HomeMy WebLinkAboutCT 72-24; LA COSTA SOUTH UNIT 2, 3 AND 4; PRELIMINARY SOILS; 1969-05-22•
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BENTON ENGINEJ;RING, INC.
APPLIED SOIL MECHANICS -F0UNDATIONS
6'741 EL CAJON BOULEVARD
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PHIL,IP HENKING BENTON
PRESIDE!'IT , CIVIL ENGINEER
SAN DIEGO. CALIFORNIA 92,115
May 22, 1969
Rancho La Costa, Inc.
Route 1, Box 2550
Encinitas, California
Subject:
Gentlemen:
Project No. 69-3-24BC
Preliminary Soils Investigation
La Costa South Unit Nos. 2, 3, and 4
East of the Intersection of
La Costa Avenue and EI Cami'no Real
San Diego County, California
CONCLUSIONS
It is concluded from the field investigation and laboratory test results that:
SAN DIEGO, 583-5654
LA MESA, 469-5654
1. The natural s,oils beneath the loose or soft upper soils on the si tes are sui table for
the support of the proposed fills and (me or two story residential dwellings. However, expan-
sive sandy clay or clay soils may exist near proposed finished grade in certai n areas and
specially designed footings and slabs are recommerideq where these expansive soils are allowed
to remaj,n in-place at depths within the upper 3 feet be[ow finished grade.
2. I t is concluded from the resul ts of laboratory tests that the firm and very firm natural
soils have a safe bearing capacity of at least 1795 pQVnds per square foot for one foot wide
continuous footings placed one foot below the firm undisturbed natural ground surface. The
, settlement of a one foot wide continuous footing loaded to 1795 pounds per lineal foot and founded
" on suitable undisturbed natural soils is estimated to be less than 1/8 inch.
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, 3. ' The resul Is of the laboratory expansi.on tests' indicate that clay and fi ne sandy clay
,soils, similar to those encountered between 0 . .5 and 2.5 feet in Bori~ 1 and the fine sandy
clew fOund between 1.5 and 4.5 feet In Boring 3 would be considered as "expansi,ve" soils.
Therefore, in order to avoid the use of specially designed footirgs and slabs, it is recommended
that, wherever practicable, the "expansive" clay and sandy clay soHs be removed to a depth of
3 feet below proposed finished grade and be replaced with nonexpansive 50115 uniformly com-
pact~d to at least 90 percent of maximum dry d~nsity. In filled ground areas, all "expansive"
soils should be placed at least 3 feet below the final compacted fill surface. '
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Project No. 69-3-24BC
Rancho La Costa, Inc.
-2-May 22, 1969
If "expansive II soHsare allowed to remai;n in the upper 3 feet below finished
grade., then it is recommended that footlrgs and slabs be specially designed. The required
special design will be dependent upon the degree of expansion potential of the soli, the
thickness of the layer, and the location of the expansive layer with respect to the footirGs
or concrete slabs. The lots requirirg specially designed footings and ~Iabs will be listed
upon the completion of gradi ng •
4. All of the soils may be .satisfactorily ·compacted In the fill areas and, when com-
pacted to at least 90 percent of maximum dry density, have a safe bearing capacity of 2000
pounds per square foot for one foot wide footi~s placed 1 foot below the compacted.ground
surface. The settlement of a one foot wide continuous footillJ placed on fill soHs uniformly
cOmpacted to 90 percent oimaximum dry density is estimated to be less than 1/8 inch.
It is recommended that all soft or. loose soils existing in proposed compacted filled
ground areas be removed as required by the soils engineer and the compacted filled ground be
placed on firm natural soils.
Recommendations for the placement of filled ground are presented in the attached'
"Standard Specifications for Placement of Compacted Fille.d Ground," Appendix AA.
5. It is concluded from the test data that the proposed cuts may be safely excavated
on ·a· slope ratio of 1 1/2 horizontal tol vertical. The fill soil", when uniformly compacted to
atleciSt 90 percent of maximum. dry density In accordance with the approved specifica'tions,
wii I be stable for heights up to 70 feet when constructed on a 1 1/2 horizontal to 1 vertical or
flatter slope. .
