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SOILS AND FOUNDATION INVESTIGATION PROPOSED UNIT 7, LAKESIDE DEVELOPMENT MOANALUA, OAHU, HAWAII FOR INTERNATIONAL DEVELOPMENT COMPANY
· ..
DAMES & MOORE JOB NO. 4427-016-1 I
._.,Ji:!ICI?AL R.E~ERENf .. &t\1 ~ .. ~.ENTER Ci\~f.ill~W£~'@.rolulu
City H.t..'i~~~~. ,J~S S. King Street t-·~{~~·\o;u~tL t-ic,\'J8H ~Bt313 ,
>(A11o,)
H~~i ·-No" rtf'
I I I I I I I I I I I I I I I I I I I·_
ANCHORAGE HOUSTON
ATLANTA LOS ANGELES
BETHESDA NEW ORLEANS
BILLINGS NEW YORK ~ BEIRUT MELBOURNE
CALGARY PERTH
BOCA RATON PHOENIX JAKARTA SINGAPORE
BOSTON PORTLAND JOHANNESBURG SYDNEY
CHICAGO SALT LAKE CITY
CINCINNATI SAN FRANCISCO
LAGOS TEHRAN
LONDON TOKYO CQJm~~~ @. ~@@[R]~ CRANFORD SANTA BARBARA MADRID TORONTO
DENVER SEATTLE CONSULTANTS IN THE ENVIRONMENTAL AND APPLIED EARTH SCIENCES VANCOUVER, B.C.
FAIRBANKS SYRACUSE
HONOLULU WASHINGTON, D. c. WHITE PLAINS
2 8 7 5 S 0 U T H K I N G S T R E E T H 0 N 0 L U L U, HAW AI I 9 6 8 I 4 · ( 8 0 8) 9 4 6 - I 4 S S
cABLE: DAM EM ORE Ma~y J ;4 ,;i _197 q,i. ~~ELEx: 63-41oo
Sunn, .. Low, Tom & Hara, Inc. 190 South King Street Honolulu, Hawaii 96813
Attention: Mr. James S. Hara
Gentlemen:
Six copies of our ~epo~t, "Sol Is and Foundation lnvest1gation, Proposed Uni~ 7, Lakes1de Development, Mo~nalua, Oahu, Hawaiii f6t International Developme~t Company" ~re herewi~h submitted.
This report has been prepared at yo~r verbal request. We have campi led existing data from earlier reports and letters, and analyzed this informatioh where applicable, to develop our recommendations.
Our findings ahd recommendatioris are prese~ted in the body of the re~ort. Por convenient reference, a su~mary is given on the first page.
It has been a pleasure perfbrming this assig~ment for you. If you have any questions tegarding this report,· please f~el free to contact us for clarif,cations.
Yours very truly,
HAS:MAY:pdc . /
cc: International Development Company
Please note on Appendix "C'', Letter No. 189, Progress Letters mentioned on the Attachments, Nos. 177, 179, 181, and 184 are not attached to this report.
I I I I I I I I I I I I I I I I I I I.
SOILS AND FOUNDATION INVESTIGATION
PROPOSED UNIT 7
LAKES I DE DEVELOPMENT
MOANALUA, OAHU, HAWAII
FOR
INTERNATIONAL. DEVELOPMENT COMPANY
SUMMARY
The borings and our observations of the previous ~xcav~tions indicate that the Volcanic tuff within proposed Unit 7 is hard and dense, and would have to be excavated using heavy construction equipment or blasting techniques. Slopes cut in dense tuff ~ay be designed for a maximum slope of 3/4 horizontal to 1 v~rtical. Eight-foot wide benches should be provided at 15-foot height intervals to collect· loose rock debris from ~he slopes. Slopes in the natural soil and compacted fi I I should be designed at a maximum ratio of 2 horizontal to 1 vertical.
AI I on-site stockpiles should be excavated to the original ground level. A safety zone bounded by a chain llnk fence should be provided at the base of the cliff in .Area "D" adjacent to the Damon resid~nce to protect the proposed lots in this area from fat ling rock debris.
Single family building foLindations on natural materia Is or compacted f iII may be designed for a maxi mum bearing pressure bf 3000 pounds per square foot. These pressures should be confirmed by indJviduaf foundation investigatiohs for any bul I ding larger than two stories in height.
