HomeMy WebLinkAboutSP 168; S.Termination Marina Dr; Foundation Soils for Marina Drive; 2009-03-16FOUNDATION SOILS INVESTIGATION
PROPOSED 4 STORY TOWNHOUSE DEVELOPMENT
SOUTH TERMINATION OF MARINA DRIVE
CARLSBAD, CALIFORNIA
FOR
KR. RICHARD NOWELL
4237| TWEEDY BLVD.
SOUTH GATE, CALIFORNIA
April 16, 1971
File No. 71 - 4375
H.V.Lawmaster & co.f me.
TESTING AND I N S P E C T I O N . E N O I N E E R S
5'P
(714) 828-8O4O
7940 MAIN STREET
STANTON. CAL. 9O68O
H.V.Lawmaster & co., me.
TESTING AND INSPECT. ION ENGINEERS
April 16, 1971
H. V. LAWMASTER, PRESIDENT
B.S. GEOLOGY
JOHN K. EARNEST, V. PRES.
B.S. GEOLOGY
DON P. HARRINGTON, V. PRES.
R.C.E. NO. 18181
Mr. Richard Nowell
4237* Tweedy Blvd.
South Gate, California
File No. 71 - 4375
Gentlemen:
Attached herewith is our report of the Foundation Soils Investigation conducted on
tha Proposed 4 Story Townhouse Development, located at the south termination of
Marina Drive, in the City of Carlsbad, California.
This investigation was planned and carried out in accordance with plans and other
information submitted to this office; and in accordance with good, accepted
engineering practise.
Evaluation of the site conditions has been made with regard to the structural
aspects of the proposed building.
Respectfully Submitted,
H. V. Lawmaater &. Co., Inc.
H. V. Lav/roaster William T. Corum
R.C.E. No. 6207
ALL REPORTS SUBMITTED BY THIS OFFICE BECOME THE SOLE PROPERTY OF THE CLIENT AND ANY REQUEST FOR
ADDITIONAL COPIES OF REPORTS MUST BE ACCOMPANIED BY EXPRESS WRITTEN PERMISSION FROM THE CLIENT.
FOUNDATION SOILS INVESTIGATION
PROPOSED 4 STORY TOWNHOUSE DEVELOPMENT
SOUTH TERMINATION OF MARINA DRIVE
CARLSBAD, CALIFORNIA
SCOPE
The purpose of this investigation was to determine the subsurface soil conditions and
provide engineering recommendations for a safe,economical foundation system fo the
proposed structure.
STRUCTURAL CONDITIONS '
\
It is understood that that the proposed structure will be four (4) stories in height,
the first level being parking below the living units. The main structures will be
supported by-friction piles and grade .beams.
A seperate carport structure is planned with a tennis court on the roof deck. This
structure will be supported by a mat foundation.
Loading information provided to this office indicates that maximum loads on walls
will be on the order of 3 to 4 kips per lineal foot, and that maximum column loads
will be on the order of 20 to 30 lips.
SITE CONDITIONS
At the time of this investigation, the site was an undeveloped parcel of land that has
been filled. There is little or no vegetation on the site at this time. There is an
existing manhole just north of Boring No. 2 indicating the presence of a sewer line
that apparently extends to Park Drive.
The site is bounded on the south by Aqua Hedionda Lagoon and a portion of one proposed
structure occurs over water, where it is proposed to place fill to provide a level
building area. Topographically the site is level with an apparent general slope to
the southwest at less than 1%.
Page ! H.V. LAWMASTER£00.,INr
Fill material composed of various types of sandy clays, clayey sands, and sand-
clay mixtures was encountered in all test borings to depths of 7 to 13 1/2 feet below
existing grade. This material is in a variable state of compaction, and is not
considered to be adequate for vertical support of foundations or slab floors, however,
the fill is considered to be adequate for lateral support of pile caps and for vertical
support of the mat foundation in the carport area, designed on the basis of reduced
bearing value.
