HomeMy WebLinkAboutCT 76-15; Palisades Point; Preliminary Soils; 1983-06-30-
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PRELIMINARY SOILS ENGINEERING INVESTIGATION TRACT No. 76-15 PALISADES POINT CARLSBAD, CALIFORNIA
RECEIVED JAN 2 7 1984
CONDUCTED FOR:
MOLA DEVELOPMENT 808 ADAMS AVENUE HUNTINGTON BEACH, CALIFORNIA 92648
W.O. 386901 JUNE 30, 1983
1630-G South Sunkist Street Anaheim, California 92806
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- ENGINEERING
- June 30, 1983
-0TECHNlCAL C-ANTS
Mola Development - 808 Adams Avenue Huntington Beach, California 92648
Subject: -
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Gentlemen:
W.O. 386901
Preliminary Soils Engineering Investigation Tract No. 76-15 Palisades Point Carlsbad, California
- Pursuant to your request, a Preliminary Soils Engineering Investigation
was performed at the subject site. The purpose of the investigation
was to determine the general engineering characteristics of the soils - and bedrock materials on and underlying the site and to provide
specific recommendations for the design of foundations and under- - ground improvements.
- It is proposed to develop the site with 139 residential lots to be
occupied by one and two-story wood frame structures constructed over
slab on grade. -
The structural loads are not known at this time, but for the purpose
of this report, they are assumed at the twenty (20) kip range for
column loads and wall loads in the range of three (3) kips per lineal
foot. -
Grading will be comprised of a cut and fill operation. Maximum .- thickness of fill will be on the order of fifty (50') feet. cut
slopes will be up to sixty-five (65*') feet high at a ratio of
- 1.5:1 (horizontal:vertical) and fifty (SO*') feet hiih at 2:l. Fill
slopes will be up to forty-seven (47&l) feet high at a ratio of 1.5:1
and sixty (60') feet high at 2:l. -
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1630-C South Sunk&t St.. Anaheim. Ca. 92806 (213) 852-4710 (714) 634-2092
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Mola Development Page 3 W.O. 386901
borings by backhoe and bucket auger drilling equipment at locations
shown on the attached plan. As the test borings were advanced, the
soils were visually classified by the Field Engineer. A summary of
the borings is attached.
Undisturbed samples for detailed testing in our laboratory were
obtained by pushing or driving a sampling spoon into the material.
A solid barrel-type spoon was used having an inside diameter of
2.50 inches with a tapered cutting tip at the lower end and a ball
valve at the upper end. The barrel is lined with thin brass rings,
each one (1") inch in length. The spoon penetrated into the soil
below the depth of boring approximately twelve (12") inches. The
central portion of this sample was retained for testing. All samples
in their natural field condition were sealed in air-tight containers
and transported to the laboratory.
LABORATORY TESTING
Shear tests were made with a direct shear machine of the strain control
type in which the rate of strain is 0.05 inches per minute. The machine
is so designed that tests may be performed ensuring a minimum of distur-
bance from the field conditions. Saturated specimens were subjected
to shear under various normal loads. The results of tests, based on
ultimate residual values, are tabulated below:
Boring No.
B-l 44.5
B-3 26.5
TP-3 11.0
TP-2 2.0
TP-4 2.0
TP-6 3.0
TP-7 4.0
TP-9 5.0
Depth in Feet Cohesion Angle of Internal Material LbsJSq. Ft, Friction (Degrees)
Sandstone 300 35
Sandstone 1100 35*
Claystone** 150 (initial shear) 150 :?I Silty Sandstone 250 26
Sandstone .0- 39
Terrace Deposit 150 33
Clayey Sand*** '- 22 e--------4 400
Sandy Clay 27 e---------------.\; 250
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710 LPZTTJB
Mola Development Page 2
W.O. 386901
SITE CONDITIONS
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The subject site is a vacant forty-eight (48) acre parcel of gently
rolling terrain forming the east flank of a northwest trending ridge-
line. It is bound on the east by El Camino Real and existing condo-
minium units, and on the north, west and south by vacant land and
existing residences.
Elevations within the site range from a high of 330& feet along the
southwest property line to a low of 12Oi feet along El Camino Real
producing a relief of some 210 feet.
Vegetation consists of dry grass and brush and scattered small trees.
FILL CONDITIONS
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Fill materials were encountered as described in the attached Geological
Report and illustrated on the Geological Map. These materials are
considered to be moderately compact at best.
NATURAL CONDITIONS
Natural earth materials present consist of residual soils, alluvium,
terrace deposits and sedimentary bedrock.
Residual soils and alluvium consist of clayey SANDS and sandy CLAYS.
Terrace deposits are composed of firm, RED/BROWN, silty SANDS with
occasional lenses of GRAVEL and CLAY SAND.
The sedimentary bedrock is made up of two (2) units: (1) a firm,
GREY/WHITE, silty and clayey SANDSTONE with (2) interbeds and lenses
of GREY/GREEN silty CLAY.
Additional details concerning the natural earth materials are presented
in the accompanying Geological Report.
FIELD INVESTIGATION -
A field investigation was performed from May 25, 1983 through June
7, 1983, consisting of the excavation of fifteen (15) test pits and
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
W.U. JUbYUl
Test results by Woodward-Gizienski & Associates (1973):
Mola Development
Page 4
Sandstone 300 35
Claystone 600 25
Compacted Fill 450 27
*Test performed at field moisture
**Re-molded to field density and re-sheared three times
***Re-molded to approximately 90% of maximum density
Consolidation tests were performed on in-situ moisture and saturated
specimens of typical soils. The consolidometer, like the direct shear
machine, is designed to receive the specimens in the field condition.
Porous stones, placed at the top of the specimens, permit the free
flow of water into or from the specimens during the test. Successive
load increments were applied to the top of the specimen and progressive
and final load settlements under each increment were recorded to an
accuracy of 0.0001 inch. The final settlements so obtained are plotted
to determine the curves shown in Appendix C.
Expansion tests were performed on typical specimens of natural soils.
These tests were performed in accordance with the procedures outlined
in U.B.C. Standard 29-2. Results of these tests are presented in
Table II and indicate the soil and bedrock materials exhibit expansion
potentials ranging from very high to low, with higher values corres-
ponding to claystone bedrock and lower values to sandstone bedrock.
CONCLUSIONS AND RECOMMENDATIONS
On the basis of our investigation, development of the site as proposed
is considered feasible from.a soils engineering standpoint provided
that the recommendations,stated herein are incorporated into the
design of the grading plan and foundation systems and are implemented
in the field.
Existing trees, low vegetation and old irrigation systems shall be
stripped and removed from the site.
1630-G South Sunkist Street Anaheim, California 92806 (714)634-2092 (213) 852-4710
Mola Development W.U. 36bYUl - Page 5
. The entire grading operation shall be done in accordance with the
attached "Specifications for Grading."
- All loose alluvial and fill material shall be removed from the proposed
fill areas. The bottoms of all excavations shall be inspected by the
-- Project Soil Engineer and Geologist prior to the placement of any fill.
Any import fill material to the site shall not have an expansion index - greater than twenty (20), and shall be tested by our laboratory. '
- All grading and/or foundation plans shall be reviewed by the Soil
Engineer.
- SLOPE STABILITY
- Based on the stability analyses contained in Appendix A, the following
maximum slope heights are recommended:
- Material Slope Maximum Ratio Height Surficial Stability
- Fill Slope 1.5:1 35 ok
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Cut Slopes
Terrace Deposits
2:l
1.5:1
2:l
60 ok
30 Low
65 Low
- Sandstone 1.5:1 65 ok
2:l 65 ok
Claystone 1.5:1 10 Low
2:l 15 Low
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Surficial stability conditions should be re-evaluated at the time of
grading, since loose sands or clay in cut slopes could degrade stability,
and fill slopes composed primarily of sand will likely be subject to
surficial erosion.
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Slopes exhibiting low surficial stability should be planted as soon
as grading is completed, and it may be prudent to consider the use of -
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1630-G South Sunkist Street Anaheim, California 92806 (714).634-2092 (213) 852-4710
Mola Development I ,Page 6 W.O. 386901
hydromulchorother means to encourage plant growth and retard slope
erosion.