DAIIIIES 8 -GORE
I I I I I I I I I I I I I I I I I I I
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Borings indicate that the fi I I at the southwest portion of Unit 7 adjacent to the golf course is underlain by soft compressible si Its. Settlements of about three to eight inches may occur due to the weight of the proposed fl I I. Potential slope stability prob- · lems may occur if significant fi I Is or heavy bui I ding loads are placed near the edge of slope.
INTRODUCTION
ThiS report presents the results of our soi Is and
foundation Investigation for the proposed Unit 7 Subdivision,
Lakeside Development, in Moanalua, Oahu, Hawaii. The proposed
subdivision is located on the northeast shore of Salt Lake
and encompasses approximately 66 acres. The approximate
location of the subdivision is shown on the Map of Area,
~late 1 and the proposed layout is shown on the Pl6t Plan,
Plate 2.
The shaded area shown on the Plot Plan, as the southern
portion of the unit, was part of the original lake which was
fi lied in 1967 and 1968. During the same period of time,
·Wong's stockpl le was constructed on the north side of Unit
7. In 1969, portions of ~he central atea near Boring 19
were excavated for f.i I I material, and in 1973, the two
stockpiles in Areas "B" and hD" were constructed from the
material along Moanalua Highway. The mass grading of the
proposed subdivision began in June 1973. and was completed in
October 1975.
A genera I so i I s i n vest i gat i on • ( 11 So i I s I n v e s t I gat i on ,
Proposed Golf Course, Lakeside Development, Moanalua, Oahu,
DAMES 8 MOORE
I I I I I I I I I I I I I I I I I I .I
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Hawaii, for International Development~, dated November lS,
1966) was ~ubmitted to International Development Company for
the general planning of the crater area. A soils investigation
of the central hill in the proposed subdivision was also
performed, ("Soi Is Investigation, Proposed Borrow Area,
Lakeside Development, Moanalua, Oahu, Hawaii for International
Development Company", dated December 8, 1971). During mass
grading,, an investigation was performed to evaluate the soi I
conditions within the ~ajar stockpiles, <"Additional Soils
Investigation, Unit 7 Stockp; ies and Proposed Golf Course
Reservoir Investigation, Lakeside Development, Moanalua,
Oahu, Hawaii, for International Dev~lopment Company", dated
July 18, 1974). Another investigation was performed to
evaluate the sci I conditioh adjacent to the propoied Golf
Course (Letter No. 177, Proposed Unit 7 Sl6pe, Lakeside
Development, Moanalua, Oahu, Hawaii)". The borings and
laboratory data from these reports are included ih Appendix
A.
During the previous phases of construction grading
of proposed Unit 7, perform~d in 1967 to 1968, and 1973 to
1975, our scope of work consisted of the following:
I)
2 )
Observation of the initial fi II ing in the south
fi I I area in 1967 to 1968 as part of the construction
of Unit 6, and monitoring of settlement gages which
were set in the fi I I within the former I imlts of the
original lake; and,
Observation of alI fi I I operatFcns in the proposed DAMES 8 MOORE
unit during the 1973 to 1975 phase of construction.
•. 4 -
The results of the above work are contained in our
Letter Nos. 160 and 189. Copies of these letters are
included as Appendices B and C, respectively.
It is our understanding that the proposed unit
wi I I be used for single family residences which wi I I exert
I ight loads on the subsurface materials. During the finish
grading operation, it is estimated that 34,100 cubic yards
wi I I be excavated for the proposed roadways, lots, and
drainage ditches. Approximately 97,370 cubic yards of fi I I
wi I I be placed to elevate the proposed lots and roadways.
PURPOSE AND SCOPE OF WORK
The purpose of this investigation was to review the
dijta from our previous investigations and construction observa
tion services, and to ~ake recommendations for finish grading~
foundations, slopes, and roadway pavement design~. Specifically~
the scope of our work consisted of the following:
1) Review of the boring logs dri lied within the proposed
Unit 7;
2) Review of the laboratory testing and analysis of
the sol I samples obtained from our borings;
3) Revlew of the settlement gage data and co~paction
test results obtained during previous construction
grading within proposed Unit 7; and,
[t!)AillliHES 8 IMIOGIRlliE
- 5 -
4) Compilation of the field investigations, laboratory
testing and analysis, and constr~ction observation
data, to develop recommendations for eatthwork,
foundations, slopes, and roadway designs.