Natural soils encountered below the fill in the test borings consist of an upper
layer of silty clay and sandy silty clay 5 to 13 feet thick. Below the clay zone,
alternating layers of clean sand were encountered in Boringa 1, 3, and 4 to depths of
35 to 60 feet. In Boring No. 2, alternating layers of clean sand, silty clay, sandy
clay, and clayey sand were encountered throughout the depths explored. In Borings 1,
3, and 5, bedrock material consisting of white sandstone and dense claystone and
shales were encountered at depths of 40 feet in Boring No.1; 35 feet in Boring No. 3;
and 20 feet in Boring No. 5. Borings 2 and 4 did not encounter the bedrock.
The natural materials are in a good to excellent state of compaction throughout the
depths explored and the moisture contents are considered to be normal for the types
of soils encountered.
Ground water was encountered in all borings at depths of 9 to 11 feet below existing
grade. The water will not influence design of the foundation system but may affect
the installation of deep utility lines.
RECOMMENDATIONS
The following recommendations are based on observations made in the field; on the
results of laboratory tests on samples of the materials encountered; and on overall
evaluation of the site conditions.
Grading
Information provided to this office indicates that grading of the site will be minimal
and will be limited to the preparation and compaction of the surface materials to
support the pavement sections and the slab in the carport area, and possibly the
placement of some fill in the water area. All such grading should be done in
accordance with the following recommendations.
Page 2 H. V. LAWMASTER & CO., INC.
Prior to any grading, the site shall be cleared of any organic or other deleterious
materials. Clearing operations should include removal of any surface vegetation or
any surface debris that may be present.
After clearing, the entire slab area for the separate carport and all areas to be
paved shall be scarified to a depth of 10 to 12 inches, watered or aerated as necessary,
and recompacted to at least 90% relative compaction to improve the bearing quality of
the existing surface soil.
Any fill material placed within the building area shall be composed of clean site
material or approved import soil, placed in 4 to 6 inch layers, watered to approximate
optimum moisture, and compacted to a minimum relative compaction of 90%, as determined
by Test Method ASTM D1557 - 70.
All clearing and filling shall be supervised by the Soils Engineer and certified
at the conclusion of the grading operations.
Special Grading Conditions
Placement of fill in the area of lagoon presently covered by water will require
special grading procedures. Recommendations for the placement of fill are presented
as follows:
4*
1. In the area to be filled, it is recommended that large diameter rock, such as
rip - rap, be placed, starting at the edge of the water and extending progress-
ively to the limit of the fill, to provide a base for the compacted fill.
2. At such time as the rock - fill.is stabilized, fill material composed of clean '
site material may be placed in 6 to 10 inch lifts and compacted to a minimum
relative compaction of 90% to achieve the desired grade.
3. Alternately, a clean coarse sand such as washed concrete sand may be placed as
the fill, commencing at the edge of water and progiessing to the limit of the
fill. As the sand comes above the water level, compaction shall be obtained by
the use of vibratory rollers or equivalent to produce a uniform relative
compaction of 90% or better. It is noted that if the clean sand material is
used, the outside edge of the fill shall be protected against erosion by the
placement of a rock rip-rip in all areas subjected to water in the lagoon.
Pag3 3 H. V. LAWMASTER & CO., INC.
,«"•*••'*»
The construction of this fill shall be done under the supervision of the Soils
Engineer and certified upon satisfactory completion of the work.
FOUNDATIONS
Based on the evaluation of this office, the Proposed Townhouse should be supported by
a system of friction piles and grade beams and the carport on the east side of the
site may be supported on a mat foundation. Recommendation for the foundations are
given as follows:
Pile Foundation
Driven friction piles may be utilized to support the structure, under the following
conditions:
1. Wood, prs - cast concrete, or step - taper piles may be used in accordance
with the following recommendations.
2. The piles should be bottomed in the clean sands occurring at depths of 20 to
30 feet below existing grade in Borings 1 thru 5, and in the bedrock material
encountered at a depth of 20 feet in Boring No. 5, to produce the axial load
necessary to support the superimposed loads, as determined by the Engineering
News Record Formula or equivalent dynamic formula.