The above conclusions assume that suitable erosional control and pro~r drainage
will be provided to prevent surface water from running over the top of exposed slopes.
• If any soil types are encountered duri~ the grading Qperati~n that were not tested in this invest-
igation, additionel laboratory tests will be conducted in order to determine their physical
characteristics, and· supplemental reports and recommendations will automatically become a
part of the specifications. .
• The data presented on the attached pages are a part of this report.
Respec tfu" y subm i tted ,
BENTON ENGINEERING, INC..
(2) Addressee
(2) Rick E~ineerrlll Company
By .-R. ~ ~ . (1:)' San. Diego Gas & Ele,ctri,c Company
Dlstr : •
R. C. Remer Attention: Mr. W. K. Wall ~~ (4) County of SanDieq'c;.E~ineering Dept.
. ----Attention: Mr. Ray Spencer Revie.~db~
Philip H. enton, ~,ivil Ergineer •
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BENTON ENGINEERING, .tNC.
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Proieet' ~o. 69::.3-24BC
Ra nch'o I:a' Costa, Inc'.
-3-
DISCUSSION
May 22, 1969
A prel,iminary soils in'lestig.ation has been completed on the proposed La' Costa South Uni t
Nos. 2, 3 and 4 located adjacent to La Costa Avenue east of ~I Camino Real In San Diego
County, CaHfornia. The objectives of the investigation were to determine the exi.ti~ soil
conditions and physical properties of the soils in order that el1Jineeri~ recommendations
could be presented for the gradf.r~ and development of proposed buildi~ sites for residential
type dwellings. In'order to accomplish these oblectives, seven Dori!1)s were drilled with a
truck-mounted rotary bucket type drill rig, undisturbed and loose bag samples were obtCllned,
and laborCitory tests were performed on these samples.
The proposed subdivisions are locah,d on the, south side of the valleyextendi~ easterly from
the Batiqultos Lagoon northeast of Encinitas, California. Unit No. 2 is located adjacent to
the exlstll1Jgolf course and varies In elevation from approximately 34 feet to 92 feet. Unit
Nos. 3 Clnd 4 are located primarily on the higher land alo~ the top of the steep slopil'G hill-
sides forming the south rim of the v~lIey. Much of the land for Units No., 3 and No, 4 has
been cultivated,
The upper soils on the lower slope areas of U ni t No. 2 are described. by the U. S, Department
of Agriculture as AI·viso Loam and Huerhuero Fine Sandy Loam. The upper soils on Unit Nos,
3 and 4 are descri~ed primarily as Carlsbad Loamy Fine Sand. The major soli types encountered
i,n the exploration bori~s., as clClSsified accordil'lJ to the Unified Soil ClassificCltion Chart·,
consisted of si Ity and slightly sil ty sand, clay, sandy clay, clayey sand, and gravelly clayey .
sand, Layers of sil·tstone and claystone were also observed in th,e lower portion of the cut slope
opposite Lot 191 of Unit No.2.
Field Investigation
Seven borings were drilled with a truck-mounted rotary bucket-type dri.1I rig at the approximate
locations shown on the attached Drawi I'lJ No.1, entitled "location of test Bori~s." The
bori~s were drilled to depths of 4 to 22 feet below the existil1J ground surface, A continuous
log of the soils encountered in the boril'Gs was recorded at the time of dri II il'lJ and is shown in
de.tail on Drawing Nos. 2 to 6, inclusive, each entitled, IISummary Sheet." A log was also
recorded of the soils exposed on two cut banks existil1J on Unit No', 2., one opposite Lot 191
and one opposite Lot 194., The log ·of the soi 15 observed on these cut banks is presented on
Drawi I1J Nos. 7 and 8.
The soils were visually classified by field Identification procedures in accordance with the
·Unl-fied Soil Classification Chart. A simplified description of this classification system is
presented In the attached Appendix A at the end of this report.
Undisturbed samples were obtai ned at frequent intervals I n the soils ·ahead of 'the dri II ing. The
drop weight used for driving the samp!.ll'G tube into the soils wc:iS the IIKelly" bar of the drill
rig which weighs 1623 pounds, and the average drop was ·12 inches. The general procedures
used in field samplil1J are described under "Samplil'lJ" in Appendix B •
BENTON ENGINEERING. INC.
