grading
Specifications", included in this report and meeting the recommenda-
tions of the Report of Soil Investigat.ion of this subdivision site
prepared by William S. Krooskos & Associates and dated Septoember.
28, 1972.
All lots have been graded in accordance with the finish pad elevations
as shown on the Final Grading Plan prep.ared by Rancho Santa Fe
Engineering Company .. dated May 5, 1972.
SITE:
All subject lots are located within Lorna Laguna Subdivision~ This
subdi~~sion cons~sts of Lots 1 -66. The subdivision is located just
north o£ the existing improved Kelly Drive and Park Drive, Carlsbad,
Califorhia.
PREPARATION OF SITE:
Before any fill was placed on the subdivision the existing ground
was ol.eared of all vegetation, brush and doebris to give the surface
a neat and finished appearance. The excavated vegetation, brus:h .
and debris was hauled to a central location on the site and burned.
All existing uncompacted fills and loose embayment soils within the
fill areas 'iv-ere excavated to expo$e firm natural ground or excavated
to a suit~ble depth. These excavated fill materials were plac'ed,
compacted and tested to at least 90 percent of maximum dry density.
Prior to placing fill, the firm natural ground was sacrified to a
depth of at teast 18 inches, watered to optimum requirements and
compacted and tested to at least 90 percent of maximum dry density.
FILL MATERIALS AND PLACEMENT:
The fill materials were obtained from the on-site excavations.
j"
~ Page 2
Report of Certification of Compacted Fill
Lorna Laguna Subdivision
Sob N¢. 7 2-315~4'"
Kelly Drive and Park Drive
Carlsbad, california
These fill materials primarily consist of Light brown silty to
clay~y sands. All soils 'within the top two feet of finish grade
are non-expansive; therefore, possess less than one percent swell
as measured by, the Federal Housing Admin~stration Swell Test.
These fill materials were placed in layers not exceeding six
inches in compacted thickness, watered to optimum requirements
and'compacted by means of heavy construction equipment inc10ding
sheepsfoot, roller.
FIELD INVESTIGATIONS:
Field density tests were taken as required at least eVery two
'feet in vertical thickness of the compacted fills~ The results
of these tests are summarized in the enclosed Figure Nq. I.
, ~
The field density tests, were taken in accordance with A.S.T.M.
Test Method D 1556. Moisture determinations were made from each
in place ,field test.
The relative compaction as summarized for each test is the ratio
of the field density to the maximum laboratory density expressed
,as a percentage for the comparable material.
LABORATORY TESTS:
At the t:ime the soil investigation was conducted and during the
grading operation, representative samples of thB fill materials
wer.e obtained and brought to the laboratory for testing.
Compaction tests were conducted on these samples in order to
establish their maximum dry densities. The test results are
also summarized in the enclosed Figure No. L
.. '!'".-
,The labor a tory compaction tes'ts were performed in acoordance with
A.S.T.M. Test Method D 1557 (four inch mold, five layers, 25 blows
eacli: layer, 10 pound harnmer, 18 inch drop using all material pas,sing
a No. 4 sieve). '
FINDINGS AND RECOMMENDATIONS ,:
vJe certify that the grading operation was performed in compliance
with the recommendations as summarized in the Report of Soil
Investigation of the subdivision site" the general Grading
Specifications and to the specific grading requirements of the
Federal Housing Administratioh. '
1. The fill materials within the top two feet of finish ground
grade which have been classified as a mixture of light brown
silty to clayey sands are non-expansive therefore" possess less
than one percent swell as measured by the F.H.A. Test fOT Expansive
Soils. These fill materials have been placed, compacted and~
~.
• Page 3
Report of Certification of Compacted Fill
Loma Laguri~. Subdivision
Kelly Drive and Park Drive
Carlsbad, Califonria
Job No. 72-3154
tested on the subject lots to at least 90 percent of maximum
dry density.
2. All single family type lots of Loma Laguna Subdivision (Lots 1-66)-
have been properly graded and are clear and free of expansive
soils within two feet of the finish grOund grade.
3. Foundations and footings of the proposed single and/or two story
residential type structures, when founded at leas.t 12 inches
into the compacted fiLl or natural ground may be designed for .
a maximum of 2,~00 pounds per square foot. Thii allowable soil
bearing value may be increased one-third for design loads that
include wind or seismic analysis.
4. The compacted fill soiis that oqcur within five feet of the
face of the fill slope possess poor lateral stability, even
thOugh they have been certified to a relative compaction of 90
percent of maximum dry density or better. Proposed structures
ano. other improvements such as walls, fences, patios, sidewalks,
swimming pool, driveways, asphalt pavement, etc., that are located
within five feet of the face of compacted fill slope could su.ffer
differential movement as a result of the poor lateral stability
of these soils.
5. Foundations and footings of proposed structures, walls, improve-
ments, etc. when founded five feet and further away from the top
of the compacted fill slopes may be of standard design meeting .
the requirements of the governing agency. If proposed foundations
and footings are located closer than five feet inside the top of
compacted fill slope, they shall be deepened one foot below a 1.S
norizontal to 1.0 veri cal line projected downward and outward
from a point five feet horizontally inside the top of compacted
fill slope. (Refer to Figure No. II)
6. Adequate measures shall be undertaken to properly finish grade
eac.h lot (after the structure and other imprOVements are in
place) I such that drainage waters from the lots and i;.headjacent
properties are directed away from the building foundations,
footings and floor slabs towards the street or the natural
drainage direction for the subdivision. Proper drainage will
ins·ure that no waters will seek the level of the foundations,
footings and floor slabs which cQuld result in undermining of
the bearing soils and differential settlement or uplift of the
structure and other improvements.
7. Any baCkfill soils placed in utility trenches or behind retaining
walls. which support structures and other improvements such
a$ pa'tios, sidewalks, driveways I pavement, etc. I (other than
li:mdscaping) shall be compacted to at least 90 percent of
maximum dry density.
8. Future swimming pools and appurtenances, and/or other subsurface
"
, ' Page 4
, .. -.... ~;.
Report of Certification of Compacted Fill
Lorna Laguna Subdivision'
·,Kelly. Drive and Park Drive
Car ls'bad.:1 -"Cali fornia
Job No. 72-3154
structures that are founded in potentially expansive clay, soils,
shall be properly designed and reinforced with steel following
the reC;::OIlimendations of the structura,l engineer and soils engineer.'
