06-4385 (SFD) Preliminary Soil InvestigationPRELIMINARY SOIL INVESTIGATION
OF
TRACT 20328
LA QUINTA, CALIFORNIA
for
Sand Pebble Country Club
Box 867
La Quinta, California 92253
November 1984
B -14796-P1
BUENA ENGINEERS, INC.
. 1731-A Walter Street
Ventura, California 93003
805/642-6727
Field Office
6I9/324-8614
November 27, 1984 -1- 8-14796-P!
84-11-216
INTRODUCTION
Scope and Purpose:
This report presents results of a soil mechanics investigation to determine soil
conditions, bearing values and any other conditions that would influence the proposed
site development. It is proposed to develop these 360 acres into single family and
condominium units a -round a golf course with a club house and a tennis complex.
Swimming pools and other recreational facilities are included in the development.
Field work was initiated on November 6, 1984, in which a total of ten (10) borings
were drilled. Core samples were taken in the drilled holes where possible with a split
ring sampling tube and blow counts were recorded when driving the sampling tube in
accordance with ASTM D 1586. Samples were field logged, returned to the laboratory,
evaluated and tested. Results of this field exploration and laboratory tests which form.
the basis of our recommendations are presented in the attached appendix.
Site Location and Conditions:
The site is located on the east side of Avenida Bermudes and south of 52nd Avenue in
La Quinta, California. Topographically the site is in a broad valley at the base of a
ridge. The surface is covered with moderate brush and it is quite rocky.
November 27, 1934 -2- B -14796 -PI
84-11-216
SOIL MECHANICS
Bearing soils within the proposed construction site are considered to be in the non -
expansive range showing expansion indices of zero when tested by the UBC "Expansion
Index Test Method."
Bearing values were determined from direct shear tests which were run at ninety
percent of maximum density under conditions of saturation. -For spread footings, these
calculations were performed using Terzaghi's formula for cohesive and non -cohesive
soils, assuming local and general shear failure with a factor of safety of 2.5.
Additional testing performed were direct shear at in-place densities and/or .remolded
to ninety percent of maximum density, consolidometer and hydrometer analysis. All
values have been summarized under "Test Results" in the appendix of this report.
RECOMMENDATIONS AND CONCLUSIONS
As was indicated, bearing soils within the proposed construction site show expansion
indices of zero when tested by the UBC "Expansion Index Test Method." Therefore, all
footings and slabs can be designed for soils in the weighted expansion category of 0-20
as described in the Uniform Building Code Table 29-A in the appendix of this report.
This table is •quite explicit in giving footing width, footing depth, and reinforcement
for foundations for 1, 2 and 3 -story structures. Additionally, this table gives slab
thickness, reinforcement, total thickness of sand with vapor barrier, and premoistening
November 27, 1984 -3- 13-14796-P1
84-11-216
control prior to pouring concrete in both foundations and slabs. It should be noted that
this table is for expansive soil characteristics only, and any more restrictive structural
considerations or lending institution requirements will govern design.
It is advisable to reinforce the bearing footings for all structures because of the
variations in the underlying soils, primarily silt content. The variation in moisture
contents caused by irrigation of the golf course adversely affects the underlying siltier
soils causing differential consolidation and movement. One #4 bar continuous in all
bearing footings is recommended.
Consolidation tests and in-place densities show a varying potential for settlement and
an adverse effect of adding moisture. The consolidation tests indicate a susceptibility
to water at the in-situ conditions. Therefore, recompaction of the bearing soils is
recommended. Prior to any grading it is recommended that all areas be thoroughly
moistened by a sprinkler system such that near optimum moisture results at depths of
at least three feet below grade. This will allow compaction in fill areas and properly
condition the material in cut areas for use in fills. In cut areas deeper than the depth
of moisture penetration additional sprinkling is recommended so that fill materials are
thoroughly moistened prior to placement in the fills.
Special consideration shall be given to several factors involved in the grading of the
site, some of which will depend upon the specific location' of buildings or other
facilities. Any areas that have a silt layer on the surface from repeated standing
water from storm drainage shall be processed by removing the silt layer prior to any
premoistening. The silt should be mixed with cleaner sands on the site and used as fill.