3. Center to center spacing of any piles in groups shall be two and one half
2 1/2) times the nominal diameter of the piles, minimum.
4. Efficiency of the supporting value of piles in groups shall be calculated by
the following formula, or equivalent formula:
Efficiency » 1 ~~ — [ (n-1 ) m + (m-1 ) n + /2) (m-1) (n-1)]- sm
where: n » number of piles in a row
m • number of rows
d • diameter of pile
s m center to center spacing of piles
Page 4 H. V. LAWMASTER & CO., INC.
„_5. Uplift value of the piles may be taken at 50% of total load bearing capacity.
6. Grade beams utilized in conjunction with the friction pile system shall be
° constructed of reinforced concrete as established by the Design Engineer.
7. Point of fixity of piles shall be taken at eight (8) feet below finished grade,
8. A lateral bearing value of 4000 pounds may be used for individual piles, with
this value to be reduced in proportion to the reduction in bearing value of
individual piles in groups, as established by the Efficiency Formula.
Mat Foundation
The separate carport on the east side may be supported by a mat type foundation under
the following conditions:
1. The mat foundation shall be designed as the slab - on - grade for the carport.
2. The mat area shall be excavated to an appropriate depth, so that the top of
the mat will coincide with the finished floor elevation. After excavating, the
surface twelve (12) inches of the mat area shall be scarified and recompacted
to at least 90% relative compaction, extending 5 feet beyond edges of mat.
3. The mat should be designed for a safe allowable bearing value of 500 pounds
per square foot, with the imposed load of the walls and concrete roof deck
to be distributed uniformly over the mat.
Uniform settlements under the mat are not expected to exceed three - fourths (3/4)
inch and differential settlements are expected to be less than one - fourth (1/4)
inch.
Slab Floor on Grade
The ground flotorr-pafkingr slab may be poured independent of the foundation system
with positive cold joints at the contact with grade beams or pile caps. In this
instance it is recommended that the surface twelve (12) inches of soil below the slab
be uniformly compacted to a relative compaction of 90% or more.
Pages H. V. LAWMASTER & CO., INC
In the event the ground floor parking slab on grade is to be utilized to provide
lateral resistance for the foundation system, the slab should be structurally supported
by auxiliary piles and grade beams and be reinforced in accordance with the require-
ments of the Design Engineer.
Slab floors on grade in living areas and in the Recreation Building Area shall be
provided with a 10 mil polyethylene membrane, reinforced with #3 steel bars placed
12 inches on center in both directions; and rest on site material that has been com-
pacted to 90$ relative compaction or better to a depth of 12 inches below the slab.
Settlement - Pile Foundations
Uniform settlements under the recommended loads are not expected to exceed one -
half (1/2) inch. Differential settlements under the foregoing recommendations are
expected to be less than one -half (1/2) inch.
Expansion
The sand materials which will support the ground floor slabs are considered to be
non - expansive, however, the sandy clays, sandy silty clays, and sand - clay
mixtures are expected to be slightly to moderately expansive. It is therefore
recommended that the expansive soil conditions in slab areas be determined on the
basis of tests on Epresentative samples of the materials, after grading, with the
results of such tests along with appropriate recommendations to be incorporated in
the Final Compaction Report.
SPECIAL CONDITIONS
Paving
Based on a general evaluation of the materials expected to occur as subgrade in areas
to be paved, the following tentative street sections are suggested:
Parking Areas Two (2) inches of asphaltic concrete over six (6)
inches of aggregate base over twelve (12) inches of
subgrade material that has been compacted to at least
90% relative compaction
Pa9e 6 H. V. LAWMASTER & CO., INX
Drive Areas Three (3) inches of asphaltic concrete over six (6)
inches of aggregate base over twelve (12) inches of
subgrade material that has been compacted to at least
relative compaction
Swimming Pool
The proposed swimming pool will be located in an area where the existing fill is
estimated to be 7 to 10 feet thick. The most economical and feasible method of
constructing the pool is as follows:
1 . Remove all existing fill material from the pool area to expose the natural
silty clay;
2. Replace the excavated material with clean washed concrete sand and shape to the
configuration of the pool bottom.
