HomeMy WebLinkAboutTract Map 9833-3 Lot 25 Soil Report
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DUCO ENGINEERING, INC.
SOIL & GEOLOGIC INVESTIGATIONS
All CONTROL - SOIL TESTING
20938 CURRIER RD. - WALNUT, CA 91789
. (909) 594-7414 . FAX (909) 594-3853
REPORT OF SOILS INVESTIGATION
PROPOSED PRIVATE RESIDENCE
LOT 25, TRACT 9833-3
EL FARO PLACE
TEMECULA, CALIFORNIA
FOR:
Mr. and Mrs. Sean Browning
28234 Corte Malbino
Temecula, CA 92592
May 24, 1999
Job No.: 99-25
\
Page One
May 24, 1999
Job No.: 99-25
Introduction
This report presents the results of a geotechnical investigation for a residential parcel of
land to be developed in the City of Temecu1a, California. Figure No. 1 presents a plot
plan of the site showing the soils data and surface features deemed pertinent to this report.
The object of this investigation was to gather information and test data regarding the
surface and subsurface soils conditions existing on the site upon which to base our
recommendations for the safe and economical site preparation, grading and construction
of the proposed structure.
The results of our field and laboratory investigations, which form the basis of our
recommendations, are included as a part of this report.
Site Conditions
The subject site occupies approximately 2.66 acres of an irregularly shaped parcel of
property located at the western end ofEI Faro Place in the City of Temecula, California.
Topographically, the site is characterized by a gentle to moderately sloping, south trending
ridge, which has been altered by previous grading to create a level pad along the ridge
crest. Fairly uniform (1.5: I to 2: I) natural slopes descend to the east and west. The
overall relief is approximately thirty-six (36) feet on the west and fifty-six (56) feet on the
east.
The existing natural slope gradients on the site vary from nearly level on the graded pad
area to as steep as 1. 5: I locally on the flanks of the ridge. Current site drainage is by
sheettlow toward the east to EI Faro Place and to the west into a south flowing drainage
course. Surface vegetation currently consists of moderate to locally heavy assemblages of
native and volunteer weeds, grasses and shrubs on the undisturbed area of the lot and a
light to locally heavy assemblage of weeds and grasses on the cut pad area..
The soils encountered in the test holes consisted of soft to fairly firm topsoils composed
of clayey silts and silty clays varying between three (3) and four (4) feet in thickness,
overlying dense to very dense silty to clayey, coarse to medium sands with scattered
grave~ silty fine to very fine sands and coarse to fine sandy silts of the Pauba Formation.
2.-
Page Two
May 24, 1999
Job No.: 99-25
No ground water or appreciable caving of the side walls were encountered during the
excavation of the test holes to the depths explored.
ProDoSed DeveloDment
The subject parcel is proposed to be developed by conventional cut and fill grading
procedures to construct an access drive from EI Faro Place and to create a building pad
suitable for the construction of a single family residential structure with raised foundations,
a barn, tennis court and a future swimming pool.
Fill soils will be generated by lowering the existing pad grade as needed and the cutting of
a 2: I to 3: 1 slope on the east flank of the ridge. The majority of the fill will be placed to
construct the driveway and tennis court. The structure will be constructed on natural
ground. No grading will take place on the west slope of the property.
Field Investil!ation
The subsurface soils conditions were explored by excavating seven (7) engineering test
holes to depths of six (6) to seven (7) feet with a backhoe using an eighteen (18) inch wide
bucket. The approximate location of each test hole is shown on Figure No. 1.
Relatively undisturbed samples and disturbed, bulk samples of the typical soils
encountered in the test holes were obtained to be subjected to laboratory testing and
analysis.
A continuous log of each test hole was kept in the field at the time of excavation. These
test hole logs, reflecting the condition and classification of each soil strata encountered,
based on the Unified System of Soil Classification, as devised by A. Casagrande, are
presented as a part of this report as Figure Nos. 2 through 8.
Laboratory Investil!ation
In-situ moisture and density tests were performed on the undisturbed samples and the
results of these tests are shown on the appropriate test hole logs at the depths sampled.
