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Plan ck. #
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3/2 \ IttJ
Job No, ~fllo'o90 Co\?
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JOHN VERNON & ASSOCIATES I PROPERTY
1859 SOUTH ESCONDIDO BOULEVARD DEVELOPMENT
ESCONDIDO, CALIFORNIA 92025 ENGINEERS INC
TEL. 619n43-8808 , -
Date "7/7-'/"'11
Job No. GP 11~'jD Cþ Page No.
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JOHN VERNON & ASSOCIATES I PROPERTY
1859S0UTH ESCONDIDO B.OULEVARD DEVELOPMENT
ESCONDIDO, CALIFORNIA 92025 ENGINEERS IN
TEL. 619/743-8808 . C.
Date 3/z'l q I
Job No. dPI~40 c.p Page No. 3
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JOHN VERNON & ASSOCIATES PROPERTY
1859 SOUTH ESCONDIDO BOULEVARD DEVELOPMENT
ESCONDIDO, CALIFORNIA 92025 ENGINEERS INC
TEL. 619n43-8808 ' .
Date
Job No.
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1859 SOUTH ESCONDiDa BOULEVARD
ESCONDIDO, CALIFORNIA 92025
TEL. 61.91743-8808
Date
Job No.
'3/2.I/e"
Gf'I/O¿,c¡O G'J?
Page No.
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PROPERTY DEVELOPMENT ENGINEERS, INC.
1859 SOUTH ESCONDIDO BOULEVARD
ESCONDIDO, CALIFORNIA 92025
TEL. 61!¥743-8808
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COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION &
FLOOD CONTROL
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Preps +òd by
u.s. DEPARTMENir OF COMMERCE
NATIONAL OCEANIC AND AT, OSI'IIENIC ADMINISTRATION
SPItCIA&. ITUDIIU BRANC", 0 I'F'/C Ii Of' It DROLOGY. NATION"I. Wf:ATIIJJ:H S¡¡;RVIC&
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APPRNnTY YT-R
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION &
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151
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U.S. DEPARTMENtI' OF COMMEf<CE
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Directions for Application:
1) From precipi tation rlaps detennine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrology
r~anual (l0. 50 and 100 yr. maps included in thE
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessary) so
that it is within the rang~ öf 45% to 65% of
the 24 hr. precipitation. (Not ~rrlicable
to Desert)
3) Plot 6 hr. precipitation on the rioht side
of the chart.
4) Draw a line through the point parallel to the
plotted lines.
5) This line is the intensity-duration curve for
the location being analyzed.
---_...
Application Form:
0) Selected Frequency \00 yr.
*
1) P 6 = -_.~ in.. P 2 4 =: S, Z. I P 6 =:
P24
in.
S7.l? %*
2) Adjusted *P6= j,D
3) t =; iD min.
c "---- ~
4) I;: I.,Y"'-, in/hr.
'Not Applicable to Desert Region
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SAN Of EGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES'
DE SIGN M.ANUAL 1
APPROVED /l/ /1 /w:/j~-!-d ~-..
URBAN AREAS OVERLAND TIME
OF FLOW CURVES
DATë: I'Z.../I/. t¡
APPEND! X X - C
Ii
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
ApeLl 18, 19S¡4
Project No. CE-.5039
Mr. & Mrs. Phil Cohen
1504 Belle Vista Drive
Leucadia, CA 92024
Subject:
Report of Certification of
Proposed Cohen Residence
Via Cara Loma
Encinitas, California
APN 264-220-70
Compacted Fill Ground
Dear Mr. & Mrs. Cohen:
In response to your request, the following report has been prepared
to indicate results of soil testing, observations and inspection of
earthwork construction at the subject site.
Testing and inspection services were performed from April 7,
through April 14, 1994.
1994
Briefly, our findings reveal filled ground has been compacted to a
minimum of ninety percent (90%). Therefore, we recommend
construction continue as scheduled.
~--E.
Our firm was retained to observe grading operations with regard to
current standard practices and to determine the degree of
compaction of placed fill.
Grading plans were prepared by Property Development Engineers of
Escondido, California.
Grading operations
Excavating.
were
performed
b~r
WiJloc:l~
Grading
and
Reference is made to a previously subrni tted report entitled,
"Preliminary Geotechnical Investigation", prepared by Property
Development Engineers, and dated March 15, 1991.
Approximate locations and depth of filled f!;rouncl and extent of
earthwork construction covered in this report are indicated on the
attached Plate No. One entitled, "Test Location Sketch".
