9804-025 (SFD) Soil Engineering ReportEarth Systems Consultants
Southern California
Consulting Engineers and Geologists
Earth Systems Consultants
Southern California 79-811B Country Club Drive
Bermuda Dunes, CA 92201
(760)345-1588
(800)924-7015
' FAX (760) 345-7315
.April 10, 1998 .
Martinovich Construction, Inc.
78-620 Arapahoe Drive
Indian Wells, California 92210
Attention: Mr. Jay Martinovich
Project: Lot 44 - Tract 25237 - The Enclave
Vista Rosa
Indian Wells, California
Subject: LIMITED SOIL ENGINEERING STUDY
Introduction
File No. SS -6787 -PI
98-04-715'
As you authorized, we have completed our limited soil engineering study for the proposed
residence to be located on Lot 44 of Tract 25237 in the City of Indian Wells; California. The
following report describes the. results of our field exploration, and presents our recommendations
for design and construction of the proposed residence.
Based on the results of our study, we conclude that the proposed lot is suitable for the proposed
construction. The recommendations presented herein should be incorporated into the appropriate
construction plans and specifications. We should also provide the on-site geotechnical testing and
observation services during grading and' foundation construction, as specified in our
recommendations.
This report completes our scope of services in accordance with our agreement dated March 16,
1998, and signed March 25, 1998. Other future services which will be required, such as
consultation, grading and foundation observations during construction are additional services that
would be billed according to the Fee Schedule in effect at the time the services are provided.
Although available through this office; the current scope of work for this report did not include any
environmental assessment or investigation for the presence of. hazardous or toxic materials in the
soil, surface water, groundwater, or air on, below, or proximal to this site.
Site Description and Planned Construction
The site is located in the private community of .the The Enclave on Lot 44 of Tract 25237, Indian
Wells, California. The project site is relatively level with no existing structures. We anticipate that
the proposed construction will be a one story single family residence and will utilize wood frame
construction with concrete slabs -on -grade. Please refer to the attached site plan for the
approximate location of the proposed residence.
April 10, 1998 -2- File No. SS -6787-P1
98-04-715
The project site is adjacent to an existing residential home along the western property line which is
defined by a 6 foot high block wall. The northern property line borders an existing manmade lake.
The street Vista Rosa bounds the property to the south, while the eastern property line is adjacent
to a vacant lot. The surrounding community is generally composed of residential homes and
private recreational country clubs. Telephone, electric, water, sewer, and.cable utilities exist along
Vista Rosa in the southern regionof the property. No other utilities were evident.
Field Conditions
Three exploratory borings were drilled for soil -profiling and sampling to a maximum depth of 20
feet below the existing ground surface. Site soils were designated according to the Unified Soil
Classification System with classifications ranging from Silty Sands (SM), Clayey Silts (VII,) to
Clays (CL) as the concentrations of silt, sand, and clay varied. The soils tended to be dark brown
to olive brown in color, very fine grained, micaceous, slightly moist to moist, and loose to medium
dense for sands and medium stiff for silts and clays. Some roots were encountered in Boring #1 at
a depth of 20 feet. Clay and silt laminations appeared at various depths in all three borings. The
enclosed boring logs contain a more detailed description of the soils encountered.
Laboratory Testing
One sample was obtained from the subject site and tested for Soluble Sulfate. This value should be
used when considering the concrete type to be used on this project. The soluble sulfate content in
the soil obtained was measured to be 290 mg/kg (0.029%) or negligible as defined by the Uniform
Building Code in Table 1. The following table provides, recommendations to mitigate potential
problems due to sulfate content.
TABLE 1 (UBC TABLE 19-A-3)
REQUIREMENTS FOR CONCRETE EXPOSED TO
SULFATE -CONTAINING SOLUTION,
A lower water=cementitious materials ratio- or higher strength may be required for low
permeability or for protection against corrosion of embedded items or freezing and thawing
(Table 19-A-2). ,
' z Seawater:
s Pozzolan that has been determined by test or service record to improve sulfate resistance when
used in concrete containing Type V cement.