3. Design the pool for expansive soil conditions, on the basis of an equivalent
fluid which weighs 45 pounds per cubic foot.
i
4. Provide a hydrostatic relief valve at the bottom of the pool to prevent uplift
forces due to any rise in the water table.
5. Provide a section of clean sand at least twelve (12) inches thick below the
decking, reinforce the decking with welded wire mesh or equivalent deformed
reinforcing bars, and provide expansive joints for approximately every 100
square feet of deck area.
Under the above recommendations the pool will be adequately supported and will perform
satisfactorily.
Utility Line Backfills
The clay materials in the upper 10 feet of the site will be difficult to compact to
the proper density wlien utilized as backfill in utility line trenches. This material
should not be flooded or jetted, but should be placed in lifts not to exceed twelve
(12) inches and compacted to the proper density by means of mechanical compactors.
Page 7 . H. V. LAWMASTER & CCUTv
As an alternate method, the clay may be wasted in green areas and replaced with a
clean imported sand that is compatible with jetting.
The compaction requirements for utility line backfills are as follows:
1. 90% Compaction or Better:
a. Under all slab floors
b. Within 5 feet of any structure foundation
c. Under sidewalks or other areas of exterior flatwork
d. Under all areas to be paved, all curbs, and gutters
2. 62% Compaction or Better:
a. In all landscaped areas not included in (b) and (c) above
Pages H. V. LAWMASTER & CO., INC.
APPENDIX
Plate A Plot Plan
Plate B thru F ------ Test Boring Logs
Plate G thru 5 ------ Consolidation Tests
The following appendix contains the substantiating data for the engineering
recommendations of this report.
Exploration
On March 25 and 26, 1971, five (5) test borings were drilled on the subject project
to obtain preliminary soils data. The borings were 6 inches in diameter and were
drilled to depths of 50 to 76 feet by means of a rotary wash bore rig.
\
Sampling
A representative of this office directed the exploration and determined the location
of both disturbed and undisturbed samples of the materials encountered.
All samples were sealed when taken to prevent loss of moisture while in transit to
the laboratory.
Testing
All samples were visually classified and a testing program was established to provide
data for evaluation of the site conditions'. Tests performed include: Field Moisture
and Field Density Determinations; Maximum Density - Optimum Moisture Relationships;
Consolidation Tests; and Direct Shear Tests.
TEST RESULTS
Field Moisture and Field Density Determinations
Determination of field moisture and field density conditions in subsurface soils
have been incorporated in the Test Boring Logs attached hereto as Plates B thru F.
Maximum Density - Cptimum Moisture Relationships
Compaction Standard: ASTM D1557 - 70
Page 9 H. V. LAWMASTER & CO., LNU
Soil Classification
Brown Sand - Clay Mixture
Consolidation Tests
Results of the Consolidate
this-report.
Direct Shear Tests
Sample
TH 1 B 10.0'
8 15.0'
B 20.0'
6 25.0'
e 30.01
B 35.0'
e 40.0'
a so.O'
Maximum Density PCF Optimum Moisture
TH -2 B 2.0'
§ 10.0'
6 15.0'
B 20.0'
B 25.0'
B 30.0'
§ 35.0'
e 40.0'
B 45.0'
e so.O1
e 60.0'
127.5
ire presented
0 Angle
40°
27°
43°
40°
34°
37°
45°
38°
20°
24°
27°
30°
33°
23°
22°
39°
25°
36°
25°
graphically as
Cohesion P5F
80
240
-0-
20
100
• 30
-0-
-0-
340
200
180
80
80
220
180
80
200
200
240
10.5
Plates G thru 5 of
Dry Density PCF
100.6
86.1
99.5
108.2
101.8
102.8
117.9
122.3
103.0
74.7
88.4
100.9
98.2
76.9
72.8
114.0
105.6
110.5
113.9
Page 10 H. V. LAWMASTER & CO., IN«
Direct Shear Tests
X*.•"•"X
Sample
TH - 3 0 2.0'
B 15.0'
B 20.0'
@ 35.0'
@ 45.0'
a 50.0'
a 55.0'
a 6o.o«
B 65.0'
TH - 4 1 40.0'
B 50.0'
0 60.0'
TH - 5 B 2.0«
e s.o'
B 10.0'
a 15.0'
a 20.0'
B 25.0'
§ 30.0'
B 35.0'
B 40.0'
B 45.0'
B 50.0'
^ Anqle
31°
40°
36°
46°
40°
37°
38°
30°
32°
38°
38°
29°
28°
30°
21°
26°
25°
19°
43°
38°
40°
39°
38°
Cohesion PSF
140
-0-
-0-
-0-
-0-
30
-0-
240
80
-0-
-0-
520
220
200
190
180
240
340
60
180
-0-
20 .