Also shown are results of calculations made to determine the relative compaction of the
samples compared to the maximum density determined in accordance with ASTM test
method D1557-94T.
The expansion potential of the onsite soils was determined in accordance with the UBC
test standard 18-2. The results of the laboratory tests performed on the typical bulk soil
samples are summarized as follows:
-3
-
Page Three
May 24,1999
Job No.: 99-25
Soil TVDe Maximum Densitv Ootimum Moisture EXDansion Index
A-Clayey silty crse.
to med. sand 130.6 ocf. 8.0% 15
B-Silty crse. to med.
sand 129.3 ocf. 8.0"10 15
C-Silty very fine
sand 118.5 ocf. 12.3% 65
D-Silty fine to med.
sand 119.9ocf. 11.3% -
E-Crse. to finesandy
silt 121.9ocf 10.5% -
F-Slightly clayey
med. to crse. sand 129.4 pef. 7.8% 21
Direct shear tests were performed on selected samples of the undisturbed soils. The
samples were tested in a state of saturation in order to duplicate extreme field moisture
conditions. The results of these tests, showing peak and ultimate values are shown
graphically on Figure Nos. 9 and 10.
The results of consolidation tests, indicating the load-settlement characteristics of the
typical subsurface soils are shown on the Consolidation Test Reports, presented as Figure
Nos. 11 throug\114.
Conclusions and Recommendations
Development of the site, as proposed, is considered to be feasible from a geotechnical
engineering standpoint, based on the implementation and incorporation of the
recommendations which follow into the site preparation, grading, design and site
development.
The preliminary results of the geotechnical investigation indicate that the site may be
developed by conventional grading procedures. The eighteen (18) foot high 2: 1 to 3: 1 cut
slopes in the area proposed will result in a stable slope condition. General
recommendations for site grading are as follows:
Site PreDaration and Gradinl!
Prior to any grading, all existing surface vegetation, including brush and shrubs, not to
remain, shall be stripped and hauled off site to the satisfaction of the geotechnical engineer.
~
Page Four
May 24,1999
Job No.: 99-25
The resulting cavities shall be cleaned of roots and loose soils, processed as specified by
the geotechnical engineer, and brought to grade with compacted fill if not entirely
removed in a proposed cut or removal area.
Any fill soils encountered within the proposed grading area shall be removed to expose the
underlying natural ground, as determined by the geotechnical engineer. These materials
may be incorporated into the compacted fill, when cleaned of any decomposable
substances.
Prior to the placing of any fill soils, the existing topsoils shall be removed to a minimum
depth of two (2) feet to expose the underlying approved natural ground. On slopes
steeper than 5: 1 a minimum fifteen (15) foot wide by two (2) foot deep shear key
(measured into approved ground on the downslope side) shall be excavated at the toe of
slopes. The shear key shall be approved by the geotechnical engineer prior to filling.
If any retaining walls are to be constructed prior to starting a fill slope, the excavation
should be brought to the original ground elevation with compacted fill and the wall
footings shall be excavated into the compacted fill. All retaining walls shall be allowed to
cure properly prior to surcharging with fill.
As the compacted fill placement progresses upslope, all topsoils shall be removed to
expose the underlying, competent natural ground and adequately sized, horizontal benches
shall be excavated into the bedrock to receive the compacted fill.
Prior to placing any compacted fiR the exposed surface of the approved natural ground
shall be thoroughly scarified to a depth of six (6) inches, moisture conditioned as
necessary and shall be precompacted to the minimum requirement specified herein.
The fill soils shall be spread in six (6) to eight (8) inch thick, loose lifts, watered or dried
back as necessary to provide near optimum moisture content and shall be compacted to a
minimum of 90% of the maximum density determined in accordance with ASTM test
method Dl557-94T.
The cut portion of the tennis court shall be undercut and recompacted to a depth of three
(3) feet.
As the fill slopes progress upwards the surface shall be backrolled at maximum four (4)
foot vertical intervals using a sheepsfoot roller and the finished slope surface shall either
be grid or track rolled to provide 90% compaction to the slope surface or the slope shall
be overfilled sufficiently to allow for trimming back to expose the compacted inner core.