The cleared areas of silt removal may then be premoistened and processed as indicated
elsewhere in this report.
Nlovember 27, 1984 -4- 6-14796-P1
84-11-216
The area of test hole #2, 8, 9 and 10 is a very silty material and will be highly
susceptible to variations in moisture, especially the addition of moisture. Also the
upper soils in this area are relatively loose and will require recompaction prior to
placing fill or starting construction.
General Grading, Golf Course
In the golf course areas the areas to receive fill, after being cleared of organics and
other foreign materials, should be thoroughly presoaked by sprinklers or water wagons
so that at least optimum moisture is obtained to a depth of three feet. The surface
should then be compacted, using heavy vibrating equipment, to a minimum of eighty-
five percent (8595) of maximum density. Fill materials should be placed in thin layers,
moistened to a minimum of ninety percent of maximum density. in cut areas the
finished grade should be moistened by means of sprinklers or water wagons so at least
optimum moisture is obtained at a depth of three feet. Finished grade should then be
compacted, using vibrating equipment, to at least eighty-five percent (8590) of
maximum density.
Single Story Structures
Areas to receive three feet or more fill should be prepared by presoaking with
sprinklers or water wagons so that at least optimum moisture is obtained at a depth of
three feet below original grade. The surface should be compacted by means of heavy
vibrating equipment so that the upper one foot is at least ninety-five percent (95%) of
maximum density. In areas where silt predominates such as around test hole #2, 8, 9
and 10, the existing soils shall be removed to a depth of two feet. The exposed surface
scarif led,
November 27, 1984 -5- B-14796-1?1
84-11-216
brought to at least optimum moisture and compacted to a minimum of 950/0 of
maximum density. Fill material should then be placed in thin layers at near optimum
moisture and compacted to a minimum of ninety percent of maximum density.
Areas that are to receive less than three feet of fill and in cut areas, should be
undercut to a depth of three feet below finished grade and at this grade the soils
should be moistened such that at least optimum moisture is obtained at a depth of
three feet. The exposed surface should be compacted by means of heavy vibrating
equipment so that the upper one foot is at least ninety-five (9590) of maximum
density. Fill material should then be placed in thin layers at near optimum moisture
and compacted to a minimum of ninety percent of maximum density.
These grading requirements apply to building areas and at least five feet beyond
building limits.
Soils within the building area and at least ten feet beyond the building limits should be
removed to a minimum of three feet below present grade or five feet below the
bottom of the footings, whichever is lower. The exposed surface should be moistened
by means of sp.rinkiers or water wagons such that at least optimum moisture is
obtained at a depth of five feet below the exposed surface: The exposed surface
should be compacted by means of heavy vibrating equipment so that the upper one foot
is at least ninety-five percent (9596) of maximum density. Fill material may then be
placed in thin layers at near optimum moisture and compacted to a minimum of
ninety-five percent (9590) of maximum density.
November 27, 1984 -6- B -14796-P1
84-11-216
Swimming Pools and Spas
Where swimming pools and spas are bottomed below the depth of compaction and
moisture addition, it is recommended that the pool and spa excavation be thoroughly
soaked. Moisture penetration should be to at least optimum moisture at a depth of
three feet below the bottom. After soaking, the bottom should be compacted by some
type of mechanical compactor or dynamic compactor.
Miscellaneous Structures
Preparing the areas for miscellaneous structures such as foot bridges, entrance posts,
sign foundations etc., shall include premoistening and compaction as noted for single
story structures except that density of the upper one foot can be limited to a minimum
of ninety percent of maximum density.
Samples tested showed a significant tendency to consolidate under a constant load
when water was added to the sample. Because of this, it should be possible to achieve
the necessary depth of compacted material by heavily watering and compacting from
the surface. The depth of compaction shall be confirmed by testing, and if insufficient
depth is obtained by compacting from the surface, it will be necessary to undercut the
areas so that compaction is obtained to the required depths. The ninety-five percent
(95%) density requirement will only apply to the recompaction of original ground and
in the fill for the clubhouse. Otherwise fill material should be compacted to a
minimum of ninety percent of maximum density.