-0-
Dry Density PCF
112.8
86.0
113.6
118.0
119.6
126.7
125.9
123.7 .
129.9
100.7
111.4
114.4
104.3
109.7
81.1
77.8
108.1
117.5
119.7
118.4
115.9
118.2
114.3
Page H. V. LAWMASTER & CO., INC
NORTH
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TH 5
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TH 3
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PARK DRIVE
PROPOSED
BUILDINGS
TH 2
SCALE
DATE:
SHEET
of PROJECT:11 lieu a.
| FILE No. 71-4175'
JAWMASTER & CO.
0.0
2.0
S.O
TEST BORING LOG
TH - 1 Soil Classification < Moiatura Dry Denaitv PCF U.S.C.
Brown Clayey Fine to Meditw Sand (Poaaibla Fill) - sc
10.0
13.5
15.0
Brown Silty Sand W/Clay (Poaaibla Fill)
Brown Silty Clay (Poaaibla Fill)
Brown Silty Clay (Firm) (Nat.)
Brown Silty Clay
20.0
25.0
35.0
40.0
50.0
Grey Very Fine to Medium Sand
Dark Grey Very Fine to Medium Sand
White Sandstone (Soft)
Light Tan Sondatone (Dense)
VERTICAL SCALE: 1" - 4-
U.S.C. - Unified Soil Claaeification
• Denotes Undisturbed Core PLATE "B"
18.3
3B.9
Grey Clayey Fine to Coaare Sand (Poaaibla Fill) 25.B
(Water)
S3.B
23.4
20.5
Dark Grey Very Fine to Medium Sand W/Seaahella 22.7
14.9
14.3
9B.3
B6.1
100.6
69.0
99.5
108.2
101.8
102.8
117.9
122.3
CH
SC
CH
CH
SP
SP
SP
5.0 ?VJ
TEST BORING LOG
TH - 2 Soil Classification
0.0 Brown Sandy Clay (Poaaibla Fill)
2.0ff .' Mm Brown Sandy Clay (Poaaible Fill)
< Moiature Dry Penalty PCF U.S.C
23.4
Dark Gray Silty Clay (Muck) Soft (Poaaibla Fill) 57.5
Dark Gray Silty Clay (Firm) (Nat.) 48.1
(Water) Grey Sandy Silty Clay 32.4
103.0 CH
CH
CH
74.7 CM
20.I
25. E
30.E
Dark Grey Very Fine to Fine Sand 25.0
Dark Brown Silty Clay 41.8
88.4 CL
100.9 ML
98.2
76.9 CH
35. i Dark Grey Silty Clay W/Seaahella 50.4 72.8 CH
3. 5m
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2
V!
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nO
40.
45.E
50.1
Dark Grey Very Fine to Medium Sand
Grey Sandy Clay
Grey Clayey Very Fine to Medium Sand
60.
61 .1
VERTICAL SCALE! 1" . 5
Grey Sandy Clay
17.7
22.7
18.3
17.0
114.0 SP
105.6 CL
110.5 5C
113.9 CL
PLATE "C"
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! TEST BORING LOG v"ifc,^, . " • >•»•
0.0
2.0
5.0
10.0
15.0
20.0
25.0
[ s
c
A
i
e
:
w
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i
— — »=n
m
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35.0
42.0
45.0
50.0
55.0
60.0
65.0
70.0
75.0
76.0
VERTIC
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AL SCA
Soil Classification . f Moisture Drv Denaitv PCF U.S.C.