-5
Page Five
May 24,1999
Job No.: 99-25
The estimated subsidence anticipated to occur during the processing of the natural ground
to accept fill will be on the order of 0.1 foot.
The anticipated shrinkage in soils volume expected to occur during the removal and
recompaction of the topsoils and bedrock will be on the order of 10"10 to 1 5% for the
topsoils and 0% to 5% for the bedrock. The actual shrinkage will depend on the average
degree of compacted obtained.
Any imported fill soils required to be brought to the site for use as structural fill shall be
approved in advance, of importation by the geotechnical engineer.
Foundation Recommendations
The recommended soil bearing value for continuous and square footings a minimum of
fifteen (15) inches in width and embedded a minimum depth of eighteen (18) inches below
the lowest adjacent ground surface shall be 2000 psf. and 2250 psf. respectively. This
value may be increased by 20% for each additional foot in depth and/or width to a
maximum value of 3000 psf.
Lateral value may be computed at 250 psf. per foot of depth to a maximum value of 3000
psf.
The anticipated maximum settlement for foundations designed in accordance with the
foregoing recommendations, is on the order of 0.40 inch with maximum differential
settlement on the order of 0.20 inch.
Exoansive Soils Recommendations
The expansion potential of the existing onsite topsoils and bedrock is are considered to be
low to moderate. It is assumed that the topsoils and bedrock materials will be blended
during grading and will be similarly expansive. The recommended remedial construction
measures required to minimize the affects of this condition are shown on Figure No. 15.
A final determination of the expansion potential should be made upon the completion of
grading.
Additional reinforcement of the foundations and any floor slabs should be made in
consideration of structural strength requirements of the structural engineer.
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Page Six
May 24,1999
Job No.: 99-25
Soil Corrosivitv Study
Laboratory tests were conducted on the near surface soils to determine if these soils may
have deleterious effects on underground utilities and concrete floors and slabs. The results
of these tests are as follows:
Soluble Sulfate per
CA. 417
Bor. #1 90
Bor. #4 100
Soluble Chloride
per
CA.422
54
64
Minimum
Resistivity per CA.
643
2774 ohm-cm
14160hm-cm
pH
6.8
6.6
Based on the results of the above tests, the onsite soils are considered to be moderately
corrosive. It is recommended that all metal pipes should be wrapped with poly-sleeves or
other appropriate materials. As an added precaution the metal pipes in trenches should be
backfilled with clean sand.
Type I or II cement may be used in concrete poured in direct contact with onsite soils.
Site Drainal!e Recommendations
All surface runoff shall be conducted away from the top of the slopes onto approved
drainage devices. The residence shall have roof gutters to collect runoff and conduct it to
approved, non-erodable drainage areas.
Retaininl! Wall Recommendations
When properly drained and backfilled, any proposed retaining walls shall be designed for
the following equivalent fluid pressures:
Slope of Retained Surface Recommended Equivalent Fluid
Pressure
Level Surcharge 35ocf.
3: 1 Surface Gradient 38 ocf.
2: 1 Surface Gradient 45ocf.
All retaining walls shall be provided with adequate weep holes or subdrains to preclude
the build-up of hydrostatic pressure.
1
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Page Seven
May 24, 1999
Job No.: 99-25
Backdrains shall consist of a four (4) inch diameter, perforated pipe, with perforations
down. The pipe shall be surrounded by twelve (12) inches of'!. inch gravel wrapped in an
approved filter fabric to minimize the infiltration of soil particles. The drains shall be
graded to flow to a suitable outlet or controlled disposal system which will not result in
erosion or saturation of the slope surface.
A coefficient of friction of 0.35 may be used between the concrete poured in direct contact
with the compacted fill or bedrock.
It is the opinion of this firm that once the site has been satisfactorily graded in accordance
with the recommendation contained in this report, the site will be free from the hazard of
landslide, settlement or slippage and will not adversely affect the geologic stability of the
adjacent properties.
The recommendations contained in this report are based on the results of our field and
laboratory investigations, combined with the principles of modern soil mechanics and
sound engineering judgment.
Should any unusual conditions or should drastic design changes be contemplated, this
firm shall be notified immediately in order that proper modification to the
recommendations contained herein may be made as deemed necessary.