November 27, 1954 -7- B -14796-P1
34-1I-216
It should be noted that in clearing the property preparatory to grading operations,
skimming surface vegetation and cleaning the site in general, a loss up to two (2)
inches can be anticipated over the area. In removing and replacing soils as compacted
fill, a shrinkage factor of approximately ten to fifteen percent may be anticipated plus
consolidation of underlying soils during this recompaction. Consolidation under
conditions of high moisture content can amount to as much as 0.2 to 0.3 feet.
For conditions set forth under this method of treatment, a safe bearing value of 1500
psf may be used for continuous footings bottomed a minimum of twelve (12) inches
below finished adjacent grade. An additional 200 psf may be used for each additional
six inches in depth for the foundation bottom. These values are for dead plus live
loads and a one-third (1/3) increase may be assumed when considering seismic and wind
loads in addition to dead plus live loads. Higher bearing values may be assigned at
specific locations depending upon the soil that is present or placed within the affected
depth of the load to be placed on the soil. Heavier structures would require deeper
layers of the higher grade soils. Bearing values up to 3000 psf may be possible where
relatively clean soils are present. if necessary the soil classification at any particular
site can be determined at the completion of grading.
The ensuing table gives values for passive pressure and active pressure and coefficient
of friction for the three basic soil types as indicated. Passive pressures given may be
taken as the equivalent of a fluid weighing the indicated weight. Active pressures are
equal to the indicated weights plus a surcharge load. Coefficient of friction when used
for dead loads only may be used in designing -for lateral resistance where concrete is
placed on good firm natural soil or compacted fill.
November 27, 1984 -8- B -14796 -PI
84-11-216
Table 1
Considering data presented above with respect to bearing values, coefficient of
friction, passive and active pressures, etc., these values are good only for soils that
have an in-place density of ninety percent or higher. This density may be either
natural in-place density found in the native soils or it may be recompacted density of
previously loose site soils. In any event, these values will not hold if the. in-place
densities are below ninety percent of maximum density.
Representative samples of the soils on this site have been obtained and tested in
connection with pavement requirements. The three samples obtained from scattered
areas of the property all resulted in "R" Values of 69. Based on these test results
interior streets may only require a structural section of 0.21 feet of AC placed over
subgrade compacted to a minimum of 9590 of maximum density. Entrance roadways,
exterior public roads and primarily truck roadways will require a section of 0.21 feet
AC over four inches of Class 2 aggregate base.
Slopes
In general cut and fill slopes at two horizontal to one vertical will be stable however, .
if grading encroaches on any of the adjacent rock formation, it is likely that steeper
slopes can be justified.
Active
Passive
Coefficient
Pressure
Pressure
Soil
of Friction
pcf
�cf
Al
0.59
.30
385
A2
0.47
36
282
A3
0.52
31
320
Considering data presented above with respect to bearing values, coefficient of
friction, passive and active pressures, etc., these values are good only for soils that
have an in-place density of ninety percent or higher. This density may be either
natural in-place density found in the native soils or it may be recompacted density of
previously loose site soils. In any event, these values will not hold if the. in-place
densities are below ninety percent of maximum density.
Representative samples of the soils on this site have been obtained and tested in
connection with pavement requirements. The three samples obtained from scattered
areas of the property all resulted in "R" Values of 69. Based on these test results
interior streets may only require a structural section of 0.21 feet of AC placed over
subgrade compacted to a minimum of 9590 of maximum density. Entrance roadways,
exterior public roads and primarily truck roadways will require a section of 0.21 feet
AC over four inches of Class 2 aggregate base.
Slopes
In general cut and fill slopes at two horizontal to one vertical will be stable however, .
if grading encroaches on any of the adjacent rock formation, it is likely that steeper
slopes can be justified.