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The above slope heights have been determined for the maximum heights
proposed by the current grading plan,. and where these slopes exceed
a factor of safety of 1.5 and 1.1 for static and pseudostatic cases,
respectively, lower slope heights are indicated. Local geologic
structure, and the presence of claystone bodies in cuts, may require
stabilization; such measures shall be evaluated at the time of
grading.
- On the basis of the Geologist's report and stability calculations,
it has been determined that the proposed 1.5:l sixty-five (65i') foot
high buttress/cut slope at the rear of Lots 100 through 109 does not
- exhibit a suitable factor of safety against deep seated failure.
This slope should be constructed at a ratio of 2:l or flatter. A
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retaining or crib wall may be used at the toe of the slope, in order
to prevent reduction in lot sizes. Plans for any such retaining
structures should be reviewed by this office prior to construction.
Proposed fill slopes over thirty-five (35') feet in height should be
flattened from 1.5:l to 2:l.
Additional recommendations regarding slope stability are contained - in-the attached Geological Report.
FOUNDATIONS
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The proposed structures shall be supported by isolated and continuous
spread footings placed a minimum depth of twelve (12") inches below -
lowest adjacent finish grade utilizing a recommended safe bearing, value
of 2600 pounds per square foot and 2100 pounds per square foot, respect- _- ively. This value is for dead plus live load and may be increased by
one-third (l/3) for total including seismic and wind loads where allowed
by code. Increases in bearing capacity for increases in footing
dimensions are tabulated below:
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
LA1&- -v “‘vr”““’ Page 7 . ..“. J”“4Y.L
Type
Minimum Depth (inches)
Continuous 12 12 2100 314 109 4100
Isolated 12 12 2600 314 105 4100
Minimum Bearing Width Value Depth Width Maximum (inches) (psf) (psf/ft) (psf/ft)
Due to varying expansive conditions, minimum embedments will vary in
accordance with the attached "Expansive Soil Recommendations."
Footings which span from native material to compacted fill shall be
reinforced with a minimum of one (1) #5 bar top and bottom to control
potential differential movement. Reinforcing bars shall extend a
minimum of ten (10') feet on either side of transition line.
Footings placed on or adjacent to slopes shall have a minimum horizontal
distance of five (5') feet from the edge of the footings to the face
of the slope.
LATERAL DESIGN
Lateral restraint at the base of footings and on slabs may be assumed
to be the product of the dead load and a coefficient of friction of
0.35. Passive pressure on the face of footings may also be used to
resist lateral forces. A passive pressure of zero at the surface of
finished grade, increasing at the rate of 240 pounds per square foot
of depth to a maximum value of 2400 pounds per square foot may be used
for natural soil and compacted fill at this site. If passive pressure
and friction are combined when evaluating the lateral resistance, the
value of the passive pressure should be limited to two-thirds (2/3)
of the values given above.
EXPANSIVE SOILS
Results of expansion tests indicate that the near surface soils have
a very low to very high expansion potential (refer to Table I).
Expansive soil recommendations in Appendix C shall-be considered in
design of foundations and slabs for buildings lying within the
respective soil types. A lot by lot testing at the completion of
grading will be made to determine the expansion potential.
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
- Mola Development Page 8 W.O. 386901
Positive drainage away from the foundations shall be maintained.
CUT/FILL LOTS
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On pads where a transition from cut to fill occurs within the planned
building area, the natural material should be undercut to a depth - of thirty (30") inches below finished grade and replaced as compacted
fill to develop a more uniform condition of support for the buildings - affected. This requirement may be waived at the discretion of the
Soil Engineer if field tests show the natural material to be satis-
- factorily compacted (85% minimum relative compaction) within the
specified depth.
- After completing the undercut, the exposed surface material should be
scarified to a minimum depth of six (6") inches, brought to approximate - optimum moisture content and compacted to at least ninety (90%) percent
of maximum density in preparation to receive fill. As an alternative
- to undercutting transition pads, it would be acceptable to deepen
footings in shallow fill areas so that the entire foundation system
would rest on natural material.
GRADING REQUIREMENTS -
It is recommended that site grading be carried out in accordance with
the "Specifications for Grading" in Appendex B. Additional requirements
may be recommended by the Soil Engineer in the course of work, depending
upon conditions exposed during grading. -
SETTLEMENT
- The maximum anticipated total settlement is on the order of one-half
(l/2") inch. Differential settlements are expected to be less than - one-fourth (l/4) inch, measured between adjacent structural elements.
SUBSIDENCE AND SHRINKAGE -
Subsidence over the site is-anticipated to be on the order of 0.20 - feet. Shrinkage of reworked materials should be in the range of
fifteen (15%) percent.
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1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
Mola Development Page 9 W.O. 386901
PAVEMENT STRUCTURAL SECTIONS -
Representative samples of subgrade materials should be obtained after
- the roadways h&e been rough-graded and tested to establish R-values
\for use in calculating suitable pavement structural sections for the
- various areas.
UTILITY LINE BACKFILLS -
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It is recommended that backfills placed below and within five (5') feet
of buildings, below asphalt concrete pavement and portland cement
concrete flatwork, and within ten (10') feet of any slope, be compacted
to at least ninety (90%) percent of maximum density. Backfills placed
in other areas to be landscaped need only to be compacted to eighty-five
(85%) percent of maximum density. All backfills require testing at
two (2') foot vertical intervals during placement.
On-site sandy materials are considered excellent for use in utility
line backfills; however, finer-grained materials may be difficult
to compact. As an alternative to compacting the backfills, trenches
could be backfilled with a sand-cement slurry containing at least five
(5%) percent cement per cubic yard. In this case, field density testing -._ will be waived by this office; however, batch plant tickets and periodic
inspection during placement may be required.
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If the slurry method is selected, eighteen (18") inches of compacted,
fine-grained site material should be provided in areas to be landscaped -_ to minimize water infiltration and to promote plant growth.
- CAVING
Caving did not occur in any of the borings drilled for this investigation
and is not expected to be of significant concern during grading and
construction operations. The regulations of Cal/OSHA should be observed - during performance of all work.
FLOOR SLABS -
Slabs on grade should be designed according to recommendations for
- medium expansive conditions, as shown in Appendix.C. -Care should.be
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1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
Mola Development W.O. 386901 Page 10 -
exercised to ensure that reinforcing mesh is placed in the center of
the slab.
- The soil should be kept moist prior to casting the slab. However, if
the soils at grade become disturbed during construction, they should
be brought to approximately optimum moisture content and be rolled
to a firm, unyielding condition prior to placing concrete.
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In areas where a moisture sensitive floor covering will be used, a
vapor barrier consisting of a plastic film (6 mil polyvinyl chloride
or equivalent) should be used. Since the vapor barrier will prevent
moisture from draining from fresh concrete, a better concrete finish
can usually be obtained if at least two (2") inches of sand is spread
over the vapor barrier prior to placement of concrete.
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IN-GRADING TESTING AND INSPECTION
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Periodic site inspections by our Soil Engineer and/or Geologist
during grading and foundation construction will be necessary to
verify the soil and geological conditions encountered during the
course of this investigation. Further recommendations may be required
if conditions other than anticipated are encountered.
In addition, continuous testing during placement of fill will be
necessary in order to verify that adequate compaction is being achieved.
GENERAL INFORMATION
This report presents recommendations pertaining to the subject site
based on the assumption that the subsurface conditions do not deviate
appreciably from those disclosed by our exploratory excavations. Our
recommendations are based on the technical information gathered, our
understanding of the proposed construction, and our experience in the
geotechnical field. We do not guarantee the performance of the project,
only that our engineering work and judgements meet the standard of care
of our profession at this time.
In view of the general conditions in the area, the possibility of
different local soil conditions cannot be discounted. Any deviations
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
Mola Development W.O. 386901 _- Page 11 -
- or unexpected conditions observed during construction should be brought
to the attention ofthe Geotechnical Engineer. In this way, any
required supplemental recommendations can be made with a minimum of
delay to the project.
