HomeMy WebLinkAboutCT 72-24; LA COSTA SOUTH UNIT 5, 6 AND 7; PRELIMINARY SOILS; 1969-11-07.'
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£x/l-g;f il-;1-f/nC!/-kj BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6741 EL CAJON BOULEVARD '
SAN DIEGO. CALIFORNIA SJ21H5
PHILIP HENKING BENTON
PRESIDENT -CIVIL ENGINEER November 7, 1969
Rancho La Costa, Inc.
Route 1, Box 2550
Encinitas, California 92024
Supiect:
Gentlemen:
Profect No. 69-9-8C
Preliminary Soils Investigation
La Costa South Unit Nos. 5, 6 and 7
East of the Intersection of
La Costa Avenu~ and EI Cciotino Real
San Diego County., California
CONCLUSIONS
!'tis concluded' from the field Investigation and laboratory test results that:
SAN DIEGO: 1583-156154
LA MESA, 46SJ-1561S4
I.' . Generally, the natural soils existilll below the loose or soft surface soils are
suitable for the safe support of ·the proposed fills and/or one anc! two story residential dweUilllS.
H~wever, loose soils and porous alluvial deposits exist incertal n areas and these are quite .
~ompressible when saturated as evidenced by the resuHs of the load-consolidation tests performed
on the 'upper samples from BorillJ Nos. 1, 7, and 10. It Is recommended that, prior to placirlJ
filled ground, all compressible solis be ,removed as directed by the soils e~ineer and that the
cQmpacted filled ground be placed on soils suitable fQr foundation s"lpport. Unsuitable materials
should also be removed In shallow cut areas and replaced with filled·ground uniformly compacted
to at least 90 percent of maximum dry density •
2. It is concluded from the results of laboratory tests that the natural soils, suitable for
structural support, have a safe beari~ capacity of at least 1560 pounds per square foot for one
foot wide contl~ous footll'l:Js placed one foot below the firm undisturbed natural ground surface.
The settlement of a one foot wide continuous fOotilllloaded to 1560 pounds per lineal foot and
founded Qn suitable undisturbed natural soils is estimated to be less than 1/8 inch.
3. The results of the lab9ratory expansion tests indicate that certain of the clayey sandt
sandy clay, and cl.ay soils encountered In the investigation WC)uld be considered as lIexpansive ll
so'ils. Therefore, in order to avoid the use of specially designed footi~s and slabs,! it is recom-
mended that, wherever practicable, ihe lIexpclJlslve II, soils be removed to a depth of 3 feet belo:w
proposed finished grade and be replaced with nOhexpanslve soils uniformly compacted to at least
90 perce,nt of maximum dry density. In filled ground areas, all "expansive II solis should be
placed at least 3 feet below the final compacted fill surface •
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Profect No. 69-9-8C -2-November 7,1969
La Costa South Unit Nos. 5, 6 and 7
If "expansive" SOUl are allowed to remain in the upper 3 feet below finished
grade~, then it Is r8commendf(! that foottrG$ ond slabs be specially designed. The required
.spec'lal design will be ,dependent upon the degree of expanJion potential of the soil, the
thickness of the layer, and the location of tee expansive layer with respect to the f90til'9s
or do~erete slabs. The loti. requiri~ specially designed footl~s and slabs will be listed
upon the completion of gradl~.
~. ' All of the soils may be satisfactorUycOl1lpacted in the fill areas and, when oom-
pact8dlo~t least 90 percent of maximum dry densi ty I haveQ safe bearh~ capaci ty of at least
. 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 footil'9 placed on fill soils
uniformly compacted to 90 percent of maximum dry density is estimatea to be on the order of
1/8 inch •
IJ is recommended that all soft,' loose, or compressible solis eX'isti~ In propQSed
compacted filled ground areas be removed as required by the soils e~ineer and the compacted
. filled ground be placed on firm natural soils.
Recommenclati9ns for the placement of filled ground are presented in the attached
"Standard Specifications for Placement of Compacted FtUed Ground/" Appendix A.A.
5. A. Prel1minary plans indicate that a cut of approximately 95 feet is to be excavated
on the soutfJ .Ide of La Costa Avenue in the vicinity of Bori~ 14 and a cut of approximately
60 feet is pl.Qhned at Borill) 15. It is concluded from the field investigation and laboratory
test data that these cuts should be on a slope ratio no steeper than 2 horizontal to 1 verth:al .
Relatively shallow cutl are planned on the lot areas on other portions of the subdivisions and
these may be excavated on a 1 1/2 'horizontal to 1 vertical slope for heights not to exceed
35 feet. However, all cuts made In the clay, claystone, or silty claystone formational shniler
to those encountered in Bori~s 14 and 15, should be excavated on a 2 horizontal to 1 vertical
slope. Inspection duri~ gradirG will determine where the flatter slopes may be required.
B •.. The fill soils/when uniformty compacted to at least 90 percent of m~imum dry
density in (1ccordance wi:th the approved specifications, wnJ be stable with an adequate factor
of safety when constructed on a 1 1/2 horizontal to 1 vertical slope for heights up to 70 feet.
The above conclusions assume that suitable erosional control and proper drainage
will be provided to prevent surface water from runhirlJ over th, top of exposed slopes.
'If any soil types are encountered duril'9 the gradil'9 operation that were not tested in this
investigation, additional laboratory tests will be conducted in order to determine their physioal
characteristi'cs, 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'.
kespectfully submitted r
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BENTON ENGINEERING/INC. Revie
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By;tRe~
R. C. Remer
BENTON ENGINEERING. INC.
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Project No. 69-9-8C -3-November 7, 1969
La Costa South Unit Nos. 5, 6 and 7
DISCUSSION
A preliminary soils investigation has been completed on the propOJed La Costa South Unit
Nos. 5, 6 and 7 located adjacent to Lei Costa Avenue east of EI Camino Real in San Diego
County, California. The objectives of the investigation w.re to determine the existil1J soil
conditions and physical properties of the soils in order that el1Jineeri~recommendatlons could
be presented for the gradll1J and development of proposed buildil1J sites for residential type ,
, dwellt~s. In order to accomplish these objectives, fiFteen boril'lls were drmed with a tTuck-
mounted rotary bucket-type drill rig, undisturbed and loose bag samples were obtained, and
laboratory tests were performed on these samples •
The proposed subdivisions are located on the south side of the valley extendil'll easterly from
the Battqultos lagoon northeast of Encinitas, California. Unit No.5 is located partly on the
gently slopil'll lowland area and partly on moderately slopillJ hillsides. Unit NQs. 6 and' 7 are
located primarily on the higher land south of the steep slopil'll hillsides formil'll the south rim
of the valley. The drai.nage on Unit Nos. 5 and 7 is primarily to the north while thed'rainage
on Unit 6 is toward the west and southeast. Future drainage will be into the streets and storm
drains •
Accordi~ to the IISoil Mapll prepared by the U. S. Department of Agriculture, the upper soils
in the lowland areas are described as San Marcos fine sandy loam and Botella loamy sand. The
upper soils at the higher elevations are described as Huerhuero fine sandy loam and Carlsbad
loamy fine sand with some areas of rough broken 'land. The major soil types encountered in the
exploration bortl'llS, as classified accordil'll to the Unified Soil G:lassification Chart, Were sandy
clay; clayey sand, silty sand, silty clay, clay,and sand.
Field Investigation
Fifte.n borlllJs w.re dril'led with a truck-mount.d rotary bucket-type drillri.g at the approximate
locations shown on the attached Drawi~ No.1, entitled IILocation of T.stBori~s. II The borl~s
were drilled to depths of 6 to 60 feet below the existl~ ground surface. A connnuous log of
the soils encountered in the bori I'lIS was recorded at the time of drt II i IlJ and is shown in detail on
DrawillJ Nos. 2 to 15, inclusive, each entitled "Summary Sheet. II
The soils were visuall y classified by field identi fi c:ati on procedures in accordance' with the
Unified Soil Classification Chart. A simplified description of this classification system is pre-
sented In the attached Appendix A at the end'of this report.
Undisturbed samples were obtained at frequent intervals in the soils ahead of the drilHIlJ. The
drop weight used for drivil1J the samplillJ tube into the soils was the "Kelly" bar of the drill rig
which weighs 1623 pounds, cind the average drop was 12 inches. The general procedures used
in field samplil'll are described under IISampli1lJ II in Appendix B.
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BENTON ENGINEERING. INC.
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·Pf.o·ject No. 69-9-8C -4 .. Novem~r '7', .. 1969··· ..
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'LaCosta South Unit Nos •. 5; 6 and 7
Laboratory T e~ts
Laboratory tests were performed on all undisturbed sainples of the soils in order to determine .
. the dry density and moistur.e con"nt. The resul.ts of these tests are presen-.d on Drawl Jli Nos.
2 to 15, Inclusive. Consolidation tests were performed on representative samples in order to
determine theload-settlement characteristics of the soils. Th. results of these tests are pre-
sented on Drawi~ Nos. 16 to 21, inclusive, each entitled "ConsoUdatton Curves."
In addition to .the above laboratory tests I expansion tests were performed on some of the clayey'
soils encountered to determine their volumetric charGe characteristics with charge in moisture
content. The recorded expansions of the samples are presented as follows :
Percent Expansion
Under Unt t Load of
Depth of 500 Pounds per Square
Boring Sample Sample, Soil Foot from Air Dry
No. No. in Feet Descri pti on· to Saturc:djon :i •
. 1 . 1 1.5-2.0 Fi ne sandy cI ay -0.12 (Sample Consol idated)
2 2 9.5-10.0 q ayey fi ne sand 5.60
2 Bag 3* 18.0;..19.0 Clayey fi ne to medium 8.26
sand
3 1 1.0-1.5 Fine sandy clay 0.45
'4 1 1.5-2.0 Fi ne sandy clay 7.65
8 Bag 1* 0-·1.0 ~Iayey very fine to 5.00
fine sand
8 Bag 2* 6.0-7.0 Fi ne sandy cI ay 7.75
9 1 1.5-2.0 Fi ne sandy cI ay 2.10
10 2 3.~-.4.0 Very fine sandy clay 3.55
13 2 3.5-4.0 Very fine sandy clay 1.31
14 Bag 2* 13.0;"14.0 Clay 13.90
·15 10 48.5-49.0 Clay 4.06
* Indicates test sample compac~d to 92 percent of maximum dry density •
The general procedures used for the precedirg laboratory tests are described briefly in Appendix B.
Compaction tests were performed on representative samples of the soils to be excavated to estaJ:»1 ish
canpac:tion cr-iteria.1he sons were tested accordirg to d modified A.S.T.M. o 1557-58Tmethod
()f c;ompaction which uses 25 blows of a 10 pound. hamm~rdroppil1J 18 inches on each of 5 lay,rs
ina 4 I nch diameter 1/30 cubi c foot mold. The resul ts of the tests are presented as follows :
Borirg
No •
1
2
Bag
Sample
1
1
Depth
In Feet
0.3-1.0
0-1.0
Soil
Description
Fine sandy clay
Fine to medium sandy
clay wi th scattered
gravel
BENTON ENGINEERING. INC.
Maximum
Dry Density
Ib/cu ft
1'14.2
117.8
Optimum Mois-
ture Content
% dry wt
13.0
12.2
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Project No .• 69-9-8C
La Costa South Unit Nos. 5, 6 arid7
Boril1J
No.
2
.2
8
8,
10
12
14
14
14
Bag
Sample
2
3
2
1
1
'2
3
4
Depth
in Feet
7.0-8.0
18.0-19.0
0-1.0
6 .. 0-7.0
0-1.0
2.0~·3.0
13.0-14.0
36.0-37.0
54.0-55.0
-5-
So.il
(;)escription
Clayey fine sand
Clayey fine to
medium sand
Clayey very fine
to fine sand
Fff18 :sandy clay
Silty fi ne sand
Sihy fine sand
with sonie clay
binder
Clay.,
Fine .tomedium
sand wi th some
clay binder
Very nne sandy
sUt ~nd silty clay
'Maximum
Dry Density
Ib/cu ft
117.0
115.3
118.2
112. 1
117.9
113.0
. 109.0
117.0
. 118.2
Optimum Mois-
ture Content
% dry wt
11.5
13.0
11.9
15.0
. 11.5 .