November 27, 1984 -9= B -14796-P1
84-11-216
GENERAL REQUIREMENTS
A soil engineer shall observe grading operations to monitor compliance with
recommendations and local ordinances. Any areas to receive fill should be prepared by
scarifying to a minimum depth of twelve (12) inches, moistening or drying to near
optimum moisture and compacting. Fill materials may then be placed in compacted
layers, compacted to a minimum of ninety percent of maximum density. No debris,
trash or organic material of any nature shall be included in areas to receive fill or fill
material. Any soft spots due to excessive moisture should be removed, dried or
replaced with suitable material. Densities shall be determined in accordance with
ASTM D 1557-78, Method A, and all compaction shall be a minimum of ninety percent
of maximum density unless otherwise specified. Unless otherwise noted, all grading
will be in compliance with Chapter 70 of U.B.C.
It will be the responsibility of the owner of record for notifying the foundation
engineer whenever the job is to start or continue after a shut -down of grading
operations. This report will be reviewed by all controlling authorities for the project
and as a result, additional requirements may be deemed necessary.
Borings were Iocated in a configuration to obtain a maximum amount of subsurface
information. Requirements of this report are based upon the assumption that soil
conditions do not deviate from those disclosed to depths penetrated in these borings.
Recommendations of this report are based upon presently proposed construction. If
there are any variations from this, the soils engineer should be notified so that
supplemental recommendations can be given if found to be necessary.
November 27, 1934 -10 B -14796-P1
34-11-216
Findings of this report are valid as of this date; however, changes in conditions of a
property can occur with passage of time whether they be due to natural processes or
works of man on this or adjacent properties. In addition, changes in applicable or
appropriate standards occur whether they result from legislation or broadening of
knowledge. Accordingly, findings of this report may be invalidated wholly or partially
by changes outside our control. Therefore, this report is subject to review and should
not be relied upon after a period of one year.
This report was prepared as an independent engineering geology and/or soil engineering
evaluation. All comments, observations, calculations, conclusions and
recommendations are based on all data available to this laboratory at this time. The
writer has no economic interest or ownership in subject property nor does he
anticipate or expect to receive an interest therein as payment for services rendered in
preparation of this report. Any or all submissions of this report shall be in its entirety.
Under no circumstances shall this report be summarized and synthesized to be quoted
out of context for any purpose.
Respectfully submitted
BUENA ENGINEERS, INC
Korman G. Hallin
CE 7370
NGH/js
Copies: 10 - Sand Pebble C.C.
1 - VTA file
2 - PS file
APPENDIX
A
November 27, 1984 -A 1= B -14796-P1
84-11-216
INVESTIGATION AND ANALYSIS
On November 6, 10 and 20, 1984, ten (10) test borings, six inches in diameter were
drilled to depths of sixteen (16) to twenty-one (21) feet using a truck mounted power
auger. Undisturbed samples were taken by means of a split ring sampling tube at
various depths in each boring and blow counts when driving the sampler were recorded
whether samples were recovered or not. Soils encountered in these borings were found
to be comprised of sands and silt. No free water was found to depths penetrated.
After a visual and tactile classification in the field, samples were returned to the
laboratory, classified and tested. Three (3) samples were taken as being
representative of soil types encountered and were subjected to some or all of the
following tests: maximum density -optimum moisture (ASTM D 1557-78, Method A),
consolidation and expansion per the UBC "Expansion Index Test Method". These
samples are very similar in characteristics and were tested in order to confirm the
uniformity throughout this site.
Location of borings with respect to property can be found on Plate A. Boring logs with
soil classification, depths encountered and test results are shown on Plate B.
Consolidation tests were performed on undisturbed samples to determine soil
compressibility. To illustrate the effect of moisture soil compressibility, water was
added to the sample at a surcharge of 500 psf. Results of these tests are shown on
Plate C.
November 27, 1984 -A 2- B -14796-P1
84-11-216
Direct shears were performed on remolded samples to determine soil strength for
recommended conditions. These samples were subjected to saturated moisture limits
and tested at different surcharge limits. Results of shear tests are shown on Plate D.