- If the proposed construction will differ from our present understanding
of the project, the existing information and possibly new factors may
- have to be evaluated. Any design changes and the finished plans should
be reviewed by the Geotechnical Consultant. Of particular importance
-. would be extending development to new areas, changes in structural
loading conditions, postponed development for more than a year, or
-- changes in ownership.
This report is issued with the understanding that it is the respon- - sibility of the owner, or of his representative, to ensure that the
information and recommendations contained here are called to the
attention of the Architects and Engineers for the project and incor-
porated into the plans and that the necessary steps are taken to see
that the Contractors and Subcontractors carry out such recommendations
in the field.
- This report is subject to review by the controlling authorities for
this project.
- We appreciate this opportunity to be of service to you.
,- Respectfully submitted:
ACTION ENGINEERING CONSULTANTS
BRUCE A. PACKARD RCE 13801 - VICE PRESIDENT - ENGINEERING
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Gw:RA:ss STAFF ENGINEER
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
Mola Development
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W.O. 386901
APPENDIX A
Slope Stability Calculatiotis
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1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
c 3 $3- S-03 .
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SLOP! STAB/‘/TY
1% to / SLOES- GEOMETRIC DATA
i i I I 1 1 I 1 I I
I R55 2zo 3z5 495 .-
2 1.5 19.0 31.0 48.0 - I 3 - 4.0 8.5 225 36.0 .
4 - IZS -35 J0.b 24.5 i
0.0363 - - 3 2 0.04/J
3 0.0588 .i
ti
.- .~ t - . . -- - . : . ._z ~-_. - -
- Sf OPE STdEVf/TY ANALYSIS
- . * 1% to / SLOPE RAT/O - ml
. - H= 35 FEET BiW’DOSTA7” C MODffiCA T/ON
- _
-
. & d4/20 KCf
SFA = fp=ffl mj%
c= b40U KSf
4 = 22 &rees
: 7AN 4?& 0.964
Ff = fT+o?jj
FN’= -fN’UfT
4 c 6, /B
SfJCf -( .
‘a
- fr/Xtf’= Asid . . ---a---v- --
O/88.5 /.2065
17.8 1 3/@9 1 47*8 b6.0
/.87H 12.05H 12.35H i2.83H
655 1 7/d -1 62.3 1 49../
3714 1 4s.i f -72,6 f I//. 3
.
‘> 4 *
.I
1
1
I 2’
i
i .i ; “i
, 1 ;
” z
; >
3 ‘I
; i I L J I
i
1
i :
1
- 1 i 1 1
I
-
--
SfOPE STXB/f /TY ANAL. YS/S
. ’ /h to / SLOPE RAT/O - ~‘4 mme bpos;f
ff= z” FEET RSEUDOSTAT/C’ MOD/F/CAT/ON
. & b/20 K&C Ff= FT+ oFN
=fR =fc*=& m$ Fj’S Fh-C+
C= d&o KSF
# ,c 33 Deyees
: ‘TAN #as od5
.-.
- -_ . . . ..-z.- . _
_ .---. ..- ..-
.
. I ’
!
1
;
t
i
$ 4 - -J
.e j I
j .i 4 _ . 4 1 ;
r
/
1 ri t’ i; 1 t ‘;
SLOPE sm.m/~Y AAIAL.Yi%s
. * /pz to / .%.oi?E RAT/O - co4 fQn&fC'd /
Jyt 65 FEET
4 t b/z0 KcF
RSEUDOSTA T/C ‘ MOD/F/CA 7i’ON
Ff= FT+uFN
- -
-
=fR =Lc+=FN jm+ fN'= .FN- uFT
c = Jo0 KSF
4 r 35 Degves ,=0./g.
: ‘TAN $j = 6;7oc,
:.‘UCL E *3
-.004/ -*024/
0.055T 0 0763
010233 Y-0133
3. I.558 02171
3.0832 00536
0.2009 0.300/
3./38/ OJ53 4
Q/90/ 163367
0.0087
0.03/3
0.0352
0. ET/
0.0495
C?O645
0.0276
0.0236
QOa54
a0409
3.0362
t2 /052
0.0734
0. /22/
0.0985
0 o,R87
0.0844
00625
-’
0.3249
3.6680
/bY,7
0.1944
0.2236
0.0860
0.0487
0.4490
I.2065
227.6
F
0.1885 T
03.569
/#?*2 ffr /KlRF) -,& /Kh==S)
_.. . . LFf WP’SJ
rf& /KlBJ
L
/&La.
00,)
2.05N
., . .
;2.35ff 12.8314 . _. .’ - --. - .
A 87’
/2/~&J _ -... - _ _ ,_
-
. _- .
.: *_ .~.. .,
-I-’
-. - : L .,.
. :
-
SfOfE S7-ABIL ITY ANAL. YSIS
. ’ & to 1 SLQPE RAT/O - W, .p+fbr7e : 4
ff= /D FEET R5EUDOSTAT~C‘ MoD/FCA T/ON ;
3 ,’ d/zd KCF Fp= FT+ ufN I
=fR =Lc+=F~ tuq% ii fN” )cN-+ I 74
c= 6AV KSF i
d ,’ 20 Dayees 4 z d/g. a a ;:
‘TAN #= b4a3 3 .;
B 0.035-
0. x9/
c . 0.0495
0 0645
D 0.0276
0 0236 1
LF,/&HZ Q/Z/O
.2~~/hP, O./B85
L 1fi) A?* 7
SF, fKlPTJ 3e6
ES. - 315
~&/K/PS) 3, ,G
ES.’ 1 22
rlP= A sid _
---v------m
VP= A cosd
,‘.?CL f *i? t.‘ff,rL E #J
QOlx4 s-.004/
0 0409 o.om7
;. .;
SLOPE ST;QBfLITY
2 #o / SLOES- GEOME7iW DATA
-
. . .” I
SLICE CHORD it f ./LO
ANGLE -d s2 2.0
/degrees) Q3 G4 -J/.0 -25.0 .
%tcf &M-A.
- 23.0 38.5
14.0 28.0
‘3.5 : ‘. - to.0 T50
0.0875 0.0760
0.1500 .. 0.1775
0.2275 .a3050
0.3300 0.4638
-
--45.5
‘330
20.0 --
0. t/94
03/m
0.5325 .
_ .!
- 1 .--
52.0 .- : - .
3zo sB.5 - -- -
n/380 -- ,
0.458 8 0. /838
? z I ii 3 L i : 2. 1 -. . .: *j
1
2-L uri ~-/A&3/L/J J H/VHL/3/3
2. to / SLOPE RAT/O - F/‘/i
-
H= LO * EYE7
& &~Zo KCf
zfi=LC+‘xfi fun +
c= d, 900 KSF
@ 2 22 iDegrees
PSEUDOSTAAfC MODlFC&TfON
FT’ = FT-c uFN
fN’= fN - af7
-
0 =.(1./-g
-
F’/XH’= A sjnti ---------I.--s- fN/tH== Acotol ‘,
4
--.0/67
0.0859
CIRCLE =4
-. 05/B
0. /f/O
0.0072 c?oo20 I 0.0368 0.0600
8
c
O-0342’ QO363
0.0805 0.14 55
0.0473 0.0833
0.0595 0.1567
D x. II 0.0852 0.0837
0.0139
0.227/
0.0917 02909
0.1688 0.2600
-. 0573
0.3250
0.0404
0.462c
0. /82/
0 5#4
0. /087 O-276/
0.3664
0. /567
0.0960
0.5462
l. 8608
23&:.0
h3,4
‘3/d. 3
7m 3.
0.0850
-f
t FT/m p
Elf/,/&f p
t FT tKfe7.
c F;v fK/Bj
c fjj’ (KfPs
c+’ tKfPS,
- ! -
0.0887 IO.2068 0.3664
0.7762 10.4 459 0.9489
/58#3
405 4
/9%3
374. /
2.86U
2 fft.) J7/4.6
2393. 4.40# 7
-/. 7 /s -
2 2.7.9 360. /
Es.’ . /* 1
-
-
2 to / SLOPE RAT/O --cL/JI Zrroce a~,,+
-
H= & Et7
8 = 0;/20 KCF
rf& =Lc+xF# ;lon #
c= d, 60 KsF
4 =. 33 Degrees
-TAN #= dd
/
__-
- -
_.