13.5
16.6
12.1
12.2
In order better to classify the finer grained soils, Atterberg limit tests were performed on certain
samples in accordance with A.S.r.M. Designgtions 0 423-61T and 0424-59. The results of
these tests and the group<symbols, for the soils finer than the No. 40 sieve are presented as
follows: .
8ori~
No.
l 1
8
14
14
Bag
Sanple
No.
1
2
2
4
Depth
in Feet
0.3-1.0
6.0-7.0
13.0-14.0
54.0-55.0
Soil
Description
Fine sandy clay
,Fine sandy clay
Clay
Sil ty clay
Liquid
Limit
44. 1
53.2
61.1
40.0
Plastic
Limit
15.9
18.0
19.5
16.6
Plasticity
Index'
28.Z
35.2
41.6
23.4
Group
Symbol
Cl
CH
CH
-C1
Direct shear tests were performed on saturated and drained samples in order to determine the
minimum arGle of Internal friction and apparent cohesion of the various soils. The results of the
tests are presented Qn ,the Jollc,wi ~ :page. , .
BENTON ENGINEERING, INC.
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• Project No. 69-9-8C -6-November 7, 1969
La Coda South Unit Nos. 5, 6 and 7
A~le of
Normal Shearil'G . Internal Apparent
Load In Resistance Friction Cohesion • kips/sq ft kips/sq ft Degrees Ib/sq ft
Borire 4, Semple 1 0.5 0'.89 24 660'
Depth: 1.5-2.0 feet 1.0 1. 12
2.0 1.60 .' Boril'G 5, Sample 1 0.5 0.59 24 400
Depth,: 1 .5-2.0 feet 1.0 0.89
2.0 1.31
• Boril'G 13, Sample 1 0.5 0.81 29 530
Depth: 1.5-2.0' feet 1.0 1.47
2.0 2.03
Boril'G 14, Semple 3 0'.5 0.90 39 500
• Depth: 13.5-14.0 feet 1.0 1.31
2.0 3·. 11
Boril1J 14, Sample 10 0.5 1.36 28 1090
Depth: 48 .5-49.0 feet 1.0' 1.63
2.0 3.99 • Borll'G 15, Sample 6 0.5 0.86 29 580
Depth: 28.5-29.0 feet 1.0 1.36
2.0 1.93 :. Bod~ 8, Bag 2* 0.5 1.84 18 1670
Depth: 6.0 .. 7.0' feet 1.0 2.00 ,
2.0 2.63
Bori I1J 10, Bag 1* 0.5 0.72 34 390
I-Depth: 0-1.0 feet 1.0 1.11
2.0 1.78
Borll'G 12 I Bag 1 * 0.5 0.64 41 210
Depth: 2.0-3.0 feet 1.0 1. 12
2.0 2.00 • 'It Indicates tests were performed on samples molded to 90 percent of maximum dry density.
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'Project N.o. 69-9-8C -7-
-La 'COlta Sou,th U ni t Nos. 5 i 6 and 7
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:Unc:onfi,necl compression tes" were performed on representative sample. of the clay soils
encountered in Borl,llls14 and 15. The tests were performed at field moisture content and
the resul ts are presented' below: .. . .,
Borlill Sampl'e
No. No.
14 4
14 6
15 4
Oath p ,
in F.ee,t
18.5-19.0
28.5-29.0
18.5-19'.0
Cohesion
Ib/sq ft.
( V2 Unconfined
Compressive Stre~th)
5, 110
31880'
31 090
Usllll the lower valves of Inter~1 arvle of friction and apparent cohesion,. and the Terzaghi ,
Formula for local shear failure, the safe,allowable beari~ pressures for the sotls are determined
QSfollows.:
Local Shear Formula: Qld= 2/3 c N'C = Y Df N'q + y BN'y,
Assumptions: ( 1) Canti'nuous footh"Q 1 foOt wide == 28
(2) Depth of footillJ = 1 foot = Df
, 'U~i.sft!'rbed natural soils
<P = 24° , c = 400 Ib/sq ft y :: 103 Ib/cuft ,
.,,4 N'c ;:14.5 N'q =6.5 N'y=2.8
: " Qld = (2/3 x 400 x 14.5 + 103 x 1 x 6.5 + 103 x O,.~ x 2.8) =.4,684 Ib/sq ft
Q1d Safe = Qld -:-3 (Factor of Safety) = 1 ,56llb/sq ft
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tFili soils cOn1pacted to 90 p!r~ent of maximum dry densi!>,
c = 390 Ib/sq ft y = 1181b/cu ft
'N'C = 23.0 N'q = 13.0 ,N'y = 8.5
, Q\d = (2/3 x 390 x 23.0:+ 118 x·1 ~: 13.0 + 118 X ~.5 x 8.5) :;::,8,016 Ib/sq ft
Q'd Safe = Q'd -:-3 (Factor of Safety) = 2,672 Ib/sq It
BENTON ENGINEERING, INC.
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~ W IX, -I'-.. ~~ ... W : .. , ' . w ..... e~~ Z ' ..... Z '" ::ew a..CIQ BORING 'NO. 1 w a.. ""'I-> w :;:) « ~~ QU
1-&&1' W i2 W"'J¥ ...... WI-~.! a.. I'-<:;:) f il:oe >-"'.
::e,'" w, "'Z iEUVATION 104' '" > ' ",-'"
c:;a -I-~~ I¥ CIQ "'a.. e~ J¥ I'-w_ e ,"'" 'J¥ ~
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_n,' 'v ~ 1 Ff G,ul ;:O,'Own 'SI fgh,tl WiOfst I
i.,',-Loose to Medium Loose ' ,
2 ~~ Yellow-b'rown With 'Milte Alkali FINE SANDY 0.8 15.6 95.9
\ P()ckets, Moist, LQOle ' CLAY
, ,t, Z2~ \ Medium Firm , 21.1 17.4 106 .1
, ' \ ~ery Firm / '. , ,,' ' ' Ii
6-,-Gray With Yel,,,,w 'UIVWII and
~ Red-brown, Moist, Very Firm, 26.8 18.4 108.0
" ':' Fin~ Sandy CIClY Pockets, Alkali -,:. ,~' CLA YEY FI NE ' .. , Pockets" ~e, Cemented L:ayers, 0 ' , SAND
. "" . " 10 to 15 Percent Gravel Fr9Rl 6.5 ,~, , " .. '" . " to 8.0 Feet, Few ,Gravel to
In. .' , " 3 Inches, Below 8.0 Feet v
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BORING NO. 2 ~
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ELEVATION 92' ;
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~ ..., II Dark Gray, Dry, Loose, TO to ,-. 15 Percent Gravel to 31nches" FINE TO MEDIUM' .
I'll Cobbles to '5 Inches SANDY CLAY
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I"j ,~ . . -/ 8. 1 16.6 100.6
Yellow-brownfWilh1Gra~1 ': FINE SANDY
A, Mofst,Flrm, Scattered Gravel CLAY, ' ,.' \ and Rock Fragments to 2 Inches ! ". "-(Meraes) '.
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Gray, .Molst" Very firm, 6-~ CLAYEY FINE \ Scattered, Gravel 10' 3 Inches, .
--'-, Cobbles to 4 Inches SAND ./ :
~. ~2~
0-~ G.ray with Red-brown, Moist, GRAVELLY
Very Firm, 15 to 20 Percent CLAYEY FINE 9:4'03,
1(} .;{2w Gravel to 3 Inches I CQbbles to SAND 26.0 16.3 109 .1 , ,.
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5 Inches
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11\ ~ Gray with Red-brown, Moist, ;(fRAVELLY
,I Very Arm, 15 'to· 20 Per~ent CLAYEY FINE TO'
w •• ., Gravel to 3 Inches, 'Co~bles M!iDIUM SAND ... ~ ,..' :~ .. ~,,' to S Inches":~ ',7',
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CQnti nued on Drawi ~ No. 3
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'.0· -Indicates Lo~. Pa9'.~ample , 0 Indicates Undisturbed Drive Sc;rnple
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* -The elevations presented herein were obtained from the contours shown on the
tentative map of Lq CostQ Southprepared by Mcintire & Quiros, Inc.
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PR,OJECT. NO. ' BENTON \ -DRAWING NO,
'69-9-8C f ~NGJNE~RING, INC. 2 ..
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\ ' SUMMARY SHEET" ,~ w~ ...I.W :z;t-o;ca BORING NO. 2 (Cont.) t-Hi ~~ a.u. <::;), ,W ."z -'.' l, Q
• ~ ... , .... J" Grarwlth ~li 'ruwn Moist l I· •• -•• --V,ry Firm, ' to 20 Percent ~ ---;:-GRAVELLY
16-Gravel to 3 Inches, Cobbles to CLA YEY FI NE TO 10;: 8 I nches I 4 I nch Sandstone I • -;--;-MEDIUM SAND -... Layer at 14 .0 Feet t··· .~ • 18 p ., •••
1~3r.---20~
20 to 30 Percent Gravel to
!\ 3 Inches l Cobbles to 8 Inches ( :'.
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:, .. " Highly Cemented SANDSTONE • BORING NO. 3
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5 CoIl .e ~
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ELEVATION 46' n' -
v _~"Brown,. Dry, Loose S'IL TY FI NE
SAND )
2 ~ "~. Brown, Moist, Firm, 15 to 20 GRAVELLY FINE \
Percent Gravel to 2 Inches SAl'JOV"CLA Y · 1\ · .. A .'-.. Dark Gray and Brown, Moist, CLAYEY FINE td2)± Very Firm, with Alkali Streaks SAND -~'. · ...
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'" Dark Gray with Red -IoIIY"", · .
~ Moist, Very Firm, Fine Sandy CLAYEY FINE
's:l ~ Clay Pockets., 4 Inch Fine to SAN.D --.. ~ Coarse Sand Layer at 8.0 Feet -· .. .
u' c ~ 10' . .
\ Yellow-brown, Clay Chunks J
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• PROJECT NO.
69 ",9-8C BENTON ENGINEERING, INC.
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C
9.7 8.4
21. 1 6.8
17.9 6.4
)0 • 't-t-JI,I' -u. "~~ i . W ::;) « Q~ ~~~ )0 iii
IlIC ca Q ...I
107.C
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110.6
106.2 '
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DRAWING NO •
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SUMMARY SHEET
BORING NO._....;;;'4L--
ELEVATION
>-' ..
.r. )00, •
!oJ",:. ~'...:"''''' '~ ~' , :~ ;a ~ Z VI Q:::;) "'::1 w Co ool ....... ~ u wS2!:!!~ct ....... :> .t..I.·OO)-VI ~"tr =e~ Qt:.:: 9 Q' '
r--O-b .. :~:':~:.:,~' .. : :hG:nrClwY:-:-/1Dirry~to;!S)TilliQ9~htitrlyv' NM[Ooir;st~i-I--;;F~JN~' E~S~A~N~D;;'y;-I~I--I-r--I~·".'~::4
.: .... ::: loose, Firm· Below 0.5 Foot ( CLAY .5-" 1 9 109 -. it
2 I~P?:¥I\ Shri,nkage Cracks to 1.0 Foot j 6.' J..o , ':':~;
: ... : ... .: " Gray-b'':own Moist/Firm, V~ry' FI NE SANDY , :,:~
4 tff'2J± Firm Below 3.0 Feet CLAY ,9.7 11.B 107.6, , t::~
::,::::::: Red-btown'J~
~;(":'~:'1 ~"~"~"~"----------~~--~~--~----~r-~~4---r-~--4 6 ~(~: Brown, Moist, Very Firm _~"!/7"
....... ~ • 'a.'· ....... -..
