1997-5146 CN/G/PE
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Name
Street Address
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Serial #
Description
Year
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Plan cK. #
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June 12, 1997
P.O, Box 1195
Lakeside, CA 92040
(619) 443.0060
..
Tom Lyles
1112 Crest Drive
Encinitas, Californla
JUN 16 1997
E:N(~.I!'~EEFif!\;G SER\i¡CI::'::;
C¡ ry OF 1:\11'"'1', I'~A(-' .-v
,... 'V" ~'I ()
92024 .. .. c'
SUBJECT:
File No. 9472
SITE INSÞ~CTION -ADDENDUM II
Temporary Slope
Proposed ~esidential Building Site
2040 Cambridge Avenue
Cardiff area, City of Encinitas
Dear Mr. Lyles:
The so; ls at the subject site wi 11 safely stand at a temporary
slope of 3/4 horizontal to 1 vertical per the fOllowing:
-
~ (Friction Angle) = 37"
(Cohesion) = 240 psf
Ns (Stability Factor) = 22
ð (Slope Angle) :;; 63"
FS (Factor of Safety) = 2
Y (Un'it Weight) ::: 108
He = CN = g4Q.lg_?J = 24
y(f s) 108(2)
The proposed cut slope maximum height of 10 feet is acceptable.
If you have any questions, please do not hesitate to contact our
office.
Sincerely,
~~~~;~1650---'
JCS/ss
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11 TABLE 10,2 STABILITY FACTOR.N~ = Hc*Y/c BY LIMIT ANALYSIS.
Friction Slope
At/gle Angle
.p. Q, -sroPé Angle ß. l)egFees
Degrees Oegæes 90 85 80 75 70 65 60 55 50 45 40 35 :J() 25 20 15
0 0 3.83 4.081 4.325 4.57 4.789 5.026 5.25 5.462 5.760 5.86 6.063 6.249 6.51 6.602 6.787 7.35
5 0 4.19 4.502 4.818 5.14 5.469 5.807 6.17 6.526 6.920 7.33 7.839 8.414 9.17 10.130 11.668 14.80
5 4.14 4.436 4.740 5J)5 5.366 5.691 6.03 6.384 6.764 7.18 7.645 8.194 8.93 9.821 0.271 14.62
f.{
10 0 4.59 4.971 5.315 5.80 0.249 6..132 7.26 7.844 8.515 9.32 10.298 11.606 13.53 16.636 23.137 45.53 -
5 4.53 4.907 5.300 5.72 6.153 6.625 7.14 7.717 8.375 9.14 10.129 11.416 13.26 16.368 22.785 45.15 ~
10 4.47 4.829 5.207 5.61 6.031 6.487 5.98 7.543 8.180 8.93 9.872 11.109 12.97 15.839 21.957 44.56 ~
'C
15 0 5.02 5.498 6.012 6.57 7.1~6 7.854 8.64 9.537 10.642 12.05 13.972 16.829 21.11 32.108 69.404 ::!
5 4.97 5.437 5.940 6.49 7.084 7.754 8.52 9.418 10.513 11.91 13.816 16.652 21.50 31.850 69.047 <:..
~ '0 4.90 5.363 5.853 6.39 6.97' 7.623 8.38 9.262 JO.339 11.73 13.591 16.383 21.14 31.318 68.256 2
15 4.83 5.210 5.743 6.28 6.825 7.460 3.18 9.045 10.088 11.42 13.228 15.916 20.59 30.254 65.173 g
20 0 5.51 6.099 6.751 7.48 8.299 9.253 10.39 11.799 13.628 16.18 19.993 26.655 41.21 94.632 ~
5 S.46 6.O4ú 6.681 1.40 8.212 9.157 10.30 11.687 13.500 16.04 19.850 26.485 41.06 94.371
10 5.40 5.~ 6.598 7.31 8.105 9.038 10.15 11.542 13.346 15.87 19.641 26.232 40.73 93.776
15 5.33 5.882 6.496 7.20 7.970 3.886 9.98 11.347 13.122 15.59 19.322 25..818 40.16 92.898
20 5.25 5.773 5.366 7.04 7.793 8.681 9.78 11.066 12.785 15.17 18.770 25.011 39.19 88.632
25 0 6.06 6.793 7.624 8.59 9.695 11.048 12.75 14.972 18.098 22.92 31.3J3 50.059 120.0
5 6.01 6.735 7.556 8.52 9.611 10..955 12.65 14..864 11.981 22.18 31.188 49..887 119.8