Sf fCE
;Q
8
c _
D
E ‘-
,f ..
w/wP
Efv/W
E fr fK/FS)
c F, (K/B;
E. ff l (Kh?S)
c6’* fKPS)
-L-
1 t.1
z fR jKiF?Sj
-ES. ..’
CfR’ /KIps)
Es.’ . I
PSEU’OS TAT/C MOD/F/crcT/oN
Ff = fT + ufjj
fN’ = F,t - oft
0 = dv g
FT/YH’= A sjnti
f/v /lH’ = ifI cos OL /
:/RCL E * J C/&X E e2 CHCL E =3
0.0072 0.0020 --.0/67
0.0368. 0.0600 0.0859
0.0342 00363 OOf39
0.0805 0.14 55 0.2271
0.0473 0.0833 0.0917
0.0595 0.1567 02909
0.0852 0.1688
\ 0.0837 0.2600
- 0. /087
- 0.0850
- -. - -
3.0887 0.2068 : 0.3664
3.7762 0.4459 0.9489 4580 /og 8 1 450 8 84.3 23&*/ L/PA f
53. ,7 . ] i27.f 1 d 3s.q
s+; B 1 ;3/5‘&’ 1 +Gz,‘;.
C!RCi i =4
-a573
0.3250
0.0404
0.4620
0. /82/ 0.5094
0.276/
0. /567
0.0960
0.5462
/. 8608
2~9
*
9 67.
23?# 7
. -. .._- -SC--w _ =--- ,=....e-m. r---- ‘?- .,B
aLurL 31HLs/L/i I H/YHL13/3
2 to / SLOPE RAT/U c&f, ~-&he
Hz’ 50 EE7 PSEUDDS 7A7fC MODfFlC~7fON r = de;/20 KCf fT’ = f7 + uffl
r-f&=Lc+lI.FN mff @ FNt = fyi - of7
c= de=& KSf e = 35 Degfees u= D,/g .
.TAff @ = o* 700
J
-
i .
. __ . . . -- . - _ _... _ _. _ --
,-
B
D
E
-F .
w-/xu~
E f&H i
z fi (KiPS,
f FN fKhS)
: fr’ tK/ps,
5 Fff l (KPS,
-1‘
1 tflb
e FR fK/PS,
.ES. -:.
e FK* /K.+F?S}
Es’ ‘*
R
FT/ yff2 = A s;no~ --s--------B-B- Hz= AC~SOL ..
0 0072 0 LX?20 - O/67 01’0368 I&600 IO.0859 tar:
0.0342 7 a0363 0.0139 -.0573
0.08Q.5 0.14 55 0.22?/ 0.3250
0.0473 0.0833 0.0917 .0.0404
0.0595 O-/567 02909. 0.46Zc
0.0852 0. f688 0. /82/ 0.0837 0.2600 0.505’4
0. /087 0.2761
- 0.0850 0.3664
- -. 0. /567
- - 0.0960
3. Ii’62 0.4459 IO.9489 /. 8608
dG. 6 L2.0 j /OF19 /63#4 52d f 1334 1 ZBL/I7 1 558.2
3/19. 75.y /3&Y .2m7
5&Q. : x7,& 2 73.7 5% 7.
f 3.58H
65.1 /a, 7
2 to I SLOPE RAT/O ~2, c/Lc/d-e
-
- PSEUDDSTA7E MODh=77C~T/ON
. 8 = 0140 KCf
rfi =Lc+.zFfl ion @
c= b*60 Ksf
e = JO Degfees
fT’ = f7 + affl
fN'= FN*- UfT
0 = a*/ g
J
__ __-..- --- _.
L 53 &+w~
-
-
-- Assume 1) Saturation To Failure Path 2) Sufficient Permeability To Establish Water Flow
- P, = Water Pressure Head u = Pore Water Pressure
-WS = Saturated Soil Unit Weight .\JO - Unit Weight of Soil Water
-
‘f@ =
=I = T-S.-
% "-z cos2R u 2 = Wf;r cos rc
3 (3) 3. sin 25 * .
3 bs 'W, ) cos Ltan #+ 'E
2?(W,--w,) cos20c tan k; + 2 E
wr 3 sin 2oC
&&7.&7e~
(2.)(4J(/28-~2) ~05” 34 *o 35 + 2hd -S?W 5 - s /a0 (4) - A? s;g 68 474 o/<
C/a 5fme : (2 $4)fizg-62) ~0~~34 67 20 + 2hT?3 432
Y -I_- -
m? (4 1 sir, ‘Lx - 474 0 f/ A&,
,m/ =
TQrracP
(2 )6#)(/28 -L 2) cc$ 34 & 22 + 2f4do) 947
/a (4) Jb-7 $g -- 474 = z*o O.K.
“pi bs; l ’
(2)(4)(/20-&2) Cos23+~33 -tUkd ~a.5 = Ilk (4) s/'r, 68 - = 1, f /%A& 474 - - &
5 j” .;
4
i
i
1 %
I ”
. xw ..PP . _ --cIRc _*.e..e...-4 .--- .---
---.. m-w-.- 2:/ s/opP5
-
:
-
- Saturation To Failure Path Sufficient Permeability To Establish Water Flow
- P, = Water Pressure Head -=I = Saturated Soil Unit Weight -wy * Unit Weight of Soil Water -
pw, = z cos2pc u = W&Z costs -
u = Pore Water Pressure
-
-3 %
= 3 (3) 3' sin 2~5 .
= 3 bJ$ "W, ) cos Ltan d + E T,s,=. 23(w, -ww) cos*d tan d + 2 E
- &&7&e: (2 )(#)(/,g&L2) ~~93~6 * 35 T‘ 2f3d =
/=28 (4) acln 52
--
C/a 2Af,e- ~T)(4j(/ld-&Z)c&26 & 26' f 2fisd
Y =
-. /2&4f) AL&I 52 ‘ i
a/ : (2 I(4 ti2g-LZ) c&26 62 2 f Z(4603 =
www A.& 52
.
'irerfuce &f 05/. t.2 K4X/2a-62] C&Z& & 334 2md =-=
'3f f41&?752
Mola Development
-
-
-
W.O. 386901
APPENDIX B
GRADING SPECIFICATIONS
_-
-
-
.-
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
SPECIFICATIONS FOR GRADING -
-
-
SITE CLEARING
The existing loose fill soils (see Logs of Boring for Depth) shall
be excavated to competent native ground.
Prior to the placement of any fill soils, the exposed surface shall
be scarified, cleansed of debris and recompacted to 90% of the
Laboratory Standard under the direction of the Soils Engineer in
accordance with the following "Specifications for Compacted Fill".
PREPARATION
After the foundation for the fill has been cleared, plowed or
scarified, it shall be disced or bladed until it is uniform and
free from large clods, brought to a proper moisture content and
compacted to not less than 90% of the maximum dry density in
accordance with ASTM:D-1557-70 (5 layers - 25 blows per layer;
10 lb. hammer - 18 inch drop; 4 inch diameter mold).
MATERIALS
On-site materials may be used for the fill if cleansed of debris,
or fill materials shall consist of materials approved by the Soils
Engineer and may be obtained from any other approved source. The
materials used should be free of vegetable matter and other
deleterious substances and shall not contain rocks or lumps
greater than six (6) inches in maximum dimension.
PLACING, SPREADING AND COMPACTING FILL MATERIALS
A. The selected fill materials shall be placed in layers which,
when compacted, shall not exceed six (6) inches in thickness.
Each layer shall be spread evenly and shall be thoroughly mixed
during the spreading to ensure uniformity of material and
moisture of each layer.
B. GIhere the moisture content of the fill material is below the
limits specified by the Soils Engineer, water shall be added
until the moisture content is as required to assure thorough
bonding and compaction.
C. Where the moisture content of the fill material is above the
-
-
-
limits specified by the Soils Engineer, the fill materials shall
be aerated by blading or other satisfactory methods until the
moisture content is as specified.