Brown Sand - Clay Mixture (Poaeibla Fill) CL
Brown Sand - Cley Mixture (Poseible Fill) 17.7 112. B CL
Grey Sandy Clay (Poeeible Fill) 18.3 CL
ia?{e£rey Silty Clay (Muck) soft (Nat.) 55.0 CH
Grey Very Fine to Fine Sand 32.4 86.0 HL
Grey Very Fine to Coarse Send W/Seashelle 16.3 113.6 . SP
Grey Very Fine to Hediua Send 31.5 SP
I
White Sandstone (Soft) 14.9 118.0
Seme 29.9
See* • 13.6 119.6
Light Tan Sandatone (Denee) 11.7 126.7
' . i •
See* 11.7 125.9
Reddish Brown Sendetone L Shale (Denee) 13.6 123>7
_ Brown Sendatone & Shale 10.5 129.9
Sea* 12.4 125.3 .
_ Brown Sendetone (Dene*) 19.6 118.0
1
LCi 1* • <•
PLATE "D"
TEST:BORING LOG
'*"%,.
0.0
2.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
TH - 4 Soil Classification
Brown Sandy Clay (Poaeible Fill)
•own Sandy Clay (Possible Fill) •
Moisture Dry Penalty PCF U.S.C.
CL
23.4 101.6 CL
3eddi»h Brown Very Fina to Medium Sand (Possible . 17.7
Fill)
JWater)
Grey Silty Clay (Nat.)
Dark Grey Very Fina to Fina Sand
Fine to Coacaa Sand «/Seaahalla
Gray Vary Fina to Hediu» Sand
Gray Vary Fina to Coaraa Sand
60.0
61.0
VERTICAL SCALE! 1" • 51
Grey Sandy Clay (Fin)
53.8
28.2
25.0
25.0
29.0
17.0
23.4
22.7
18.3
17.7
109.7 SP
£6.0 CH
95.4 HL
99.0
98.9
95.9
115.1 SP
100.7 SP
99.9
111.4 . SP
114.4 CL
PLATE "E»
TEST BORING LOG "*«"*
TH - 5 Soil Classification
Brown Sandy Clay (Poaaible Fill)
5.0 '
7.0
10.0
< Moisture Dry Density PCF U.S.C.
CL
Light Tan Sand W/Clayatona Fragments (Poaaibla 14.9
. Brown Sand - Clay Mixture (Possible Fill)
Brown Silty Clay (Nat.)
(Water)
I Brown Silty Clay
15.0 I Same
20.0 ,
25.0
30.0
35.0
40.0
45.0
7"
Brown Sandstone - Clayatone (Dense)
White Sandstone (Soft)
Sa«e
Sane
If Same
*1 Brown Sandstone Claystone (Dense)50.0
51.0 ,
VERTICAL SCALE: 1" . 4<
PLATE "F"
14.3
38.9
43.9
21.2
15.6
15.6
14.9
17.0
15.6
19.8
104.3 ML
109.7 CL
CH
81.1 CH
77.8
108.1
117.5
119.7
118.4
115.8
118.2
114.3
CONSOLIDATIoEST
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Saturated Moisture 16.5 <
File No. 71-4375
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Field Mo
Saturated
~-^•"»*
EST SAMPLE DATA
g N°«2.
«.Ui.«,
Sandy.Clay..,
Density
Moisture ...tfl
File No. 71
*.
~2*
- 4375
^=-
500 1000 1500 2000 2500 3000 3500
UNIT LOAD .... POUNDS PER SQUARE FOOT
4000
CONSOLIDATIOrT^TEST
2 *§ :
o
TEST SAMPLE DATA
Test Boring *?.-...?.
Depth .»Ul.£*
Soil Type £i««y..?9n!l...