10 5.96 6.566 7.475 8.41 9.508 10.842 12.54 14.727 17.829 22.60 30.986 49.635 119.5
15 5.89 6.584 7.378 8..30 9.382 10.700 12.40 14.547 17.623 22.37 30.687 49.234 118.1
20 5.81 6.<m3 7.258 8.16 9.2'20 10..514 12.11 14.297 17.325 21.98 30.198 48.503 117.4
25 5.71 6.354 7.104 7.97 9.003 10251 11.80 13.922 16.851 21.35 29.245 46.759 115.5
30 0 6.69 7.607 8.675' 9:-96 -11.485 13.439 16.11 19.712 25.413 35.63 58.274 144.199
5 6.63 1.550 8.607 9.87 It.4oo 13.348 16.00 19.607 25.298 35.44 58.127 144.011
10 6.58 7.483 8.529 9.79 11.301 13.239 15.87 19.475 25.151 35.25 57.924 143.738
15 6.53 7.404 8.436 9.67 11.180 13.104 15.69 19.305 24.956 34.99 57.629 143.307
20 6.44 7.309 8..323 9.54 11.029 12.931 15.48 19.076 24.682 34.64 57.159 142.538
25 6.34 7.190 8.181 9.37 10.833 12.700 15.21 18.744 24.265 34.12 56.302 140.842
3i) 6.?2 7.038 7.995 9.15 10.561 12.369 14.81 18.216 23.544 33.08 54.252 134.524
35 0 7.43 8.581 9.969 11.68 13.857 16.774 20..94 27.448 39.109 65.53 166.378
5 1.33 8.524 9.902 11.60 13.774 16.685 20.84 27.344 38.995 65-39 166.220
10 7.32 8.458 9.825 11.51 13.676 16.578 20.71 27.216 38.851 65.22 - 166.003 . .,
15 726 8.382 9.735 11,41 13.560 16.448 20.55 27.053 38.662 65.03 165.720
20 7.18 8.291 9.627 11.28 13.417 16.285 20.36 26..836 38.401 64.74 165.188
25 1.11 8.180 9.494 11.12 13234 16.072 20.07 26.533 38.015 64.18 164.298
30 6..99 8.041 9.325 10..93 12..990 15.778 19.73 26.071 37.384 63.0«;1 162.333
3S 6.84 7.858 9.098 10.66 12.641 15.331 19.21 25.271 36.150 60.80 154.918
40 0 8..30 9.771 11.608 14.00 17.157 21.124 2'8.99 41.881 71.485 185.6
5 8.26 9.113 11.541 13.94 'f7Jt69 21'.635 :z8.84 41.784 71.370 ffiS.5
10 8.21 9.649 11.465 13.85 16.914 21..530 28.69 41.657 71.226 185.3
15 8.15 9.574 11.377 13.72 16..860 21.405 28.54 41.498 71.038 185.0
20 8.06 9.487 11.213 13.51 16.723 21.249 28.39 41.290 10-780 184.6
25 7.98 9.382 11.147 13.42 16.551 21.049 28.16 41.002 70.406 184.0
30 7.87 9.252 10.989 13.21 16.326 20.779 27.88 40.578 69.812 183.2
~ 7.76 9.086 10.184 12.95 16.016 20.391 21.49 39.885 68.728 182.3
40 7.61 8.863 10.501 12.63 15.551 19.773 26.91 38.525 66.119 181.1
May 8, 1997
P,O. Box 1195
lakeside, CA 92040
(619) 443-0060
Tom Lyles
1112 Crest Drive
Encinitae, California
92024
SUBJECT:
File No. 9472
SITe INSPECTION -ADDENDUM I
Proposed ReSidential Building Site
2040 Cambridge Avenue
Cardiff area, City of Encinitas
Dear Mr. Lyles:
The brown, silty, coarse sand encountered in Exploration No.1 at
4 feet in depth is suitable for use as the sand blanket under
concrete 81 abs. '
With the site slope of 19 percent, the active pressure equivalent
to the pressures developed by a fluid with a density of 34 pcf
should be used in designing retaining walls. Restrained walls
should be designed for the additional equivalent fluid of 27 pcf
applied tr1angu1arly for the cohesionless 80ils,
Allowable passive pressures are 290 psf at the surface increasing
at the rate of 4000 pst per foot of depth. The coefficient of
friction of conorQte to soil is 0.5.
If you have any questions, please do not hesitate to contact our
office.