CLAYEY FINE
SAND .. :. ..... . ,~ ........ .. . ...
.' ... .o'"
10 ....
BORING NO. 5 ---
ELEV A TI ON 122' ---........ -0-
FINE SANDY
CLAY
::.':.:: :: Gray, Dry, Loose, ~hrtnkage
~fdE Cracks to 1.0 Foot, Moist and
2 ... '.'" Medium Soft Below 0.5 Foot ... \ _ ',' . L.. _______ ~ ___ -+~ ___ --~ __
~ Brown(Molst, Medium loose, 4-~p . . . .. orous .......
-j:-.:...::....: •• ~
8---: ;.:: .• . ...... .. ..
i ...
CL.A YEY FI NE
SAND
INTERBEDDED
9.7 B.8. 107.0
1.6 13.2 97.3
··1.6 io.o 93.0
2.4 18 .~ 90.0
".:: ~:::.~; Yellow-brown and Brown,
.1o-~ Moist, Very Finn FI NE SANDY 1 9 8.9 18 •. 99. CLAY AND .......... :. ......
12-""",,' .... "--=-:.-'1
~ ... '. I'I'!"!'.
Id* •••
1 A-..p.~,-,. .::....:-'.-.4 "t' IIW..
·CLA~Y FINE
SAND LAYERS
. .. ~ . ~ ,.~~
','
\ "
"
:, . ,
"
" '~''i. . .' ,;1
~~P-R~9-JE-C-T~N·O-.--~--------------~----~--~----~-'-------~r-~O~RA~v~~t~N~.G~N:O~ .. ~:1:·;ip
69.-9,-BC ..' ~ENT~!,! •. ~GIN~~~~~'I.~~:<'. '.,y .. <.~ .... ~, " .<'~: .~;~
•. :,'-~ ,;, ":,t:·"::. , .~.::~:".-.• ~ ,~~f, :, ... ,;r~~_;·}~~'_~;:L:~*~f~~·!~"~:t~.;~·· _~:..:~.~_._~~ .. L;t_~ ;'A};,,:~,:_~ ,~ " ~:~~~ , '-.
'I. _ ... :;..l... ••• " ·-r",.
•
•
•
• -0 1 o
It')
l! 'c :::::>
• -:e. 6
I.
! .
!
I
i
I I' f.
I L
en
.E ~
.!:f
o ..c J
~
:tti .... w D.r.&. w
Q
SUMMARY SHEET
BORING NO. 6
ELEVATION 232 I
Gray with Red-brown, Slightly
Moist, Medium Firm, Firm
Below 1.0 Foot ---Gray I Moist, Very Firm
-'--______ ~ Sit TY VERY FI NE
Gray with Red-brown TO FI NE SAND
10.5 12.0101.9
16.2 7.6 109.7
14.6 6.0 105.
FINE TO MEDIUM SANDSTONE ~~~-4---+---+-~
~------------------~~~----~~~~
PROJECT NO.
69-9~C BENTON
SILTY VERY
FI FINE
ENGINEERI~G~ INC.
9.7 9.3 103. 1
DRAWING NO.
5
)~,~ -.}: .
,-<I:,..::! .1:,,""" •
. '} ':,~ n ...... . '~':'" . ' " ,.' .
{<-, ,,' ~;';:'r ' ... t..l,>.!:," .{:~,~J.-: _' , ,
.... '
"
>->-'.SUMMARY SHEET C> ~. W"..: I-:-: ~ &J.. ' CI: ~ Vi 14. 'W " o.:;);:iiO Z :i z II'l
BORiNG NO, .. Z w ~ ""'1-)-w u i2 !::l~l:I:: 'ZI '" w u..O·Q "" 2Q,?' ,. ~ >-ELEVATION .~ ~~ 0.:: ton !.I.. Q .....
Q
~-0~~-~-~-~-~.~L-i9~h-t-B-ro-w-n-,~b-r-y--t~~~$~i·-Ig'~h~tl-Y'--~~C-LA--Y-E-Y--FI-N-E~-~---+---;-
:~:: Moist, Medium Loose,. Porous, SAND 2-~~i\Some Small Roots ....:~. Gray, Moist, Medium Loose, 4_~1)....2.,. ,. .~orous, Some Roots, Scattered ~9" ~. Grave! to 3 Inches, Cobbles to
-~. ••• Inches
SILTY VERY
FINE TO FINE
SAND
/ 1.6-
, ,~-.,
9 8 9 1 4·-I-~-+---i ~'~~
. . '. " ,.:;~
. .' .',-
19.5 12.4 107.6
". "
, 6-~·":::: Gray, With Red,..brown, Moist,
. _ ,." _ "0,. Very Firm ~
8 ~ 3 ~ 35.4 B.8 106.5 .' '.'~ ... ,;; --J:~;""::':'~ _____________ -J,. ________ L.::':=-=-:...L."';::"'~~::"'::"::...L---'-"""'-'-' . ::'
BORING NO. 8 ----
ELEVATION 255' .-----
14.6 14.7 105.0
. !,:,
'.. ~
'~ '~;':
, .,~ .:" ., .'to--! -!:
"
,..'
.. ' .",~ ,,'.
" ~)
~ . ;,~,
'"
•
•• .;
,., .
5 ,. '~' _~~~:~-;;,~-
! 6·' ~:.:;, .. '.:.
',' ,)~~: Gray with Yello~-brownl
Moist, Very Fi'tni"
BORING NO.
\,/, ."
SfLTY FINE
SAND
FINE .SANDY
CLAY AND
CLAYEY FINE
SAND
. SIL TV VERY FI NE
TO FINE SAND
10
237'
-SilTY FINE
I 8. 1 12.4106.9
4.9 13,.4' 97 .2
~9 .5-1-9.8 104. •
/. ..
-'
-
: .'
"
"
j
'. I
1
-,
j
"1.
j
l
I , !
'/ I I
f SAND 1.0 8'05 86.8 73--.6 1 1
VERY FINE
SANDY CLAY
(Memes)
CLAYEY VERY
FINE SAND
BORI NG NO. _1;....1_
ELEVATION
~ t'?~~Brown, Dry, Loose
214'
SILTY FINE
SAND
" " :2-~~B G' nd Y, II b' -...... ,:,.:... rown, . ray a e ow· rown, CLAYEY FINE
-SAND AND FINE -:':~'.::~::-:.':: SI 'gh tly Moist to Moist I Very
19.5 19.9 105. t
, -
"
26.0 15.0 103. 1
/ 8. 1 11. 1 109.9
~~I\ Firm ,j -.~ L!ght Gray, Mo'fst, Very : ,: .
SANDY CLAY /27.6 13.8 111.0
' .. . '. . ' .. '~ . 6 ~,~~ . .,
-.
SILTY VERY FINE
TO FINE SAND .
1"",-, ',,, " ,
I . """ '.
!
SI;NTONENGINEERIN.G, 'INC.
DRAWING NO.
-7 .,!
,
j : ,-
, " ...
:
' .
.. "
~-I l • I
" '
I •
•
-0 '. "i, I • ! • 0'
Il')
•
I
0 Z
I ~ f '. 0-C' I , :::> t ~ : ,i:
r.
5 V)
R
r 8 i. u.
I ..9
[ \ 0. J! '
I 8 l . ~
I '. I I
i It
i ! .• t··
•
SUMMARY SHEET
BORING NO.. '12
ELEVATION, 2181
;. y. ~, '. row~1 ry I '005e , 1-0. ~'. B' 0 l ' -:~ Sllghily Moist, M.!dlumLoote, 2':-~ \With Claxey FIne Sand Between ~ ~tr!¥.~ l.O and 1 .5 Feet '~x~'r. ~. UghtGray, Yellow-brown and 4-:%'~ Brown, Moist, Very Firm, Clay
-:'.. \ Seams
't • 6 '. . , '
LIght Gray with Red-brown
Streaks
BORINGS NO 0 ,,8
i ELEVA nON ,221'
o '~ .. } 1 ": Br~w~, Dry to Snghtly Moist,
-. . .,Loose, .
2 0:.:,. 1 .. li.:, th db' 'SI· h I ' ........... Gray wi .Re ~,rown, ,19 t Y .... '.... M· \,1" Fi _ .... : ..... , Olst, .v.ery rm
~l"I:.:W. 4"~~~
.. ~. ;·0" ......
. ~~ •••• • Gray with YeHow-brown, 6-~jq.. Moist, Very Firm _r-. :...~)
8 >.(31) , "
1 '
I
SILTY FINE
SAND
SILTY FINE
SAND '
11.4 9.2106.9 94.5
27.6 10.5 10.7.9
!
9.7' 17. 1-10.5 •. fH-~--+---1
VERY FINE '.:
SANDY CLAY ":'21. 1 16.2 10.7.8 .
SILTY VeRY FINE
TO FINE, SAND
35.4 12.0107.0',
DRAWING NO. PROJECT NO~
69-9-8C. BENTON ENGINEERiNG, INC. S
.' L-;........'!'""". ,, __ ....I.-_~ ___ ..... _______ -.-.;.---J..,..;;..-----
','
, I.
, -~4"-'-~""--"-....
••
•
•
•
~-
06
~
,a/! • 'c -:::>
-:E !:)
.
! ~-m SUMMARY SHEET
,
'x ... AoCiD
... 1&1 ~~ BORING-NO.
Aolf 1&1 '" z -Q ELEVATION
Light Brown, Moist, Medium
..... '-. -. Firm .......... -...
-\ " ...... : .. .
\J ::::: Light Brown, Moist, Medium
~ f:t:01± Firm to Loose, Porous .qr-: ~: :
.. e-••• .. .. . .. . ,., . . ... . . . . .. .. . . .. . .. . .. .. .
,l. ••••• .., ..... .
. ~ ... f.-U.j~
rl---"';""';""-1
0-:::::
o 1-----'--', .....
h F.\2H 7 ••••• ....... ....... '" ..... .
h,.. .... . ..........
..........
.. . ..
14
2Q~'-
FINE SANDY
CLAY
CLAYEY FINE
SAND
3 .2 10.6 98.4
2.4 12.0 91.2
..
j
~ .-1
'--
I '1
j
~ · ~ .9
,. , ,~ . I
l"lH.;...· .;..;; .• ....;. • ..., •. !---:--_________ -l---'-_____ +-'--+--+--'---+---.-l---=--I " -,-.... 1---"" Olive-green , Moist, Very
.. , .......
•
•
1&.1 ~
'I(
Z
aD o ""t
1't
1S 1--_-1
16 1---...,
17--lo---I
Firm, Dips Down 24° to
N 35° W' '--~--
Varies and Merges to Ql.t:.ve-
brown, Thin Silt Lenses
CLAY
Conti nued on Drawl ~ No. 10
PROJECT NO.
69-9-8C BENTON ENGINEERING, INC.
1 1..4 24.0 93. 1 84.7
DRAWING NO. . 9'.
j
" 1
I I
I I
t _ . ___ "" ________ ............. _______ --' . ..-.1
i
r· -,-t )
•
'.
•
••
•
-0
"'S 0
&l')
~ .-c ::>
-sa !:)
c8 .e '~
.s
•
••
,e
•
.' .'" ~
•
< z
CG o "'t
! , :z: ... ... Hi .. IL. U.
.Il0l Q
SUMMARY SHEET'
BORING' NO. 14 (Cont.)
')0-
2 t:' ",":'~ t: Ilol t:'...... :' So.
-.. ~ lit U '0 '-~ ! ~ ~~~ ~ ~ ~!Sic~1
>'" :w: ii: S Q >-eli ~!t:!;;;-8'xo
..: u. ... ~ Q ... ' ~ ii2 tl,< ' _ ... -c ..: CG . IIt.IL. ... o~~
Q <.