P.O, BOX 302002 . ESCONDIDO, CA 92030
(619) 480-1116
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
April 18, 1994
Project No. CE-5039
Page 2
Grading operations were performed in order to create level building
pads to accommodate the proposed dwelling and future tennis court
and swimming pool. Should the finished pad be altered in any way,
we should be contacted to provide additional recommendations.
The site was graded in accordance with recommendations presented in
the report by Property Development Engineers. However, expansive
soils were encountered during grading and exist at finish grade.
Therefore, special foundation recommendations will be required to
reduce structural damage occurring from excessi ve subgrade and
foundation movement.
The site was graded to approximately conform to project plans.
Actual pad size and elevation may differ. Finish grade operations
are to be completed at a later date.
LABORATO~Y_I~NG.
Representative soil samples were collected and returned to the
laboratory for testing. The following tests were performed and are
tabulated on the attached Plate No. Three.
1.
2.
3.
Optimum Moisture/Maximum Density CASTM D-1557)
Expansion Potential Test
Direct Shear Test CASTM D-3080)
SO It COBDJJ:J.Q.NS
Native soils encountered were clayey-sands and silty-clays.
soils were generated from the on-site excavation.
Fill
The building site contained a transition from cut to fill.
However, cut areas located within the bui lei ing area were over
excavated a minimum of 3 feet and brought to grade with compacted
soil. Over excavation was carried a minimum of 5 feet beyond
exterior building perimeter. Hence, no consideration need be given
this characteristic.
Overs ize boulders were encountered up tCJ 2. 5 feet in diameter.
Boulders were placed above grade in a rip-rap fashion in the
natural swale located to the south of the proposed residence. In
our opinion, too boulders will be non-detrimental to the proposed
construction.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
April 18, 1994
Project No, CE-5039
Page .3
Expansive soils were observed during grading and exist at finish
grade. Therefore, special recommendations Hill be necessary to
reduce the probability of structure damage,
The key Has approximately 20 feet Hide, a minimum of 2 feet in
depth and inclined into the slope. During earthHork construction,
native areas to receive fill were scarafied, watered and compacted
to a minimum of ninety percent (90%) of maximum density, Subsequent
fill soils were placed, watered and compacted in 6 inch lifts.
Benches Here constructed in natural ground at intermediate levels
to properly support the fill. To determine the degree of
compaction, field density tests were performed in accordance Hith
ASTM D-1556 or D-2922 at the approximate horizontal locations
designated on the attached Plate No. One enti t.led, "Te,st Location
Sketch". A tabulation of test results and their vertic:al locations
are presented on the attached Plate No. THO entitled, "Tabulation of
Test Results". Fill soils found to have a relative compaction of
less than ninety percent (90%) were reworked until proper
compaction was achieved.
RECOMMENDATIONS A~N~LDß~
Continuous inspection Has not requested to verify fill soils Here
placed in accordance with current standal'd practices regarding
grading operations and earthwork construction. Therefore, as eco-
nomical.ly feasible as possible, part-time inspection Has provided.
HencE:: , Lltl::: fulJowing reC(¡TfJ!uünda Liun~; <I ¡'t: J,'I;;I.:c] uti th(~ ;:1~3~JUmption
that all areas tested are representative of the entire project.
1) Compacted fill and natural ground within the defined
building areas have adequate strength to safely support
the proposed loads.
2) Slopes may be considered stab.le with relation to deep
seated failure, provided they are properly maintained.
Slopes should be planted Hithin 30 days of this report
with light groundcover (no gorilla iceplant) indigenous
to the area. Drainage should be diverted away from the
s lopes to prevent water f 10Hing on the face of slope.
This will reduce the probability of failure as a result
of eros,ion.
3) Continuous footings having a minimum width of 12 inches
and founded a minimum of 24 inches below lowest adjacent
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
April 18, 1994
Project No. CE-5039
P.'ige 4
grade for one and two story, respectively, will have an
estimated allowable bearing value of 1500 lbs. per square
foot.
4) Footings located on or adjacent to slopes should be
founded at a depth such that the horizontal distance from the
bottom outside face of footing to the face of the slope is a
minimum of 8 feet.
5) Plumbing trenches should be backfilled with
nonexpansive soil having a swell of less the 2% and a
minimum sand equivalent of 30. Backfill soils should be
inspected and compacted to a minimum of ninety percent
(90%).
6) Unless requested, recommendations for future improvements
(additions, additional grading, etc.) were not included in
this report. Prior to construction, we should be contacted to
update condition and provide additional recommendations.
7) Completion of grading operations were left at rough grade.