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Project No. 69-3-248C
Rancho La Costa'i Inc.
LabQratory Tests
-4-May 22; 1969
laborc:ttory tesf$ were performed on all undisturbed samples of the soils In order to determine .
the dry density and moisture content. The results of these tests are presented on Drawi~ .
Nos. 2 to 6, Inclusive . C;onsolldation tests were performed on representative samples in
9rder to determine the load-settlement characteristics of the soils and the results of these
tests are presented graphically on Drawing Nos. 9 and 10, each entitled "Consolidation
Curves. II .
In addition to the above laboratory tests., expansion tests were performed on som, of the·
clayey soils encountered to determine their volumetric challle characteristics with change.
i.nmoisture content. The recorded expansions of the samples are presented as fol lows:
80ril1J
No.
1
1
3
3
Sanple
No.
1
2
8ag 1*
8ag 2*
Depth of
Sanple,
in Feet
1.0-1.5
1.5-2.0
2.0-3.0
6.0-7.0
Soil
Description
Clay
FI ne sandy cI ay
Fi"ne sandy clay
Silty very fi ne to fi ne sClnd
with clay bi ndel'
Percent Expansi on
Under Unit load of
500 Pounds per SquCll'e
Foot from Air Dry
. to Saturati on
. 4.54
4.99
11.34
1.06
. ' * Indicates test sample compacted to 92 percent of maximum dry density.
The general procedures used for the precedi~ laboratory tests are described briefly in Appendix 8.
Compaction tests were performed on representative samples ,of the soUs to be excavated to
establish compaction criteria. The soils were testedaccordil1J to a modified A.S. T.M. 01557-
58T method of compaction which uses 25 blows of a 10 pound hammer droppi~ 18 inches on
each of 5 layers in a 4 irich diameter 1/30 cubic foOt mold. The results of the tests are
presented as folloWl:
Maximum Optimum Mois-
80rt~ 8ag Depth
No. Sample ill Feet
Soil Dry Density ture Content
Oescri pti on Ib/cu ft % dry wt
3 1 2-3
3. 2 6-7
Fi ne sandy clay 117.4, 13. 1
Si·lty very fine to 111.8 1'2.6
fino sand with
6
clay binder
112.3 SI I ty veryfi ne to 13.8
flne sand
BENTON ENGINEERING, INC.
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Project No o69-a~24BC
Rancho ~a Costa, Inc 0
-5-May 22, 1969
In order better to classify the finer grained soils, Atterberg Limit tests were performed on .
certai n samples in accordance wi.th A.S 0 T oM 0 Designations D 423-61T and D 424-59. The
results of these tests and th'e group symbols, for the soils finer than the No. 40 sieve, are
presented as follows:
Borirg Sample Depth Liquid Plastic Plasticity Group
No • No. in Feet Soil Description Limit Limit Index Symbol
1 1 1.0-'1.5 Clay 41.4 13.3 28.1 CL
3 Bag 1 2.0-3.0 Fi ne sandy c I ar 61.9 15.5 46.4 CH
DIrect shear tests were performed on saturated and drained samples in order to determine the
minimum argle of internal friction and apparfmt cohesion of the various soils. The resul ts of
the tests are presented in the followl~ tabulation 0
A~le of
Normal Shearing Internal Apparent
Load In Resistance Friction Cohesi()n
ktps/sq ft kips/sq ft Degrees Ib/sq ft
Bortrg 1, Sample 2 0.5 0.74 21 550
Depth: 1 .5-2 .0 feet ·1.0 0.90
2.0 1.66
Boring 5, Sample 2 . 0.5 1.69 31 1200
Depth: 2.0-2.5 feet 1.0 1.81
.2.0 2.78
Bori rg 3, Bag 2* 0.5 0.77 31 460
Depth: 6 .0-7 00 feet 1.0 ·1.05
2.0 1.95
Borirg 6, Bag 1* 0.5 0.60 36 300
Depth: 5 .0-6 .0 feet 1.0 1.07
2.0 1.80
* Indicates tests were performed on samples remolded to 90 percent of maximum dry density
BENTON ENGINEERING. INC.