FORMAT OF REPORT
Since Unit 7 encompasses a large area, we have
divided our discussion into three sections. The central
area which encompa~ses the largest portion of the uni~ is
discuss.ed in Secrion 1. Wong's Stockpile and Areas "B" and
"D" are discussed in Section II and the south fi II area
along the edge of the proposed golf course is discussed in
Section Ill. The limitations applicable to all ·Of"our work in
Unit 7 and the recommended construction inspections ate
discussed in Section I I I.
DAMES B MOORE
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SECTION I - CENTRAL AREA
SITE CONDITIONS
SURFACE CONDITIONS
Topographically, a hi II initially- existed on the
north shore of the lake. The sides of the hi I I were fairly·
steep and the soUthWestern face had been partly excavated
in 1969 to fi I I the proposed golf course clubhouse and parking
lot. A portion of the northern side of the hi I! was excavated
during the construction of the Moanalua Highway 1mprovements
in 197 3.
During th~ mass excavation of the hi I I fn 1973
to 1975, the hi I I was cut to a maximum elevation of 110
fee~ and generally graded in ac~ordance with the grading
plan entitled, ''Mass Excavatlon for Golf Course Fi I I ing".
The basic lot, roadway, and slope contours were constructed
for the proposed subdivision. After completion of the mass
grading, smal I mounds of lake mud vere stockpiled in this
area over the rough graded surfaces. Also, a stockpile of
tuff fragments was left near the intersection of Ala Napunani
Street and Moanalua Highway at the north corner of the site.
This stockpile was a smal I hi I I which was shattered by
blasting. ._:;.-
fll>LI!:>iiWIES S IMICGtRliE
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SUBSVRFACE CONDITIONS
At one period of time, the original Moanalua
Stream flowed through this area. The eruptions of Aliamanu
Cratet, which Is located adjacent to this area, and Salt
Lake Crater, blocked this stream. Our borings and observation
of excavations .indicate the volcanic tuff from these craters
overlies old stream deposited at luvium.
To study the subsutface conditions, five borings
were dri lied for Dames & Moore (Borings A, B, C, 20., and 21).
Four borings were dri I led previously by others in the general
area (Borin.gs 17, 18, 19, and 22). The boring locations are
shown on the Plot Plan.
The borings indicate that the area was originally
mantled by 80 to 110 feet of Salt Lake volcanic tuff. The
first 10 feet of the tuff was fractured and slightly weathered.
Below the fractured and weathered zone, the rock grades very
dense and hard.
A dense brown sandy si It containing rounde~ cobbles
and volcanic cinders was encountered below the dense tuff.
This Si It layer is proba~Jy the temains of the older AI iamanu
tuff and stream af luvium.
Presentry, dense tuff is exposed at the surface on
the majority of the lots wi~hin the proposed unit. Dense
brown cinders and stiff brown sandy grav~l ly si It is exposed
on Lots 152 to 160.
.DAMES B MOORE
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:.. 8 -
DISCUSSIONS AND RECOMMENDATIONS
EARTHWORK
The dense tuff which may be encountered in the lot
and uti I tty line excavations, may be excavated with very
heavy construction equipment or with blasting techniques.
The brown si It and volcanic ~inders,where encountered,
could be excavated using conventional earthwork equipment.
Prior to placing any fi I I at the site, alI stock-
piles within the fi I I areas should be removed to the natural·
ground surface. The fi I I area surfaces should be scarified
to a minimum of six inches where possible and recompacted to
90 percent of the maximum dry density.as determin~d by the
ASTM Compaction Proce~ure D-1557. The on-site excavated
rock and sol I may be used as fil I matetial if the fragments
larger than 10 inches in le~st di~ensions are removed from \
the fi I I. Fi I I should be placed in lifts such that the
compacted thickness of each layer shal I not exceed 10
inches for the granli I ar f iII and 6 i nches'"for cohesi'\ie:
fi I I. AI I fi I I should be compacted to 90 percent of the
maximum dry density. It has been our experience that the
rock fi I I can be best compacted using very heavy sheepfoot
rollers and large quantities of water to facilitate crushing
of the larger tuff fragments.