Sincerely,
,ttll.j rl'ßsrl'I~I~S
~ ",,'.O,L.:
April 1, 1997
P.O. Box 1195
Lakeside, CA 92040
(619) 443-0060
Tom Lyles
1112 Crest Drive
Encinitas, California
92024
SUBJECT:
File No. 9472
SITE INSPECTION
Proposed Residential Building Site
2040 Cambridge Avenue
Cardiff area, City of Encinitas
Dear Mr. Lyles:
SCOPE
In accordance with your request, a Site Inspection has been
performed at the subject site, more particularly described as:
APN 260-384-29,30.
The purpose of this investigation was to examine existing site
condi tions and provi de engi neeri ng recommendat ions for the two
story twinhome presently contemplated for this site. It is our
understanding that proposed grading will consist of excavating soil
from the existing slope to provide garage access. Backfill of the
retaining wall on the east side of the structure will be tested
1 ater.
FIELD INSPECTION
In order to accomplish our purpose, a representative of this firm
visited the site, reviewed the topography and site conditions and
vi sua 11 y and textua 11 y class i f i ed the surface and near surface
soils. Representative samples of the on-site soils were obtained
from two explorations you provided near the proposed foundation
areas. The samples were tested for density, shear strength and
expansive characteristics.
SITE CONDITIONS
The subject site is an undeveloped, westerly sloping, rectangular
parcel located on the west side of Cambridge Avenue. Vegetation
consists of ice plant and weeds. Adjacent properties are occupied
by multi-storied residential structures.
1
Tom Lyles
File No. 9472
April 1, 1997
SOIL CONDITIONS
All of the soils encountered in the test explorations were silty
sands and were not considered to be detrimentally expansive with
respect to change in volume with change in moisture content. No
man-made fill materials were observed during the course of our
investigation, however some of the native soils were loose and
compressible.
In Exploration No.1, the soi ls were loose to the bottom of the
excavation, approximately 5 feet. An in-place field density test
taken at 4 feet in depth indicated relative compaction to be 75
percent. We anticipate that the more dense formational material we
encountered in Exploration No.2 will also be encountered in the
area of Exploration No.1 within the next two feet of depth.
In Exploration No.2, on the easterly side of the site, the surface
soils were loose and compressible to a depth of approximately one
foot. Beneath these loose soi ls, we encountered medium dense,
silty sands to approximately 3 feet in depth where formational
material was encountered. An in-place field density test taken at
3 feet in depth indicated relative compaction of the native soils
to be 93 percent.
None of the soils we considered to be loose are suitable, in their
present state, for supporting structures.
FOUNDATION RECOMMENDATIONS
We anticipate that the grading to achieve the garage finish floor
grade will remove much of the loose material we encountered. Any
loose soils remaining should be recompacted to at least 90 percent
of maximum dry density in accordance with the Grading
Specifications in this report. If recompaction is not performed,
footing excavations must extend through the loose soils at least 12
inches into firm format i ona 1 mater i a 1 . We recommend that the
foundation excavations be inspected prior to placement of forms and
reinforcing steel to insure that adequate depth has been achieved.
None of the on-site soi ls were considered to be detrimentally
expansive. This minimum foundation recommendation is based upon
the non-expansive soil characteristics and not structural
requirements.
Conventional spread footings founded a minimum of 12 inches for one
story structures and 18 inches for two story structures be 1 ow
lowest adjacent grade and having a width determined by the
allowable soil bearing value as detailed below are recommended for
foundation support. Footing widths should be at least 12 and 24
2
r
I
Tom Lyles
File No. 9472
April 1, 1997
i nches for conti nuous and square footi ngs respecti ve 1 y due to
practical considerations as well as Building Code requirements.
Reinforcing in footings should consist of one #4 steel bar placed
continuously in the top and bottom of continuous footings
regardless of structural requirements. Reinforcing for isolated
footings are dictated by the structural requirements.
Concrete slab-on-grade should be constructed to have a nominal
thickness of 4" and underlain with a sand blanket of 3 inches in
thickness. Provide minimum temperature reinforcement consisting of
6X6-10/10 welded wire mesh. The sand subbase (~and blanket) should
have a sand equivalent exceeding 30 per ASTM D2419. All slabs
should either have a conventional thickened edge or be poured
monolithically with continuous footings at the slabs perimeter.
Conventi ona 1 th i ckened edges shou 1 d be 8" thi ck at slab edge,
uniformly tapering to 4" thick at 2' from slab edge. The thickened
edges or monolithic footings should extend completely around the
slab's perimeter. Construction and expansion joints should be
considered slab edges. Maximum spacing of expansion joints is 50'
for interior slabs and 30' for exterior slabs.