9. We certify that the grading operation was performed in conformance
. with the recommendations as summarized in olir Report of Soil
Investigation. The compacted fill soils and the natural grol.,lnd
soils will safely support the proposed structures and other
improvements.
All of the other recommendations summariz:ed in our Report of
Soil Investigation which have not been em:unerated and/or
modified herein shall be applicable for the proper design of
the proposed structures and the development of the site to
re'cei ve the contemplated improvements.
If you have any questions concerning our report, please do not
hesitat.e to call us.
This opportunity to be of service is sincerely appreciateq.
Respectfully sUbmitted,
vHLLIAM S. KROOSKOS &l\SSQCIATES
WSK.mm
('8) Enclosures
,,'
.. I .
i !. , .
WILLIAM~. fiROOSB05 &. AssolATES
SOIL AND FOUNDATION ENGINEERING
4320 VANDEVER AVENUE • SAN,DIEGO, CALIFORNIA 92120 • PHONE 28S.6506
FIELD DENSITY TESTS
JOa Lorna Laguna Subdivision,
California
Kelly and Park Drives, Carlsbad,
. .JOB NuMBER 72-3154
TEST
NO. l.OCATION DEPTH OF MOISTURE FI LL (,FEET) (PERCENT I
DATE July 27, 1972
DRY'DENSITY SOIL
RELATIVE
COMPACTION DATE (.L6S'/CU, FT,) TYPE l PERCENT) . OF TEST'
Figure· No. I ",
. ~t"', -
" WILLIA~S. IlROOSIlOS & ASS~ATES
-SOIL AND FOUNDATION ENGINEERING
4320 VANDEVER AVENUE • SAN DIEGO. CAL}FORNIA 92120
FIELD· DENSITY TESTS
JOB Lorna Laguna Subdivision,
Cal1.for'nia
Ke~ly adn Park Drives,
JOB NuMBER 72-3154
TEST NO, -l.OCATION
DATE
DEPTH OF MOISTURE DRY DENSITY 50'11..
FILL (FEETI (PERCENT) (LBS.lCU. FT:, TY.P~·
• PHONE 283-6506
Carlsbad r
'July 27, 1972
RELATIVE
COMPACTION (PERCENT" QATE OF TEST
.Figure No. I
WILLIAJtS. liROnSliOS & ASSO!ATES
80I~ .AND FOUNDATION ENGINEERING
4;:12.0 VANDEVER AVENUE • SAN DIEGO. CALIFORNIA 92'120
FIELD DENSiTY TESTS
Lorna Laguna Subdivisionl
JOB-' California
Kelly and Park Drives,
72-3154 JOB NUMB~R " DATE
,. PHONE 283-6506
Carlsbad,
July 27, 1972
PAGE 3 OF' 9
Figure No. I
. '
~ ..... , .
.' WILLIAM~. I1ROOSI10S & AssnlArES
""', -, SOIL AND FOUNDATION ENGINEERING
4.320 VANDEVER AVENUE • SAN DIEGO. CALIFORNIA 9212Q • PHONE 283-65'06
JQB
FIELD DENSITY TESTS
LoJUCl. Laguna Subd:i,.vision, Kelly and Park Drives, CCj.rlsbad,
. California
JOB NUMBER 72--3154 DATE July 27, 1972
TEST
NO. LqCATION DEPTH OF MOISTURE FILL (FEET) (PERCENT) DRY DENSITY SOIL rLBS'/CU, FT.} TYPE
, RELATIVE
COMPACTION (PERCENT) DATE OF'TEST
Figure NQ. I
·'
--WILLIAJtS: IiROOSIiOS .& ASSO~ATES
SOIL AND FOUNDATION ENGINEERING
4320 VANDEVER AVENUE SAN DIEGO. CALIFORNIA 92120 • PHONE 283.6506
=========================-=. ==========================~====================
JOB Lo~a Laguna SUbdivision,
Califor.nia
FIELD DENSITY TESTS
Kelly and Park Drives, Carlsbad,
JOBNUMBER' 72-3154 'OATE July 27, 1972
TEST NO, LOCATION ·DEPTH OF MOIST.URE FI LL (FEET) (PERCENT) DRY DENSITY SOIL ( LBS'/CU. FT. ) TYPE
RELATIVE
COMPACTION (PERCE'NT) DATE OF TEST
Figure No. -r .
·WILLIA~. I1ROOSI10S & AsscAATES
SOiIJ AND FOUNDATION ENGINEERING
432Q VANDEVER AVENUE • SAN DIEGO. CALlFQRNIA 92120 • PHONE 283:6506 .
FIELD DENSITY TESTS
JOB. Lorna Laguna Subdivision ,KEhly and Park brives I Carlsbad',
Calfiorni.a
JOB NUMBER 72-3154 DATE July 27 I 1972
TEST NO.
/" ... ' . .,1.
".-; 't;oc~ TION DEPTH OF MOISTURE FILL (FEET! (PERCENT)
RELATIVE DRY DENSITY S.OIL
( LBS.lCU. FT. ) TYPE
COMPACTfoN' DATE
(PERCENT) OF TEST
PAGE 6 OF g:'
F ig,ure No. I
. I
'WILLIA~S. ,1lHOOS"1l'US "& ASS'IATES
801L AND FOUNDATION ENGINEElUNG
.' 4320 VANDEVER AVENUE • >SAN DIEGO, CALIFORNIA 92120 • ,PHONE 283·6506
FIELD DENSITY TESTS
,JOB Lome; Laguna St).bdivi,sion, Kelly and Park DXives, Carlsbad,
Ca.lifbrnia
JOB NUMBER 72-3154 DATE July 27, i972
Figure No. I
·1 1
'.