Therefore, we recommend a landscape architect be contacted to
provide finish grade and drainage recommendations. Drainage
recommendations should include 2% minimum fall away from all
foundation zone.
8) Prior to construction of the proposed pool, the pool
contractor should be contacted for concrete and reinforcement
design. Pool excavation spoil should be hauled off site or
properly placed on-site under the supervision of this firm.
If concrete pool decking is planned, it should be underlain
with non-expansive, compacted fill mat, placed a minimum
of 2 feet in depth and carried a minimum of 5 feet beyond
exterior slab perimeter.
9) Large recreational slabs such as tennis courts will incur
slab cracking. We recommend a structural engineer be employed
to review the soil conell tions presented in this report and
design a more stringent slab to better resist the effects of
on-site expansive soils.
10) Expansive soil conditions observed during grading
operations will require special recommendations to reduce
structural damage occurring from excessive subgrade and
foundation movement.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
April 18, 1994
Project No. CE-5039
Page 5
Recommendations set forth will reduce the probability of future
damage and should be strictly adhered to:
In the case of slab on grade construction, all continuous footings
should be founded a minimum of 24 inchc,f.:i below lowest adjacent
grade. In the case of raised floor construction, exterior perimeter
footings should be continuous and founded a minimum of 24 inches
below lowest adjacent grade. Isolated ini~erior footings should be
founded a minimum of 24 inches below lowest interior grade.
Continuous footings should be reinforced with two #4 bars top and
bottom( total of four bars). Steel should be positioned 3 inches
below top of footing and 3 inches above bottom of footing.
Interior slabs should be a minimum of 4 inches thick and reinforced
with # 3 bars on 18 inch centers both ways at mid point of slab
thickness.
Slab underlayment should consist of 4 inches of washed sand with
visqueen placed at mid point within the sand barrier (2 inches
sand, visqueen, 2 inches sand). Sand should be tested in accordance
with ASTM D-2419 to insure a minimum sand equivalent of 30.
Clayey soils should not be allowed to dry prior to placing con-
crete. They should be watered to insure they are kept in a very
moist condition or at a moisture content exceeding optimum moisture
content by a minimum of 5%.
Prior to pouring of concrete, North Cou~ty COMPACTION ENGINEERING,
INC. should be contacted to inspect foundation recommendations for
compliance to those set forth.
During placement of concrete, North County COMPACTION ENGINEERING,
INC. and/or a qualified concrete inspector should be present to
document construction of foundations.
:eo.s.T.=1Y"liS ~O.N - SLAILANJLJillIINJ2AT J 12lL-LAJlrJ1~ RN .ATJ~ YJi) ..
An alternative construction method to the above expansive soils
recommendations would be to have the slab designed as a post-
tension concrete system. The desig'n should be performed by a
licensed engineer engaged in this type of design and who has a min-
imum of 5 years experience. A post-tension design may prove to be
cost effect.i ve.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
April 1ß, 1994
Project No. CE-5039
Page 6
Continuous footings having a minimum width of 12 inches and founded
a minimum of 24 inches below lowest adjacent grade will have an
allowable bearing pressure of 1500 lbs. per square foot.
Prior to pouring of concrete, North County COMPACTION ENGINEERING,
INC. should be contacted to inspect foundation recommendations for
compliance to those set forth.
During placement of concrete, North County COMPACTION ENGINEERING,
INC. and/or a qualified concrete inspf-..-ctor ::;hould be present to
document construction of foundations.
U tiGERT.ALN IL.AlID-L111l'tATIilli~
It should be noted, foundation inspections on projects locat,ed
within The County of ~3an Diego juri.sclic.tion may not require
inspection by our firm. Therefore, thf-..- projf-..-ct ()wnf-..-r and/or the
general contractor may wai ve the inE:péction and assume respon-
sibili ty to assure that all recommendations presented in this
report are incorporated into the construction phase of the project.
However, North County COMPACT ION ENG INEER lNG, INC. cannot assume
liability for projects not inspected by our firm.
In the event foundation excavation and steel placement inspection
is required and/or requested, an additional cost of $160.00 will be
invoiced to perform the field inspection and prepare a Final
Conformance Letter. If foundations are constructed in more than one
phase, $110.00 for each additional inspection will be invoiced.
It is the responsibility of the owner and/or his representative to
carry out recommendations set forth in this report.
San Diego County is located in a high risk area with regard to
earthqual<;:e. Earthquake resistant projects En'f.: economically un-
feasible. Therefore, damage as a result of earthquake is probable
and we assume no liability.