Slopes in the dens~ tuff may be designed for~
maximum ratio of 3/4 horizontal to 1 vertical .. Eight-foot
wide benches loca~ed at approximately 15-foot vertical
DAMES 8 -OOAE
- 9 -
intervals should be provided to accumulate loose rock
tal I ing from the slopes. Slopes cut in the brown si It and
cinders or in compacted fi II should be designed for a
maximum ratio of 2 horizontal to 1 vertical. All fill
slopes should be ovetfi I fed, com~acted and cut back to
assure a stable, compacted finished face.
FOUNDATIONS
Individual foundation investigations should be
undertaken if bui I dings exceed two storie5 in height to
determine the exact conditions below the structures and to
develop appropriate design recommendations. The bearing ~
pressures presented below are for preliminary planning pur~
poses only and could I ikely be modified as a result of the
additional investigation.
Single family but lding foundations located on the
dense undisturbed tuff may be planned using a beating pressure
of 3000 pounds per square foot. Foundatiohs should be embedded
a minimum of 6 inches into the rock surface. Prior to pouring
the concrete for the bui I ding foundations. the area should be
cleaned and inspected for possible fractured zones in the
rock surface which may have occurred during blasting tot
previous excavations. If areas of highly fractured rock are
encountered, these areas should be excavated of alI loose ~
fragments and the overexcavated area should be til led with
lean concrete.
li!D~INil!5S 8 IMl<!»OIRIIE
·-
- 10 -
Single family bui I ding foundations founded on the
brown si It and volcanic cinders or compacted fi I I, may also
be generally designed for a maximum bearing pressure of
3000 pounds per square foot. The depth of embedment and
minimum foundation w1dth should be as specified in the
local bui I ding cod~. The actual conditions should be
determined to verify whether slab-on-grade construction is
feasible.
We anticipate that the settlements of single
family residences in the central area would be minimal
based on the conditions now existing an~ provided fOture
fi I Is are properly constructed.
ROADWAY PAVEMENT
It is anticipa~ed that there would be I lght
+o medium traffic along Ala Napunani Stteet, which leads
to Moanalua Highway. Tuft gravel and brown volcanic
·cinders are presently exposed along the roadway subgrade.
We recommend that the main road be designed using a pave
ment section of six inches of compacted base course and
two inches of asphaltic concrete. This pavement section
has been used previously throughout Lakeside Development.
IDA-ES B -OOAE
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Secondary streets within the unit may also be
designed using the above pavement section. The sol Is
engineer may require these pavement thicknesses to be
increased in some areas to include six inches of a select
borrow subbase if poorer sol I conditions are encountered
during construction. Natural sol I or compacted fi I I sub
grade should be scarified and recompacted to 95 percent of
the maximum dry density as determined by the ASTM compaction
test procedure D-1557. The asphaltic concrete mix and
base course gradation should conform to City and County of
Honolulu, Department of Public Works Standard Specifications.
We do not recommend that the tuff gravel be used as base
course since it is relatively soft and susceptible to
mechanical abrasion and chemical weathering.
-;;·
Ill> til:> G\liH5 S Ia G\hl<!l><!l>!RH5
I
l
!
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SECTION I I -WONG'S STOCKPILE AND AREAS "B" AND "D"
GENERAL
Three major stockpiles were located in proposed
Unit 7. Two stockpiles were located on ~he northwest side
of the centra I hi I I and one stockp i I e was I ocated on the
east side, adjacent to the existing Damon residence in Area
"D". The older stockpile on tha northwest side is designated
as Wong's Stockpile, since it was constructed by B.Y. Wong
Trucking Company. The more recent stockpile was placed in
Area "B". The approximate locations are shown on the Plot
Plan.