0. After each layer has been placed, mixed and spread evenly, it
shall be thoroughly compacted to not less than 90% of the
maximum dry density in accordance with ASTM:D-1557-70 (5 layers,
25 blows per layer; 4 inch diameter mold; 10 lb. hammer - 18
inch drop) or other density tests which will attain equivalent
results.
Compaction shall be by sheepsfoot roller, multi-wheel pneumatic
tire roller or other types of acceptable rollers. Rollers shall
be of such design that they will be able to compact the fill
material to the specified density. Rolling shall be accomplished
while the fill material is at the specified moisture content.
Rolling of each layer shall be continuous over its entire area
and the roller shall make sufficient trips to ensure that the
desired density has been obtained. The final surface of the
lot areas to receive slabs-on-grade should be rolled to a dense
smooth surface.
E. Field density tests shall be made by the Soils Engineer of the
compaction of each layer of fill. Density tests shall be made
at intervals not to exceed two (2) feet of fill height provided
all layers are tested. Where the sheepsfoot rollers are used,
the soil may be disturbed to a depth of several inches and
density readings shall be taken in the compacted material below
the disturbed surface. When these readings indicate the density
of any fill or portion thereof is below the required 90% density,
the particular layer or portion shall be reworked until the
required density has been obtained.
F. The grading specifications should be a part of the project
specifications.
G. The Soils Engineer shall review the grading plan prior to
grading.
INSPECTION
The Soils Engineer shall provide supervision of the site clearing and
grading operation so that he can verify that the grading was done
in accordance with the accepted plans and.specifications.
-2- ,/ .
i A
.
* SEASONAL LIMITATIONS
-
-
No fill material shall be placed, spread or rolled during
unfavorable weather conditions. When work is interrupted by
heavy rains, fill operations shall not be resumed until the field
tests by the Soils Engineer indicate the moisture content and
density of the fill are as previously specified.
-
-
-
-3-
-
-
- Mola Development W.O. 386901
APPENDIX C
-
Foundation Criteria,
Expansion and Consolidation
Test Results -
-
-
-
-
-
-
-
-
-
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
- EXPANSIVE S@IL RECOMMENDATIONS W.3.
1 1
.- Expansion Index
Very Low Lo:; Medium m 1
2-0 ! O-20 51-99 91-130 I f I 1
Footing Width 1 I
- 1 story See Body I
of Report I :Y 12” 12”
2 story II 15" 15"
1
i \ I -txterior Footing Dept See 6ody i
1 story I of Report 12" . 18" 18"
2 story 18" 18" 18” : 1 I
-nterior Footing Depth r I
1 story 12" 12" 12" !
2 story 12” 12 " 18" ;;:: 1 i - I
ooting Reinforcement Not Required 2 P4 bars 2 #5 bars 4 #4 bars ’ 1
i 1 top 1 top 2 top i - 1 top 1 bottom 2 bottom / / .__-- _-..- .- 1 Slab Thickness 1 4" Nom. 4" Nom. 4" Nom. 4" Actual \
-
1 lab Reinforcement Not required 6 " x6 " #3 bars on 18" I
1
i 6”~6”
e19/!!:0 #6/#6 . center both way 4
\-listure Barrier (2)
z
6 mil visqueen r!' I
I
1" sand
/-
i
/barage Reinforcement
i
-
1 Non lTzgir&t e~~~~~a~~'ng ~~~~rlit.I~ltj 1
l/ ( 1 /. /
l ade Beam - Garage ‘Entrance Not Required Not Required Same as adj. Same as adj. f
ext. footing ext. footing 1
I'Ffbgrade Not Required Not Required 4" coarse ;;n;otr)se \
sand (4)
Ibesaturation / Not Required Above opt. m/c 110% of optimum 120% of optimum
to depth of m/c to depth of m/c to depth of i
footing (No footing footing - b testing) I j
Note: (1) The surrounding areas sould be graded so as to ensure drainage away from the
building.
(2) Concrete floor slab in areas to be covered with moisture sensitive coverings
shall be constructed over a 6 mil plastic membrane. The plastic should be
- properly lapped, sealed and protected with sand.
(3) Quartering of slab should be accorclished by the use of pre-melded expansion
joint material end not by saw cQtting.
(4) One (1") inch of sand over moisture barrier may be included in this four - (4") inch total.
CONSULTANTS -
. .
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Mola Development W.O. 386901
TABLE I
Test Pit Depth in No. Feet
3
3
11
4
5
Material
Terrace Deposit
Sandstone
Claystone
Existing Fill
Alluvium
Expansion Expansion Index Potential
0 Very Low
4 Very Low
165 Very High
104 High
43 Low
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
- BORING NQ 8
DEPTH 5’
_-
-.
-
-
-
-
130NSOLlDATlON -PRESSURE CURVE \ 1 f
I I I
I I I
3
t\“.
5.
3 ?
$ 3 I
I I ! I Il.1 I I Ill I I I I IIIII dz I I I I I I 1 I I I l
0.25 Q4 05 0.6 Q8 I.0 20 4.0 6.0 a.0 10.0 20.0
NORMAL LOAD
IN KIPS PER SQUARE FOOT
PLATE:
ACTION
ENGINEERING
CONSULTANTS
-
-
Mola Development
-
-
-
-
-
-
-
-
-
APPENDIX D
Boring Logs
and
Site Plan
W.O. 386901
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
c717i-503
SUMMARY SHEET
-PROJECT
-
-
-
-
-
-
-
;EOLOGlCAL
)ESCRIPTION
'opsoil
'errace leposit
Mola Development
14.2
E z . 2:
:$ > . a3 n-
7.4 1
i ,
A
.
2
4
6
8
.O
.2
.4
2
,e
89
05
:tG
54 30
_.
+
ENGINEERING
CLASSlfICATIONtDESCRlpTlON
RED/BROWN, slightly silty, fine to coarse SAND, loose
RED/BROWN, slightly silty, fine to coarse SAND, moderately compact, moist
End @ 15'
No Groundwater Encountered
No Caving Occurred
BORING No. 1
SURFACE ELEV. 296 ’
EQUIP. Backhoe HOLE DIA. 24"
LOGGEDBY John Klimuszko
;
-. .-
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710 ..- ~~~~fa.~.-~‘~-*~~.~. ,.; s::-e. .hyqq--.-Y PC---. -xrm ---r-*-~~?YTf-F- q :---%~-I*-~ . -. :_ A . -,-.
1
t
i J 4
I $ ?
4
1 + . . i is
I
:
3 r:
1 I
;
.’ ;
(- i
/
id .%.. .-“19
L
. PROJECT
-
-
-
-
-
-
-
-
-
-
-
-
-
-
;EoLOGICAL
3ESCRIPTION
Bedrock
SUMMARY SHEET
Mola DeveloDment
LO2. 9.4
.
2
2 0 F
s t w 2
E
2 0
5,
Oi 2: aq i3;
ENGINEERING
CLASSIF~CATION/DESCRIPTION
GREY/WHITE, silty, clayey SANDSTONE, dense, with lenses of GREENISH/GREY
silty CLAYSTONE
Er;d @ 10'
No Groundwater Encountered
No Caving Occurred
BORING No. 2
SURFACE ELEV. 318 '
EOUIP. Backhoe HOLE OIA 24"
COGGEDBY John Klimuszko
106 ND. DATE SHEET
OF ._
3869 S/25/81 7 13 .- --.
1630-G South Sur$Gst Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710 s n. ap :‘* x--,‘““‘*~!~*~~-~r ; ‘r-y. -” “.~yT~~~.+m%T3. -3.-y-.-:: ,-y-y y -y~3cI$yw?T~‘~ --+-XT ‘CI -)r ?w==-.
s
1 :
t * *
9:
1 i
.
ii x:
i r
i
,.
,. f ,
t
Gl 7 *: --Yq
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
PROJECT
iEOLOGlCAL
kESCR1PTION
,edrock
;
SUMMARY SHEET
Mob Deve1Spment T- -
18.
.
3.9
.