Plate E gives a graphic representation of maximum density -optimum moisture curves
for the ASTM D 1557-78, Method A, modified to three layers.
a
November 27, 1984 -A3-
TEST RESULTS
SOIL TYPE
Al
A2
MAXIMUM DENSITY (pcf)
125.3
110.1
OPTIMUM MOISTURE (90)
9.7
10.9
ANGLE OF INT. FRIC.
35.90
28.30
COHESION (psf)
114
115
EXPANSION INDEX
0
0
GRAIN SIZE
Gravel (96)
31.3
0
Sand W
61.7
49.7
Silt W
5.3
45.3
Clay (90)
1.7
5.0
SOIL DESCRIPTION
A1: Light brown slightly silty fine to coarse sand and gravel
A2: Light brown silt and very fine sand
A3: Brown silty fine to medium sand, some gravel
R Value Tests
Sample R Value
1 69
2 69
3 69
A3
119.6
10.4
31.60.
107
0
12.1
73.7
11.3
2.9
B -14796-P1
34-11-216
November 27, 1984 -A4- B -14796-P1
84-11-216
1N -PLACE DENSITIES
RELATIVE
BORING & DEPTH
DRY DENSITY % MOISTURE
COMPACTION
1 @
1.0
114.9
1.2
92
3.0
108.6
1.2
87
5.0
119.0
1.5
95
2 @
1.0
90.2
1.8
82
3.0
91.2
12.0
83
5.0
83.5
9.8
76
10.0
101.0
12.0
92
15.0
94.7
17.2
86
20.0
96.6
5.0
88
7 @
1.0
108.7
1.3
87
8 @
1.0
88.7
17.4
81
3.0
92.0
13.4
84
5.0
93.3
10.9
85
10.0
94.8
11.9
86
15.0
93.9
11.0
85
20.0
95.0
27.4
86
go
1.0
'88.8
5.3
81
3.0
93.3
5.7
85
5.0
95.5
5.2
87
10.0
92.2
7.5
84
15.0
102.0
6.2
93
10 @
1.0
94.8
1.7
86
3.0
106.5
2.1
-
10.0
107.9-
4.8
-
15.0
105.9
2.1
-
*'UBC TABLE NO. 29-A
MINIMUM FOUNDATION REQUIREMENTS
1 10
Footings for Slab
do Raised Floor Systems (2) (5) '(10)
Concrete Slabs
3Yz" Minimum
Thickness
v
All Peri-
Interior foot-
Reinforce-
C:
meter
ings for slab
ment for
Premoistening
'eighted
Footings
and raised
continuous
control for soils
Piers under
xpansion
N
t--
(6)
floors (6)'-
footings
Reinforce-
Total
under footings,
raised floors
idex
,, ,
F-
ho
c
M
c
(3) (8)
meet (4)
thickness
piers and slabs
Depth below natural
o
Eo
'
.o
of sand
(5) (6)
0
Z
1
n
o
LL..
ti
surface of ground
and finish grade
HE5
-20
1
6
12
6
12
12
None
6x6-
Moistening of
Piers allowed
ery Low
2
8
15
7
18
18
Required
10/10
ground prior to
for single
Jon -Ex-
3
10
18
8
24
24
WWF
2"
placing concrete
floor loads
ansive)
recommended
only
1
6-
12
6
15
12
120% of optimum
2
8
15
7
18
18
moisture content
Piers allowed
1-50
3
10
18
8
24
24
144 top
6x6-
to a depth of
for single'
ow
and bottom
10/10
4"
21" below lowest
floor loads
WWF
adjacent grade.
only
Testing Required
1
6
12
6
21
12
144 top
6x6-
130% of optimum
2
8
12
8
21
18
and bottom
6/6 WWF
moisture content
1-90
3
10
15
8
24
24
or #3
to a depth of 27"
Piers not
edium
@ 24" e.w.
4"
below lowest
allowed
adjacent grade.
ars L 24" in ext. footing
and bent 3' into slab (9)
Testing Required
1
6
12
6
27
12
145 top
6x6-
130% of optimum
2
8
12
8
27
18
and bottom
6/6 WWF
moisture content
!-130
3
10
15
8
27
24
or #3
to a depth of 33"
Piers not
igh
@ 24" e.w.