' . Refer to Appendix B for tabular and'graphic representation of the test results.
•
' EARTH SYSTErv1S CONSULTANTS SOUTHERN CALIFORNIA _
4
WATER
NORMAL
LIGHTWEIGHT
SOLUBLE
WEIGHT
AGGREGATE
SULFATE
AGGREGATE
CONCRETE
(SO4) IN SOIL,
SULFATE
*Maxim * um
Minimum
SULFATE
PERCENT-
(SO4) IN
CEMENT
Water -Cement
Compressive
EXPOSURE
BY WEIGHT
WATER, PPM
TYPE -
Ratio,,by Weight
Strength f c psi'
Negligible
0.00-0:100-150
---
---
---
Moderate''
0.10-0.20
150-1,500
Il, IP(MS)IS
0.50
4,000
(MS)
Severe
0.20-2.00
1,500-10,000
V
0.45
4,500
Very
Over 2.00
Over 10,000
V plus
0.45
• 4;500
Severe
pozzolan'
A lower water=cementitious materials ratio- or higher strength may be required for low
permeability or for protection against corrosion of embedded items or freezing and thawing
(Table 19-A-2). ,
' z Seawater:
s Pozzolan that has been determined by test or service record to improve sulfate resistance when
used in concrete containing Type V cement.
' . Refer to Appendix B for tabular and'graphic representation of the test results.
•
' EARTH SYSTErv1S CONSULTANTS SOUTHERN CALIFORNIA _
4
April'
10, 1,998 -3- File No. SS -6787-P1
98-04-715
Grading Recommendations
Site grading and the bottom of all excavations should be observed by a representative of Earth
' Systems Consultants Southern California prior to the placement of fill material. Local variations in
soil conditions may warrant increasing the depth of recompaction and/or overexcavation.
' 1. Prior to site grading, the site should be prepared by removing non complying material or other
deleterious material from.the building envelopes. The unsuitable soil should then be removed
from the project site. Any areas .disturbed during clearing activities should be properly
backfilled and compacted.
' 2. Due.to the silt and loose nature of the site soils it is likely that compaction
y y. canbe best attained
by overexcavating the building footprint to a depth of 2 feet below the bottom of the footing or
' 3 feet below existing grade, whichever is deeper. The resulting surface should be scarified an
additional 6 to 8 inches, moisture conditioned to slightly above the optimum moisture content
and compacted to a minimum of 90% of maximum dry density. Previously removed soil may
' be replaced, moisture conditioned, and compacted in thin lifts of between 6 to 8 inches.
3. Testing has indicated that the near surface site soils are generally loose'and slightly moist.
' These soils can . be susceptible to hydroconsolidation when water is added at the in-situ
conditions. Therefore, to control differential settlement and to, produce a more uniform bearing
condition, overexcavation and recompaction should be performed in order to provide adequate
support for the proposed building foundation.
' 4. Some of the soils in and around thero'ect site are moisture sensitive and irrigation control i
P � b s
vital in order to reduce the risk of settlement. Settlement may also be caused by the absence of
' compaction of sewer and/or other utility line connections to the property. Compaction of utility
lines should be tested and approved by a representative of ESCSC.
'
5. Fill material, if any, should be placed in thin lifts at near' optimum moisture content and
compacted to at least 90% relative compaction.
'
6. Rocks larger than 8 inches in greatest dimension should be removed from fill or backfill
material.
' 7. Areas around the structure should be graded so that drainage is positive and away from the
structures. Watershould not be allowed to pond on or near pavement sections.
' 8.. Excavations . should be made in accordance with. applicable regulations. From our site
exploration and knowledge, of the general area, we feel there is a potential for construction
problems involving caving of site excavations (i.e. utilities, footings etc.). Where- deep
excavations are planned or .encountered, lateral bracing or appropriate cut slopes should be
' provided..