ALLOWABLE SOIL BEARING VALUE
A safe allowable bearing value as determined by soil shear strength
for full live and dead loads may be safely assumed to be at least
3000 psf for firm, native soils. This value may be increased 1/3
for wind andlor seismic loading.
ACTIVE PRESSURE
Active pressures for the design of unrestrained, cantilevered,
individually supported retaining walls, capable of slight movement
away from load may be considered to be equivalent to the pressures
developed by a fluid with a density of 31 pcf. This value assumes
a vertical, smooth wall and level, drained backfill. We should be
contacted for new pressures if these assumptions are incorrect.
Restrai ned wa 11 s, i ncapab 1 e of movement away from load wi thout
damage such as basement walls, should be designed for the
additional equivalent fluid of 25 pcf applied triangularly for
cohesionless type soil and trapezoidally for cohesive type soils.
PASSIVE PRESSURE
Resistance to horizontal movement may be provided by allowable soil
passive pressure andlor coefficient of friction of concrete to
soil. The allowable passive pressure may be assumed to be 200 psf
at the surface and increasing at the rate of 400 psf per foot of
depth. These pressures assume a frictionless vertical element, no
3
Tom Lyles
Fi le No. 9472
April 1, 1997
surcharge and level adjacent grade. If these assumptions are
incorrect, we should be contacted for values that reflect the true
conditions. The values are for static conditions and may be
increased 1/3 for wind and/or seismic loading.
The coefficient of friction of concrete to soil
assumed to be 0.5.
may be safe 1 y
GRADING SPECIFICATIONS
Any grading contemplated or required should be accomplished in
accordance with the recommendations and 'recommended grading
specifications' presented hereinafter.
RECOMMENDED GRADING SPECIFICATIONS
for
Proposed Residential Building Site
2040 Cambridge Avenue
Cardiff area, City of Encinitas
GENERAL: Soil Testers and 'Soil Engineer' are synonymous
hereinafter and shall be employed to inspect and test earthwork in
accordance with these specifications, the accepted plans, and the
requirements of any jurisdictive governmental agencies. They are to
be allowed adequate access so that the inspections and tests may be
performed. The Soil Engineer shall be appraised of schedules and
any unforeseen soil conditions.
Substandard conditions or workmanship, inadequate compaction,
adverse weather, or deviation from the lines and grades shown on
the plans, etc., shall be cause for the soil engineer to either
stop construction until the conditions are corrected or recommend
rejection of the work. Refusal to comply with these specifications
or the recommendations and/or interpretations of the soil engineer
will be cause for the soil engineer and/or his representative to
immediately terminate his services.
Acceptance of these specifications in their entirety and without
modification and without construed meanings is acknowledge by the
signatures hereon. Deviations from the recommendations of the Soil
Report, f rom the plans, or f rom these Speci f i cat ions must be
approved in writing by the owner and the contractor and endorsed by
the soil engineer.
SOIL TEST METHODS:
Maximum Density & Opt Moisture
Density of Soil In-Place
Soil Expansion
Shear Strength
-- ASTM 01557-78
-- ASTM 01556, D2922 and 03017
-- UBC STANDARD 18-2
-- ASTM D3080-72
4
Tom Lyles
File No. 9472
Apri 1 1, 1997
Gradation & Grain Size
Capillary Moisture Tension
Organic Content
-- ASTM D1140-71
-- ASTM 02325-68
-- % Weight loss after heating
for 24 hours at 300. F and
after deducting soil
moisture.
LIMITING SOIL CONDITIONS:
Minimum Compaction -- 90% for 'disturbed' soils. (Existing fill,
newly placed fill, plowed ground, etc.)
-- 84% for natural, undisturbed soils.
-- 95% for pavement subgrade within 2' of
finish grade and pavement base course.
Expansive Soils -- Expansion index exceeding 20
Insufficient fines -- Less than 40% passing the #4 sieve.
Oversized Particles -- Rocks over 10" in diameter.
PREPARATION OF AREAS TO RECEIVE FILL:
Brush, trash, debris and detrimental soils shall be cleared from
the areas to receive fill. Detrimental soils shall be removed to
firm competent soil. Slopes exceeding 20% should be stepped uphill
with benches 10' or greater in width. Scarify area to receive fill
to 6" depth and compact.