. , ~ WILLIAM~. 11l10nSJlHS &A5S0~ATE5 "
. ,
... '
, "
SO/J" AND FOUNDATION ENGINE~RING
4320 VANDEVER AVENUE SAN DIEGO. CALIFORNIA 921~0 • PHONE: '283~6!;>06
. =====-== .. ====:::::;;:====---::-====;::;=;::===.=:::::-:;=::=,===.::;=i::===:::;::=
FIELD DENSJTY TESTS
" I,
JOB Loma,Lasuni=l ?ubdivision,
. ".' Cali£6r;l,11a
Kelly and Park Drives, Carlsbaq.,_'
QATE :July 27'1 ·;t974~,. JOB NUMBER 72:-~1,54
TEST
NO .. l.OCATrON DEPTf-j OF MOISTURE Dfn;' DENSITY 'so'rL FILL (,FEET> . (,PERCENT) . '. 'i'LBS./CU, F:t.l. TYPE
REL.ATrVE • COMPIICTrON DATE I. I? E'R'CE NT ) ., . '. oF. tEST
--. ----, .---.. -, -_ .. _', .. _--:....-.. -~!--... ----' ,...---------~.--.~ . ~-. _~~_=_=__~-_=~·-===tE~:.-~~--~::=::-.. ~=-.. ~~. :c =:-~ .... ~~,...4-. '. t ..
j----,-~.-"'::I .. ----.-•• -._-' --....... ~-.---._ ..... ---.-----..•. --.-.... -.~.--;---.-. ~.--.--"--.~-,.........-~I---.......".------'-~ .' .. '
.----.--.---------... --' --.-.-.. --" . .:-------. .-... :_,---~---:-:--.:....----~.~.-t__---... ----7-'--
f-----'-~Ir_· -----~-.-----------.-.. -~-' ._.-._ ... --.--, '--. -_._.----.-....:----' .-' -----1--------·
+----+-----.~--.--.--.... -.. --_._ ..... _--.. ---_._--. --.. ------.+-~-+-. ~--.. --+-.--;.-. ~.,....,---..
1------:.---.-....:.---.-------...... ------. --.----.-.---.. --. .....,-'"-.. ..:..--~-. .
-----.---... -~ -----------_.-...... -.. -----.. -----------'---r---------+-~~--~.
.----'":--..-.---;.---------... --.;---... -~~------. -.-------
'-~~f-""";'-' -~"------. --.------_._'--.--'---'-':"---,--_ ..... -..... -r--.. --.~--.---I------"--.-. '
1---1-----------------... "---'-------.... -.---.----.. ---~ -_ .. '---~ --·-~_t_-----.....;...--'-I
I-----{--------.-------_ .. --, -.... -----.. --.. --... ~-.. -.. --~.-~-.----.... --.---.....,....~--+----"---'----'---
.. 1--___________ ._, ------. . --------~. -------_.-----.. ---.-.. -.-C-. .~--.-.....;----... -------..........,-!--.--, --~--_-!
-
PAGE8 ,'OF 9
' .. 'Figure No. :r
.,-,
,
t,
" WILLIA~S. KHDDSKDS & ASSD~ATES
SOIL .ANJ51J!OUNDATION ENGINEERING
432.0 VANDEVER AVENUE • SAN DIEGO, CALIFORNIA-92120 • PHONE 2'83.6506 "
FIELD DENSITY'TESTS
JOB, Lorna Laguna Subdivisi,on I Kelly and Park Drive,S, CarJ:sbad,
,California
JG,BNUMBER 72-3154 DATE July 27 I 1972
SOIL
''rYJ;>E
-,
1.,
II
III·
IV
V
VI
VII
,VIII
IX
, , X
XI
XII
OEPTH OF MOlSTURE
LOCATION FILL (FEET) '( PERCENT>
LAB 0 RAT 0 R Y
DRY O.ENSITY SOIL
(LBS'/CU. FT.) TYPE'
RELATlye:
COMPACTION
( PERCi;NTl
S TAN D A,R D S
DATE
OF TEST
OPTIMUM MOISTURE MAXIMUM DRY DENSITY
qLASSIFICATION (Percent) (Pounds/cubic ft. )
Brown Clayey Sand-14.0 115
Sandy Clay
Glray Silty Sand 11.7 108
T'an Silty Sand 8.0 127
,Brown Clayey Sand 12.4 117
Brown, Very Coarse 9.0 131
Sand
Green Sandy, Clay & 14.0 110
Claystone
Tan Fine Sandy Clay 12.0 116
'Reddish-Brovm Clayey 9.4' 123
Fine to Meidum Sand
Brown Clayey Fine to 8.7 122
Medium Sand
Reddish Brown Clayey 7.6 122
-Coarse Sand
Tan Fine Silty Sand 9.6 105
Brown-Gray Fine to 11.2 110
Silty Sand
PAGE9 OF 9
Figure No. I
proposed',Struct.ure ~
Concrete Floor Slab
5 I -0"
-.--'-~~':' • Q. • 0 • ,
00_' __ _
o. • ~ ... 1': ... _II ... , c>,} I, , --' ", ... "~' ..:.._, .. :, ,", , .q}: _., -... ,
' ,
. ..... .... , ~ .L.... •
Reinforcement of
,-
"
Top'of compacted
Fill Slope
Foun9ations and Floor Slabs-' -
following the recommendations -
of the Architect or Structural-
Engineer
~ ~.-
)' --;-;-. " I~ ~n im~m
Concr~te Foundation
.,..
Compacted Fill
T Y PICA L SEC T ION
Compacted Fill Slope
Maximum Inclination
1.5 : 1.0
5'-O~
~ '-,-".
"~
~
( Showing proposed Foundation Located Within Five Feet of TOp of
Compacted Fill Slope)
. ! "
Job No. 72-3154
Fiaure. No, •
.'
I .,.
r
(
~ ; F • II.A. •
GRADING SPECIFICATIONS
• Attachme.nt 1.-
Page 1
GENERAL: Tpe intent of this item is to properly establisp procedures
for clearing, compa.ct.ing, natural ground', preparing areas. to b~ ;Eil-led,
pla.cing ap<il compa'cting fill material' to the lines, grades and slope.s
as shown on the accepted plans ..
CLE.?'\.RING: All vegetation, brush and debris s-hall be removed, piled
and burned or otherwise disposed of to give the surfac·e a neat and
finished appearance.
COMPACTING NATURAL GROUND: After clearing, the natural ground shali
1;>e scarif-ied to a qepth of at least eight'een (18) inches, watered to
optimum requirements and compacted to not less than ninety (90)
perc~nt of maximum dry density, according. to A.S.T.M. Test Method D .
l557-58T in a four (4) inch diameter cylindrical mold of 1/30 cubic
foot volume (five (5) layers, twenty-five (25) blows, ten (10) pound
hammer, eighteen (18) inch drop).'
Field density tests, shall be taken in lot areas in accordance with
A.S.T.M. Test Method D 1556--58T. Cut lots and lots with final grades -
in natural grourid shall be tested when considered necessary by the
soils engineer.