9. No surcharge loads should be allowed within a horizontal distance measured from the top of
' the excavation slope, equal to the depth of the excavation.:
EARTH SYSTEMS CONSULTANTS SOUTHERN CALIFORNIA
April 10, 1.993 -4 T _ File No. SS-6787-P1
98-04-71
Foundation Recommendations
' I. It is our understanding that they proposed single. story.residence will be, supported by
conventional shallow continuous or pd footings with concrete slabs on grade. The following
structural values are recommended for use in foundation design. Conventional. shallow
' continuous footings at least 12 inches wide'and 12 inches deep and isolated pad footings at
least 2 feet square and 12 inches deep can be designed using an allowable bearing value of
1,S00 psf. This value can be increased by one-third for seismic loading. V
' 2. A coefficient of friction of 0.35 -of the normal loads is recommended and passive resistance can
be estimated utilizing an equtvalent fluid weight of 250_pcf. If the passive resistance is to be
used in combination with frictional resistance, the coefficient of friction should be reduced to
' 0.23. ' If anv •retainimr walls are planned, active pressures can be estimated utilizing an
equivalent fluid pressure of 40 pcf for well drained level backfill conditions.
' The site is located in'a seismically active area and the structure should be designed by a qualified
proft-ssional that is aware of the site's seismic setting
If there are any questions concerning this letter, please contact the undersigned.
Respectfully submitted,'
EARTH SYSTEMS CO\STRUCTION' -
Southern California °F
`= CE 38234 A
' Karl Hewes o clvty
CraiS
g . Hill,
Staff Engineer\`OFCAL\'Q
' S E P,/pc
Distribution: 4fN4artinovich Construction, Inc.
l/VTA File '
1 BD File
,
' EARTH SYSTEMS CONSULT: IN7S SOtTI MRN C-Uff0P_N1-\
File Name: Lot 44 - Vista Rosa
Modonov Mgp
File No. SS -6787-P1
N.
- \ .� \,.✓ 1 ' v�.� ^'!= Well.
.......
`•,._ `� fib'
Water `C .. C.),^.� �'. ..
= = = TI -LOCATION •.
�.� ' �\`�: — ,.^.. i _ – I :1 fir--' •' � .•; �•% r i . — i�
-��. �.. - _�. •�+Nater
^� =`.� .�–�(t.., ; •SV3:er II I Well 1
�;' i;`''.:�',•.1. `\`--�• of `� � m. We
----- `C
'N' •. 6 i
•�;, ice\ .'
`�=�. � ,1 � ���. J� !� '/i�'I III�� Ir •�I i• I� lia!L��.!�L ••I� !I j�� - � B
01\
OU
'GL•L1L.JULI
J:
1i - IM11, PI
Base: La Quinta, California quadrangle map photorevised 1980
0 2000 ft
Earth Systems
Consultants Southern California Figure 1
4 �. r y.
1
/ �' ; ND _J
X8.30
s
,. o �o �s \37
J
' :, b• dg _N 10 31 ^ WE (P)
2
1 � ./ VVV .i3 •.
FOR .04A�NAOE\
E41EMWEXT. 1
34 ,_ LOT -F
A .
,cste.E� �,
3.3C04...f
,:�,
.10'Plc
2 TYP, 1
r 1. •..�'.J JI ti � .
-Z 38
N6 .
105.
i
M
AGOG N a5'57'42'x
LOT '0. so.00
• - .1.32 :RE3ERVL0 104
11,'57 E PUdP03E4 r:
' N 65'23�••N N 89'30
107.75, N 8J•03.s9 k 50.!
1Cg•
46 N s z-1 v ?
lJ 1
� oa 45 �o _ �S.
t N It 23'31'E (AI m o 0 44 ~
r- - — — i; N 4v 95'12�w (n:
O.— — — �. —
r 2 B-3 N,
3.53 - 10'PUE TYP.