If you have any questions with regard to this report or the recommendations contained
herein, please contact this office.
Respectfully submitted,
DUCO ENGINEERING, INC.
h2J1~
Ronald Cobine
Approved by:
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KEY TO SYMBOLS
Symbol Description
Strata symbols
II
mI
ItIm
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[l1l1lli
[S]
l2lJ
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Poorly graded clayey
silty sand
Silty sand and gravel
Clayey sand
Silt
Silty sand
Poorly graded sand
Clayey gravel
Soil Samplers
. California sampler
Notes:
1. Exploratory test holes were excavated on April 21, 1999 using a
conventional rubber-tired backhoe wim an 18 inch wide bucket. All
test holes were immediately backfilled upon me completion of me logging
and sampling.
2. No free water was encountered at me time of excavation.
3. Test hole locations were extrapolated from existing features and me
elevations extrapolated from an assumed datum elevation.
4. These logs are subject to me limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on me logs.
\0
SOIL EXPLORATION LOG
PROJECT: Browning Residence - EI Faro, Temecula JOB NO.: 99--25
CUENT: Sean Browning
LOCATION: See Figure No.1
LOGGED BY: RDC EXCAVATING EQUIPMENT:
DEPTH TO WATER: None Encountered CAVING:
TEST HOLE NO.: I
DATE: 4-21-99
ELEVATION: 1172.0
Backhoe
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS:
This log is part of the report prepared by Duco Engineering, Inc. for this project and should be read together with the report. This summary applies only to
the location of the test hole at the time of the excavation. Subsurface conditions may differ at other locations and may change at this location with the
I oassae:e of time. The data Dresented is a simolification of the actual conditions encountered.
SAMPLE DATA
'" on u ~~
~z ~.... ~~ u ~3 z":
3~ DESCRIPTION 0,. w~ ~
UJ.!l on "'" o. "/j
0- ;:i 00 ,.Ii
"'u <:> -'~ ~:1 u
~o
~"
0 SM-SC Clayey Silty Coarse to Medium Sand -
brown to light brown - top 12' loose
A then firm - damp to moist - scattered
30 gravel 5.6 107.5 82.3
-
5 G"-~I Silty Coarse to Medium Sand with Gravel
- 18 B - tan brown - firm - moist 8.4 112.1 86.7
Bottom of Test Hole
10
15
20
25
30
DUCO ENGINEERING, INC.
FIGURE NO.:
2
\\.
SOIL EXPLORATION LOG
PROJECT: Brownin~ Residence - EI Faro, Temecula JOB NO.: 99--25
CUENT: Sean Brownin~
LOCATION: See Figure No.1
LOGGED BY: RDC EXCAVATING EQUIPMENT:
DEPTH TO WATER: None Encountered CAVING:
TEST HOLE NO.: 2
DATE: 4-21-99
ELEVATION: 1214.0
Backhoe
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS:
This log is part of the report prepared by Duco Engineering, Inc. for this project and should be read together with the report. This summary applies only to
the location of the test hole at the time of the ~~cavation. Subsurface conditions may differ at other locations and may change at this location with the
passave of time. The data "resented is a simnlification of the actual conditions encountered.
SAMPLE DATA
~~ '" vi ~ ~~
;l:"" die :1:" ffili
OZ u "'0 DESCRIPTION o~ ~
",.:l ....;:0 g~ .; ;:;.... ~~ 0; ..~
Q- 0>0 ;i 00 ~!,! 0
u " -'~ :5:S u
!!l0
~..
0 I Clayey Coarse to Medium Sand -
sc
brown to light brown - top 12" soft
then fairly dense - damp to moist .
i scattered gravel
- A .//.
30 I;> 5.4 111.6 85.5
5 GM-SM ':a
Silty Coarse to Medium Sand with
scattered Gravel - tan brown - firm -
.. moist
..
- .. ..
R : :
10 .. : 9.3 108.2 83.7
- .~
10
Bottom of Test Hole
15
20
25
30
DUCO ENGINEERING, INC.
FIGURE NO.:
3
\z..