~8~'--~~~--~~~---t~--~---+~r-~--r--r-'
I-----l Oltve-brown, Moist I Very
19-~ Firm, Thin Silt Lenses
21-1----1
22--,-, 'r------l
23 Contains Clayey Fine to Medium
-Sand Lenses 24-~
25--""_-1
CLAY
(Conti nued)
13.0 26.4 96.3 8803
25·.8 10. t 104.1
26~~~~--~--~--~-----+----------~---+--~--T---r-~ I-I-r~ Oltve-green, Moist, Very
J-.-~ Firm . ,2Y-t-L.....-I.M
I 2fr I I
29-Y,
3o-fI-oI---..', I....!
-I--.-.r.........jl
.. ,
I 32~, I .J;..,..~I....! LIght Ollve-gray
33-~_"",11-t
1
LIght Brown., Moist, Very
Firm
CLAYSTONE
SILTY VERY FINE
TO FINE SAND
Conti nued on Drawi III I\b. 11
PROJECT NO,
69-9-8C BENTON ENGINEERING, INC.
44.1 12.8 106.8
DRAWING NO.
10
,-
•
•
•
'. LU
~ < z
co 0 ....
•
--~-.~ .. ---_ ... _. ~-, -, --_ .... ~ .-.. ~-.---~
-." , ~.' ~
SUMMARY SHEEr
BORING 'NO. 14 (Cont.)
Il' ,
-vv .~:~~{D~~~ L!ght Brown, Moist, Very
37-'::':-:''''::':':; FIrm, Slight Clay Binder
lti.Hl
.-'
38-.. : ..... :.~::. '. ~:-: .. ':.:
39-r@t.
4o-:?k< . :t~%?:~
41-::'::;':-:':-:':~'
FI NE TO MEDIUM 45.4 8.2 106. 1
SAND
90.8
42-iJJ~·1:
:-i:)":'{~4J -0-1 j-ve--b-ro-w-n-, -M-o-is-t-, -V-e-ry-, _-f ___ --~_I_4-=-.:1:..::..=-6 r::6:",:, • .=.Sf1-.:;12=.;.:..;:0,.' ~-::t" ----1
Fi rm I Conta~ tDi ps Down ~~~',
45-,...-, I'--~ 50, S 350 E
, : :.:, 47-~------1
48·--1-------1
49-KID-
50 ~~ Oltve-gray, Moist, Very
51-~' Firm ,
52 1/ // Olive-gray, Iv.\otst, Very Firm
I'174{.j'
~ I .-••
CLAY
VERY FI NE SANDY'
SILTSTONE
(Meroes) .
ALTERNATE
LAYERS OF SILTY
CLAYStONE AND'
VERY FINE SAND)
SILTSTONE :53-1
5" : 11 , ~ , (~;mti nued. ~n, Drawl I1J No ~ 12
, , "
PROJECT NO.
69-9-8C BENTON ENGINEERING, '-. INC.
25.8 19.8 106.2
'5704 10.0 127.S
"
DR~~ING NO •
J 11
J
I
"
•
2 ~
..9
• 0 ..c
•
•
•
•
•
u c ~
III ~ « z
a:J 0 ...,
l: '~m :z::1U A.CG
1-", ~~ A.u. o(~ '" "'Z Q
SUMMARY SHEET'
BORING'NO. 14 (Cont.)
y' V / Y Olive-gray, Moist I Very Firm ALTERNATE
LAYER OF SILTY
CLAYSTONE AND
'. AND':VERYFINE '
\ 'SANDY:
/ /
5~' / A .... ~J
56c~
'. 57--~-·.~~.
-
58-
... -....
." .. . " :
PROJECT NO.
69-9-8C
SILTSTONE
(Continued)
BENTON ENGINEERING, INC.
7802 13.8 11909
D~AWING NO.
12
•
•
•
•
•
•
•
•
.'
•
0()
~
I()
i .... .-c :::> = ~ s 8
.9
0 .s::. g
~
UI =e.
e( z
Ill' o ..,
! UI-..,UI
:cti a.. III
t-UI =e=e a.. 10&. ~i UI
Q
SUMMARY SHEET
BORING' NO.-.!a15~_
ELEVATION 1841
1--0 Brown 'and Gray, Moist,
Loose
, .
..
1-" . . Firm . ,' .
2 :: : :: Very Firm · ....
3 · .... · .... · ....
r.
5 :::: :'Ught Brown, Moist, Very Firm,
· .. : Occasional Silty Fine to 6-::: :/' : :'::v Medium Sand Layer
7-::~ I~ l~)
8 S :?
Ei'2f; 9 . • . :: ~ ~
10-• .' . -: .: ~CI~ ___ -'-____ _
11-~J1Ig.hllY ..sillY J'lne ..Sond_ -12.:.1t/j,;:~~.~~·i7i;i.ti;;~ff ty -
. . t:-. \.Flne..SIDlIi. - - - -~ -
13 ..... \:.::.:.:.:.:\.:~ L Sandstone , .
CLAYEY
FINE SAND
ALTERNATE
LAYERS OF
CLAYEY FINE
SAND AND SILTY
FINE SAND
13.0 11.5 112.7
8. 1 11..1 109. 1
{:~'?:::':, Light Gray, SI ightly Moist to 14-'~~®.} Dry; Compact ,Some Clayey
_ :":'::':::::':"::" Fine to Medium Sand Lenses
15 ':.:.:.:.:.:::':'.
I
FINE TO MEDIUM SAND 13.0 8.3 110.5
-1----1 Light Olive-green, Moist,
1----1 Very Firm, Approximately
16-. Level Contact CLAY
-1-----1
17' -I-----l
-tf 21::
.18:.....1--....1
PROJECT NO.
.. ~69'!'!9-8C
Continued on DrawifG No. 14
BENTON· ENGINEERING, INC .
DRAWING"NO.
13
•
•
•
•
-0,
06,
It') '. ~
J!! 'c :J
,*,
.-·-5 V)
R,'
8 u
o -J
o
• -0' e ~
•
•
• 'W ~ « z
IICI 0 ..,
•
SUMMARY SHEET -
BORING 'NO. 15 (Cont.)
+-.,.....--1 Cemented Nodules to 24.6 Feet,
, 24 K5r Glassy Fractures From 23.7 Feet
1----1 to 26 .0 Fee t
26-t::::j-=-:-:--------~
J-_~ Olive-green
1----1 Glassy Fractures to 31.5 Feet
30-1------1
3}
1--------1' , Light Olive-,Green
1----
33-i---~
'IlA. FCi)-'v
" .'
Il"; ,1----1
Vo.I 1----1
36-
CLAY
(Conti nued)
Conti nued on Drawi ng No. 15
PROJECT NO.
69-9-8C BENTON ENGINEERING, INC.
22.8 18.7] 10.0
33.3 18.3 117.9
, 35.8 14.9 115.9
47.2 16.8 116.1
DRAWING NO.
14
•
•
'.
• -0
06
to
• 0
)i 0 Z • ... 'c :::>
-:E j
0 V)
.2 • 8 u
.9
0 ..t: . u c ~ •
•
•
• UI ~ oil( :z
a:I 0 ..,
•
SUMMARY SHEEr --
BORING-NO. 15f.cont.)
'lL -
-..,.., 1----1 Light Olive-green, Moist,
1----1 Very Firm, Formation Appears
37-p..1--_ -_--,-1-1 Uniform and Very Stable Below
_t=::~ 36.0 Fee t 38-1--___'-1
39-:-®-
4
41-I
42
43
~.
44-crv:: OccQSional Pockets and Lenses
of Clayey Fine to Medium Sand
and Fine to Medium Sandy Clay 45-
46-
47
48
49-r-w--
50-
51-
Some Merging Fine Sandy
.52 Claystone L~nses
53-
5A~1)-
CLAY
(Cooti nued)
BENTON ENGINEERt'NG, INC. PROJECT NO.
69-9-8C
54.5 -1-1.5 122.5
60.0 16.4 117.0
59.7 12.5 119.8
89.510.8 128.2
pRAWINGNO.
15
I I t-___
•
CONSOLIDATION CURVES
LOAD IN .KIPS PER SQUARE FOOT • (9.2 0.4. 0.6 0.8 1.0 2 4 6 8 10 .16
BOril1 r----Samp e 1
r-... Der: th 21 . 1 r---1--r---.. • r-. t-t-2 ~
~
3
• 4
I en en IIJ , z 5 .
~ "" () ,
• ::r:
I-
6
IIJ ~ Q.
:I e 7 en
• -0 II.
'"B 0
" I-8
to Z
l! IIJ
() ·c 0: 9 r\.
::J LIJ \ no • -= I
:;) ~ z 10 g \ .2 l-e g 2 r-----.. 1\ ~ u 5:11
" ~ -1--\ z t-_ .-.J 0 I--• 0 () f-.., I--1"-..s:: 12 t----u --.. r-J c I---~
13
•
• It:" IIJ :I e Indicates percent consol idation at field moisture z 0
CD • Indicates percent cansol idati on after saturati on 0 ., • PROJECT NO. DRAWING NO.
69-9-8C BENTON ENGINEERING, INC. 16
.
.. •
CONSOLIDATION CURVES
LOAD IN KIPS PER SQUARE FOOT • 0°·2 0.4 0.6 0.8 1.0. 2 4 6 8 10 16 ,I Borirg 3
Sample' 1 .
I 1 -Dp.ofhl .5 1
Note: Sample may have
• been distu'rbed due to
gravel.
2
3
• -c
c( 4 '\ ~ VI .I!i VI
] 1&1
-'-z 5 .. .... ,lIC: \ ~ () • :%: r\ j .... .......
6 -f-
.~ 1&1 r---I--...... \ ..J r---___ 0.. .2 t--
C C( 7 -
c VI -&I.. • 0 0 1 .... ~ Z 1&1
()
~ 0 1&1 Bofi~ 5 0.. • I -Sample 1
'z Deoth 21 .
0 1 j: -
C(
9 ..J 0 2 VI r----~ z 1"---0 • () r--1'--
3 r--r-1----___ l\ I----4
• 5
-..
1&1 2 C( Indicates percent consol idation at Field moisture z 0
CD • Indicates percent consol idati on after saturati on 0 .,
• PROJECT NO. -DRAWING NO.
69-9-8C SENTON , ENGINEERING T INC. 17
-
•
CONSOLIDATION CURVES ,. LOAD IN KIPS PER SQUARE FOOT,
0°·2 0.4 0.6 0.8 1.0 2 4 6 8, 10 16
Borirg 5 i'----I---SamRle 2
1 r---Der:lth .ci l
r---t--:--.
I-~ • 2 I ! I
i
3 ~ • -0 -. 06 4 \
L() CJ) l\ " CJ)
~ 0 1&1 Z z 5 :lie: \ .... (;) • '2 :x: --
:::> I-
-£ 6
1&1 :> ..J 0 0-Il') 2 .e el CJ)
8 • U IL
C 0
.oJ .
0 I-
..c z
g 1&1
U
~ 0: 1&1 0-• I
z 52 I-el !2
...I 0 CJ) z • 0 u
•
-
•• .
1&1 2
el Indicates percent consol idation at field moisture z 0
CD • Indicates rercent consol idati on after' saturati on 0 .., • PROJECT NO. DRAWING NO.
69-9-8C BENTON ENGINEERING I INC. 18
.
, .
,
•
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 7
1 1~~~fie2'
1 ~ • 2 '\
3 1'\ -
\ • ~ 4 \ en -.0 en • 1&1 06 z 5 tr) lIi: i\ 0 •• J!!
, .
x .-. l-e 6 1\ ::::> \ -:E 1&1
...J
6 0.. 1\ 2
Vl 4 7 en .2 f\ • s ~
u 0 r-.
..9 l-S \~ z O· 1&1 ..s: 0 u 0:: 9 e !AI \ ~ 0.. • I
~ 10 \ I-4 0 ~11 en \ z • 0 u
12 ,.