:2 13'5o•E•
B -2
- iPRcT.
(D�_ VISTA f 08.51 175.32 6 . ss
�N 10 0`•3j.E (9) o-_-��.It g)5.3P RO
SA
RESERvE
175.3?
:1' in FOR
AVENIDA FERNANDO
- G
EARTH SYSTEMS CONSULTANTS
DATE: 3/98 JOB NO. SS -6787 -PI
' Earth Sj'StemS CODSUItantS e 79-811B Country Club Drive, Bermuda Dunes, CA 92201
Southern California Phone (760) 345-1588, Fax (760) 345-7315
Boring No: 1
Drilling Date: April 1, 1998.
Project Name: Lot 44 -Enclave ' ' A _
Drilling Method: 8" HSA
Project Number: SS -6787 -PT k
Drill Type: CME 45
Boring Location: Pei Plan
Logged By: K. Hewes
Sample
o
Type
Penetration
Resistance
�
v
�
DESCRIPTION OFUNITS
a
(Blows/6")
A
0
U
Silty Sand; dark brown, very fine to fine grained, silt, clay layers to 1/8"
_
12,18
S M
°101.0
3.5 ,
thick (medium frequency), micaceous, slightly moist, medium dense,
low to noplasticity
_
13,17
ML
109.8
12.6
5
@ 3' Clayey Silt; dark brown, very fine sand, trace mica, trace gravel
16,19
- -
12.3
to 1/4", slightly moist, stiff, low to medium plasticity, clay layers to
_
1/4" (medium frequency) "
-
@ 5' gravel_ to 1/2" in diameter (low frequency)
10
13,18
113.3
16.910
- @ 'gra " (low frequency), clay layers and lenses
vel to 3/4
_
Clay; olive brown to dark brown with some rust discoloration, thinly
_
laminated clay, thin sand and silt laminations, roots to 1/8" in
diameter (low frequency), decomposed, trace mica, slightly moist,
6,8
CL
93.1
15
19.2
_
Total Depth = 15' `
No Groundwater Encountered
20
No Bedrock Encountered +
25
30
� . • •
35
.
40
i
Note: The stratification lines shown represent the approximate boundary,
between soil and/or rock types and the transition may be gradual..
# Page l of 1
' Earth Systems Consultants'
Southern California
79-811B Country Club Drive, Bermuda Dunes, -CA 92201
Phone (760) 345-1588 Fax r7601 345-7315
Boring No: 2
Drilling Date: April 1, 1998
Project Name: Lot 44 - Enclave
Drilling Method: 8" HSA
Project Number: SS -6787-P1
Drill Type: CME 45
Boring Location: Per Plan
Logged By: K. Hewes
..
Sample
a
b%
y
1;,Type
a
Penetration
Resistance
UA
N
DESCRIPTION OF UNITS
A
y
d
(Blows/6")
i~
U
,
A
0
_
Silty Sand; dark brown, very fine to fine grained, silt, micaceous, thin clay
_
16,26 _
SM
104.2
3.3
layersto'1/4" (low frequency), slightly moist, medium dense, no to
low plasticity
_
16,26
ML
114.5
10.0
5
,
@ 3' Clayey Silt; dark brown, trace gravel to 1/4" (low frequency), trace
_
16,24
109.4
14.0
mica, very fine grained sand, clay layers to 1/4" thick, slightly moist,
_
stiff, medium plasticity
10
8,14
87.3
.15.5
@ 10' sand and silt laminations (low frequency), trace gravel to 1/4"
_
(low frequency)
-
Clay; olive brown to light brown with some rust discoloration, trace
15
sand and silt laminations, trace mica, very thinly laminated clay, no ,
-
9,10
CL
85.9
22.9
evident roots, moist, medium stiff, medium to high plasticity
Clayey Silt as above@ 3', very fine grained sand layers, roots to
-
-
1/4" (medium to low frequency, decomposed, collapsed), clay
18.3
laminations (medium to high frequency), medium plasticity
8,12
ML
95.2
20
-
Total Depth = 20'
-
No Groundwater.Encountered
25
No Bedrock Encountered
30
35
40
Note: The stratification lines shown represent the approximate boundary
—between soil and/or rock types and the transition may be gradual.