4"
below lowest
allowed
adjacent grade.
ars (_ 24" in ext. footing
and bent 3' into slab {9)
Testing Required
hove 130
!ry High
Special Design by Licensed Engineer/Architect
FOOTNOTES TO TABLE UBC 29-A
1. Premoistening is required where specified in Table UBC 29-A in order to
achieve maximum and uniform expansion of soils prior to construction and thus
limit structural distress caused by uneven expansion and shrinkage. Other
systems which do not include premoistening may be approved by the Building
Official when such alternatives are shown to provide equivalent safeguards
against adverse effects of expansive soils.
2. Underfloor access crawl holes shall be provided with curbs extending not less
than six (6) inches above adjacent grade to prevent surface water from
entering the foundation area.
3. Reinforcement for continuous foundations shall be placed not less than 3"
above the bottom of the footing and not less than 3" below the top of the
stem.
4. Reinforcement shall be' placed at mid -depth of slab.
5. After premoistening, the specified moisture content of soils shall be
maintained until concrete is placed.. Required moisture content shall be
verified by an approved testing laboratory not more than 24 hours prior to
placement of concrete.
6. Crawl spaces under raised floors need not be premoistened except under
interior footings. Interior footings which are not enclosed by a continuous
perimeter foundation system or equivalent concrete or masonry moisture
barrier complying with Section UBC 2907 (b) in this ordinance shall be
designed and constructed -as specified for perimeter footings in Table UBC 29-
A.
7. A grade beam not less than 12" x 12" in cross section, reinforced as specified
for continuous foundations in Table UBC 29-A, shall be provided at garage
door openings.
8. Foundation stem walls which exceed a height of 3 times the stem thickness
above lowest adjacent grade shall be reinforced in accordance with Sections
2418 and 2614 in the UBC or as required by engineering design, whichever is
more restrictive.
9. Bent reinforcing bars between exterior footing and slab shall be omitted when
floor is designed as an independent, "floating" slab.
10. Fireplace footings shall be reinforced with a horizonal grid located 3" above
the bottom of the footing and consisting of not less than No. 4 bars at 12" on
center each way. Vertical chimney reinforcing bars shall be hooked under the
grid.
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SOIL TYPir MAXIMUM D%NSITY
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BUENA ENGINEERS INC.
File No. B -14796-P1 a
Nov. 19, 1984 EXUDATION PRESSURE (PSJ.)
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cc 6
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SAMPLE: 1
DESCRIPTION: Brown silty sand
L•Hi.�l 00
00
30
BO
70
60
W
50 J
.Q
40
30
20•
10
m
SAMPLE: 2
DESCRIPTION: Brown silty sand with traces of
gravel
SPECIMEN
A
B
C
A
B
C
EXUDATION PRESSURE (Ps.1.)
224
325
431
231
328
431
EXPANSION DIAL (.0001")
0
0
0
0
5
11
EXPANSION PRESSURE (P.S.F)
0 •
0
0
0
22
48
RESISTANCE VALUE , "R"
65
71
73
65
71
75
% MOISTURE AT TEST
9,9
9.5
9.0
9.8
9.3
8.7
DRY DENSITY AT TEST (PCF)
118.6
1119.0
119.6
119.6
121.3
123.0
"a' VALUE AT 300 P.S.I.
EXUDATION PRESSURE
c ( 69 )
= ( 69 )
SAMPLE: 3
DESCRIPTION: Grey & brown silty sand
SPECIMEN
A
B
C
EXUDATION PRESSURE (P.S.I.)
223
323
425
EXPANSION DIAL (.0001")
0
0
0
EXPANSION PRESSURE (P.S.F.)
0
0
8
RESISTANCE VALUE , "R"
64
71
76
MOISTURE AT TEST
10.1
9.5
9.0
DRY DENSITY AT TEST (P.C.F.)
119.1
119.8
120.5
"W VALUE AT 300 PS.I.