FI lL MATERIAL sha 11 not contai n i nsuff i ci ent fi nes , ove rs i zed
particles, or excessive organics. On-site disposition of oversized
rock or expansive soils are to be at the written direction of the
Soi 1 Engineer. Select fi 11 shall be as specified by the soi 1
engineer. All fill shall be compacted and tested.
SUBDRAINS shall be installed if required by and as directed by and
detailed by the soil engineer and shall be left operable and
unobstructed. They shall consist of 3" plastic perforated pipe set
in a minimum cover of 4" of fi lter rock in a 'vee' ditch to
intercept and drain free ground from the mass fills. Perforated
pipe shall be schedule 40, Poly-Vinyl-Chloride or Acrylonitrile
Butadienne Styrene plastic. Rock filter material shall conform to
the following gradation:
Sieve size:
- % Passing:
3/4"
90-100
#4
25-50
#30
5-20
#200
0-7
Subdrains shall be set at a minimum gradient of 0.2% to drain by
gravity and shall be tested by dye flushing before acceptance.
Drains found inoperable shall be excavated and replaced.
CAPPING EXPANSIVE SOILS: If capping expansive soils with non-
expansive soil to mitigate the expansive potential is used, the cap
shou 1 d be compacted, non-expansi ve, se 1 ect soi 1 placed for a
5
Tom Lyles
File No. 9472
Ap r i 1 1, 1997
minimum thickness 2.5' over the expansive soil and for a minimum
distance of 8' beyond the exterior perimeter of the structure.
Special precautions should be taken to ensure that the non
expansive soil remains uncontaminated and the minimum thickness and
d i mens ions around the structu re are ma i nta i ned . The expans i ve
soi ls underlying the cap of non-expansive cap should be pre-
saturated to a depth of 2.5' to obtain a degree saturation
exceeding 90% before any construction supported by the compacted
cap.
The non-expansive soil comprising the cap should conform to the
following:
Minimum Compaction
Maximum Expansion Index
Minimum Angle of Internal Friction
Cohesion Intercept
90 %
30
33 Deg
100 psf
UNFORESEEN CONDITIONS: Soil Testers assume no responsibility for
cond it i onswh i ch differ from those described in the applicable
current reports and documents for this property. Upon termination
of the soil engineer's services for any reason, his fees up to the
time of termination become due and payable. If it is necessary for
the soil engineer to issue an unfavorable report concerning the
work that he has been hired to test and inspect, the soil engineer
shall not be held liable for any damages that might result from his
'unfavorable report'.
If we can be of any further assistance, please do not hesitate to
contact our office. This opportunity to be of service is sincerely
appreciated.
Respectfully submitted,
- [' -"? /\ - ,/ /' ¿~ _--::¡:Sl..
_L-I~/ - '.-/ f..., J? /....'-',~. i':~'
r --Josep- C. Smyth, RCEt 1650
\,.. /
JCS/ss
cc: (3) submitted
6
Tóm Lyles
File No. 9472
April 1, 1997
Page L-1
LABORATORY TEST RESULTS
The maximum dry densities and optimum moisture contents as determined by the A.S.T.M.,
01557-78, Method A, which uses 25 blows of a 10 pound hammer falling from a height of
18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder,
are presented as follows:
Maximum Optimum
Expansion Dry Density Moisture
Soil Type Index 1b/cu.ft. Content dry wt.
Brown, silty, coarse
sand (E1 . 4') 4 125.0 10.7
Tan, silty, fine to
medium sand with clay
binder (E2 . 3') 25 117.4 12.4
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APN 260-384-29-00 & 260-384-30-00
LOT 13 AND 141N BLOCK 38 OF CARDIFF "A" , IN THE
COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING
TO MAP THEREOF NO. 1334, FILED IN THE OFFICE OF THE
COUNTY RECORDER OF SAN DIEGO COUNTY MAY 12,1911
2046, 2048 CAMBRIDGE AVE. CARDIFF
ZONING: R-11
PROJECT CONSISTS OF ONE TWINHOME
LEGAL DESCRIPTION
OWNER TO OBTAIN A CONSTRUCTION PERMIT FROM THE ENGINEERING
DEPARTMENT AT LEAST 48 HOURS PRIOR TO WORKING IN THE PUBLIC RIGHT -OF-
WAY. FAILURE TO DO SO WILL RESULT IN ISSUANCE OF A STOP WORK NOTICE AND
DOUBLE PERMIT FEES. IT IS THE RESPONSIBILITY OF THE OWNER TO KNOW WHERE
HIS/HER PROPERTY LINE IS.
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