Page 1 of1
' Earth Systems Consultants
Southern California
79-811B Country Club Drive, Bermuda Dunes, CA 92201
Phone (760) 345-1588 Fax (760) 345-7315
Boring No: 3
Drilling Date: April 1, 1998
Project Name: Lot 44 - Enclave
Drilling Method: 8" HSA
Project Number: SS -6787-P1
Drill Type: CME 45
Borin Location: Per Plan
Logged By: K. Hewes
...
Sample
,,
o
v
Type
y
Penetration
Resistance
CIO
q
14
o
DESCRIPTION OF UNITS
A
d
(Blows/6")
q
�..
o
0
Silty Sand; dark gray brown, very fine to fine grained, silt, micaceous,
15131-
::
SM
100.2
2.9
some clay layers to 1/4" thick (low frequency), slightly moist to dry,
_
medium dense, nonplastic
16,23
ML
112.5
10.4
5
.8.6
@ 3' Clayey Silt, dark brown, very fine grained sand, trace mica, trace
_
21,28
119.8
gravel to 1/4" (low frequency), clay, slightly moist, stiff, medium
_
plasticity
-
@ T as above�@i3', sand and silt laminations (low to medium frequency),
clay laminations (medium frequency)
10
10,14
103.7
1.6
@ 10' roots to 1/16" in diameter (low frequency, decomposed), voids
-
1/16" in diameter (low frequency), clay and sand laminations as above at 5'
Clay; olive brown to light brown, thinly laminated clay, very micaceous,
_
sand layers to 1/2" thick (medium frequency), slightly moist, medium
10,12
JW
1 86.8
.14.3
15
stiff medium tohigh plasticity
_
Total Depth = 15'
No Groundwater Encountered
20
'
No Bedrock Encountered
25
,
30
35
40
Note:. The stratification lines shown represent the approximate boundary
between soil and/or rock types and the transition may be gradual.
Page 1 of 1
1
t �
d
Note:. The stratification lines shown represent the approximate boundary
between soil and/or rock types and the transition may be gradual.
Page 1 of 1
1
File Name: Lot 44 -Enclave rile No.: SS-67tS7
SYMBOLS COMMONLY USED ON BORING LOGS
Modified California Split Barrel Sampler
Modified California Split Barrel Sampler - No Recovery
StandardPenetration Test.(SPT) Sampler
Standard Penetration Test (SPT) Sampler - No Recovery
7 Perched Water Level '
Water Level First Encountered
V Water Level After Drilling
Q Pocket Penetrometer (tsf)
Vane Shear (ksf) . t
1. The location of borings were approximately determined by pacing and siting from visible features.
Elevations of borings are approximately determined by interpolation between plan contours. The location
and elevation of the borings should be considered accurate only to the degree implied by the method used.
2. The stratification lines represent the approximate boundary between soil types and the transition may
- be gradual.
3. Water level readings have been made in the drill holes at times and under conditions stated on the boring
logs. This data has been reviewed and interpretations made in the text of this report. However, it must be
noted shat fluctuations,in the level of the groundwater may occur due to variations in -rainfall, tides,
temperature, and"other factors at the time measurements, weremade.
Earth Systems Consultants Southern •California
-Yl
SOIL CLASSIFICATION SYSTEM
• (Modified from U.S.C.5)
MAJOR DIVISIONS
GRAPHIC]
LETTER
TYPICAL DESCRIPTIONS
SYMBOL
SYMBOL
GRAVEL AND
GW
Well -graded gravels, gravel -sand
GRAVELLY
mixtures, little or no fines
SOILS
CLEAN GRAVELS
GP
Poorly -graded gravels, gravel -sand
1.,
mixtures, little or no fines
M E
E• J
COARSE
More than 50% of
GRAINED SOILS
coarse fraction
%0
GM
Silty gravels, gravel -sand -silt
retained on No. 4
0.
