1994-3888 G
Street Address
C¡:( {ç5
I
Lf ( ¿¡50
Serial #
Category
386~G¡
Name
I
Description
Year
Plan ck. #
recdescv
3 rj'¿ //
.
-,
. Civil Engineering
. Land Planning
. Structural
. Surveying
MARCH 2, 1994
ill12.~"\~ fÞ-1-<11.f
£ ~"!~Þ1-I3-q~
1 OF~
HYDROLOGY STUDY
FOR
THE CORRE RESIDENCE
DESCRIPTION:
GRADING PLAN FOR SINGLE FAMILY RESIDENCE
200' N/O DUSTY TRAIL & COPPER CREST
OLIVENHAIN - CITY OF ENCINITAS
PARCEL 2 OF P.M. 14479
A.P.N. 264-221-10
OWNER/PERMITTEE:
LAURENCE & MARCIA CORKE
5030 VIA PAPEL
SAN DIEGO, CA 92122
619-452-7286
ENGINEER:
LOGAN ENGINEERING
120 BIRMINGHAM DRIVE
CARDIFF, CA 92007
619-942-8474
JUL 1 5 1994
,
120 Birmingham Drive. Suite 110 . Cordiff-by-the-Sea, CA 92007
Phone 619-942-8474 . Fax 619-942-8496
/
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Diameter (inches) ... 36 Mannings n ....... .035
Slope (ft/ft) ....... 0.0250 Q (cfs) ........... 12.20
depth (ft) .......... 1.15 depth/diameter ... 0.38
Velocity (fps) ...... 4.89 Velocity head .... 0.37
Area (Sq. Ft.) ...... 2.49
Critical Depth ...... 1.11 critical Slope ... 0.0286
critical Velocity ... 5.14 Froude Number .... 0.93
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COAST
CIVIL
~EN(} I NFE£{ I NG
L3.::-::-1' Cork,=
5::30 Via Papel
San Diego, CA 92122
Page One of Seven
subject:
Corke Residence, City of Encinitas Grading plan #3838 G,
Par 2, P~ 14~79, Dusty Trail Road, Encinitas, r~
r~1 Œ f~ l¿ li Iii Œ [ill
! ¡ JAN 2 2 1996
As Graded Geotechnical Report
RE:
Dear Larry:
""""'~ "o"r r,=,-"o-"- So""-""', Co--"- C~"~ 1 "'n-~-""""""~W' "h",- §~~,~~E~~Gi§~~~E.?
:_'"- .1 u ~y'l.'-""'-, -,_1~ c..::>'. .J.,,-,-. -,"l"':J~-'-'-~J.. "::.i .1C."-' .z'=vnT-or~'EN\J'INn7'\V-'.:;;
observation and compaction testing during the rough grading
operations at the above referenced site. It is my opinion that the
rough grade pad is in e onf ormane e to the r eeomme::1da t i 0:-.:.3 made in the
preliminary soils report which \iaS performed by this firm, entitled
"þ~ pr-eliminary Soils Report, Prepared for: Larr-y Cod:e, Parcel 2 of
PM 14479, Dusty Tr-ail, Encinitas, CA", the approved gradi::1g plan
3888-'-' (ana' '-}-,o concu"--en'-'y -p"""o"o":: C".~-"-...._l..~ C- ~'-----'-) _,..,~1 th-
. \..:J 1. 1...1~-~ -- ""-"- l~'-':' 0. &:""- "~~ Uh'::>'.':"'-'\.."":'" -~ ",.1c....';j""'" , o.l.'~ ~..'"
applicable ordina::1ces of the City of Encinitas. Attached to this
report is a summary of the co~pac::o~ tests a~¿ l~bo~~:~~Y resc:lts
=~om this project.
Geology
Geologically, the site is located in the foothills of
r-a~ge mountains of the western margin of the Southern
Batholith. The underlying soil is we~thered volcanic
granitic rock of the cretaceous age.
the Peninsular
California
rock and
No ground water was uncovered during the grading operations.