2
2 0
F a a I-
z”
p”
2
4
6
8
0
.6
2 0 F
ENGINEERING
CLASSIFICATIONIDESCRIPTION
GREY/WHITE, silty, clayey SANDSTONE, dense, moist, interbedded with hard, BROWN, silty CLAYSTONE lenses
GREENISH/BROWN, silty CLAYSTONE, hard
End @ 16'
NO Groundwater Encountered
No Caving Occurred
BORING No. 3
SURFACE ELEV. 290
EC&. Backhoe HOLE DIA 24”
LOGGED BY John Klimuszko
308 ND. DATE SHEET
3869 5/25/83 30F12
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710 :‘~.~.---~~~~~~-~--~‘~~, ,y@=?e~++= 3% a=~“~--.~“0me-w7:--
1
3
I I ;
.- 4
, I /
-- SUMMARY SHEET
: PROJECT
-
-
-
-
-
-
-
-.
-
-
-
-
-
EOLOGICAL
ESCRIPTIOFJ
Topsoil
_
Bedrock
Mola Development
87.
l t G
2,’ D *’ =: 0
2 2
4
6
8
.O
.
:
t 4 .
z
:
t
-
Y
F
c
e s
: 3
-
. T- ENGINEERING
CLASSIFICATIONIDESCR~PTION
ARK BROWN, sandy CLAY, oist, loose
REY/TAN, silty, sandy LAY, moist
REY/WHITE, silty, clayey ANDSTONE, dense
ROWN, silty CLAYSTONE, ard
nd @ 10'
D Groundwater Encountered
3 Caving Occurred
BORING No. 4
SURFACE ELEV.
EOIJIP. Backhoe HOLE DIA 24"
LOGGED BY JK
1630-G South Sun&t Street Anaheim, California 92806 (714) 634-2092 (213) 8526710 m.‘“q _L m#w$r,*pF i’.. q-s ,: y-m- ->:y -~y?-q~--;~--~~ ^ ..o.qy.r:?~=.--. p~m2f-m-¶l .-I
” 1 ?
1
1 .t .;i? $ i 2
I f
i I
J -
I i t .; 3 ,- . , a 1
4 --a
-.
PROJECT -
-
-
-
-
--
-
-
-
_-
--
-
-
-.
EOLOGICAL
ESCRIPTION
Alluvium
SUMMARY SHEET
Mola Devwt
.
2
4
6
8
10
12
14
ENGINEERING
CLASSIFICA~~OWDESCR~PT~ON
RED/BROWN, silty SAND
RED/BROWN, si'lty, clayey SAND, moist, zoderately compact, interbedded with sandy CLAY
RED/BROWN, slightly gravelly SAND, dense
End @ 15'
No Groundwater Encountered
No Caving Occurred
BORING No. 5
SURFACE ELEV.
l a~.Backhoe HOLE DIA. 24”
LOGGED BY JK
JOB NO. DATE SHEET
OF _. 3869 15/25/83 15 12 --. . _ J d /
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710 LtE==s 'Z :, "‘T!? - ". ,. I ~~:-tCt--~.~Rr~~~-~~-- _.. .'. w 1".3^-- FT= ..*-.--.F-,.xF'y- ~e~eqwyp+FYy ?T? -=m--r4-: *-: j - 1. - -39
/
+ t i 3
$
t
! ! i
i f
3 ?
1
r
t
.- r , i
t. a
SUMMARY SHEET
- PROJECT
-
-
-
-
-
-
-
-
,-
-
-
-
--
;EOLOGlCAL
)ESCRlPTION
Topsoil
z
Terrace Deposit
Mola Development
T
.09.
2 l&IO SF FV
4,: uz
“8
11.6
x w 5 t ‘j I
6
8
.4
.6
ENGINEERING
CLASSIFICATlONIDESCRlPTlON
IELLOW/BROWN, silty SAND, Loose, slightly moist
ED/BROWN to TAN, slightly silty, fine to coarse SAND
End @ 16'
No Groundwater Encountered
No Caving Occurred
8ORING No. 6
SURFACE ELEV.
f&IP. Backhoe HOLE DIA 2 4"
LOGGED BY JK
JOE NO. DATE SHEET
3869 5/25/83 60F12 -. -
1630-G South Sunkist Street Anaheim, Calilornia 92806 (714) 634-2092 (213) 852-4710 ---- --_--.
- PROJECT
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
;EOLOGlCAL
)ESCRIPTION
Fill
SUMMARY SHEET
Mola DeveloDment
2 wo
>F FV aa
3 V
.
2
2 0
F
2 b-
tz w P
-
2
4
6
8
0
2
-1:
as
gE
ii:8
59 30
__.
ENGINEERING
CLASSIFICATIONIDESCRIPT)ON
TAN to BROWN, silty SAND, loose
GREY/BROWN, clayey SAND, moderately compact, moist
GREY, sandy CLAY, moist, extremely compact
.
End @ 10'
No Groundwater Encountered
No Caving Occurred
8ORlNG No. 7
SURFACE ELEV.
EQUIP. Backhoe .HOLED,A 24"
LOGGED BY JK
JOB NO. DATE SHEET
(5/25/83 170F12
1630-G South Sunkist Street Anaheim, California 92806 _-------__. .--^_ _ - .._-r, _ _ -~--I,,- ---- <. ra-.~ .-.---.-r--t. (714) 634-2092 (213) 852-4710
I -
-
-
1-
-
-
-
-
-
-
-
-
-
.-
-
-
_-
PROJECT
;EOLOGKAL
IESCRIPTION
SUMMARY SHEET
Mola Development T
Alluvium
.
.
10.1 .
2
2 0 F
2 t w 2
z
2
4
6
8
.O
IARK BROWN, silty SAND, rith roots, moderately .oose
lROWN, silty SAND, moist
LED/BROWN, sandy CLAY/ :layey SAND, moist, Lxtremely dense
:nd @ 11'
lo Groundwater Encountered
lo Caving Occurred
BOR tNG No. 8
SURFACE ELEV.
fOtiIP. Backhoe HOLE DIA. 24"
LOGGED BY JK
1630-G South Sut&ist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710 -*,--~~~~-~..*-CII.-.rr-r-a-,y u- *w-v-
4 4 1
,-
I .
/
E! r.. wr-q
- PROJECT
-
-
-
-
-
-
-
-
-
-
:EOLOGICAL
>ESCRIPTlON
Fopsoil
KLluvium
T
SUMMARY SHEET
Mola DeveloDment
t c - 2=
:j
;s’ 0’
z wo SF Fv aa Es "8
.
t
2 0 E
s t w 2
L
2
4
6
8
-
ENGINEERING
CLASSIFICATIONIDESCRIPTlON
BROWN, silty SAND, loose, drv oreanics
BROWN, silty SAND, moderately compact
DARK BROWN/GREY, sandy CLAY, moist, hard
Dense @ 5'
YELLOW/BROWN, clayey SAND, dense, moist
End @ 14'
No Groundwater Encountered
No Caving Occurred
BORING No. 9
SURFACE ELEV.
EC&. Backhoe HOLE DIA 24”
LOGGED BY JK
JOB NO. DATE SHEET
3869 5/25/83 ,gDF12 "
.
i
1630-G South Sunkist Street Anaheim, California 92806’ (714) 634-2092 (213) 852-4710
SUMMARY SHEET
- PROJECT Mola Development 1 EOLOGICAL
ESCRIPTION
lluvium
ENGINEERING CLASSIFICATION/DESCRIPTION
ROWN, sandy CLAY, moist, moderately loose
.
ED/BROWN, silty, fine to oarse SAND, mixed with
layey SAND, moist
I j: ;
‘1 n I
I f
;
1 *
1 t.
:i +
.- ’ 1 i
d -4
nd@9’
o Groundwater Encountered
o Caving Occurred
-.
BORING No. 10
SURFACE ELEV.
EOUIP. Backhoe MOLE DIA 24”
2
2 0 F
s
z 2
L
LOGGED BY JK t z . 2:
n$
i r; 38;;;
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710 ~- -.. .-------a
-
-
PROJECT
lEOLOGICAL
IESCRIPTION
Alluvium
T
SUMMARY SHEET
T
15.