M. Me
U. me
as 0
mixtures
sieve
GC
Clayey gravels, gravel -sand -clay
GRAVELS WITH
F 11 E,
INS
mixtures
SW
Well -graded sands, gravelly sands,
. . . . . . .
.little or no fines
More than 50% of
SAND AND
CLEAN SAND
material is ja=
SANDY SOILS
(little or no fines)
......................
SP
Poorly -graded sands, gravelly
than No. 200
sands, little or no fines
sieve size
•
SM
Silty sands, sand -silt mixtures
More than 50% of
SAND WITH FINES
coarse traction
(Appreciable
Sc
Clayey sands, sand -clay mixtures
passing No. 4
amount of fines)
sieve
Inorganic silts and very fine sands,
ML
rock flour, silty or clayey fine sands
or clayey silts with slight plasticity
Inorganic days of low to medium
FINE-GRAINED
LIQUID LIMIT
CL
plasticity, gravelly clays. sandy
SOILS
LEaa THAN 50
clays, silty clays, lean clays
1111111
'
OL
Organic silts and organic silty clays
_
1111111
of low plasticity
SILTS AND
Inorganic silts, micaceous, or
CLAYS
MH
diatomaceous fine sand or silty soils
More than 50% of
material is smaller
LIQUID LIMIT
CH
Inorganic clays of high plasticity, fat
than No. 200
GREATERTHAN 50
clays
sieve size
OH
Organic clays of medium to high
plasticity, organic silts
yyyyyy
HIGHLY ORGANIC SOILS
yyyyyy
PT
Peat, humus, swamp soils with high
organic contents
yyyyyy
Earth Systems Consultants Southern California
�-1
April 10, 1998
i. ,' -2-
File No. SS -6787-P1•
98-04-715 '
'
IN-PLACE DENSITIES
t
+ "
BORING & DEPTH
DRY DENSITY _
% MOISTURE
1 @ 1.0.
101.0
3.5
' 3.0
109.8
12.6
5.0
--
12.3
10.0
113.3
16.9 .
15.0
911
19.2
`. 2 @ 1.0
104:2
3.3
3.0
} 114.5
10.0
5.0
' 109.4.
14.0
10.0
87.3
15.5
15.0
85.9
22.9
'
20.0
.95.2
18:3 -
3 @ 1.0
-100.2
2.9 .
- 3.010.4
10.4
5.0
119.8.
8.6-
.610.0103.7
10.9.103.7
-1:6
' 15.0
., d 86.8
114.3
f
' EARTH SYSTEMS CONSULTANTS SOUTHERN CALIFORNIA
EARTH SYSTEMS CONSULTANTS SOUTHERN. CALIFORNIA
SS -6787 -PI
Apr '8, •1998
tPARTICLE SIZE ANALYSIS
ASTM D-422
JOB NAME: Tract 25237, Lot 44
SAMPLE ID: Boring #1 @ 0; 5
a
SAMPLE DESCRIPTION:
F Sandy Silt'(ML) '
PARTICLE SHAPE:
Angular
_
f
Dispersion Aparatus: Type A
Length of
Dispersion, min:
1.0
SIEVE SIZE
% PASSING i
'SIEVE SIZE
% PASSING
3„
100.0
#16
96.3
2"
100.0
#30
95.0
'
1. 1/2"
100.0
_ 450
91.0 ,
1..
100.0
f: -#.10.0
76.7
3/4" -
r. 100.0
*200:
54.4
' 1/2"
98.6
-69 Micron
5.3
,
3/8"
98.6
52 Micron
4.4
#4
;` 98.3 •,
6 Micron
2.1
' #10
97.7 _ •,
3 Micron
1.5'
SAND
% SILT,.