We assume t,he on s1 te safety of our p(~rsonnel only. We cannot
assume liability of personnel other than our own. It is the
responsibility of the owner and contractor to insure construction
operations are conducted in a safe manner and in conformance with
regulations governed by CAL-OSHA and/or local agencies.
If you have any questions, please do not hesitate to contact us.
This opportunity to be of service is sincerely appreciated.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Respectfully submitted,
North County
COMPACTION ENGINEERING, INC.
~K~
Ronald K. Adams
President
RKA:kla
cc:
(3 )
(2 )
submitted
filed
April 18, 1994
Project No. CE-5039
Pa,p,;;ë 7
19.393
000713
FRDFOSED SlfLJ5l¡¿ ~AMILY DW¡¿LLU\J5
V IA LARA LOIVîA
~ 1\1 L \ t\.Il T A <; I LA
APr\.J Zt:o~- 2. 2.0^" 70
--J\¡>"
C- p.. ~ A L 0 IV\ A
TlLST
LOCATION
PROPOSr¿D POOL
AR~A
---- --
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\ CUT
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(ð 2'.: I
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SLOPE Cè 3: 1/'
~
PROPD5E.D
T¡¿f\Jf\JIS COURT
f\Rk::.A
CUT
Z NO ~LAL,
TEST LOCATION SKETCH
PROJECT No. C L /'-' 5039
PLA TE No. 0 f\J E
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAllU.LA'LlOlLJl~~~!~E.S.T._RE s \tlt:ts.
I.ES1'it J2Al'K H~ YEJIT.-<.- ElliLD. J2l{LJ2KtlSJ~L,[ Si2LL £EJKEJ~J'-
fJ2h WC.,.. MO~S.T. LJI,..L.c.IL~ET_-_. 'J'3.P..E CŒiPAG.T-IDli1.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
04/08/94 See
Plate
One
384. ¡:; 16. 0 115. Q .L 90. 5
.-' '.J
385.5 if). 6 117. 1 I 91.5
386. 0 l!::'.7 119. () [ 93. ()
385. 5 13. 1 117 . 7 I 92. 0
385. 5 14. 'Ì 11F; . .1 T 91. 0
é.
337. 0 16. U 117 . U T ~H. <1
386. 0 16. r) U.8. Ei I 92. 6
'-'
386.5 14.8 117.8 T 92. 1
J. 1.
377. DUNG 10. Q 119. 0 II 99. 2
u
388. 0 13. .3 115. '7 II 96.4
388. 0 12.9 11b. 9 II 99. 1
387.5 12.8 112. ~~ II 93. :'
378. 0 1:3. 'Ì 118. 9 I 92.9
é..
379. 0 13. '7 J :~~ O. () T 93.8
381. 0 12.2 12 ~i . '1 1 9ß.6
383. 0 12.8 124.6 I 97.4
384. 0 14. 0 lHJ. 5 I 93.4
38B.3RFG 13.6 111. ¡:- II 92.9
.)
3139. 3RFG 12. 6 112.7 II 93.9
389.3RFG 11. 13 110. 4 II 92. 0
385.5RFG 14. 2 113.6 II 94.7
04/11/94
04/12/94
04/D/94
04/14/94
REMARKS:
UNG = Undisturbed Native Ground
RFG = Rough Finish Grade
PROJECT NO. CE-5039
PLA TI~ NO. TWO
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TA Ji 0 .hAJ~ lilli - Q- E_-TItSi_~ RK S - Q L I ~
OPT IMUM MOIS'l'UlŒ/MAXIMUM DEN~) l'l'Y
SQlL_.DE.sil Rl EIl JLtI
TYEE.
Redish Brown Silty
Fine Clayey Sand
Tan Silty Sanely
Clay
s.At1.£L E NO.
CONDITION
INITIAL MOISTURE (%)
AIR DRY MOISTURE (%)
FINAL MOISTURE (%)
FINAL DRY DENSITY (pcf>
LOAD (psf)
SWELL (%)
EXPANSION INDEX
SAMPLL~
CONDITION
ANGLE INTERNAL FRICTION
COHESION INTERCEPT (PCF)
MAX. DRY DENSITY
llhftJLi.LJ_-
I
128.0
II
120.0
EXPANSION POTENTIAL
I
Remold ~jO%
12.2
1.5
15.5
115.2
19.8
13.2
62
DIRECT SHEAH
I
Rema ld 9 ():7¿
.-,.-,
¿¿
250
PROJECT NO. CE-5039
PLATE NO. THREE
OPTIMUM MOISTURE
.~.J'.---Rt.L
12.3
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