1\ 13 \ •
14
\. 1\ 15 ,'-\ • ---,..
1&1 16 2 ,4 Indicates percent consol idation at field moisture z a
CD. • Indicates percent canso I idati on after saturati on 0 i. ."
PROJECT NO. DRAWING NO.
69-9-8C BENTON ENGINEERING, INC. 19
•
•
•
..
•
•
•
•
•
•
•
-0
<16.
LO .
0 Z .... ·C
:J
-= j 0 Vl
.e s u
..9
0 ..c 0 c ~
IIJ Z
'" Z
ID o ..,
0°·2
1 ~
~
2
3
4
I/)
I/)
IIJ Z S x
Co)
::J: ...
6
IIJ
oJ
'Q. Z '" 7 I/)
~
0
8 ... z IIJ
Co)
'0: 9 IIJ Q.
I
210 ... '" 0 ~ 11 I/) 'z 0 Co)
12
13
PROJECT NO.
69-9-8C
CONSOLIDATION CURVES
LOAD IN KIPS PER SQUARE FOOT
0.4 0.6 0.8 1.0. 2 4 .6 8-1O 16
Bori~ 10
Satnp e 1
Cerlth 21
"" "" r'\.
'\
\
1\
\ T\ ~
\
\
\
\
\
'-\
0 Indicates percent consol idation at field moisture
• Indicates percent consol idati on after saturati on
DRAWING NO.
BENTON ENGINEERING, INC. 20
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CONSOLIDATION CURVES
LOAD IN KiPS PER SQUARE FOOT
, -0 0.2 0.4 0.6 0.8 1.0 2 4 6 8 10 16 "
F==. _ Boring 10 -~ -I--Bgg No, 1
1 I--::::-------Depth: 0-11 -~ t--Remolded to • ~ "90% of Maxi-
2 Imum Drv Densit
3 • 0 Bori I'll 12
II) --.
" II) -I-----Bag No. 1
'" lAI -r-t--. >--Depth: 21-21
~" Z 1 ¥ -~ ~ Remolded to -0 " • ::s:: -"' t--90% of Maxi-.. l-I.() 2 mum Dr' Densitv
t! lAI 'c ..J ::> 0..
:I
-= 4 3
5 II)
". en Ii. .e 0
"III· o· I-U Z lAI
0 " ..... 0: ., lAI
0 0.. • ..c I g z ~ !2 I-'" CI ::i 0 II) z • 0
"
•
..,
• .
lAI :I 4 Indicates percent consol idation at field moisture z 0
CD • Indicates percent consol idati on after satlJratj·on 0 ""lI
I-PROJECT NO. DRAWING NO.
69-9.:.aC BENTON ENGINEERING, INC. 21
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BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO. CALIFORNIA 92111
PHILIP HENKING BENTON
PRESIDENT· CIVIl. ENGINEER TEI.EPHONE (714) 5615·191515
APPENDIX AA
STANDARD SPECIFICATIONS FOR PLACEMENT
OF COMPACTED FILLED GROUND
1. General Description. The objective is to obtain uniformity and adequate internal strength
in fi lied ground by proven eng ineering procedures and tests so that the proposed structures
may be safely supported. The procedures include the clearing and grubbing, removal of
existing structures, preparation of land to be filled, filling of the land, th~ spreading, and
compaction of the filled areas to conform with the lines, grades, and slop~s as shown on the
accepted plans.
2.
The owner shall employ a qualified soils engineer to inspect and test the filled ground as
placed to verify the uniformity of compaction of filled ground to the specified' 90 percent"
of maximum dry density. The soils engineer shall advise the owner and grading contractor
immediately if any unsatisfactory conditions are observed to exist and sharI have the
authority to reject the compacted filled ground until such time that corrective measures
are taken necessary to comply with the sp.ecifications. It shall be the sole responsibility
of the grading contractor to achieve the specified degree of compaction.
Clearing, Gr·ubbing, and Preparing Areas to be Filled.
(a) All brush, vegetation and any rubbish shall be removed, piled, and burned or other-
wise disposed of so as to leave the areas to be filled free of vegetation and debris.
Any soft, swampy or otherwise unsuitable areas shall be corrected by draining or
removal, or both. -
(b) The natural ground which is determined to be satisfactory for the support of the filled
ground shall then be plowed or scarified to a depth of at least six inches (6"), and
until the surface is free from ruts, hummocks, or other uneven features which would
tend to prevent uniform compaction by the equipment to be used.
(c) Where fills are made on hillsides or exposed slope areas, greater than 10 percent,
horizontal benches shall be cut into firm undisturbed natural ground in order to provide
both lateral and vertical stability. This is to provide a horizontal base so that each
layer is placed and compacted on a horizontal plane. The initial bench at the toe of
the fi II shall be at least 10 feet in width on firm undisturbed natural ground at the eleva"!
tion of the toe stake placed at the natural angle of repose or design slope. The sons
engineer shall determine the width and frequency of all succeeding benches which will
vary with the soil conditions and the steepness of'slope.
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APPENDIX AA
-2-
(d) After the natural ground has been prepared, It shall then be brought to the proper mois-
ture content and compacted to not less than ninety percent of maximum density, In
accordance with A.S 0 T oM. 0-1557-70 method that uses 25 blows of a 10 pound hammer
falling from 18 inches on each of 5 layers in a 411 diameter cylindrical mold of a 1/30th
cubic foot volume.
3. Materials and Special Re uirements. The fill soils shall c~>nsist of select materials so graded
at at least 40 percent of t e material passes a No.4 sieve 0 This may be obtained from
the excavation of banks, borrow pits of any other approved sources and by mixing soils from
one or more sources. The material uses shall be free from vegetable matter, and other de-
leterious substances, and shall not contain rocks or lumps of greater thai16 inches in diameter.
If excessive vegetation, rocks, or soils with inadequate strength or other unacceptable physical
characteristics are encountered, these shall be disposed of in waste areas as shown on the
plans or as directed by the soils engineer. If during grading operations, soils not encountered
and tested in the preliminary investigation are found, tests qn these soils shall be performed to
determine their physical characteristics. Any special treatment recommended in the preliminary
or subsequent soil reports not covered herein shall become an addendum to these ~peciflcations.
The testing and specifications for the compaction of subgrade,subbase, and base materials for
roads, streets, highways, or other public property or rights-of-way shall be in accordance
with those of the governmental agency having jurisdiction.
• 4. Placing, Spreading, and Compacting Fill Materials.
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(a) The suitable fill material shal I be placed in layers which, when compacted shall not
exceed six inches (6 11). Each layer shall be spread evenly and shall be throug'hly
mixed during the spreading to insure uniformity of material and moisture in each layer.
(b) When the moisture content of the fill material is below that specified by the soil~ engineer,
water shall be added until the moisture content is near optimum as specified by the
soils engineer to assure thorough bonding during the compacting process.
(c) When the moisture content of the fi II material is above that specified by the soils
engineer, the fill material shall be aerated by blading and scarifying or other satis-
factory methods unti I the moisture content is near optimum as specified by the soils
engineer.
, (d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly
compacted to not less than ninety percent of maximum density in accordance with
A.S.T.M. D-1557-70 modified as described in 2 (d) above. Compaction shall be
accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other
approved types of compaction equipment, such as vibratory equipment that is specially
designed for certain soil types. Rollers shall be of such design that they wi II be able
BENTON ENGINEERING. INC.
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APPENDIX AA
- 3 -
to compact the fi II material to the specified densl ty. Rolling shall be accomplished
while the fill material is at the specified moisture content.' Rolling of each layer sheill
be continuous over Its entire area and the roller shall make sufficient trips to !nsure
that the desired density has been obtained. The entire areas to be filled shall be
compacted.
(e) Fill slopes shall be compacted by means of sheepsfoot rollers, or other suitable equipment.
Compacting operations shall be continued until the slopes are stable but not too qense
for planti~ and until there is no appreciable amount of loose soli on the slopes.
Compacting of the slopes shall be accomplished by backrolling the slopes In increments,
of 3 to 5 feet In elevation gain or by other methods producing, satisfactory resul.ts.
(f) Field d~nsity tests shall be taken by the soils engineer for approximately each foot in
elevation gain after compaction, 'but not to exceed two feet in vertical height between
tests. Field density tests may ~e taken at intervals of 6 inches in elevation gain if
required by the soils e~i neer. The location of the tests in plan shall be so spaced to ,
give the best possible coverage and shall be taken no farther apart than' 100 feet. Te~ts
shall be taken on corner and terrace lots for each two feet In elevation gain. The sons
engineer may take additional tests as considered necessary to check on the uniformity
of compacti on. Where sheepsfodt rollers are used r the tests shall be taken in the ~om
pacted material below the disturbed surface. 'No additional layers of fill shall be'spread
until the field density tests indicate that the specified density has been obtained.
,(g). The fill operation shall be continued in six inch (6 11) compacted layers} as specified
,above, untfl the fill has been brought to the finished slopes and grades as shown on
the accepted plans.
5. Inspection. Sufficient lrispection' by the soils engineer sheill be maintained during the
filling and compacting operations so that he'can certify-that the fill was constructed in
accordance wi th the accepted sped fi cati ons .
0'. ,Seasonal Limits. No fill material shall be placed, spread, or rolled if weather conditions
increase the moisture content above permissible limits. When the work is interrupted' by
'r~in, fill operations shall not be resumed until field tests by the soils engineer' i'ndicate, that
,'the moisture content and density of the fill are as previously specified.
7. .Limiting Values of Nonexpansive Soils. Those soils that expand 2.5 percent'or less From
, air dry to saturation under a uni t load of 500 pounds per square foot are considered to be,
',nonexpansive.
8. All recommendations presented in the "Conclusions II section of the attachecUeport are a,
part of these specifications .
BEN'TON ENGIN.E~RING. INC. " .' ',.
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BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO. CALIFORNIA 92111
.PHILIP HENKING BENTON
'''''ESIDIINT • CIVIL ENGINI!:ER
APPENDIX A
TELEPHONE (714) 15615.191515
Unified Soil Classification Chart*
SOil DESCRIPTION
I. COARSE GRAINED, More than half of
material is larger than No. 200 sieve
size. **
GRAVELS
MOre than half of
coarse fraction is
larger than No.4
C LEAN GRAVE LS
sieve size but smaller GRAVE LS WITH FINES
than 3 inches (Appreciable amount
of fines)
SANDS
More than half of
coarse fraction is
. smaller than No.4
sieve size
CLEAN SANDS
SANDS WITH FINES
(Appreciable amount
of fines)
. II. FINE GRAINED, More than half of
material is smaller than No. 200
sieve size. ** SILTS AND CLAYS
liquid limit
Less than 50
SILTS AND CLAYS
Liquid Li mit
Greater than 50
'-11 • HIGHLY ORGANIC SOILS
GROUP
SYMBOL
GW
GP
GM
GC
SW
SP
SM
SC
ML
Cl
Ol
MH
CH
OH
PT
TYPICAL
NAMES
Well graded' gravels, gravel-sand mixtures,
little or no fines.
Poorly gr~ded gravels, gravel-sand
mixtures, .little or no ffnes.
Silty gravels, poorly graded gravel-
sand-silt. mixtures.
Clayey gravels, poorly graded gravel-
sand-c lay mixtures.
Well graded sand, gravelly sands, little
or no fines.
Poorly graded sands, gravelly sands,
little or no fines •
Silty sands, poorly graded sand-silt
mixtures.
:Clayey sands, poorly graded sand-clay
mixtures.
InorganiC silts and very fine ·sands, rock
flour, sandy silt or clayey-silt-sand.
mixtures with sl ight plasticity.
Inorganic clays of low to medium plas-
tic ity, grave lIy c lays, sandy clays,.
silty clays, lean clays.