Gradinq Qperations
The following grading occurred from 10/6/95 to 11/27/95:
Prior to the placement of fill all vegetation and debris was removed
from the grading envelope. A key trench was cut along the toe of the
fill slope. This trench was then inspected by a representative of
this firm as well as the Encinitas field inspector. The alluvial
material was removed and recompacted prior to placi~g fill material.
As the filling operation proceeded, the original ground was "benched
in" and scarified in order to rework the top soil layer.
Using a D-g bulldozer- and a rubber tired front loader, the existing
o~ site soils from the cut area were then spread in to 8i inch lifts,
wate~ed, and compacted to a minimum of 90% relative de~sity.
11315 Rancho Bernardo Rd., ste 131, San Diego, CA 92127
(619) 675-9097
Page 7wa of Seven
ÇL::-- ~sL:i,J}g-QJ2_e_;:A_t ioj," s ~--9:1 '::__L'}~~~
All f~l~ slopes a~e 2:1 0::- flatte::- a~d thei::- maXlm~~ height is
101 feet. All cut slopes are 2:1 o~ flatter a~d thei::- ~aximum
, . " . " n .¡: "-
~e:g~~ :5 ~ot _ee~.
The cut slopes are stable,
cerneD.ted soil
, . '
an<=: 'JO':"::ë.D.:'-: -~_.,.
As the filling proceeded, periodical sa~d cone tests were
performed to verify the 90% minimum relative de~sitj. All
te3ting, laboratory analysis, and maximum density curves were
performed in accordance to ASTM Methods. Attached is a summary
~ .,. "
c: ::-l1S c.a:.a.
:';0 oversized roc'.: Has plë.ced :n the :ill.
The c~t side of the pad (within lOTi of the propose¿ str~cture3)
was removed to an elevation of -3' below pad grade, ana
recompacted to a minimum of 90% relative density. with --- the
proposed building area a 2't thick lens of light tan, sandy soil
was imported to the site in order to establish the proposei l:nes
and grades.
ConclusioD.s
In general no soil or geological conditions were encountered
which would preclude the proposed development of the site.
The predominant native soils encountered by the grading are
considered to have a 10H expansive potential, and the imported
cap 1S to be considered non-expansive. Therefore no special
design considerations will be necessary.
m~- -~"-~c~~'a~Q~ ~Ot~_'.L a-~/-y ~~~~-y-~~~a1 ~e~~1~m...e~~~ fu--_, t'.~e
':'.L":::: c:..L.L'-..L. -'-l;' '-~'-'- ¥.' "-"-'- u- '-'-.J..J..J..::::_::::....L~';' J. --¥---,,;---.- - ---
proposed structures may be considered to be within the to~erable
limits.
?~ge ?h:ee 0= 5~ve~
E9_lol_IlçL?- t i O!l --~~i?_:3}:3}?I1d~ tj.QD_~
The foundatioil system for the proposed structure shall be
desiç!led by the project structural eng:!lser. The follcwi~g
reco:,~",eLdations ë.re b2.sed upo::. soil co::.sid¿::-atio:ès o;:"l:¡-, They
sh~ll be co~sidere¿ a ~i:èimumde3ig~, a::.d shall be reviewed b;
the project structural eng:neer for thei~ a¿e~uacy;
For two story co::.structio::., the mi::.imum =oundation =h~:l be 15
i::.ches wide a::.d fou::.ded 18 i!lches below grade. For the single
story constructio!l, the mini",um foundation shall be 12 iI1ches
wide and fou~ded 18 inches below grade. Both types of
constructio::. shall have four #4 bë.rs of rei~£orcin~ =~::~. Two
bars shall be placed 4 i!lches below the top of £ou::.datio~, a::.d
the other two bars shall be placed 4 i~ches from the bottom of
f ounda t i o:-~.
'l'hese reco;:;me~cl?tio::'3 are based ::.po::. soil characteristics o:-:.ly
and do not reflect any special considerations imposed by the
building design which may require a stronger fo::.::.d2.tion. The
proposed foundations may be designed utilizing an ë.lloHë.ble
bearing pressure of 1500 IbIs:. This value may be i~creased by
1/3 for the design of loads that include wind and seismic
a~alysis.