SOIL EXPLORATION LOG
PROJECT: Brownin2 Residence - EI Faro, Temecula JOB NO.: 99--25
CLIENT: Sean Browning
LOCATION: See Fi2U1'e No.1
LOGGED BY: RDC EXCAVATING EQUIPMENT:
DEPTH TO WATER: None Encountered CAVING:
TEST HOLE NO.: 3
DATE: 4-21.99
ELEVATION: 1182.0
Backhoe
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS:
This log is part of the report prepared by Ouce Engineering, Inc. for this project and should be read together with the report. This summary applies only to
the location of the test hole at the time of the excavation. Subsurface conditions may differ at other locations and may change at this locatIon with the
I passage of time. The data presented is a simolification of the actual conditions encountered.
SAMPLE DATA
'" .; u ~~
i5p ~f-< oJ'" U @" ~~
,,-v OZ ~~ "-0 DESCRIPTION 0,. ~
",oI! oJ::> .; ;::ioJ "" 0, .."
Q- 0>0 ::i 00 ,.Ii 0
u " -'~ ~j u
,"0
~..
0 SC . .. .. . Clayey Coarse to Medium Sand -
V//
1/.// brown to light brown - top 12" soft
1/.// then dense. damp to moist -
- V// scattered gravel
25 A ~: 6.8 109.7 84.0
- "Z
..... .
5 Bottom of Test Hole
10
15
20
25
30
DUCO ENGINEERING, INC.
FIGURE NO.:
4
~
SOIL EXPLORATION LOG
PROJECT: Browning Residence - EI Faro. Temecula JOB NO.: 99--25
CUENT: Sean Browning
LOCATION: See Figure No. I
LOGGED BY: RDC EXCAVATING EQUIPMENT:
DEPTH TO WATER: None Encountered CAVING:
TEST HOLE NO.: 4
DATE: 4.21-99
ELEVATION: 1210.0
Backhoe
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS:
This log is part of the report prepared by Duco Engineering, Inc. for this project and should be read together with the report. This summary applies only to
the location of the test hole at the time of the c::xcavation. Subsurface conditions may differ at other locations and may change at this location with the
oassall'e of time. The data oresented is a simnlification oime actual conditions encountered. --
SAMPLE DATA
E~ '" .; u ~~
~.... =If u ~" ffiu:
OZ 3 DESCRIPTION o~ ~
"'~ ,.J;:> 0>- .; "'~ o. ..'"
0- ",0 "'.... :i 00 ~\! 8
u " -'~ ~~
",0
~..
0 ML Silty Very Fine Sand - yellow tan
top 12" fractured then very dense -
- C damp
- 32 8.4 108.9 9\.9
5
6" thick coarse sand lense @ 5.5' depth
I--- D SM ..
25 Silty Fine to Medium Sand. tan grey - 22.8 102.4 85.4
I--- dense - damp
..
scattered coarse sand lenses
10
SP : Coarse to Medium Sand - grey and tan -
..
.- .- dense - damp
15
Bottom of Test Hole
20
25
30
DUCO ENGINEERING, INC.
FIGURE NO.:
5
P\
SOIL EXPLORATION LOG
TEST HOLE NO.; 5
DATE: 4-21-99
ELEVATION: 1229.0
Backhoe
None Encountered
PROJECT: Brownin~ Residence - EI Faro, Temecula JOB NO.: 99--25
CLIENT: Sean Brownin2
LOCATION: See Figure No.1
LOGGED BY: RDC EXCAVATING EQUIPMENT:
DEPTH TO WATER: None Encountered CAVING:
SUMMARY OF SUBSURFACE CONDITIONS:
This log is part of the report prepared by Duco Engineering, Inc. for this project and should be read together with the report. This summary applies only LO
the location of the test hole at the time of the excavation. Subsurface conditions may differ at other locations and may change at this location with the
I nassal!e of time. The data oresented is a simolification of the actual conditions encountered.
SAMPLE DATA
~1l '" ..; u ~~
~... dOl U OJ" ffili
OZ Sl~ ~3 DESCRIPTION 0,. ~
",.e ",,::> ..; ~'" 0; ..~
",- ",0 ~ 00 ,.~ 0
u " ~~ g;1 "
wO
ii:..