Organic silts and organic silty-clays of
low plasticity •
Inorganic silts, micaceous or diatomaceous
fine sandy or silty soils, elastic silts.
Inorgan'ic clays of high plasticity, fat
clays.
Organic c lays of medium to high'.'
plasticity
Peat and other highly organic soils.
* A~opted by the Corps of Engineers and Bureau of Reclamation in January, 1952.
All sieve sizes on this chart are U.S.· St<?ndard. . . . . **
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PHILIP HENKING BENTON
PIIE81DII:NT • CIVIL ENGINEER
Sampling
BENTON ENGINEERING. INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO, CALIFORNIA 92111
TELEPHONE (714) 561$.1951$
APPENDIX B
The undisturbed soil samples are obtained by forcing a special sampling tube into the
undisturbed soils at the bottom of the boring, at frequent intervals below the ground surface. '
,The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cutting'
tip on one end and a double ball valve on the other, and with a lining of twelve thin brass
rings, each one inch long by 2.42 inches inside diameter. The sampler, connected to a twelve
inch long waste barrel, is either pushed or driven approximately 18 inches into the soil and a
six inch section of the center portion of the sample is taken for laboratory tests, the soil being,
still confined in the brass rings, after extraction from the sampler tube. The samples are taken
to the laboratory in close fitting waterproof containers in order to retain the fie'ld',moisfure until
completion of the tests. The driving energy is calculated as the average energy in foot-kips
required to force the sampling tube through one foot of soil at the depth at which the sample is
obtained.
Shear Tests
The shear tests are run using a direct shear machine of the strain control type in which
the rate of deformation is approximately 0.05 inch per minute. The machine is so designed that
the tests are mad~ without removing the samples from the brass liner rings in which they are
secured. Each sample is sheared under a normal load equivalent to the weight of the soil above
the po int of sampl ing. In some instances, samples are sheared under va'rious normal loads in
order to obtain the internal ang Ie of friction and cohesion .• Where considered necessary, samples
are saturated and drained before shearing in order to simulate extreme field moistL!re conditions.
Consolidation Tests
The apparatus used for the consolidation tests is designed to receive one of the one inch
high rings of so i I as it comes from the fie Id. Loads are app I ied in several increments to the upper
, surface of the test specimen and the resulting deformations are recorded at selected time intervals
for each increment. Generally, each increment of load is maintained on the sample until the rate
of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in contact
with the top and bottom of each specimen to permit the read}' addition or release of water.
Expansion Tests
• One inch high samples confined In the brass rings are permitted to air dry at 1050 F for
at least 48 hours prior to placing into the expansion apparatus. A unit 'load of 500 pounds per, .
,square foot is then applied to the upper porous stone in contact with the top of each sample'~ Water
,is permitted to contact both the top and bottom of each sample through porous stones. Continuous,
observations are made until downward movement stops. The dial reading is recorded ,and expansion'
• is recorded until the rate of upward movement is less than :1/10000 inch per hour. '
. £''''£EII.·. ~ ~(!.r-7:l-d</
'1
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'1 INSPECTION • TESTING • RESEARCH • DEVELOPMENT
I' 6280 Riverdale St .•. San Diego, California 92120 • Phone 283-6134
I "LL REPORTS "RE SUBMITTED "S THE CONFIDENTIAL PROPERTY OF CLIENTS. AUTHORIZATION FOR PUBLICATION OF OUR REPORTS, CO'NCLUSIONS, OR EXTRACTS
FROM OR REGARDING THEM IS RESERVED PENDING OUR WRITTEN APPROVAL AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC AND OURSELVES.
'1 FILENo: M 9151
JOB:. DATE: November 23, 1970
I AOORESS:
. OWNER: Wiley Brothers Trans it Mix -Standard Mix
ARCHITECT: MIX DESIGN No. W-7'i-i ,1, STRUCTURAL ENGINEER:
CONTRACTOR:
1
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MINIMUM DESIGN STRENGTH: 2,000
MAXIMUM WATER CEMENT RATIO: 7.2
PSI @ 28 Days
Gals./Sack
CEMENT FACTOR: 5 • a Sacks/Cu. Yd.
MAXIMUM SLUMP: 3-4 Inches'
GRADATION:
Sieve Size 1 1/2~ock 1" Rock
2"
1%" 100.0 100.0
1"
SA"
%"
%"
#4
#8
#16
#30
#50
#100
#200
Specific Gravity
MIX PROPORTIONS:
36.0
4.0
2.90 .
I'
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I
Cement 5.0 Sack
Water ~total)
10-..:::1:..<..,/_2_' __ Rock
36.0 Gals.
1
I
1:-.'...,..' .,.....".... __ ._Rock
3:....:./_4=-'_' ___ Rock
W.C. Sand
20.0
25.0
15.0
40.0
'I PLASTIC UNIT WEIGHT:_158 .4 Lbs./Cu.Ft.
NOTE: All aggregate weights are saturated surface
dry weights and any free moisture must be con· I sidered as part of total water.
Icc: (6) Submitted
,I
%
%
%
%
97.0
35.0
5.0
4.0
2.90
2,000 PSI l 1/2"
AGGREGATE SOURCE: S.b. Consolidated
Pa1a Plan.t
CEMI,:NT: Type II
ADMIXTURE: None
3/4" Rock,
100.0
98.0
47.0
15.0
4.0
2.90
_---=4:..,,7......::0 __ Lbs.
300 Lb __ "-"'--::--_ s.
_--=c7-=1:...::6 __ Lbs.
_-...::8:...=9...;::5 __ Lbs.
537 Lb ...........,::---:::0-=-::---s. 1,359 Lb ---==..!-=-=-"-_ s,
_____ Lbs.
Lbs.
4,277 Lbs.
100 .. ,0
96.0.
84.0
'65.0
46.0
24.0
7.@
2.75
Combined
Grading,
100·0
.86. 5.
64.3
48.,4
43.3.
39.0'
33.6
26,.0
18.4
. 9.6
_.,!::2~.=4-",,0 ___ Cu.Ft.
_-==4~' .~8~0 ___ 'Cu.Ft.
_=3~. 9:::.,:,6~ __ ,Cu.Ft.
-,---=4=,.-=9=5_~_Cu.Ft.
_..:;:2:....!, • ..:::!,9-,!-? ___ Cu.Ft.
7.92 _"....!..-.:'--..:::....:=------'~,Cu. Ft.
~_~_~_Cu,Ft.
Cu.Ft.
27.0.0 Cu.Ft.
RESPECTfULLY SUBMITTEP
~~~~ BY~ William P •. Kemper, Vice President
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INSPECTION • TESTING • RESEARCH • DEVELOPMENT
6280 Riverdale St. • San Diego, California 92120 • Phone 283-6134
ALL REPORTS ARE SUBMITTED A5 THE CONFIDENTIAL PROPEftTY OF CLIENTS. AUTHORIZATION FOR PUBLICATION OF OUR REPORTS, CONCLUSIONS, Oft EXTRACTS
FROM OR REGARDING THEM IS RESERVED PENDING OUR WRITTEN APPROVAL AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC AND OURSELVES;
FILE No: M 9151
Jo~: DATE: Novem.ber 23, 1970
ADDRESS:
OWNER: Wiley Brothers Transit Mix -Standard Mix
W 71-2
111.
A,Rc::HITECT:
STRUCTURAL ENGINEER:
CONTRACTOR:
MINIMUM DESIGN STRENGTH: 2,000
MAXIMUM WATER CEMENT RATIO: 7.9
PSI @ 28 Days
Gals./Sack
CEMENT FACTOR: 5 .0 Sacks/Cu. Yd.
MAXIMUM SLUMP: 3-4 Inches
GRADATION:
Sieve Size 1" Rock 3/411 Rock
2"
1%" 100.0
1" 97.0 100.0
3,4"
%"
=¥a"
#4
#8
#16
#30
#50
#100
#200
Specific Gravity
MIX PROPORTIONS:
35.0
5.0
4.0
2.90
Cement 5.0 Sack
Water (total) 39.0 Gals.
1:::;..1_' -,---___ Rock
_ . .::...3 "-/-=4_11 ____ Rock
34.0
22.0
~ ____ Rock
W.C. Sand 44.0
PLASTIC UNIT WEIGHT:~56 .5 Lbs./Cu.Ft.
NOTE: All aggregate weights are saturated surface
dry weights and any free moisture must be con-
sidered as part of total water.
cc: (6) Submitted
"10
"10
%
"10
9S.0
47.0
15.0
4.0
2.90
470
325
1,194
772
1,464
4,225·
MIX DESIC;;/I! No.
2,000 PSI
AGGREGATE SOURCE: S.D. ,Consolidated'
Pa1a Plant
CEMENT: Type 'II
ADMIXTURE: None·
Lbs.
LQs.
Lbs.
Lbs.
Lbs.
Lbs.
Lbs.,
Lbs.
Lbs.
W;C. Sand
100.0
96.0
84.0
'65.0
'46.0
24.0
·2.75
Combined,
Grading
100.0-
99.0
77.5
56.0
i!loS.7
43.1
37.0
28.6
20.2
10.6
3.1
~_--=2_. -:=4..",0_, _eli.Ft.
__ --:5:-.-:::2:-::'Q~_Cu. Ft.
6.60 C Ft ---7-=--::'-=:--' U. • 4.27 --'--_---'--"--"-~' C,u.Ft.
__ --='--==-_Cu.Ft.
__ ~-,-S_. ~5~3_~,Cu.Ft.
______ Cu.Ft. .
Cu.Ft.
27.00 Cu.Ft.
RESPECTFULLY SUBMITTED
~~~~ L\~~
By ~ ~ yC\ n J.."\'.l r.-..Q.A./
Wi11~am P. Kemper, ~ice President
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INSPECTION • TESTING • RESEAR,CH • DEVELOPMENT
628,0 Riverdale St. • San Diego, California 92120 • Phone 283-6134
ALI. REPORTS ARE SUBMITTED AS THE CONFIDENTIAl. PROPERTY OF CI.IENTS. AUTHORIZATION FOR PUBI.ICATION OF OUR REPORTS. CONCI.USIONS. OR,'EXTRACTS
,FROM OR REGARDING THEM IS RESERVED PENDING OUR WRITTEN APPROVAl. AS A MUTUAL PROTECTION TO CLIENTS. THE PUBI.IC AND OURSELVES.
FILE No:
,JOB:
ADDRESS:
M 91S1
DATE: November 23, 1970
OWNER: Wiley Brothers 'Transit Mix -Standard Mix
ARCHITECT: MIX DESIGN NO: W..,71-3
STRUCTURAL ENGINEER:
CONTRACTOR:
MINIMUM DESIGN STRENGTH: 2, SOO
MAXIMUM WATER CEMENT RATIO: 6. S
CEMENT FACTOR: S • S Sacks/Cu. Yd.
PSI @ 28 Days
Gals./Sack
MAXIMUM SLUMP: 3.4 Inches
GRADATION:
Sieve Size 1 l/~ock 1" Rock
2"
l%n ] 00.0 1QO.0
1"
3M"
%"
%"
#4
,fl8
#16
#30
#50
#100
#200
Specific Gravity
MIX PROPORTIONS:
36 0
4.0
2.90
Cement S.S Sack
Water (total)
1",---,1",.1<-2",--1I __ Rock
36.0 Gals.
20.0
If! Rock 2S.0
-,3~/,-4-,,--1I ___ Rock lS.0
W.C. Sand 40.0
PLASTIC UNIT WEIGHT:~S8:__=.'-=6 __ Lbs./Cu.Ft.
NOTE: All aggregate weights are saturated surface
dry weights and any free moisture must be con-
sidered as part of total water.
cc: (6) Submitted
%
%
%
%
92.0
3S.0
S.O
4.0
2.90
2,SOO PSI 1 1/2"
AGGREGATE SOURCE: S.D ~
Pa1a Plant
Consolidated
CEMENT: Type II
ADMIXTURE: None
3/4" Rock
]00.0
98.0
47.0
lS.0
4.0
2.90:
_---.-:S_1-,-7 __ Lbs.