Slab on g2:¡;;,de shall be at leas t 4" thi ck and reinf arced wi th
numb e r 3 r e bar p 1 aced in a g rid on 2 4" c e:1 t e r s . Its haIl be
poured 0::' four inches of clean washed bedding sand (::.ative sands
are not acceptable) with a 6 mil. visquee::. vapor barrier plë.ced
at mid-depth in the beddi::.g sand. In addition, in order to avoid
drying shrinkage cracks or minor settlement cracks from occurring
in aesthetically or struct::.rally sensitive areas the architect
for this project should provide a sche~atic diagram 0: the
locations of the saw cut contro: joi:1ts in tte ho~3e. The
maximum ë.llowable square footage of m02olithic co:1crete for tte
interior slab (with o~t saw cuts) sho::.ld not exceed 150~ sf.
(These sections shall be more or less square in shape with the
1 - ~ ~ ~ 1.., - 'n O~ =>.. ~;, -d; 'n g 1 r: t ~ m';, - ~ 'h - ,.~ c., ~ 1.,) ;n".::>':¡ - ~ '- '-, -= '.-""';, - -
J.,=,~~<,;L._~':;' .. ... --'.'---'=' --~- ....-' ....".-.:;, --.'=' o'l-'- '...~.. ~"~- '-":'-:::¿--~ '--- -~J._':;'-:::
saw cuts should be 1/5 of the thickness of the slab, and be
installed withi::. 24 hours of the ?our. Tooled control joints (as
opposed to saw cut) 2.re preferable for garage slabs a::.d exterio~
-£lat HO~~:.
All utility tre~ches shall
cornpacti::.g device prior to placement of any
~e properly bac~=illed a~~ corn~ac~ea
. , , ,.,
Wl~n ë. mecnan:ca~
c':J:r~cr=~e .
p.ll
fo::.ndation exc2.vations shall
. .' .
~- IT."3pec::.eo. ::':} '-~'~'::>
engineer prior to placement of concrete.
? ?.; -ë-
~" ,::;, ,,::-
- --
'-, =- -,: =--'
- -- . --"
p._~t--""i r:. i,~_'d_~Ll-R.:"'- ,::; O:T-:::-",=-=~;ls..tL~~.3-
~ ..
the è.e.3iÇj!'"~
~ -
ret=.i:Ün;
The following v?lues should be
walla for this project:
,
Ret?ining wa11S, which 2r~ no~ ~ixed ?~ the ~ap and h?ve
baa:::Eill 2.re to be deai;;::.e:. ~~- --- ?,,:::-':'lve ---- press:.:.re
-'
leve:
eç_Üvalent
':0
a
:1'_,id
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-
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are
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-
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-- -
:: est r a i:" e::'
-- -
:r,e
:¿rc,je,:t z.::c;-;.ite,::;t. ~;:,-=--- reta:.:_:.!'"_;; ~.¡=,lla
top 2r:. at-rest soil preS3~re u. no: cess
",sed for aeslg:l of the .._II.
- -
. ,
:. .:~a::
=,3. 'J
'fl'::;:::
, .,
- -- - ,
.. ,-- , '
------
De
A p:::.ssi'Je 30il pressul:"e 'fal,,:e ~"'..J:" ,;re?ter ---_u 2::0 " .3:~?11 be
~-~--_. .. ..:.:oefficie!'"~t ~- frictio:-, not ;reater ~",c.,.:;.3=' - be
asa"""ecl :'Jr resista!'"~::e of sl:.::i:".;¡ ='et~'ìee:-~ -::o::,::;rete __n- ----'
L"mitatio:ls
This compaction report only covers the observations ---- testi::ç
:: 0::- ~;.'= grading 0:E the pê.G. ê.!:"ea ê.S ~ ~ S=:O',iD on the ê.:' t a.::.;::-~e::. tes t
location plat, This grê.ding occurred betwee:-: 9/6/95 ana
11/27/95. The oplnlO:-:S prese::te::. herei:: are based on
observations ê.nd test results, and ê.re limited by the scope o~
services thê.t South Coast Civil Engineering agreed to perform.