% 3 MICRON CLAY
`
43.9
.
52.9
_ 15
EARTH SYSTEMS CONSULTANTS SOUTHERN. CALIFORNIA
SS -6787-P1
Apr 8, 1998
MAXIMUM DENSITY /'OPTIMUM MOISTURE
ASTM D 1557-91 (Modified)
JOB NAME:
Tract 25237, Lot 44
PROCEDURE USED: A
SAMPLE I.D.:.
1
Boring #1 @'0-5'
PREP METHOD: Moist
LOCATION:
Native
RAMMER TYPE: Mechanical
DESCRIPTION:
Dark Olive Brown F Sandy Silt (ML.) SPECIFIC GRAVITY: 2.65 (assumed)
SIEVE SIZE
% RET
1 Max Density, pcf
125.0 3/4"
0.0
Opt Moisture, %
10.6 "3/,8"
0.0
#4
0.0
130 - .............................
................ .............. .................. ....... ......... .. ... .. .. .. .. ...
L::::::.............. 1
...
I::::::::::::::.1
129
_ ........1 ..............
- .............................
....... .......
........
....... .:...................:...............:.......a......:.....:...............L:..........:.I
:.. ......
..
.: ..
..... .....
.. ..
...... ..........i.:
....
......
..;... .....
..
:. ..
.. .. ...1..
....
....... .......I...............
�.............
123
i
.:...........................,......................................'...1.............................,...,..(..............
_...........................
.............................
1
;.........................
!.......?.......
.....:.................................................
:.............................................
...... _.......:.......�.......:.......�
.............:
v
127 7
....................................
i
...............:..............i.:.......
...
.. ..l..............
(.....................
i.......
.......i.......
....... '........
....... i..............
.......
.... .
..........
� i..............
... .........
1 126
............... .......
I_.............._,...................................:.,...:..:,...._....f...................:....................:(:.........:.........'...................:.((.............................i..............1...............
.............
.......
....... E.......
....... .......
.......
...... ...........................
.......1.......
....... .......
E.......
....... .......
.....a.......
f
125r
....................................................................
..............t...........................a...............:...........:�...
..................................:..:.......1.......:..............,.....................1........:....................
.. ...
.. ..........:.............
............................
i J
:
f :::::
.........................1
:::: ..............
::
..........
............::..
�:::::..:.:.:....::
......
.
:::�::::::::_::::
:
L:. 124
1
-
... ...
i.....
.......:..............<.......
....................:......i.......:...........
..
.. ...
...
.. ....I.....
I
1....
..
t�
1
..............
122
_......:......................
................
....:....................
.....:....:
.:......
............:.......................
.
...
� 121.......
........ .......
:...............
:... ...
....... ........
....... ......
..
..
.. ..
..
...
.. .. ...
..
.. ..
.. ..
-::..::.:..:
120
:............
.....1.
.........::
...............................
::1::..:
119
_..............1......................................:....
.. .. ............
..: .......:.....
.. ..
.. ..
.....:............
...
.........:...
.. .-
..
.
... ..
..
1 118
........................:.....:......
.............
.....
1y
....:..::...........
.................:............................
...............
....
.....::................::
.....
........:.:.
.
::
..
:: :17
... ...
.. ..
.. ..
.. ...: I
....
..:.....................................
...
...............
.
f
..
..
...
.. ..
..
... ..
..116
.._.
..
..
' 1I5
.... ......
........ ...
...............
.............
....... .......
....... ......
.. .....
...............
........ ....... .......
..... .
....... .......
....... ......
5 6
7 8 9 10 Il 12 13 4 14 15 16
1.7 III3 19 20
MOISTURE CONTENT, percent
/
Compaction Curve
1
EARTH SYSTEMS CONSULTANTS, SOUTHERN CALIFORNIA '