_-"3",-,O,,,-,O,,--_Lbs.
_--=7c--=00-:7-:-_Lbs.
_-"~=-::~=-::~"-,--, _Lbs.
_~.;::,-=:-~_Lbs.
1,344' Lb s.
_____ Lbs.
Lbs.
4,283 Lbs.
W.C. Sand
100.0
96.0
$4.0
6S.0
46.'0
24,.0
7.0
2.7S
Combined
Grading
lOO .0 '
86.5
64.3
48.4
43.3
39.0,
33.6
26.0
9.6
2.8
..,----_-=.2..:;:..-7-6-=.4 __ Cu.Ft.
__ --=4'--=".-=8=,O __ Cu.Ft.
__ --.:3::;...:....9=-=1 __ Cu.Ft.
4.89 C Ft _---:'--=-=-:=---U. •
2.93 CuFt ---'=::"-=--==-::::--' . .
_--=7'--.:.:...:;8,---=,3_-,-, Cu:Ft.
_____ ---,-, Cu.Ft.
Cu . .Ft.
27.00 Cu.Ft.
RESPECTFULLY SUBMITTED
INSPECTION • TESTING • RESEARCH • DEVELOPMENT
62 80 R i v e r d a I eSt. • S a 'n 0 i ego 1 C a I i for n i a 9 2 1 20 • Ph 0 n e 2 8 3 -6 1 3 4
1 ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIENTS, AUTHORIZATION FOR PUBLICATION OF OUR REPORTS. CQNCLUSIONS. OR EXTRACTS
FROM OR REGARDING THEM IS RESERVED PENDING OUR WRITTEN APPROVAL AS A MUTUAL PROTECTION TO CLIENTS. THE PUBLIC AND OURSELVES.
1 FILE No: M 9151
JO'B: DATE: November 2.3, 1970
, 'I', ADDRESS:
OWNER: Wiley Brothers Trans it Mix -Standard Mix
ARCHITECT: 'I STRUCTURAL ENGINEER:
CONTRACTOR:
I
I,
MINIMUM DESIGN STRENGTH: 2,500
MAXIMUM WATER CEMENT RATIO: 39.0
PSI @ 28 Days
Gals./Sack
CEMENT FACTOR: 5 .5 Sacks/Cu. Yd.
MAXIMUM SLUMP: 3-4 Inches
I
GRADATION:
'Sieve Size 1" Rock 3/4" Rock
2"
1%" 100.0
I
·1
1
I" 97.0 100.0
'I
·1
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%"
%"
%"
#4
#8
#16
#30
#50
#100
#200
Specific Gravity
MIX PROPORTIONS:
Cement
Water (total)
1;;;..1 .. .1 -:-:-:-___ Rock
3/4" Rock -'---_.-
_____ Rock
W.C. Sand
35.0
5.0
2.90
_--::-":s....., .... S'!-_Sack
_-=3-=:-9..,;:.. -=-O __ ,Gals.
_-,:3,-:4:,--,,-' 0-=-__ "10
__ 2_2_ • .:....,0'----__ "10
-"""7"~-=----"Io _....::4....::4....:: • ....::0 ___ "10
'I PLASTIC UNIT WEIGHT:156"-! • ...",S,--_Lbs./Cu.Ft.
NOTE: All aggregate weights are saturated surface
dry weights and any free moisture must be con-I sidered as part of total water.
cc: (6) Submitted
I
98.0
47.0
15.0
4.0
2.90
MIX DESIGN No. W 91-4
2,SOO PSI I"
AGGREGATE SOURCE: S .D'.
Pa1a Plant
Consolidated
CEMENT: Type II
ADMIXTURE:
_-'4""'-J-7 ...... 0'-_Lbs.
325 Lb _--=----=:.__ s.
....;1",-<-1 =1.::;...9-=4 __ Lbs.
772 Lb _--!-.!....:::::__ s.
-::-----:--:::-:c __ Lbs.
1,464 Lb -=-~~ __ s.
_____ Lbs.
Lbs.
4,225 Lbs.
W.C. Sand
100.0
96.0
,84.0
65.0
46.0
24.0 7.0
2.75
Combined
Grading
100.0
99.0
77.5
56.0
48.7
43.1
37.0
28..6
20.2
10.6
3.1
__ ~2~4=>..LO __ Cu.Ft.
_~--",5'-"..-=2=0 __ Cu.Ft.
_--,o---.:::6'-"..-=6-=.0_e-:, Cu.Ft.
__ --=4:....:::' • .;:;:2-!..7 __ Cu.Ft. '
__ ~~~_Cu.Ft.
8.53 ___ -=-==--_,Cu.Ft.
__ '---___ Cu.Ft.
Cu.ft.
27.00
RESPECTFULLY SUBMITTED
~~~~
c=D~
By A. ct (\0 t .1 £:':1p.k ....
William P. Kemper, v~e President
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INSPECTION • TESTING • RESEARCH • DEVELOPMENT
62 80 R i v e r d a I eSt. • S.a n Die 9 0, C a I if 0 r n i a 9 2 1 2 0 • P-h 0 n e 2 8 3 ··6 1 3 4
ALL REPORTS ARE SUBMITTED AS THE CONFIOENTIAL PROPERTY OF CLIENTS. AUTHORIZATION FOR PUBLICATION OF OUR REPORTS, CONCLUSIONS, 'OR EXTRACTS
FROM OR REGARDING THEM IS RESERYED PENDING OUR WRITTEN APPROYAL AS A MUTUAL PROTECTION TO CLIENTS,. THE PUBLIC AND OURSELYES.
I FILE No: M 9151
JOB: 'DATE: November 23; 1970
I ADDRESS:
OWNER: Wiley Brothers Transit Mix -Standard Mix
ARCHITECT: MIX DESIGN No. 'W 71-5
I STRUCTURAL ENGINEER:
CONTRACTOR:
I
·1
MINIMUM DESIGN STRENGTH: 3,000
MAXIMUM WATER CEMENT RATIO: 6.0
CEMENT FACTOR: 6.0 Sacks/Cu. Yd.
MAXIMUM SLUMP: 3 -4 Inches
GRADATION: .1 ' Sieve Size
2"
1%"
I' 1"
3,411
-Y21!
I
I
I
I
1
I
I
%"
#4
#8
#16
#30
#50
#100
#200
Specific Gravity
MIX PROPORTIONS:
Cement
Water (total)
.::;1,--=1:!.../...:::2=-" __ Rock
111 -=-.,....,...,.,.---_._Rock
_3..o..!_4_" ___ Rock
W.C. Sand
1 1/2"Rock
100.0
36.0
4.0
2.90
6.0
36.0
20.0
25.0
15.0
40.0
PSI @ 28 Days
Gals./Sack
1" Rock
100.0
97.0
35.0
5.0
4.0
2.90
Sack
Gals.
%
%
%
%
Lbs./Cu.Ft. I PLASTIC UNIT WEIGHT: 158.8
NOTE: All aggregate weights are saturated surface
dry weights and any free moisture must be con·
I sidered as part of total water.
cc: (6) Submitted
I
3,000 l?SI 1 1/211
AGGREGATE SOURCE:
.Pala plant
CEMENT: Type II
ADMIXTURE: None
S.D. Consolidated
3/411 Rock
100.0
98.0
47.0
15.0
4.0
2.90
564
300
698
874
525
1,326
4,287
Lbs.
Lbs.
Lbs.
Lbs.
Lbs.
Lbs.
Lbs.
Lbs.
Lbs.
W.C. Sand
100.0
96.0
84.0
65.0
46.0,
24.0
2.75
Combined
Grading
100.0
86.5
64.3
48.4
43.3,
39.0
33.6
_26.0
18.4
,9.6
2.8
~_-"2,-,,.,-,,8,-,,8<--~·Cu.Ft.
-,-~4~. 8~0~_·Cu.Ft. _---'3~. 8=6~_,Cu.Ft.
4.83 C Ft _~--=-=='---.-,.--' u. . '2.90 _ __ -=...!~~_, Cu.Ft.
7.73 C Ft _--~~:.....-..-' u ..
_-"--_-,--_-Cu. Ft.
Cu.Ft.
2.7.00 Cu.Ft.
RESPECTFU1.LY ~UBMITTED
~~~~
. (-J) 'S
sL)..L" ...... '~M..R...A.~b..l./
William P. Kemper, Vi~~ Pre$ident
I
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1
I
I
I
I,
I
I
1
-~ -
INSPECTION • TESTING • RESEARCH • DEVELOPMENT
6280 Riverdale St. • San Diego, California 92120 • Phone 283-6134
ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIENTS. AUTHORIZATION FOR PUBLICATION OF OUR REPORTS. CONCLUSIONS. OR EXYRACTS
FROM OR REGARDING THEM IS RESERVED PENDING OUR WRITTEN APPROVAL AS A MUTUAL PROTECTION TO CLIENTS. THE PUBLIC AND OURSELVES.
FILE No: M 9151
JOB:
ADDRESS:
qWNER: Wiley Brothers Transit Mix -Standard Mix
ARCHITECT:
STRUCTURAL ENGINEER:
CONTRACTOR:
MINIMUM DESIGN STRENGTH: 3,000
MAXIMUM WATER CEMENT RATIO: 6.5
CEMENT FACTOR: 6 .0 Sacks/Cu. Yd.
MAXIMUM SLUMP: 3-4 Inches
GRADATION:
PSI @ 28 Days
Gals./Sack
DATE: November 23, 1970
MIX DESIGN No. W-71-6
3,000 PSI 1"
AGGREGATE SOURCE: S.D. Consolidated
Pala Plant· .
CEMENT: Type I'I
ADMIXTURE: None
, ,I' ~!;ve Size 1" Rock
100.0
3/411 Rock W.C. Sand
Combined
Grading
I
I
I
I
I
I
I
I
I
I
,I
1%"
1" 97.0 100.0
3M"
%"
%"
#4
#8
#16
#30
#50
#100
#200
Specific Gravity
MIX PROPORTIONS:
35.0
5.0
4.0
2.90
Cement
Water (total)
6 0 Sack
39.0 Gals.
34.0
22.0
-=1=-1..,..1 ____ Rock
..::3::2/_4-=-_11 ____ Rock
_____ Rock
W.C. Sand 44.0
PLASTIC UNIT WEIGHT:_ 156.8 Lbs./Cu.Ft.
NOTE: All aggregate weights are saturated surface
dry weights and any,free moisture must be con-
sidered as part of total water.
cc: (6) Submitted
%
%
%
%
98.0
47.0
15.0
4.0
2.90
100.0
96.0
84.0
65.0
46.0
24.0
7.0
2.75
564 Lbs.
325 Lbs.
1,163 Lbs.
753 Lbs.
Lbs.
l l 429 Lbs.
Lbs.
Lbs.
4,234 Lbs.
100.0
99.0
77.5
56.0
48.7
43.1
37.0.
28.6, . '
20.2
10~6
3.1.'
__ ~2"-"L->8...,,8,,--_Cu.Ft.
__ ~5.t.... ....... 2;wO.:L' _~' Cu.Ft.
__ -"6,L·· ... ':::-4"""3,L, --,",~, Cu. Ft.
__ ..!:.;tLe .... 11-16..L.-_Cu.Ft.
__ ~_-=-_Cu.Ft.
___ -"SoLJ • ...,,34 3L--,Cu.Ft.
______ Cu.Ft.
Cu. Ft..
27.00 'Cu.Ft.