FILL-Ml\TERIALS: Materials for the fill shall be approved by th~ soil
engineer and shall be free from vegetation,matter and other deleterio.us
substapces .. The fill shall not contain rocks or hard lumps over four
(4) inches in diameter and at least forty (40) peicent shall pass
through a No. 4 US. S'tandard Series Sieve. ,Soils not encount.ereq in
the Preliminary Soil? Investigation will be used only.by the consent
of the soil engineer. Expansive soils, shall no-t be used· in the top-
two (2) feet of the entire lot. If expansive s-oil is encountered iIi
either. cut or fill lots, these lots shall be excavated a minimum of'
two' (.4) feet in thicKness. The :t;'emoval of the clay should be made at
the time of its discovery and non-expansive soils substituted and
compacted to ninety (90) percent of maximum dry density. Non':" expansive
materials are defined as those materials which have a liquid limit .
of less than thirty (30) percent, a plasticit.y index less than fifteen
(15) percent and a swell of less than one ,(1) percent when compact$d'
to at least ninety (90) percent of optimum density and when subjected
to a nOrmal pressur~ of 150 lbs./sq. f~~ .
PLACING AND COMPACTING FILL MATERI~L: After preparing the areas to .
be filled, the fill mat~rials ~hall be placed in layers not to .exceed
six (6) ~n.ches in compacted thickness. Each Layer, shall be watered
to optimum requirements and compacted to not less than ninety (90)
percent' of maximum dry density in acco-rdance with A.S.T.M. Test Method'
D l557~58T. -Compaction, of the fill shal~ proceed in the specified
manner·to. the grades, as shown on the approved pl~ns.
When the slope ratio of the orig).,pal ground i$ steeper than five (5) ,
horizonta.l . to one (1) verticaJ,., tne originai ground sha~l be st.eeped
or benched. Ground ,slopes flatter than five (5) horizontal to one (1)
. vertical shall be benched when considere~ necessary by the soil engineer.
Fill slopes sha,l-l be compacted: by means of sheepsfoot roll,er or .
other 'suitable equir;n.'(lent. Slope compaction shall be continued until·
the slopes are stable, but no too dense for planting.
, "
., .
, " F. H.A.~ • • Attachment l .
Page' 2
Field density t.est..s shalLbe taken when considered necessary by the
soil.erigineer in accordance with A.S.T.M. Test Method D 1556-58T and"
shall be made not exceeding two (2) feet in vertical height, provid.ing
each 6" thick layer of compacted fill is tested .
. Lots 10Gated in ·filled areas shall receive at least one (1) test per
lot.. Terrace or corner lots shall be tested as dir~cted by tl;1esoil
engineer and shall be tested at intervals not exceeding two (2) feet
in vertical height.
SUPERVISION: Continuous supervision of the fill shall be made by the
soLI. engineer of William S. Krooskos & Associates, Soil & Foundation·
Engineers-, during the grading operations so that they may certify.
that the fill was placed in accordance with these specifications.
SEASON LIMITS: No fill material shall be placed, spread or rolled
during unfavorable weather conditions. When the work is interrupted
by heavy rain, fillingoperatiohs shall not be resumed until field
tes-ts by the soil engineer indi.cate that the moisture content and
density of the till are as previously specified.
NOTE: The recommendations enumerated in the hody of the enclosed
report shall be made a part of these g+,ading specifications.
r •
cR a.n.cfw dania ge Enginee-iing Company
POST Or'FICE BOX 1532
RANCHO SANTA FE, CALIFORNIA 92067
756-1107
January 4, 1972
, 'DRAINAGE 'STUDY
, 'LOMA LAGUNA
Yellow Area 4.1 Acres
'~'c=8 min. I lO =2.8 111 /hr.
2== .5
Q~O=CIA= .5 x 2.8 x 4.1=5.7 CFS
Crange Area 2.9 Acres
-;'.::;.=7 min.
-:= .5
r\.=2.9
~:O=CIA= .5 x 3.0 x 2.9=4.3 CFS
{{~:i te Area 7.1 Acres
min. I10=2.6"/hr.
150=3.2"/hr. C;. .5
P_=7.1
(:O=CIA=
QSO=CIA=
Chart F-2
.5 x 2.6 x 7.1= 9.2 CFS
.5 x 3.2 x 7.1=11.0 CFS
CT1/-~
':.sse 18 n ACP from cul-de-sac Street IIBtT to Street liN'. 18 t! ACP,
n=.012; will carry 11 CFS flowing full; set at 1% grade. Wi~~
11.0 CFS pipe is just flowing full, therefore entrance contro:.
':::hart D-1
;-iead water for 18" ACP with entrance control 18t~ ACP discharge
l1.0 CFS; D=18 1! HW/D=1.7 HW=HW/D x D=1.7 x 1.5=2'.6
2.6 feet needed from inlet invert to flow line of,~utter at
curb inlet.
- 1 -
•
Drainage Study (Loma Laguna) Cont.
•
JaI1.uary 4, 1972
-Page 2-
For 5.7 CFS use 18" ACP for storm drain from inlet on West siG.e
of Street "A" to inlet on East side of St.reet !iA". Set at mir:-
imum of 1 % grade. More 'than adequate see above calculations £01'
11 CFS: greater than 5.7 CFS.
For 21.0 CFS total drainage of subdivision from inlet at east
side of Street "A" to reinforced box culvert in Kelly Drive.
Use 18" ACP at minimum of 3% grade or 2111 ACP at 1.5% grade.
21" ACP ,with 21.0 CFS HW/D=2.3 HW=2.3 x 1.75=4.0 feet from
inver~ to flow line gutter at inlet on East side of Street A.
18" ACP with 19.Z CFS HW/D=4.3 HW=4.3 x 1.5=6.5 feet needec
from invert to flow line gutter at inlet on East side Street
flA!l •
Sizing of curb inlets
A. (Inlet at cul-de-saG Street "B")
QlO=9.2 CFS--Suggest use QSO in .sump condition I 50 =3,.2
Q50=CIA = .5 x 3.Z x 7.1= 11 CFS
Need 6 foot long inlet with side opening. With HZO ponde~
to Prop line, curb opening inlet will accept 2 CFS per lineal
foot of opening. See Chart 1073.03 EPR.