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Pro,.'dt No. 69.;.3:"24SC
R~richo La',COsta, Inc.
-6-May 22, 1969
Using the iower values of Internal a~le of fric.tlon and apparent cohesion, and the TerzCGhi
Formula for' local shear failure, the safe allowable bearillJ pressures for the soils are det~r"
mi.ned· as follows: .
Local Shear Formula: Q'd = 2/3 c N'C =y.Of N'q +Y SN'y
Assumptions : (1) Continuous footillJ 1 foot wide = 2S
(2) Depth of footi I1':J = 1 foot = Of
Undisturbed natural soils
$= 21 0
~Ie = 12.5
c = 550 Ib/sq ft
N'q =5.6
y = 120 Ib/cu ft
N 'y ::;:: 2.2
Q'd = (2/3 x 550 x 12.5 + 120 x 1 x 5.6 + 120 x 0.5 x 2.2) = 5,384 Ib/sq ft
Q'd Safe'.= Q'd.-:-3 (Factor of Safety) = 1,795 Ib/sq ft
FiU.soils compacted to 90 percent ofmax.imum dry density
$ = 310 c = 460 Ib/sq ft y = 113lb/cuft
N 'C =19.5 N' == 10 0 'q • N 'y=6.0
Qld = (2/3 x 460 x 19.5 + 113 x 1 x 10.0 + 113 x 0.5 x 6.0) == 7,449 Ib/sq ft
Qld Safe = Qld -73 (Factor of Safety) = 2,483 Ib/sq ft
BENTON ENGINEERING, INC.
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SUMMARY SHEET
' '. BORING-NO. . 1
ELEVATIQN 82' 11
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LII A. ....... )0 ~ v «0 -LII III a: ... ...... LII ' ... III LII ~ ito-a . ::1:111 ...... >. )0 III III i;; III
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--O~~~~--~~~~~--~----~-=~~~----~--~--~~--~--+-~ ~0/ Brown, Slightly Moist, Loose,. SILTY FINE
1 +-u L \ Topsoil '. SAND ,j ~1J;::. \Red-bro~oist, Firm _ CLAY 9.7 13.9 109.6
2 ~);I\VerY Firm .. ' ...-(M.'rges) / 9.7 10. 1 110.8
".' .... '.' Brown and Gray, Slightly Moist, FINE SANDY
3 : : : : :r\ Very Firm , CLAY (Merges) / ~
· .... Brown and Gray, Slightly Moist,
4-~ Very Firm CLAYEY FINE ·14.6 10.5 104.3 · ... · ...
5 .'," .~' '!:, Brown and Gray, Slightly Moist, '
~,:::~,;, Very Firmj 50 to 60 Percent
.6 \ Gravel to 3 Inches
BORING N.O. .. 2
EloEVATI9H .2061
SAND
CLAYEY FINE
SANDY GRAVEL
o ~Xi: Brown, Sligh tly Moist, Loose, SIL TY
1 ~l~I\ToPSoil . FINE SAND /J--l;...:..6=+--=-5.::.;::.8~97~'~0r-----+_-f
,', _ ~~ 1\ Brown, Moist I L?ose CLA YEY FI NE /
,'" i'i~~;.':~ Light Brown and Light Gray, '\. SAND
2 ..... $~ .. ~ \ Moist, Loose SLIGHTLY SILTY
. ''i(~,Y:; ~ , FINE TO MEDIUM
3 -,~:,ZZ:': .--.------SAND -~~3' ~;;.: Very F~rm, Lightly Cemented
4 ~~ ,
11.37.9107.2
"37. 1 12.4 112.8
o -Indicates Undisturbed Drive Sample
11 -The elevations presented herein were determined from the contours
PROJECT NO.
'69-3-24BC
shown on the tentative m~p, pr~pared by Rick E~ineeri~ Company .