RESPECTFULLY $UBMITTED
BY~ A
William P. Kemper,
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BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO, CALIFORNIA: 92111
PHILIP HENKING BENTON
PRESIDENT· CIVIL ENGINEER TELEPHONE (714) 565·1955
APPENDIX AA
STANDARD SPECIFICATIONS FOR PLACEMENT
OF COMPACTED FillED GROUND
1. General Description. The objective is to obtain uniformity and adequate internal strength
in fi lied ground by proven eng ineering procedures and tests so that the proposed structures
may be safely supported. The procedures include the clearing and grubbing, removal of
existing structures, preparation of land to be filled, filling of the land, the spreading, and
compaction of the fi lied areas to conform with the I ines, grades, and slopes as shown on the
accepted plans.
2.
The owner shall employ a qual ified soi Is engineer to inspect and test the filLed ground as
placed to verify the uniformity of compaction of filled ground to the specified' 90 percent
of maximum dry density. The soi Is engineer shall advise the owner and grading contractor
immediately if any unsatisfactory conditions are observed to exist and shall have the
authority to reject the compacted fi lied ground unti I such time that corrective measures
are taken necessary to comply with the sp.ecifications. It shall be the sole responsibi lity
of the grading contractor to achieve the specified degree of compactiqn.
Clearing, Grubbing, and Preparing Areas to be Filled.
(a) All brush, vegetation and any rubbish shall be removed, piled, and burned or other-
wise disposed of .so as to leave the areas to be filled free of vegetation and debris.
Any soft, swampy or otherwise unsuitable areas shall be corrected by draining or
removal, or both. -
(b) The natural ground which is determined to be satisfactory for the support of the fiUed
ground shall then be plowed or scarified to a depth of at least six inches (6"), and
until the surface is free from ruts, hummocks, or other uneven features which would
tend to prevent uniform compaction by the equipment to be used.
(c) Where fills are made on hillsides or exposed slope areas, greater than 10 percent,
horizontal benches shall be cut into firm undisturbed natura.1 ground in order to provide
both lateral and vertical stability. This is to provide a horizontal base so that each
layer is placed and compacted on a horizontal'plane. The initial bench at the toe of
the fi" shall be at least 10 feet in width on firm undisturbed natural ground at the eleva"'!
tion of the toe stake placed at the natural angle of repose or design slope. The soils
engineer shall determine the width and frequency of all succeeding benches which will
vary with the soil conditions and the steepness of slope.
.... ---------------------------------~~-~
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APPENDIX AA
-2-
(d) After the natural ground has been prepared, It shall then be brought to the proper mois-
ture content and compacted to not less than ninety percent of maximum density· In
accordance with A.S. T.M. D-1557-70 method that uses 25 blows of a 10 pound hammer
falling from 18 inches on each of 5 layers in a 4" diameter cylindrical mold of a 1/30th
cubic foot volume.
3. Materials and Special Re uirements. The fill soils shall c9nsist of select materials so graded
at at least 40 percent of t e material passes a No.4 sieve. This may be obtained from
the excavation of banks, borrow pits of any other approved sources and by mixing soils from
one or more sources. The material uses shall be free from vegetable matter, and other de-
leterious substances, and shall not contain rocks or lumps of greate'r than 6 inches in diameter.
If excessive vegetation, rocks, or soils with inadequate strength or other unacceptable physical
characteristics are encountered, these shall be disposed of in waste areas as shown on the
plans or as directed by the soils engineer. If during grading operations, soils not encountered
and tested in the preliminary investigation are found, tests on these soils shall be performed to
determine their physical characteristics. Any special treatment recommended in the preliminary
or subsequent soil reports not covered herein shall become an addendum to these ~pecifications.
The testing and specifications for the compaction of subgrade , subbase , and base materials for
roads, streets, highways, or other public property or rights-of-way shall be in accordance
with those of the governmental agency having jurisdiction.
• 4. Placing, Spreading, and Compacting Fill Materials.
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(a) The suitable fill material shall be placed in layers which, when compacted shall not
exceed six inches (6"). Each layer shall be spread evenly and shall be throug'hly
mixed during the spreading to insure uniformity of material and moisture in each layer.
(b) When the moisture content of the fi" material is below that specified by the soils engi neer,
water shall be added unti I the moisture content is near optimum as specified by the
soils engineer to assure thorough bonding during the compacting process. .
(c) When the moisture content of the fill material is above that specified by the soils
engineer, the fill material shall be aerated by blading and scarifying or other satis-
factory methods unti I the moisture content is near optimum as specified by the soi Is
engineer .
. (d) After each layer has been placed, mixed and spread evenly, it shall be 'thoroughly
compacted to not less than ninety percent of maximum density in accordance with
A.S.T.M. D-1557-70 modified as described in 2 (d) above. Compaction shall be
accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other
approved types of compaction equipment, such as vibratory equipment that is specially
designed for certain soil types. Rollers shall be of such design that they wi II be able
BENTON ENGINEERING, INC.
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APPENDIX M
-3 -
to compact" the fi" material to the specified density. Rolling shall be accomplrshed
whi Ie the fI" materi,al is at the specified moisture content.' Rolling of,each layer shall
be continuous over its entire area and the roller shall make sufficient ,trips to insure
that the desired density has been obtained. The entire areas to be filled shall' be
,compacted.
(e), Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment.
Compacting operations shall be continued until the slopes are stable bl,lt not too dens~
for planti ng and unti I there is no appreciable amount of loose sorl on the s.lopes.
Compacting of the slopes shall be accomplished by backrolling the slopes in increments,
of 3 to 5 feet In elevation gain or by other methods producing, satisfactory results.
(f) Field d~nsity tests shall be taken by the soils engineer for approximately each fooHn
elevation gain after compaction, but not to exceed two feet in \fertlcal height between
tests. Field density tests may be taken at intervals of 6 inches in elevation gciin if.
required by the soils engineer. The location of the tests in plan ,shall be so spaced to ,
give the best possible coverage and shall be taken no farther apart than; 100 feet. Te~ts
shall be taken on cor'ner and terrace lots for each two feet in elevation gain ~The soils
engineer may take additional tests as considered necessary to check on the uniformity
of compaction. Where sheepsfoot rollers are used r the tests shall be taken in the .com-
pacted material below the disturbed surface. No additional layers of fill shall be spread
until the field density tests indicate that the specified density has been obtained.
,(g) The fill operation shall be continued in six Inch (6") compacted layers, as specified
above, untrt the fill has been brought to the finished slopes and grades as shown on
the accepted plans. '
,5. ,InspeCtion. Sufficient Inspection' by the soils engineer shall be maintained during the
filling and compacting operations so that he'can certify "that the fill was constructed in
accordance wi th the accepted speci fi cati ons .
(i. Seasonal Umits. No fill material shall be placed, spread, or rolled if"weather condition~
increase ilie moisture content above permissible limits. When the work is Interrupted by'
'rain, flll operations shall not be resumed until field tests by the soils engineer'lndicate that
, . ,the moisture content ,and density of the fill are as previously specified.
i .. ,Limiting Values of Nonexpansive Soils. Those soils that expand 2.5 perce'nt'or less ,From
: air dry to saturation under a unit load of 500 pounds per square foot ar-e considered to be
,nonexpansive.
'8. All recommendations presented in the "Conclusions II section of the attached report ,are a,
part of these specifications .
, -,
BENTON ENGIN,EERING. INC. ..' ;
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BENTON ENGINEERING. INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO, CALIFORNIA 92111
PHILIP HENKING BENTON
Pftl!:.'DII:NT • CIVIL ENGINEER
APPENDIX A
TELEPHONE (714) 15615.191515
Unified Soi I Classification Chart*
SOIL DESCRIPTION
I. COARSE GRAINED, More than half of
material is larger than No. 200 sieve
size. **
GRAVELS
MOre than half of
coarse fraction is
larger than No. 4
CLEAN GRAVE LS
sieve size but smaller GRAVE LS WITH FINES
than 3 inches (Appreciable amount
of fines)
SANDS CLEAN SANDS
More than half of
coarse fraction is
smaller than No.4
sieve size SANDS WITH FINES
(Appreciable amount
of fines)
II. FINE GRAINED, More than half of
material is smaller than No. 200
sieve size.** SILTS AND CLAYS
Liquid Limit
Less than 50
SILTS AND CLAYS
Liquid Limit
Greater than 50
III. HIGHLY ORGANIC SOILS
GROUP
SYMBOL
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
TYPICAL
NAMES
Well graded' gravels, gravel-sand mixtures,
I ittle or no fines. '
Poorly grdded gravels, gravel-sand
mixtures, little or no fi"nes.
Silty gravels, poorly graded gravel-
sand-silt, mixtures.
Clayey gravels, poorly graded gravel-
sand-c lay mixtures.
Well graded sand, gravelly sands" little
or no fines.
Poorly graded ~ands, grav'elly sands,
little or no fines.
Silty sands, poorly graded sand-silt
mixtures.
:Clayey sands, poorly graded sand-clay
mixtures.
InorganiC silts and very fine sands, rock
flour, sandy silt or clayey-silt-sand
mixtures with sl ight plasticity.
Inorganic clays of low to medium plas-
ticity, gravelly clays, sandy clays,
silty clays, lean clays.
Organic silts and organic silty-clays of
low plasticity.
Inorganic silts, micaceous or diatomaceous
fine sandy or silty soils, elastic silts.
Inorganic clays of high plasticity, fat
clays.
Organic clays of medium to high','
plasticity
Peat and other highly organic soils.
'it Adopted by the Corps?f Engineers and Bureau.of Reclamation in January, 1952.
** All sieve sizes on this chart are U. S. Standard. ,
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PHILIP HENKING BENTON
PltlEalDENT • CIVIL ENGINEER
Sampling
BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS -FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO. CALIFORNIA 92111
APPENDIX B
TELEPHONE (714) 565·19515
The undisturbed soil samples are obtained by forcing a special sampling tube into the
undisturbed soils at the bottom of the boring, at frequent intervals below the ground surface. '
'The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cutting'
tip on one end and a double ball valve on the other, and with a lining of twelve thin brass
rings, each one inch long by 2.42 inches inside diameter. The sampler, connected to a twelve
inch long waste barrel, is either pushed or driven approximately 18 inches into the soil and a
six inch section of the center portion of the sample is taken for laboratory tests, the soil being
still confined in the brass rings, after extraction from the sampler tube. The samples are taken
to the laboratory in close fitting waterproof containers in order to retain the fie'ld'moisture until
completion of the tests. The driving energy is calcu lated as the average energy in foot-kips
required to force the sampl ing tube through one foot of soi I at the depth at wh ich the sample is
obtained.
Shear Tests
The shear tests are run using a direct shear machine of the strain control type in which'
the rat'e of deformation is approximately 0.05 inch per minute. The machine is so designed that
t.he tests are made without removing the samples from the brass liner rings in which they are
secured. Each sample is sheared under a normal load equivalent to the weight of the soil above
the point of sampling. In some instances, samples are sheared under va'rious normal loads in
order to obtain the internal angle of friction and cohesion,. Where considered necessary, samples
are saturated and drained before shearing in order to simulate extreme field moisture conditions.
Consolidation Tests
The apparatus used for the consolidation tests is designed to receive one of the one inch
high rings of soil as it comes from the field. Loads are applied in several increments to the upper
surface of the test specimen and the resulting deformations are recorded at selected time intervals
for each increment. Generally, each increment of load is maintained on the s<:Jmple unti I the rate
of deformation is equal to or less than 1/10000 inch per hour. Porous stones are pla'ced in contact
with the top and bottom of each specimen to permit the ready addition or release of water.
Expansion Tests
One inch high samples confined in the brass rings are permitted to air dry at 1050 F for
at least 48 hours prior to placing into the expansion apparatus~ A unit ioad-of 500 pounds per
,square foot is then applied to the upper porous stone in contact with the top of each sample" Water
,is permitted to contact both the top and bottom of each sample through porous stones. Continuous"
observations are made until downward, movement stops. The dial reading is recorded ,and expansion'
Is recorded until the rate of upward movement is less tha~ ]/10000 inch 'per' hour. "