-
2 0.. 8 .
2
,2 0 F
2 t w 2
E
ENGINEERING
CLASSlFtCAfIONlDESCRIPTION
BROWN, silty SAND, moist
YELLOW/BROWN, silty SAND, noderately compact and noist
BROWN, sandy CLAY, moist, compact
YELLOW/BROWN, clayey SAND, very compact
End @ 11'
No Groundwater Encountered
No Caving Occurred
BORING No. 11
SURFACE ELEV.
&JIP. Backhoe WXEDIA 24”
LOGGED BY JK
JOB NO. DATE SHEET
3869 15/25/83 lFF12 ‘.
1630-G South Sunkist Street Anaheim, California 92806 -tfPr”a,+~-~-sqT.r- ‘“‘~5rcyw- e.4. Pa-J-y? ;acc-r”-*y ,z - --+,eiqy (714) 634-2092 (213) 852-4710 -- -v * ,~~~&~~~~
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SUMMARY SHEET
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PROJECT
NEOLOGICAL
rESCRlPflOPJ
Soil Washed Downstream 5rom Earth Dam
Mola DeveloDment
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4
6
8
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ENGINEERING
CLASSIFICATIONIDESCRIPTION
I'AN, fine to medium SAND, loose, moist
RED/BROWN, fine to coarse SAND, moderately loose, noist
End @ 9'
No Groundwater Encountered
Caving from l'-6'
BORING No. 12
SURFACE ELEV.
E&IP. Backhoe HOLE DIA. 24"
LOGGED BY JK
1630-G South Sun&&t Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710 ~c+--%wT,r4~~ ~+<w*v- .I 6 r;;. p-r.: ~T=z-." .=pwFq=- '~‘--~~~~"-r?w- . r ,*i_ _ _, ,..: v-??~-'~-F-7'-~. ‘"qr"- -mowpe-m-:: * I , _- 3--?j
SOB NO. DATE SHEET
3869 5125183 lrF 12 ..
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PROJECT
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EOLOGICAL lESCRIPTlON
Alluvium
SUMMARY SHEET
06.
03.
94.
15.
18.
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11.
6.
8.
13.
15.
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2
g F
d c w 2 0”
2
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6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
r ENGtNEERlNG
CLASSIFICA~~ONIDESCR~PT~ON
BROWN, silty SAND, slightly moist, porous
REDDISH/BROWN, silty,
slightly clayey SAND, moist, slightly compact
Lenses of GRAVEL @ 10'
Some cobbles (2" to 3" in diameter), and GRAVEL @ 22'
Clayey @ 29'
Clayey SAND below 32'
BORING No. 1
SURFACE ELEV. 162'
EOhlP. Auger Bucket HOLE DIA. 18"
LOGGED BY .JK
JOB NO. DATE SHEET
16/7/n3 /l OF4 "
4cr.n c) n- IL F..-t.:-. r.‘---* An-kh;m rc.txr.rn;a Q3RrlF: f7lA\ fiPA-3nQ3 191 a\ A57-A710
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- PROJECT
SUMMARY SHEET
Mola Development
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‘EOLOGICAL
1ESCRlPTlOFJ
3edrock
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38
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;REY/WHITE, silty, clayey SANDSTONE, dense
ZREY/BROWN CLAYSTONE, denst ? 42'
Znd @ 44'
Vo Groundwater Encountered
go Caving Occurred
BORING No. 1
SURFACE ELEV. 162'
EDiMP. Bucket Auger WOLE DIA 18"
LOGGED BY JK
1630-G South Sunkist Street Anaheim, California 92806 ^ ,. . _ . . I.- , .,*.$-es (714) !34-209? -,, ,(2.l>) 852-471!,. ,_ 7
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PROJECT
‘EOLOGlCAL 1ESCRlPTlON Alluvium
Bedrock
SUMMARY SHEET
Mola Development T-
> b- c . 2:
02
kg
2 WC >F GC aa
2: L:
2
4
6
8
10
12
14
16
18
ENGINEERING CLASSIFICATIONIDESCRIPTION
BROWN, clayey SAND, slightly moist, porous, noist @ 2'
DARK BROWN, silty, sandy
XAY, moist, compact
XEY/BROWN, clayey SANDSTONE
JHITE, slightly silty XNDSTONE, dense, slightly loist
Ind @ 20' lo Groundwater Encountered IO Caving Occurred
BORING NO. 2
SURFACE ELEV. 186.0' Bucket
EObIP. Auger HOLE OIA 18”
LOGGED BY JK
JOB NO. t DATE I SHEET
3869
.rnn n r.-..&L 0..^t.:-. r-.-rr* An-h&m P?!ifnrnicl (Imnc 17161 fi9A-3nQ3 134 ?\ QK3-471n
SUMMARY SHEET .
Mola Development PROJECT r I- ENCtNEERING
CLASSIFlCATIONIDESCRlPTlON
;REY/WHITE. silty. clayey, Eine'to co&se ShDSTOhE-, noist, dense
EOLOGICAL
ESCRIPTIOPJ
4
6
8
10
12
14
16
18
2c
22
2L
2t
2E
3(
3;
31
Bedrock
14.1
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L'AN, silty, fine to medium SANDSTONE, moist, dense
GREY/WHITE, silty, clayey, fine to coarse SANDSTONE
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TAN, silty, fine to medium SANDSTONE, dense 3 1 C.-l. -
GREY/WHITE, silty, clayey SANDSTONE, moist, dense
End @ 35’ No Groundwater Encountered No Caving Occurred -
2
2 0 F 2 t 2 2
BORING No. 3
SURFACE EIEV.
Bucket EWW. Auger HOLE DtA 18”
LOGGED BY JK .
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JOB NO. 1 DATE ! SHEET
16/7/83 140F4
j-630-G South,Sunkist Street.. j _ Anaheim, California 92806 _ (714) 634-2092 (213) 852-4710 _.
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.4POX/MATE LOCAT/uN OF E&=!~P4TOR~ P/T
ORox/MAT~ LOCATWVV OF EXFf O,?47iWjf
A3oRiM
: “_ _: - . - .* - . _,
.; -~‘.-.:p . . . .._. -_ .__ ..:-- s- .“. _ -.. . . .- .I” -:T-‘- -.;- .- z 1 _ __, _ AL _ ,, ., . .-.__ 3, ,^,. ,_ I--” >.; ..l ., ‘. .
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Mola Development
APPENDIX E
Geological Report
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W.O. 386901
1630-G South Sunk&t Street Anaheim, California 92806 (714) 634-2092 (213) 852-4710
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Baseline Consultants Inc.
15307 MINNESOTA AVE. SCVLS ENG/NEER/NG-E GEOLOGY
PARAMOUNT, CALI F. 90723 (213) 633-8152
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July 6, 1983
Your Job No. 3869
Project No. 1109-053
Action Engineering Consultants
1630-G South Sunkist Street
Anaheim, California 92806
Attention: Mr. Bruce Packard
Subject Reference: Engineering Geology Investigation Tentative Tract No. 76-15
El Camino Real, Tamarack Avenue
Carlsbad, California
Owner: Mola Development Engineer: Van Dell and Associates, Inc.
Soil Engineer: Action Engineering Consultants
Gentlemen:
This report describes an investigation of the engineering geologic
conditions at the site of a proposed sixty (2) acre residential development,
located west of El Camino Real and northerly of Tamarack Avenue in
Carlsbad, California.
The purpose of this investigation was to determine the surficial
and subsurficial geologic conditions as they would relate to the proposed
development, and to delineate the character and limits of possible geologic
hazards, if found to be present. In addition, comments concerning the
seismicity of the site were elicited , as well as recommendations to
mitigate possible hazards requested.
Project No. 1109-053
Action/Mola/Carlsbad
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To this end, portions of four days were spent in the field, mapping
exposed features , and noting physical characteristics of the landforms
deemed pertinent.
We were provided a 40 scale topographic-preliminary grading plan,
upon which we have plotted our field data (see Plates Za, 2b, 2c, and
2d). Geologic cross sections based upon this map, and the geologic
conditions encountered, are presented on Plates 3a, 3b, 3c, 3d, 3e, 3f,
3g, and 3h.