Field Dry Density ..110.5. PCF
Held AAoisture .l
Saturated Moisture
Rle No. 71-4375
500 1000 . 1500 2000 2500 3000 3500
UNIT LOAD .... POUNDS PER SQUARE FOOT
4000
CONSOLIDATION TEST
i
•nmm
nm
Z
-4
*— 0
0
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500 1000 1500 2000 2500
TEST SAMPLE DATA
Test Boring .NO&...
Depth 60...0..Et».
Soil Type Sandy..Cia.¥..
Field Dry Density .J.1 .?*?.. PCF
Field AAoisture IT.-..0..*....
Saturated AAoisture ..1.5...T. *
File No. 71-4375
^\
-- • -
^-^
^ —
30CO 3500
^-^
4000
UNIT LOAD .... POUNDS PER SQUARE FOOT
CONSOLIDATI fST
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TEST SAMPLE DATA
Test Boring „ JSO.J
Depth 45./t
Soil Type §?.r>d.?*SP!1.
Field Dry Density ....UJ.6 PCF
Field AAoisture AP..-6 *
Saturated AAoisture I?.?3 *
file No. 71 - 4375
SOD 1000 1500 2000 2500 3000 3500
UNIT LOAD .... POUNDS PER SQUARE FOOT
4000
CONSOLIDATION TEST
om
Z
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Z I/
TEST SAMPLE DATA
Test Boring JSto. 3
Depth 55 Ft
Soil type SflcidsSane
Field Dry Density .1.25.9 PCF
Field AAoisture .1.1.7 *
Saturated Moisture 14..2 %
File No. 71 - 4375
500 10C0 1500 2000 2500 3000 3500
UNIT LOAD .... HOUNDS PER SQUARE FOOT
4000
CONSOLIDATION TESTIrt,
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TEST SAMPLE DATA
Test Borii
Depth ...
Soil Type
Field Dry
Field Mo
Saturated
ig NO.JL.
fiS./t.
Sandstone &. shale
Density i2?.9 PCF
AAoisure —
.JO.O *
12.1 *
Rle No. 71- 4375
•*-•-^«— ^— i^— —•«-<'
n "inn 1DDD 1500 • 2000 2500 3000 3500 400
UNIT LOAD .... POUNDS PER SQUARE FOOT
CONSOLIDATION TEST
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TEST SAMPLE DATA
Test Borir
Depth ...
Soil Type
Field Dry
Field Mo
Saturated
g ......;...„. No' 4
AH rt
a«L_
Density .100.7 PCF
sture 23.4 %
Moisture 24.4 ^
Rle No. 71- 4375
^^^^
^,
^^
-^ ^s-
500 1000 1500 2000 2500 3000 3500
UNIT LOAD ... .POUNDS PER SQUARE FOOT
4000
I:
TEST SAMHE DATA
Tett Boring Jjg. 4
Depth _ 50 FT
Soil Type .Sand...
field Dry Density .1.11.4 PCF
field Moisture 1B.3 «
Saturated Moisture 16.4 *
Rle No. 71 - 4375
500 1000 1500 2000 2500 3 000
UNIT LOAD POUNDS PER SQUARE FOOT
350G 4000
CONSOLIDATION TEST
& -
% p
.
. ^
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PE
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TEST SAMPLE DATA
Test Boring Na..4-
Depth £9..^
Soil Type
field Dry
Field Mo
Saturated
\
"- —
Sandy Clay
Density t14-4 PCF
Moisture ..\I
File No. 71.
^ -.
a..*
. 4378
^500 1000 1500 2000 2500 3000
UNIT LOAD .... POUNDS PER SQUARE FOOT
3500 4000
CONSOLIDATION TEST
•m
HI
ID
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(%
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TEST SAMPLE DATA
Test Borir
Depth ...
Soil Type
Field Dry
Field Mo
Saturated
ig No5
50 Ft
_Sand_.St.gra
Density
Moisture
^_— Clay Stoni
11.4.3 PCF
_19.8 <
18.4 *
file No. 71-4375
•^^
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^^
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^500 1000 1500 2000 2500 3000 3500 40C
UNIT LOAD .... POUNDS PER SQUARE FOOT