0 SC .. ../-. Coarse Sandy Clay - reddish brown -
'1./1.
.... .. firm to dense . damo
ML Coarse to Fine Sandy Silt - tan - dense
to very dense . moist
- E scattered coarse to medium sand lenses
42 8.6 121.3 99.5
5
Bottom of Test Hole
10
15
20
25
30
DUCO ENGINEERING, INC.
FIGURE NO.:
6
't>
SOIL EXPLORATION LOG
PROJECT: Brownin~ Residence - EI Faro, Temecula JOB NO.: 99--25
CLIENT: Sean Brownin~
LOCATION: See Fi~ure No. I
LOGGED BY: RDC EXCAVATING EQUIPMENT:
DEPTH TO WATER: None Encountered CAVING:
TEST HOLE NO.: 6
DATE: 4-21-99
ELEVATION: 1228.5
Backhoe
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS:
This log is part of the report prepared by Duco Engineering, Inc. for this project and should be read together with the report. This summary applies only to
the location of the test hole at the time of the excavation. Subsurface conditions may differ, at other locations and may change at this location with the
nassa2e of time. The data oresented is a simolification of the actual conditions encountered.
SAMPLE DATA
E~ '" 0 U ~~
~f-< ~~ ~3 i":
OZ U DESCRIPTION o~ w~ ~
",oil ....:::> on ~~ 0; ..~
c- ",0 ::i CC ~'" 0
U " ~.. ~:3 u
",0
....
0 SC .. . Coarse Sandy Clay - reddish brown .
.. . . ..
ML dense - moist
Coarse to Fine Sandy Silt - tan - dense
-damp
5 40 E scattered silty coarse sand lenses 113.9
f-- 12.4 93.4
- E
40 7.1 108.8 89.3
-
10 Bottom of Test Hole
15
20
25
30
DUCO ENGINEERING, INC.
FIGURE NO.:
7
~
SOIL EXPLORATION LOG
PROJECT: Browning Residence - EI Faro, Temecula JOB NO.: 99--25
CLIENT: Sean Browning
LOCATION: See Figure No.1
LOGGED BY: RDC EXCAVATING EQUIPMENT:
DEPTH TO WATER: None Encountered CAVING:
TEST HOLE NO.: 7
DATE: 4-21-99
ELEVATION: 1229.0
Backhoe
None Encountered
SUMMARY OF SUBSURFACE CONDITIONS:
This log is part of the report prepared by Duco Engineering, Inc. for this project and should be read together with the report. This summary applies only to
I the location of the test hole at the time of the ~xcavation. Subsurface conditions may differ at other locations and may change at this location with the
I nassao-e of time. The data "resented is asimnlification of the actual conditions encountered.
SAMPLE DATA
f'" '" .; U ~~
~.... d'" U 5:" ffili
313 o~ "'0 DESCRIPTION 0> ~
",.e .; ;:i.... ~~ 0; ..~
""- 0>0 "'.... ::i 00 >~ 0
U " ~~ ~:3 u
>90
~..
0 GC ~ Slightly Clayey Medium to Coarse Sand
with scattered gravel. reddish tan -
dense - moist
I--- F
I--- 30 ~~ 8.8 108.2 83.6
5 ~
Bottom of Test Hole
10
,
15
20
25
30
DUCO ENGINEERING, INC.
FIGURE NO.:
8
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......
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0::
... 0
W"-
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HD-
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900
600
300
o
o
Peak ULTIMATE
C, pst 128 122
4>. deg 37.2 35.9
TAN q, 0.76 0.72
600 900 1200 1500 1800
Normal Stress. pst
300
I 1800
'i" t
I
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(j) (j) 1200
a. a.
" "
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a ._
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f- .y. 600
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Peak ULTIMATE
C, pst 388 110
<1>, deg 41.2 31.7
TAN <l> 0.87 0.62
600 1200 1800 2400 3000 3600
Normal Stress, psf
20
SAMPLE TYPE: Undisturbed
DESCRIPTION: Clayey Si I ty Sand
1200
1000
~
(j)
a. 800
'"
'"
"
L 600
~
(!]