EXUDATION PRESSURE
( 69 )
DATE 11-6-84
LOG OF BORING
for
Tract 20328
BORING NO. 1
Job No. B -14796-P1
Report No. 84-11-216
LOCATION?er Plan
.,
a
v
q
o
.0
�o
vi
Q
U
h
3
°
CQ
DESCRIPTION
+'
+� 3 ,�
C) n
v
1 U
o�
:
Ln
c
o
> Cd c:
b E L
v0v
cx U
REMARKS AND ANALYSIS
0
32
38
55
55
60
55
1.0
3.0.
5.0
Light brown slightly
silty fine to coarse
sand "and gravel 10.0
15.0
20.0
114.9
108.6
119.0
No Return
No Return
No Return
1.2
1.2
1.5
Al
92
87
95
5
10
5
�0
Bottom at 21'
No Free Water Encountered
DATE 11-6-84
LOG OF BORING
for
Tract 20328
BORING NO. 2
Job No. B -14796-P1
Report No.84-11-216
LOCATION Per Plan
.�
.'Jt
a
A'
o
V)
�?
o
+ '
�
3
0
a
DESCRIPTION
j
�,�
Q vn.
Q.1 +�
v
0 L
� Q:'
1.
>.
~
V)
c
o
y U N
? rd
ro L
a V o-
REMARKS AND ANALYSIS
0 0
_
10
28
12
18
22
28
1.0
3.0
5.0
Light brown silt
and.very fine sand 10.0
Thin silt layers
interbedded in silty
sand
15.0
20.0
90.2
91.2
83.5
101.0
94.7
96.6
1.8
12.0
9.8
12.0
17.2
5.0
A2
82
83
76
92
86
88
Organics
Organics
5
10
15
20
Bottom at 21'
No Free Water Encountered
DATE 11-10-84
LOG OF BORING
for
Tract 20328
BORING NO, 3
Job No. B -14796-P1
Report No.84-11-216
LOCATION Per Plan
s
a
O
o
V]o
L
3
Q
•
DESCRIPTION�,w
-jLj 1:
t'U •+
ac,
o L
(U
F
)
c
v
E
l o0 P
REMARKS AND ANALYSIS
0
31
17
29
55
60
50
1.0
3.0
5.0
Brown silty fine to
medium sand 10.0
15.0
20.0
A3
Some gravel
5
110
5
0
Bottom at 21'
No Free Water Encountered
DATE 11-10-84
LOG OF BORING
X
or
Tract 20328
BORING NO. 4
Job No. B -14796-P1
Report No. 84-11-216
LOCATION Per Plan
s
*'
Ll.
v
Ll'
o
�%
Ln
a
L
o
w
H
3
ca
DESCRIPTION
1 -�
-� Y /
c ,, u.
D n
"
tiJ„ '
� �
u
+ t..
o v
o.
>.
F"
^ .
O
cn
C
O
� U
? ro v
--� Lu,
v 0
U. a
REMARKS AND ANALYSIS
0
22
44
35
50
44
1.0
3.0
Brown silty fine to
medium sand
10.0
15.0
20.0
A3
Some gravel
5
10
15
20
Bottom at 21'
No Free Water Encountere
DATE 11-10-84
LOG OF BORING
for
Tract 20328
BORING NO. 5
Job No. B -14796-P1
Report No. 84-11-216
LOCATION Per Plan
4-y
13
o
-°
Ln
L
o
N
3
wwV'Va
DESCRIPTION
Y 4^+
~
L
>1 n.
o
u0 v
s E L
�~
IV
REMARKS AND ANALYSIS
0-
20
18
25
29
84
88
1.0
3.0
5.0
Brown silty fine to
medium sand 10.0
15.0
20.0
A3
Gravel in upper five fee
More gravel below 17'
Bottom at 21'
No Free Water Encountere
I
5
10
15
20
DATE 11-10-84
LOG OF BORING
for
Tract 20328
BORING NO. 6
Job No. B -14796-P1
Report No. 84-11-216
LOCATION Per Plan
,-.
r
y
0'
o
°
cno
y
3
ca
DESCRIPTION
1
�,�
°`
�D..
a
L
o�
�'
C
Vn
c
O
? v
_� L
a�ov
C4 U a.