For grate openings ponded .4 foot ab.ove gra,te .7 CFS per
foot of perimeter of grate. Perimeter of grate (21 x 3') =
10. Therefore grate will accept 10 x ~7 6r' 7 CFS 2 -grates
needed with L :<,~",) design. See Chart 1073;OZEPR. '
B. (Inlet West side of Street "All) See Chart: 6 H35.l3
QlO=5.7 CFS
Depth of flow in gutter . Z I width of fJ,ow 5 IWg"'; -W=~= L;,O%
Use Chart H35.l3
Grating 21 wide takes 75% qr .75 x 5.7 CFS=4.3 CFS; there-
fore 1.4 CFS will bypass~to inlet at North end curb return.
Suggest use lZl long ttB-ZV inlet
County standard lZt long side openi~g with, grate 'on lower end ..
C. (Inlet Ea.st side '0£ Streef YN') See' 'Cluirt" 6 H35.l3
•
Drainage Study (Loma Laguna) Cont. January 4~ 1972
-P~ge 3-
Ql.p 4.3 CFS I ' f~
Depth of flow In gi1~ter .21' ~ width of ~low 5 I -W~ -.; -W=
'2 S-= 40%. Use Chart 35.13 grating 2: wide takes 75% or.75
x 4.3-3.2 CFS. Therefore 1.1 CFS will bypass to the inter-
section.
'il II ' l;,r
Su~gest use l2! long B-2 inlet 'county standard (12! side
opening with grate on the lower end)
RANCHO SANTA FE ENGINEERING COMPANY
,"
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If.
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'" ~ 1 ft: Nt I N liT E SOU RAT ( 0 N H 0 U R S
5 V Pq ~ fl I D 2 0 30 40 50 2 3
O I .~' , 5. 1'" H·!.l.4i.t. \ .-+.. . +I+++±' ++! ,. CL:..LLLl. --j" . -~ t+lt r-' r-~
I' • I I .: ••. , I' .! '""!. .! 'i
4 5 6 7 S 9 10
ELEV.
~'O-1500
40 ~";"F". ", , .• " : ,.
FACTOR . 4:' + '. ~. '''!' -';::=-1-:'-: ·--~tt ~-.±:::+::. . '.; _ :_.:. :'·:Jl'lti-_~.r:~.::t.-rr::. til }t+l~-:-=t::?i:=
L 00 '3,~l.lfe...!he6t ~~ ' ... :~t : :S:t--:~.!::::Ft_;~~ ,+. ,~.Il=tm li=-!r· .. f-:-f-:-'-' --=r..t±i:~-~ .. p~·:t 170. 17.rt-i-r·ttt8:t.# .-~=t=
500-3000
3000-4000
-._~ ~. .• ~4-f~~"-'-t± -.; .... , :·'I'H.I ." t: "·U --t-.---j' t:±:: 1 -II!: I i I" ,. u."""" 1.25 _~~"""",, ........... m..-t->-' , "0 ~. • .. .. " ".' ... L. .•. ., .. . ,.... .
~"'.~ ,~
1.42
4000-5000 1.60,
5000-6000 1.70
DESERT 1..25
To obtain correct intensity.
multiply intensi1y on chart
by. factor for deSign
elevation.
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0-120 eh
(I) 2. Ii 0.0
(2) 2.1 7.4
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HEA,DWATE'R 'DEPTH FOR
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WITH ENTRANCE CONTROL
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S!;E DETAIL. 'A' 1"
r--
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L
-:-, .
I, __ -I
. ' .
I CURlS UNE
FRA~E a GRATE .
SEE STD:OWEI, III
---~-.. --
LENGTH (Ll
[: , I~
t'#44il12 11
(ALL WALLS) I l.AP H~IZONTAL. aA~S ONE FOOT AT_ I. I ALL CORNERS .--,
--;1'
PLAN
SHOWN ON' PLANS
,II . ;/0" ~ ~ z< 'l_'"""I-li9'Ii";1F4@12
jooQ . 4'-o· .. I.
ELEVATI(),N
~o CHAroiFER
t' t
L Y
10' ~'
15' ::;'
20" 4'
HosliWITH 6" CURa.ilI STANDARD GUTTER
H.a~ WITH rt cURe a STANDARD GUTTER Ho2~WITH STANDARD GUTTER DEPRli$SIO~
..
"
.',
t
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I.' FOR ADDITIONAL CONSTRUCTION DETAILS lSEE STD. owe. 131,
·ORAINAGE STFlUCTul'lE STAN'OARD W.1A1LS"
2. ALL. CONCRETE SHAL.L. BE Cl.ASS 'A,
. ~ '. .: . ' : \
3: CURB SUPPORT SPACING: 10' SOX -I BAR CENTIERED IN OPENING ~ _:, "
15' AND 20' BOXES -2 BARS EQUALL.Y SPACED IN OPENIN~. ', .. , '
4. CONSTRUCT 10' TRANSITION FROM STANOARO CURa Hl1:lGMi TO
DEPRESSED GUTTER AT EACH END 0'" il4L.IET.-•
5, STANDARO GUTTER OEPRESSION TO DE USED WHEN REQUIRIi:O,
BY COUNTY SURVEYOR SEE STO. OWG. 224
G. INCREASE IN AL.L.OWABLE DEPTH SUBJECT TO APPROVAL DF
COUNTY SURVEYOR. . .
STO, 5 PEe, SEe 51,52.73.90
ORAWN BY llh.if. CHECKEO BY~ ,
, ..
10' TYPE 9-2 , CURS I~L.ET
--c?-
, LEGEND ON PLANS =
RECOMMENOED 8 SAN DIEGO COUNTY SURVEVO~ -ROAD 'DEPART.MENT REVISION
A~OVEO BY COUNTY SURVEYOR STANDARD DRAWIN G SCALE NONE
~--------------------~-----------------------------------.-------~----~~------~---,DR.AWING
NUMBER 101-,2' TYPE B-2' CURB INLET
'''' ~ .• '
/ .
,j
i ! , '
140
130
120
110
I 100
90
80
.-. -',-
CIASSIFICATION ,
Brown Clayey Sand-Sandy
1\ Trench No. 2, Depth I'
\
~ Expansive
\ SOIL TYPE I
1\
\
r\
U \ ~
\ +J
/' " \ .c
.~ / 1\ Q) I "\ \ ~
+J ~ 'M \ s::
-' 1\ r \
Cl 1\
\
\
"-r\
1\
!\ ~
Moisture Content % I')
10 20 30 40
LABORATORY COMPACTION TEST
Maximum Dry Density 115
Optimum Moisture Content
pcf
14 %
Clay
0" c:
'ri
til
til ro
0..