L
a 400
"
.r::
(!]
200
0
0 5 10 15
Strain, %
3
SAMPLE NO. :
WATER CONTENT, %
~ DRY DENSITY, pct
~ SATURATION, %
!z! VOID RA no
H DIAMETER. in
HEIGHT in
WATER CONTENT, %
f- DRY DENSITY, pcf
(!]
W SATURATION, %
f-
f- VOID RATIO
<{ DIAMETER, 'n
HEIGHT in
NORMAL STRESS, pst
Peak Foi lure, psf
STRAIN, %
ULTIMATE toi lue. pst
STRAIN, %
S t ra i n ro t e . i n/m i n
10.4
114.7
62.4
0.442
2.50
1.00
18.7
114.7
112.3
0.442
2.50
1.00
260
294
6.4
266
7.3
0.0532
PROJECT: Proposed Residence
EI Faro, Temecula
SAMPLE LOCATION: Boring #5
Sample #1 @ 4.0'
SPECIFIC GRAVITY= 2.65
REMARKS: JT
Fig. No.:
/0
2
CLIENT: Sean Browning
PROJ. NO.: 99-25
13.7
115.8
84.9
0.429
2.50
1.00
20.8
115.8
128.4
0.429
2.50
1.00
520
844
4.8
440
12.2
0.0532
2
3
DIRECT SHEAR TEST REPORT
10.2
116.6
64.4
0.419
2.50
1.00
17.6
116.6
111.1
0.419
2.50
1.00
780
1082
4.3
587
9.6
".0532
DATE: 5-17-99
DUCO ENGINEERING, INC.
\<\
,
3.0
CONSOLIDATION TEST REPORT
2.0
Water Added
. .. .... .............. ......
--.. .....
r-.
.......
~
r'\.
\~
\
\
,
... \
~
~
I"
.01
.05
0.1 0.2 0.5 1
Appl ied Pressure - tsf
2
5
10
1.0
SWELL
0.0
(lJ COMPRESSION
~
(/)
'- 1.0
c
0
"'
"'
(lJ 2.0
l..
Q.
E
0
U
+' 3.0
c
(lJ
U
l..
(lJ
D- 4.0
5.0
6.0
7.0
Clpse. Not. Not. Dry Dens.
% Sa t . Mo i st. (pc f)
o . 3 48 . 8 % 9. 3 % 1 09 . 8
TEST RESULTS
LL
PI Sp.Gr. Initial void ratio
2.650 0.5065
MATERIAL DESCRIPTION
Project No.: 99-25
Project: EI Foro, Temeculo
Location: Boring #7
Sample #1 @ 3.0 feet
Date: 4-29-99
CONSOLIDATION TEST REPORT
Medium to Coarse
Gravelly Clayey Sand
Class: GP-SC
Remarks:
JT
DUCO ENGINEERING, INC.
-;.0
Fig. No. -il_
CONSOLIDATION TEST REPORT
2.0
Water Added
--... r--.
....
....
" "'- ~
.... ~ '\
....
",...
" \
~ i\.
r'" t.... ,
~... \
" ,
~
1'1
....... ....
...
1.0
SWELL
0.0
COMPRESSION
1.0
v
~
(/)
....... 2.0
c
0
Ul
Ul
v 3.0
L
Q.
E
0
U
~ 4.0
c
v
U
L
V
n. 5.0
6.0
7.0
8.0
.01
.05
0.1 0.2 0.5 1
Appl ied Pressure - tsf
2
5
10
Clpse. Not. Not. Dry Dens. LL
% Sat. Ma i st. (pc f)
0.3 53.8 % 8.6 % 116.3
TEST RESULTS
PI Sp.Gr.
In i t i a I vo i d ra t i 0
2.650
0.4240
MATERIAL DESCRIPTION
Project No.: 99-25
Project: EI Faro, Temecula
Location: Boring #5
Sample #1 @ 4.0 feet
Date: 5-7-99
CONSOLIDATION TEST REPORT
Coarse to Fine
S i I ty Sand
Class: SM
Remarks:
JT
DUCO ENGINEERING, INC.
Fig. No.
IfL
-p..