REMARKS AND ANALYSIS
0
26
39
45
56
00
00
1.0
3.0
5.0
Brown silty fine
to medium sand 10:0
15.0
20.0
A3
Gravel in upper three
feet
More gravel
Bottom at 21'
No Free dater Encountered
5
10
15
20
DATE 11-20-84
LOG OF BORING
for
Tract 20328
BORING NO, 7
Job No. B -14796-P1
Report No. 84-11-216
LOCATION Per Plan
.�
w
n,
4
o
Ln
o
+
V)
o
a>
DESCRIP T ION
*'
� 3,w
>Q�
41
41 L
-
vii
C
O
. .
b U
d�U°..'
REMARKS AND ANALYSIS
0
18
22
150
32
25
1.0
Light bro m silty fine
to very coarse sand
with cobbles
108.7
No Return
No Return
No Return
No Return
1.3
Al
87
Very Dry
on rock
5
10-
1
Total Depth = 16'
No Free Water Encountere
DATE 11-20-84
LOG OF BORING
for
Tract 20328
BORING NO. 8
Job No. B -14796-P1
Report No. 84-11-216
LOCATION Per Plan
s
CL
Ga'
o
cn
L.0
o
41
y
3
m
DESCRIPTION
y
+• �,�
a
_j U I=
�_ L
o
�°'
°�
~
o
V)
0
? v
, M L
0 0 0
[Y.U°..'
REMARKS AND ANALYSIS
0
6
Light brown very silty l�
very fine to fine sand
88.7
17.4
A2
/
81
.'
8
9
10
12
14
3.0
5.0
Medium brown very
silty very fine to
fine sand 10.0
15.0
Green gray clayey
silty and sand 20.0
rote:...__..
The stratification lines
represent the approximatc
boundary between soil tyles
and the transition may b
gradual
92.0
93.3
94.8
93.9
95.0
13.4
10.9
11.9
11.0
27.4
A2
B1
/3
......
84
85
86
85
86
.. _..__.
-------------------
Total Depth = 21'
No Free Water Encountered
j
5
10
15
20
DATE 11 -20 -84 -
LOG OF BORING
for
Tract 20328
BORING NO. 9
Job No. B -14796-P1
Report No. 84-11-216
LOCATION Per Plan
,.
Q
Q
0
o
Ino
L
y
3
m
DESCRIPTION
+� J ,i
a
�Dv
:3w
L
ov
�w
CL
0
o
V)
c
o
.- , Z:
rd n L
.E
-di 0
c✓Ua
REMARKS AND ANALYSIS
f
I`
9
9
10
10
1.0
3.0
5.0
Light brown very
silty very fine to
fine sand
10.0
88.8
93.3
95.5
92.2
5.3
5.7
5.2
7.5
A2
81
85
87
84
5
10
15
19
Brown silty fine to
coarse sand with 15.0
102.0
6.2
A
7
93
Note:
The stratification lines
represent the approximat
boundary between soil tyles
and the transition may b
gradual
Total Depth = 16'
No Free Water Encountere
DATE 11-20-84'
LOG OF BORING
for
Tract 20328
BORING NO. 10
Job No, g -14796-P1
Report No. 84-11-216
LOCATION Per Plan
++
o,
Q
0
o
v
4)
3
p
DESCRIPTION
*'
+j ,i
"' :,
a0 a
•
L
tea'
vii
C
O
O +; 7r
> ro
' E L
64UQ
REMARKS AND ANALYSIS
11
Light brown very silty
very fine to fine 1.0
sand
94.8
1.7
A2
86
11
18
18
26
3.0
5.0
Medium brown slightly
silty fine to very
coarse sand with gravel
10.0
15.0
106.5
No P.
107.9
105.9
2.1
turn
4.8
2.1
A4
--
--
--
5
10
5
Note:
The stratification lines
represent the approximat
boundary between soil tyles
and the transition may b
gradual
Total Depth = 16'
No Free Water Encountere
=1Z
7L!