.j.J c:
Q) u
l-I
(IJ
0..
.
tr
til ""'-
0.8
til 0.. 0.6
·ri :.:;
0.4
0.2
o
100
90
80
70
60
50
40
30
20.
10
o
1000
--,-.. "-, .. ---:--::---
DIRECT SHEAR TEST
1
./ V
V ---<" ...---
V , V ~-
~ ....
./ V
. '.-.."... •. ~-
-..
Angle of
internal
friction=20o
(Remold ~
90010)
0.2 0.4 0.6 0.8 1.0 1.2
NorMal Pressure, Kips/Sq.Ft.
MECHANICAL ANALYSIS
3" 3/4 4 10 40 200
~
\
\
\
\
~
:--. t--..
100 10 1.0 .05 .005 .001
Grain Size in Hillimeters
"'--' '-
FILL SUITABILITY TESTS I
Job No. 70-2097
FIGURE NO. IV
. .f~-
I
~--------------------... -..... ------~.~~-.~~~=-_~~---:-:c
140
130
120
110
80
\ SOIL CLASSIFICATION
\ Gray Silty Sand
"\ Trench No. 3, Depth 8'
\ Nonexpansive \
SOIL TYPE II
r\
\
r\ .... "\ u
u
1\ +J \ .c
.~ ~
(lJ \ ~
+J [\ .... V '\ \ c ;..; II 1\ I\. r \
Q f\
l\
\
'\
1\
\
1,\
" Moisture Content %
10 20· 30
LABORATORY COMPACTION TEST
Maximum Dry Density 108 pcf
Optimum Moisture Content 11.7 %
tJI c: ....
Ul
Ul m
0.
+J c:
(lJ
u
1-1
(lJ
0.
~
I " 40
J
Q.8
0.6
0.4
0.2
a
100
90
80
70
60
50
40
30
20
10
o
1000
-'::.'
DIRECT SHEAR TEST
I
./ , V
V /' ---V ~ ~--,----V-v-1
./' r
~ 1----
Angle of
internal
friction=35°
(Remold
@ 90"/0)
0.2 0.4 0.6' 0.8 1.0 1.2
NorMal Pressure, Kips/Sq.Ft.
MECHANICAL ANALYSIS
3" 3/4 4 10 40 200
'" r\
\
\
\
\
\
t\.
~
\
1\
100 10 1.0 .05 .005 .001
Grain Size in Millimeters
Cobbles Sand Silt Cial & Gravels C I "-i I F
FILL SUITABILITY TESTS
Job No. 70-2097
FIGURE NO. V
~ . . '! :. -'~ .:. -, --
'.
SOIL CLASSIFICATION
140 --
\ Tan Silty Sand
1\ Trench No. 9, Depth 3' \
130 1\ Nonexpansive
\ SOIL TYPE III v~
/ , 1\
[\ \
rx u \ 120
~
1\ +J \ .c
.~ ~ Q.l \ 3
+J \ 110
'rl ~ l:::
...J f\ r \ 0' C c 1\ 100
'ri
Ul
Ul
f\
\
n:I 0-
\. +J
C
Q.l
r\ U
1-4
\ 90 Q.l p.,
1,\
r\.
)...
80 Hoisture Content % T ')
10 20 30 40
LABORATORY COMPACTION TEST
Maximum Dry Density 127 pcf
Optimum Moisture Content 8 %
.. ..
~-'
+J
Ii. . 0.8
0< U)
..........
til
0-0~6
'M
~
.,;. 0.4
~l
GJ
1-4
+J
U) 0.2
1-4 co
Q.l ..c o
U)
100
90
80
70
60
50
40
30
20
10
o
1000
DIRECT SHEAR TEST
I i
V
V ./'
/' ~\ --' ./ .......
-.-f----
Angle of
internal
friction=28°
(Remold @
90%)
0.2 0.4 0.6 0.8 1.0 1.2
Nornal Pressure, Kips/Sq.Ft.
HECHANICAL ANALYSIS
3" 3/4 4 10 40 200
~
1\
\
\
\ ,
\
I\.
~
r" 1\
100 10 1.0 .05 .005 .001
Grain Size in Hillimeters
Cobbles Sand Silt Clay & Gravels C , ~ 1 F
FILL SUITABILITY TESTS
Job No. 70-2097
FIGURE NO. VI
o o o o
N
E X PAN S ION
Norm a 1 Pre s sur e
o o 0 0 0 o 0 0 0
M oq-Ln r-
CUR V E
Lbs./Sq.Ft.
o 0 0 0 o 0 0 0 o 0 0 0
N M oq-Ln
: I: I It
12 I I J I
11 ~ I
I I I I I
10 I I I I 1
o o o ..
o
!
I
...L
1
9 1 i ...L
I j I ~ I .~
8 I J /fI3rown (and~ rl~ I 1
o o o ..
o
N
7 r -r--1 ~ v I Trench 1, be pth 1 t I
6 ~--~--~~~~~~~~+-~~~-----'--;-;---r--rr-r-rIlTl--l-----'-' I -I--~ ----ttl-'; :
I-2 (RPh101d, 90';";) 1 I ~'" II 1 z1 :.:L ~ I I I~ti J a::: 0 ~ 1 I I ~ II 1
I I I i II i 2 1 I Lice i J Lim ~ t 3 0 II I
1 I Plastic Lihli 151/ 1
J i ?lastic I!',Qe. .L) II !
J 1 I I /. I
I I 1 I 1
I I I 1 I I
1 I 1 ~ II 1
· WILLIAM S. KROOSKOS & ASSOCIATES
Test Run From Air Dry
s~turated Conditions At
Job No. 70-2097
FIG U R ~ NO. V It '
I, ,....
ev
~
V')
~
~ c ev u
L-ev
0-
c
0
~
ItS
"l:J ....
0
I/)
c
'0
u
0
I
2
3
4
5
6
7
8
9
10
o o
r-
, -T ::"'-l t.. t~-
". "-", "<~ ~ <~ y . -~-?;-~: ,,-,',. ~~:;.
CON SOL IDA T ION -PRE S SUR E
Normal Pressure -Lbs./Sq.Ft.
I
I
I ,
I .