COUPRESSION
2.0
Q)
~
Vl
"- 3.0
c
0
Ul
Ul
Q) 4.0
L
D-
E
0
U
.... 5.0
c
Q)
0
L
Q)
D- 6.0
CONSOLIDATION TEST REPORT
1.0
Water Added
-- r-.. .'
....
" ""
""'- I''''
...... ~ \
"
""
"- \
~
... ~ \
~.... r\
"'"" ~
....
'" " ~
\
'" " ,
..... N... \I
N
SWELL
0.0
1.0
7.0
8.0
9.0
.01
.05
0.1 0.2 0.5 1
Appl ied Pressure - tsf
2
5
10
Clpse. No t . Not. Dry Dens. LL
% Sot. Mo i st. (pc f )
0.2 68.2 % 14.8 % 105.2
TEST RESULTS
PI Sp.Gr.
2.650
0.5732
MATERIAL DESCRIPTION
Coarse to Fine
S i I ty Sand
Closs: SM
Remarks:
JT
Initial void ratio
Project No.: 99-25
Project: EI Foro, Temecula
Location: Boring #6
Sample #1 @ 5.0 feet
Dote: 5-11-99
CONSOLIDATION TEST REPORT
DUCO ENGINEERING, INC.
~
Fig. No. (J ,
6.0
CONSOLIDATION TEST REPORT
4.0
.1. ........
Water Added .
.....
~ .'
....
l'
"
f\
1\
1\
,
~N
2.0
SWELL
0.0
<lJ COMPRESSION
~
(/)
"- 2.0
c
0
fJ}
fJ}
<lJ 4.0
L
CL
E
0
U
+' 6.0
c
<lJ
U
L
QJ
D- 8.0
10.0
12.0
14.0
.01
.05
0.1 0.2 0.5 1
Appl ied Pressure - tsf
2
5
10
Clpse. Not. Not. Dry Dens. LL
% Sat. Mo i st. (pcf )
44.0 % 9.4 % 105.6
TEST RESULTS
PI Sp.Gr.
Initial void ratio
2.650
0.5662
MATERIAL DESCRIPTION
Project No.: 99-25
Project: EI Faro, Temecula
Location: Boring #1
Sample #2 @ 5.5 feet
Date: 5-13-99
CONSOLIDATION TEST REPORT
Coarse to Medium
Gravelly Si I ty Sand
Class: GP-SM
Remarks:
JT
DUCO ENGINEERING, INC.
Fig. No. ILl
1l!J
RECOMMENDATIONS FOR CONSTRUCTION
IN
EXPANSIVE SOILS
Base Rock
Depth of Slab Thickness or washed Depth of Continuous footings
EXPANSION footing below Slab Reinforcement concrete Subgrade for all bearing walls
INDEX lowest sand with Saturation In and a grade beam
adjacent Foundation moisture Slab Areas across the garage
UBC 18-2 finished dirt Reinforcement barrier door opening
grade membrane
o to 20 Nominal 4 Inches
12.0 Inches None required None Not Required Not Required
Very Low Required
None required
Nominal 4 Inches 4 Inches of
21 to 50 6X6-10/10 Welded Base - or
12.0 Inches wire mesh In center 6 mil. In 12 Inches Required
Low One #4 rebar In the center of
top and In the bottom sand
Full 4 Inches thick 4 Inches of
61 to 90 6X6-016 Welded wire Base - or
18.0 Inches mesh In center 6 mil. In 18 Inches Required
Moderate Two #4 rebar In ~e center of
top and In the 'bo.hom sand
Full 6 Inches thick 6 Inches of
90 to 130 6X6~/6 Welded wire Base - or
. 18.0 Inches mesh In center 6 mil. In 18 Inches Required
High Two #5 rebar In the center of
top and In the bottom sand
Full 6 Inches thick wf 6 Inches of
Above 130 #3 rebar 18 Inches O.C. Base - or
24.0 Inches each way dowelled Into 10 mil. In 24 Inches Required
Very High the cont. footings. center of
Two #5 rcbar In the top sand
and In the bottom
DUCO ENGINEERING, INC.
lob No.: 99-25
11\
Figure No.: IS