BENTON
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ENGINEERING, INC. DRAWING NO,
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.... LU ::cti A.ID BORING'NO. 3. to-LU; ~~ A.u. 0<::) LU "'Z 2121 Q ELEVATION
1
Brown, Slightly Moist, Loose,
Topsoil
2 . :::::':::: Gray, Very Moist, Soft
,1 ---.-
3 : 1 ,',,' Moist, Medium Firm
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Red-brown, Moist, Firm,
'Contains Clay
\ Binder in Some ZoE!!.-
Ligh t Brown, Very Fi r~
SILTY FINE
SAND
FINE SANDY
CLAY
(Merges)
SilTY VERY
FINE TO FINE
SAND
3.2 24.0 100.0
38.9 11.5 109.0
35.4 10.8 111.0
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35 A 10.9 no. 9 5-£~~ ____________________ -L ______ ~ __ ~~-J~~--~~~--~
o -Indicates Loose Bag Sdmple
PROJECT NO.
69-3-24BC BENTON ENGINEERING" INC.'
DRAWING NO.
3
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SUMMARY SHEET
BORING' NO. 4
ELEVATION 186'
Light Brown, Moist', Very Firm
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SILTY FINE
SAND
SILTY FINE
SAND
BORING NO. --=5~
ELEVATION 2051
Brown,SUgh,tly Moist, Loose , SILTY FINE
~~~~T_oPLs_o~H ____ --~~~----~~~S~A~N~D~--~
light Brown and light 'Gray I SILTY VERY
, Moist l Loose..,--__ FI NE TO FINE
~um Firm _. _' ___ . SAND
Firm .
Light Brown a~ Light Gray,
Moist, Very Firm
SILTY VERY
FINE SAND
PROJECT NO.
69-3-24BC BENTON ENGINEERING, INC.
0.4 10.8 93.0
24.3 12.3 112.1
25.9 11.2 109.8
38.9. 7.9 112.4
0.8 11.8 95.5
6.4 18.2 105 .1
11.3 22.6 102.9
24 3 15. 1 115.4
DRAWING NO,
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PROJECT NO.
69-3-24BC
SUMMARY SHEET
BORING' NO. 6
ELEVATION 238'
SILTY FINE'
SAND
SILTY VERY
FIN~ TO FINE
SAND
BENTON ENGINEERING, INC.
). ). C) Ii "'..: ... ..,: ",' ..: iii 10&. vii: '" ....... Q~~ Z . ..:Z . Z '" :)
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22.7 12.0 109.0
32.4 11.2 106.9
34 . 0 11. 9' 107 . 1
19.4 11.6 108.0
DRAWING NO •.
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SUMMARY SHEET
BORING' NO. 7
ELEVATION ~ 237'
Brown, Sbightly Moist, Loose,
Topsoil
SILTY FINE
SAND
FI NE TO ME DIUM .l----!:3~.2~1~7.!.!.. 7-+1~03~i 1+' --,-,--i-'-----i
SANDY CLAY
12
.,PROJECT NO.
'69-3-24BC BENTON
SILTY VERY
FINE TO FINE
SAND
ENGINEERING, INC.
22.7 . 11. 1 102.8
32.4 15.8 112.9
32.4 14.5 109.8
34.0 15.2 106.6
DRAWING NO.
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SUMMARY SHEET
Cut Slope ,Opposite Lot No. 191
La CostQ South Unit No.2
ELEVATION 70 I
Brown, Slightly Moist, Loose
Light Gray and Light Brown,
Moist, Very Firm, Alternatiil1
Layers
GRAVELLY
CLAYEY FI NE TO
, MEDIUM SAND
SILTY VERY FINE
SAND,
SILTSTONE,
AND CLAYSTONE'
PROJECT NO.
69-3-24BC BENTON ENGINEERING, INC.
DRAWING NO.
,7
\ j .. ,. >->-...: SUMMARY SHEET C) Ii Il0l''': .... w'
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Cut $Jope Opposte Lot No. 194 Ilol ;;;-Z III: Z . ..... Il0l Z :;) ~~~. ::J:ti A.CC Ilol A. iilt;>-Ilol u· .... .". ~.~ La Costa South Unit No.2 Ilol ~ --III: Q' ....... ::J:cn-A.'" <:;) "'0 0 >'" "'iii: Ilol cnz ELEVATION SO·' > ...: ~~ III:CC Q iii: Il0l_ '" Q .... ac::.:: 0 • -0 ~ Brown; Moist, Loose, Topsoil SILTY FINE
SAND
1 .' .' ... ~ . Gray and Brown, Moist, Firm ...... . .. . , FINE,SANDY ........... _.