I
I
I
I
I :
o o
N
I Tre ilch
: Dep h
o 0 0 o 0 0
M ¢ L1")
-t--.-1-.:.:._ f--.
/
/
'" /
./
8 V
3'
J( All pvium)
I
:
I
~
I
I
I ,
J
I
:
I
t
:
I
I
I
';" f-L: I . . i' !--
I : f-
I :
I :
I ....
I
I
I
I
I
I
!
i
I •
I ,
I
/
1--_
t-
o o o
~
vi Trench
I Depth
I
1"--_ -,
I .--........... ___.
---"1. '. ,--.. -...........
o o o
N
I
12 I 1
5'J
I
:
o 0 0 o 0 0
.0 0 0
M ¢ LO
II I
~
Il
J
II
-, 1---I
--. " .. --=::':c,~ I :-"-""-: ..I.
I -"1 .... ,_ I .
J ! i: I "
I I ,
I I
I I '. I: ,
I
1 '. I: I
T ---+---I! ------~ : I I: I
I I I
I 1 11
~ . [~ I
I : I
I I ': I
I : :j
I I I
I : ;
WILLIAM S. KROOSKOS & ASSOCIATES
CUR V E
0
0
0 ..
0
!
. :
I
:
i
I
I
I
I
I
: :
I
I
I
I
I
I :
I ,
:
I
0
0
0 ..
0
.N
Job No. 70-2097
Fig u re No~ v:(Ii~
..
, :
; 'i"
Proposed Structure ~
Concrete Floor Slab
5'-0"
~ Top of Compacted
'--~m-f---"Q-,--' ,~:v;:, ~,i";,:<,'<._"_'--;.,:~~_'--"o, .. : _"",:7-, -~--r~'-::'.+-:-+-.,..,.....~ F i 11 Slop e
<>. v .. . . ---. ----
Reinforcement of
Foundations and Floor Slab~
following the recommendations
of the Architect or Structural-
Engineer
Concrete Foundation
Compacted Fill
T Y PIC A L SEC T ION
Compacted Fill Slope
Maximum Inclination
1.5 : Lo
5'-0~
( Showing Proposed Foundation Located Within Five Feet of Top of
Compacted Fill Slope)
Job No. 70-2097
Fi ure No. IX
'" . ,
•
~c'".-' _----.<">
n Criteria .1
Slope Stability Ana ysis
of the natural ground cut
slope -Max. Height 25' ±
l\ngle of Internal Friction, ¢ = 27c
Cohesion, c = 200 pounds/sq. foot
w = Soil Density = 120 pcf
N = Normal Component, Ibs
S = 2,430 -------
I
II)
N
I
!
! -.
1.5~ 1.0
Cut Slope
I
5
~. t 32~'
4
T = Tangential Component,lbs.
L = Failure Circle = 75 ft.
S = Seismic Forc~ = ~T x 1
of Slope
I I i 1
! 2)+ 3: '." I , ...
Toe of Slope'
J -ri
~1> j ,p"ilure Circle
-{ ~\ '" L = 75 feet
'(
:1 II ' , r'i , :
Yy
I
I i I
i \ t l
Scale: 1" = 20'
~L0PE Sl'!\BIL.ITY Ar-;ALYSLJ BY THE SI'lEDISH HETHOD
... SE')~NT No·r.-":~'~:r :~:-F~?:.~-=~o -1:8 f\ -;A~~::~ ~s T -.,
2 I 10,200 Ibs 1 9,000 Ibs 6,800 Ibs
3 1 26,600.1bs I' 23.500 lLs I 10,000 lbs
4 I 24,6001bs 24,000 lbs 6,800 Ibs
5 20,400 Ibs I' 20,400 Ibs 0
7 4,6001bs I 4,2001bs -2,8001bs
6 13,300 lLs 13 I 100 Ibs t -3,000 1bs
-------~--------------r---i------.-------------------I
TOTAL:; J 99, 100 Ibs 24,300 Ibs
--- ----. ----------... -'----------------_~-__ . ___ __~ _ _J
Seismic Force, S = 10% x 24,300 = 2,430 lbs
Factor of Safety = Tangent ~ + cL
Z:T '1" S
Factor of Safety = 0.51 x 99,700 ~ 200 x 75 ~-~--.~~~~--
Factor of Safety = 2.47
24,300 + 2,430
Job No. /0-2097
Lorna Laguna Subdivision Site
Kelly Drive & Park Drive
Carlsbad, California
F:rCURE NO. X
I
I
'-1' "
r
, e
Property Line...;of'
\
:z: ~ ----III!!Jt=--'-
~
---90 /
0/
<:it <:it
-50 -+-+-_...-
... ---~ :.. -'. ~ -~ . -
T-2 ~
-------
---~ f_----,---
~.
NOT E
This plot Plan Not To
Be Used For Engineering
Purposes.
Dimensions Are Approximate of ~i ~! rJi
0/ -------.:. ....
z-• .('
Rell: ~rive
V I C I NIT Y MAP
(1;0 Scale)
T-l~
LEG END
Approximate Locati~n of
Test Trench Excavations
-=-----..::l~ Q sw
Indicates Geologic
Formation And Soil
Classification
----
P LOT P LAN
Approximate
Scale
1". = 100'
1-50 -Natura I Ground Contour
\
/
REF ERE N C E
Grading plan For Bee-Cee
Company by R.L. Fefferman,
civil Bngineer _ .. No Date
Job No. 70-2097
Lorna Laguna Subdivision ~ite
Kelly Drive & Park Dr1ve
Carlsbad, California
FIGURE NO. I
Trench No.1 o ~ Medium dense damp
dark brown sandy
clay -clay ( CL)
(Expansive) -'--, " " -' , " " , , Medium dense to , --, , dense damp brown --
-fine to coarse
5 silty sand ( SM)
c
-, -._-Medium dense -1--' dense damp brown . -----
-----clayey fine sand -------. (SC ) ---
+l
Gl Gl rx.. , .. .,' -. -Dense damp brown . ' .. -fine, silty sand .. (SM) -
s::
'M
Q)
U 10 It!
4-l
~ ::s U)
'U s:: ::s 0 Trench No.4
~ 0 ~
~ r-i
Q)
c:I:l
,.c:
, \\ Medium dense dry
dark brown sandy \
\ \ clay topsoil (CL)
\ \ (Expansive) , \ \ +l 0.