Recor-:.:T:endations made on site during tho; g:::-ê.din; ope:::-aticc, and
those contained in this report ê.re in ê.ccordance with current
generally accepted e:-:gineering practices. No warranty, express
or implied, lS given or intended with respect to the services
which were performed.
If there ê.re any questions
contact me ê.t 675-9097,
OT'.
this r::3.tter,
.
p1e~.se
feel
free
to
Sincerely,
Da:.e
~L~~ --
~:'..i.s.::ell Ee:::--;¡ener
J!lili.
R'==
44641
:::: :.::.:' .
":{ I'}' / v',':'
- í ..).:.. -' '..)
PAGE S of 7
COMPACTION TESTING SUMMARY SHEET
Corke Residence
Par. 2 of P.M. 14479
-
MAX I MUM DEN S I TY SUMMARY
MAX I UM WET OPTIMUH HAXIHUH DRY
NO, DESCRIPTION DENSITY HO I S1URE DENSITY
1 Silt. RockY S1. Clayey. Orna. B r OIvr 141.7 9 n 130.0
2 Sand. Silty Liaht Tan 135.3 10.0 123.0
3
4
5
6
I~ION l TEST RESULTS I
FROM TO HET DRY MAX, DRY RELATIVE
TEST ORIGINAL FINISH DENSITY MOISTURE DENSITY DENSITY OPTIMUM DENSITY %
NO. DATE GROUND PAD LBS,jFTS % LBSjFTS LBS ./FTs MOISTURE
1 10/9/95 -4 -14 130.7 9.4 119.5 130.0 9.0 91.9
2 -2 -12 134.2 9.8 122.2 94.0
3 . -0 -10 129.2 9.3 118.2 90.9
4 10/10/9 ) +1 -9 131.9 9.3 120.7 92.8
5 10/11/9 ) +2 -8 135.3 11. 1 121.8 93.7
6 10/12/9 5 +4 -6 133.9 10.3 121.4 93.4
7 10/19/9 5 +6 -4 131.7 10.7 119.0 91.5
8 11/8/95 +8 -2 123.5 9.0 113.3 123.0 10.0 92.1
9 +10 -0 127.9 10.2 116.0 94.3
10 -2 -0.5 128.2 9.7 116.9 95 0
11 -3.5 -1.5 123.0 8.1 113.8 92.5
12 +8.5 -1.5 127.4 9.9 115.9 94.2
13 ' -4 -0 126.2 9.8 115.0 93.5
14
15
16
17
18
19
20
21
22
23
PAGE G of 7
COMPACTION TESrrING Sill'1MARY SHE~r
Corke Residence
Backfill Wall
MAXIMUM DENSITY SŒvIMARY I
MAX I UM HEr OPTIMUH l-LI\XIHUH DRY
NO, DESCRIPTION DENSITY MOISTURE DENSITY
1 Sep ~ :!t2
2
3
4
5
6
I EL~ION -I TEST RESULTS ]
FROM TO WET DRY MAX, DRY RELATIVE
TEST BOTTOM TOP OF DENSITY MOISTURE DENSITY DENSITY OPTIMUM DENSITY %
NO. DATE WALL WALL LBS,jFTS % LBSjFTS LBS,jFTS MOISTURE
14 11/17/9 ) +2 -7 124.1 8.9 114.0 I? i. 0 10 0 q? 7
15 't +2.5 -6.5 125.1 9.1 114.7 93.3
16 11/21/9 ) +4 -5 126.1 9.6 115.1 93.6
17 +4.5 -4.5 135.6 12.9 120.1 97.6
18 +6 -) 131. 9 11.9 117.9 95.8
19 +8 -1 128.9 11.7 115.4 93.8
20 +8.5 -0.5 128.2 11.9 114.6 93.2
21 11/27/9 +9 -0 127.9 10.9 115.3 1 Q~ '7
..
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