TERRAIN CONDITIONS
The subject property encompasses remnants of an old, eroded mesa,
and the steep side slopes of the mesa, which lead down to El Camino Real
along the eastern property line. Substantial housing developments bound
the property to the north, south, and west, and vacant, open ground exists
to the east, across El Camino Real. Plate 1, Vicinity Map, depicts the
location of the site in relation to general topography, streets, and land-
marks.
The natural topographic features of portions of the tract, \
especially the southern portion, have been substantially modified by past
grading which has created cut slopes, fill slopes, fill masses, roadways,
and an extensive series of debris basins in the southernmost canyon above
the existing terminus of Tamarack Avenue. In addition, it appears that
substantial filling has taken place in the areas of proposed Lot Nos.
69 through 76.
Project No. 1109-053
Action/Mola/Carlsbad
-3-
EARTH MATERIALS
1. Artificial Fill (Map Symbol Af)
Artificial fill was observed on two pad areas, just inside the
tract boundary near Skyline Drive , on the slopes below Neblinda Drive,
in the southern canyon area, in the flat zone easterly of Palisades Drive,
and in small, isolated dump areas of the tract. In most cases, the fill
appeared only moderately compact at best, and very loose at worst. Severe
erosion has taken place in the fill deposits from uncontrolled drainage,
over the years since placement.
2. Residual Soils
A mantle of residual soil has developed over the natural materials
of the area, which consist primarily of one to three feet of loose, porous,
silty and clayey, fine sand.
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3. Alluvium (Map Symbol Qal)
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The central, eastern, and southeastern portions of the property
within the drainage areas are underlain by alluvial soils, consisting of
primarily clayey sands and sandy clays. In general, the uppermost six to
nine feet of the alluvium is considered soft to loose and porous in nature.
Estimated maximum thickness of the alluvium is forty-five feet.
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- Project No. 1109-053
Action/Mola/Carlsbad
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4. Terrace Deposits (Map Symbol Qt)
Mantling remnants of the mesa along the westemznd northern parts
of the tract, are terrace deposits consisting of moderately compact to
dense, red-brown, silty sands, with occasional lenses of clayey sand
and small gravel. Maximum thickness of this unit is estimated to be
sixty feet.
5. Bedrock (Map Symbol Tss)
Underlying the entire hillside area, and outcropping in numerous
exposures, are Tertiary Marine Sediments consisting of white to tan-gray,
silty and clayey sandstone, containing minor interbeds, lenses, and
pockets of green-gray, silty clay.
The uppermost zones of the bedrock, that is, those which directly
underlie the Terrace Deposits, are whitish gray, friable, silty sands,
which, when eroded, develop into "badlands" topography. The more clayey
portions of the unit which underlie the lower parts of the tract are
exposed on the easterly trending ridges, and develop a thicker, more
cohesive soil cover.
In all cases, the bedrock was found to be very compact to dense,
and quite friable.
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Bedrock Structure -
Bedding attitudes in the bedrock were very rare, however, obscure
indications point to a west-dipping homocline, with an apparent dip of
five to seven degrees.
Project No. 1109-053
Action/Mola/Carlsbad
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A small, discontinuous, non-active fault was noted near the
southern property line , which has caused local variation in the overall
regional dip near the fault.
SEISMICITY
Active faults-are believed to be absent from the property, and the
closest known active faulting would be associated with the Elsinore
Fault, located about 20 miles easterly of the site. Because of this, the
only seismic consideration deemed appropriate would be that of ground
shaking generated by a distant fault. This movement should be no more
severe than that to be experienced by the currently developed, nearby
residential areas.
MASS MOVEMENT
No landslides, soil slumps, mudflows, or other indications of
instability were apparent in the natural materials on the property. The
majority of the existing fill materials, however, are considered marginally
stable and subject to severe erosion under concentrated run-off.
GROUNDWATER
Groundwater is believed to be below any zone that could effect the
proposed development.
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Project No. 1109-053
Action/Mola/Carlsbad
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CONCLUSIONS AND RECOMMENDATIONS
Favorable Conditions
1. The vast majority of the on-site materials, excluding any debris-
laden fills, are satisfactory for use in the proposed fills.
2. The earth materials on the property can readily be excavated by
heavy duty earthmoving equipment.
3. No landslides, or signs of mass movement, are present on the property.
4. Active faults are not known to be present on or beneath the site, or
in the immediate vicinity.
5. Bedrock is considered more than adequate to support structural loads.
6. Bedrock attitudes appear favoarable positioned for continual gross
stability.
7. Groundwater is not anticipated to be a problem.
Generally Unfavorable Conditions
1. The existing on-site fills are not considered suitable in their
present state for the proper support of new fill, or structures, and
should be removed in advance of the planned grading. Suitability for
reuse should be determined by the soils engineer.
2. The alluvial materials within the drainage areas and in the small
tributary canyons are quite soft , and probably unsuitable to support
fill or structural loads in their present state.
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- Project No. 1109-053
Action/Mola/Carlsbad -7-
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Most of the near surface materials in the lower portions of the
tract appear to be moderately to highly expansive.
Surchared cut slopes (fill over cut) will require special considera-
tion In design.
The on-site materials are highly susceptible to severe erosion under
concentrated flow, especially the upper units of the bedrock and the
Terrace Deposits.
Buttressing and/or stabilization will probably be necessary on those
cut slopes which expose the clayey portions of the bedrock, especially
those that expose the clay near the planned toes of slope. Such
special grading designs will, of necessity, have to be developed as
grading progresses , and during on-going geologic examination. For
purposes of this report, however, the following lots 2 expose such
conditions; Lot Nos. 4 through 23, 53 through 56, 63 through 66, 90
through 92, 99 through 109, and 130 and 131.
General Conclusions
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Based upon our field observations , and our geologic interpretation
of the conditions encountered, it is the opinion of the writer that
development of the property, as contemplated, is feasible from the
engineering geology viewpoint, provided that; the recommendations of this
report are followed, that good engineering practices are adhered to, and
that the designs and recommendations are properly implemented.
- Project No. 1109-053
Action/Mola/Carlsbad
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Recommendations
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1. Disposition of the fill masses should be under the direction and
supervision of the soils engineer.
2. Foundation systems should be embedded in the firm, natural materials,
and/or compacted fill, the bearing pressures and associated criteria
of which shall be determined by the soils engineer.
3. Unretained cuts in the Terrace Deposits or bedrock shall be no steeper
than 26 degrees (2:1), unless stability analyses by the soils engineer
demonstrate that steeper slopes will be stable, and no permanent,
unsupported slopes in the alluvium shall be made.
4. Where footings are to be constructed on or near a slope, it is
recommended that the bottom outside edge of such footings be a
minimum of five feet from the slope face.
5. All roof and pad drainage should be conducted to the planned paved
streets, and/or storm drains.
Remarks
It is anticipated that the subsurface conditions will not vary
significantly from those observed. However, should unexpected conditions
arise during grading, this office shall be notified so that we may be in
a position to change or modify the recommendations. We reserve the right
to review final grading plans prior to actual construction to verify
compliance with the recommendations.
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- Project No. 1109453
Action/Mola/Carlsbad -90
This investigation was made in accordance with generally accepted
engineering geology procedures, and within the limits prescribed by the
client. No other warranty, expressed or implied, is made as to the
professional advice included in this report.
Respectfully submitted,
BASELINE CONSULTANTS, INC.
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RPC/ac
Distribution:
(8) Action Engineering
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VICINITY MAP
Engineering Geology Investigation JOB NC llog-os3 Carlsbad Tract 76-15
Carlsbad, California PLATE 1
BASELINE CONSULTANTS
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APPENDIXA
AS
Qal -
Qt
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zo"
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Artificial Fill
Alluvium Deposits
Terrace Deposits
Sandstone Bedrock
Strike and Dip
Geologic Contact
Buried Geologic Contact
Fault
Geologic Cross Section
Geologic Legend Proj. N- o 1109-053
Carlsbad Tract 76-15 Carlsbad, California Plate A
BASELINE CONSULTANTS