Q)
0
5
\ \ \
\ ContinuedExpan@YE \ \
" \ Sandy Clay
\ \
" ,
\ \
"
. --. Dern e damp brown -. -----very fine sandy (0-clayey si lt \ ' (ML) -
, ---. --. 10 , .
r'_ ......... _ ....... _ .... _.~ ... _~_. ,.,.-. ..
TRENCH
y M S
il07 8.0 -
y M S
110 10.0 0.5
+l
Q)
Q) rx..
s:: 'M
Q) u
It!
4-l
~ ::s U)
'U s:: ::s 0
~ ~
~ r-f
Gl
c:I:l
.c: +J 0.
Q)
0
o
5
10
0
5
10
y ---
M ---cD ---
@
\l\ ,
'" M -~ < " ., y
Medium dense dry ~(O\ darK' brown sandy '.~' clay', (CL)
--
, . -:;~. -. ' " , Dense damp light. .
--brown very fine -sil,ty sand (SM)
--.;~ ; ,
,':';', "
-. , . :':
. -Deii'se Jamp gray-. broY.7,n fine silty
, . _._-sandY' (;:iM)
---y
Dense jamf) gray-
brown very fine
silty sand -silt
, '(SYl-ML)
Trench No.5
\ \\ Medium ~ense damp y M ,\ dark brown sandy ~l~ I--.~l-_qy _ J.C~1,l.._. __ . ___ --_. ---------0.;2 Dense -, medium -00--dense damp red ",:-"'-brown sand with '" 0 '" --..:> ~-). :~ gravel (GM)
0:)---,
---
------, ----Dense damp brown ----
. , -::: ---silty sand-sand ---. -with some clay ---,-
, binder (3C) ----
,-
'--. ~-
" "
LEG END
Dry Density-Lbs/Cu.Ft.
Moisture-Percent of Dry Weight
Shearing Resistance-Kips/Sq.Ft.
Undisturbed Sample
S
'-~-'-
S
.: -",,'
LOGS
o
10
+l Q)
Q) rx..
s::
'M
Q)
U 20 It!
4-l
~ ::s U)
'U s:: ::s 0 ~ 0 ~
~ 0
r-f
Q)
c:I:l
.c: +l 0. Q)
0
10
Trench No.3
\. ~ ... ,.' "
. -, ,
, , ,-
Medium dense dry
dark brown clay -
Medium dense to
dense dry gray.
fine silty & sand
( SM)
--_.
Medium dense dry
gray brown silty
sand (SM)
~~-+------------------,--, , Medium dense dry
red brown sand
I~--I---------"--'-
Trench No.6
1\\\\ Medium dense dry --dark brown sandy ----1\ clay (CL)
(Expansive) ------,-,----, --Dense damp brown -0' interbeded fine
" --, --silty sand and ----very coarse sand -"-----(SM&SP) - -.. ~
-, "
---..
-.-
, , '" -,-, ..
---~ Interbeded gray
~:. -=...:;.--::: silty clayey sand ---._, --.
Disturbed Sample (SM) Unified Soil Classification
y M S
112 7.5 0.6
y M S
112 6.5 1.1
Job No. 70-2097
FIGURE NO. II
T RE\CH
Trench No.7
~ Medium dense dry y M S
dark brown clayey
sand -clay (CL)
-o---=--0 Medium dense damp '(1:>o red brown sand ,,-::./, with cobbles (GM) 0--
t!JO.;) -u --
-~.---.--. .., '-.. ----...•. _._ .. _-----
+.l
«l +.l «l r... Q)
«l
I=: '-
r...
-M I=: oM
Q)
() Q)
ttl
IH
H
()
ttl
4-l :J
U) H
:J U)
'0
I=: :J
0 Trench No. 10
H 0 t!J
)
0 r-I
Q)
a:l
~'.f\ i y M S --I
- ! ---1-'\, Medium dense dry
~~-k brown silty sand
to clayey sand -'. ,
Slope Wash ( SC) !
(Colluvium) r
.. -
~ ~) !';: -'---~
'::lo~;} I"J Dense to very . .
5 . dense damp brown ' ..
c) ~., (J silty sand with .
~ . . gravels (GM) ...
" .-' I-==---f-------.-~.-.----
10
Trench No. 8
o , Loose drY-dampllt. y M , .
, . tan fine silty
< . sa~~" ( 8M) I f-;--,--I
:CD Loose-medium dense
damp ~.dark brown
\ silty·'.sand 1 . --.
~
!\LLUVI~~ __ .. _
5
--'--Medium dense ----dense dark brown 1--, .~ silty sand •.. -.
.1 \ ...:._
--
10
Trench No. 11 o ~ y M Loose -medium
dense dry dark br.
sandy clay (CL) ----~.-----~--.. . ---------.•
1---
~OX
-
---
-.--
-Medium dense darmp '. -
5
--.-light tan very ---fine sand ( SM) -. -
. . --_ .
_.:E: ,'~ .:".i
co "~ . --.. Becoming
__ J
0'~ coarse .-'. & with gravels 0 :' -
--10 0,::':> .-.
~ --
LEG END
y ---Dry Density-Lbs/Cu.Ft.
Moisture-Percent of Dry Weight
Shearing Resistance-Kips/Sq.Ft.
Undisturbed Sample
M ---0---
S
e
LOGS
D
S
5
+.l
Q)
Q) r...
I=:
-M
Q) 10 ()
ttl 4-1 "H
:J U)
'0 I=:
:J 0
H 0 (!J
~ r-I
Q)
a:l
.c
+.l
0.,
Q)
Q
5
10
Trench No. 9
, , --. · ,
· .,
· \
0 Loose dry tan ·Lj fine silty sand · . . I,LLlNIUM ,I
, • I-
"
\ · · . , ,
-~, -. -.•
-.. ~ -Medium dense to · .. .•. dense damp brown · ---. coarse sand with " ~ -
· -.• gravel (GM) --. --. -~
. " __ 4 ____ _._ .. _-.... _--_._----
Trench No. 12
.. -~ ..
~. "" Medium dense
---~ dry dark brown
-.l~-clayey sand (SC)
•. ----.-----. -'-------
.~ -
-'. -
-G)~ Medium dense damp
gray -light gray -. fine silty sand . ---.
-with clay binder
... ( SM)
@ Disturbed Sample (SM) Unified Soil Classification
y M S
..
y M S
109 8.7 0.8
Job No. 70-2097
FIGURE NO.III
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