2 ., ., . ~ ' .. .... , ..... CLAY • 0° ••••••• ...........
3 "0° • °0 ,
........ , Brown, Moist, Very Firm eLA YEY FI NE TO -..... -...
4-0<" .;: ... MEDIUM SAND ..... -.. " ......... , ...... ,. · ...... • 5 · ........ · ... , · ......
6-· ....... .. ~. .. . . · .... · ......
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~ Brown, Moist, Very Firm -I SILTY FINE s-SAND
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... ,; ... " Brown, Moist, Very Firm, 10 -.-. · ...... 40 Percent Gravel to 3 Inches ..•.... -..... ,. and Cobbles to 6 Inches 11-· .. :.;.. ... · ....... ----,--_.-......... Few~Lenses GRAVELLY T •.... ---_. ...... CLA YEY FI NE TO 12 ,..-.. · ....... . , MEDIUM SAND ..•.. • ., T • .-
13-...... ---• '1" ••• ... -Clay Lenses ........
'" .. ' .. 14 ..... ,: .....
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• PROJECT NO.
ENGINEERING,
DRAWING NO.
69-3-24BC BENTON INC. a
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CONSOLIDATION CURVES
LOAD IN KIPS PER SQUARE FOOT • 0°·2 0.4 0.6 0.8 1.0 2 4 6 8 10_ . 16
Boring 2 cr------r---,Samp'le 2
t--Der,th '?,
•
r---t--. r-t--r-c --
1 1---., ---. ~ r---t--j--.,. t-----I-~ r-r-~
• -~ r--" ~ -
2
en en
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~ (.) • :z:
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:::>
-= 5 c.n
0 Boring 3 1&1 r------..J Sample -Bag #2 Il. I----2 Depth ... 6.5' e( t-en -r--. t--Remoldeq to I----t--I&.
1-_ t--r-90% of Max j,-, 0 r---r----1 r-I mllln Dry Densit
I--r-t--~ z ~ 1&1 ~ (.)
0:: I&J -t-~ Il.
I'· R ~, u:
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I
z 2 -. 2 ..
l-e(
Q
..J 0 en z • 0
(.)
•
0 -Boring 4 r--r--r--~ r-Sample 2 r-I:-. ~ Deoth 2,5'
~ !---~ -l-I--r-~ r--_ ~ 1 ~ ~
• I&J 2 2 I
'« ~ 0 Indicates percent consol idation at fieldmQlsture
CD
0 .., •. Indicates percent consol idati on after satur~ti on
• PROJECT NO. DRAWING NO.
69-3-24BC BENTON ENGINEERING., INC. 9
... , -
•
CONSOLIDATION CURVES
LOAD IN KIPS PER SQUARE FOOT • 0°·2 0.4 0.6 0.8 1.0 2 4 6 8 10 16
'Bori~ 5
~~ '50mp e 2
-Deoth 2 ,5'
.' --t---;---. r-----r----t--t--l-t---~ .1 1---~
----------~ -. ~ • 2 ---.
VI VI 1&1
Z :Ie:
(,)
• :t:
l-e Boring 6 1&1 ..J Sample -Bag # 1 Q. r----2 r---Depth 5.5 1
4
•
VI -r-:-' RemGlded to I---r-t--Ll-
t--_ t--t-90% of Mdximui
0 r--r--~ Dry Density 1 l-t--t-~ z ----~ IIJ
(,) cr: .' r---:::: r---.... 1&1 ~ Q.
• I
Z 2 9
I-4 9 ..J 0 VI Z 0 (,)
• , '
• 1&1
2:
4 Z 0 Indicates percent consol idation at field moisture
CD 0 .., • Indicates percent consol idation after saturation
.-• PROJECT NO. DRAWING NO.
69 ... 3-24BC BENTON ENGINEERING, INC. 10