SITE CONDITIONS
WONG'S STOCKPILE
Wong's Stockpile is located in a smal I gulch on
the northwest side of proposed Unit 7 and was constructed in
1967. We understand that approximately 50 to 60 feet of
fi I I was stockpiled in the area and that the material was.
placed in six-foot uncompacted layers. Our observations of
the material and our Borings 23 and 24 dri I led in the stock
pile indicated that the majority of the .sol I consists of a
reddish brown clayey si It containing a large amount of
basalt gravel, cobbles, and boulders obtained from Moanalua -~·
Val ley. The two borings indicated that the upper 10 feet of
sol I wa~ relatively soft and loose. From roughly 10 to 30
feet, the material appeared to be stiff. At 30 to 35 (JJ)~G\!>IIE$ IS liW~~IR21E
- 13 -
teet in Boring 23, and 30 to 40 feet in Boring 24, the soi I
graded more gravelly and stiffer. Below, about 40 feet, the
soi I was medium stiff. A thin seam of organic material, 3
inches thick,,was encountered at 57 feet in Boring 23. It is
not known whether the area was grubbed ptior to constructing
this stockpile.
During the rough grading for Unit 7, only an area
approxim~tely 100 feet wide was fi I led along the east side
of Wong's Stockpile. Approximately 10 to 30 feet of fil I
was placed on fhis area. We anticipate, that the settlement
of the stockpile soi I would occur rather quickly Onder the
weight of the newly placed fi I I and that the areal settlement
would cease tf6m fhis weigh+ prior to,th& proposed finish grading.
AREAS "B" AND "D"
A stockpile was constructed in Area "B~ at the
head of the val ley in 1973 by Urban Construction Co~pany,
east of Wong's Stockpile .. The ~tockpi led material .was
pushed down fro~ an excavation in the ridge at the head of
the valley. The stockpile contained·v?lc-~nic tuff sand,
gravel, cobbles, and many large boulders.
The site of Area "D" originally was·a small
amphitheater-shaped val ley on the east side of the unit
adjacent to the Damon's residence. The original slopes of ~ .
the val ley were very steep and near vertical. A col !uvial
slope existed on the east side of the valley. Dense hale
koa trees and brush covered the original slope.
[J:I)AiMJtES 8 IMIOOIR!EE
-
- 14 -
Approximately 30 to 40 feet of uncompacted material
was stockpiled in Area 'iD 11 • The stockpi Jed material consisted
of a mixture of reddish brown clayey silt with loose basalt
and tuff fragments.
DtSCUSSIONS AND RECOMMENDATIONS
GENERAL
Except for Wong's Stockpile, the stockpiles in
·Areas "B" and "D" have been excavated to the original ground
surface snd alI organic debris rem6ved ibom th~
~ltes. During co~struction, these area~ were tenamed Fi I I
Areas "B" and "D", and were f i I I ed with so I I compa.cted in
accordance with the standard speciflcations fot public Wor~
c6nstruction for the City & County of Honolulu. The results
of alI compaction tests taken during mass fit I construction
of this unit are contained in Letter No. 189, which .is
attached as Appendix C of this report.
EARTHWORK
All fi I I placed during the proposed finish grading
should conform to the specifications discussed in Section I.
During t~e fi I ling operations, any existing side slopes
should be cut prior to fi I I ing so that the fi I I can be kaye~
into the slope. All fill slopes should be overfilled,
compacted and cut back to assure a stabfe, compacted finished
face.
IDAIIIIIES 8 IVIOOAE
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FOUNDATION DESIGN AND SPECIAL CONSIDERATIONS
Foundations on the natural soi I or compacted fi I Is
may be planned as discussed in .Section I of this report.
Should bui !dings larger than two stories be anticipated,
individual foundation investigations should be undertaken
prior to the actual bui !ding design to define the actual
fi I I condition pertinent to the intended construction.
Soft compressible zones or organic material may
exist within Wong's Stockpile. However, we anticipate that
differential settlement of I ight structures wi II be nominal
due to the substantial layer of compacted fi II In this area.
Settlements of I ight structures in Areas "B" and "D" should
be mini rna I •
An eight-inch water I ine was constructed in the
west end of Are~ ''D''· The grading plans indicated that the
water I ina easement ~uns through a proposed lot ar~a~ We . .
anticipate that potentially large settlements may occur if a
structure is founded on the backfi I led water! ine trench.
The trench was backfi I led by the contractor in accordance
with the Board of Water Supply standards, which allow com-
paction of backfi II by water flooding. After "flooding",
the surface twelve inches of the backfi I I was compacted by
haul trucks running over the trench. Presently, the surface
.(ayer is fairly well compacted. However, the backfi II below "•'.
this compacted layer may be loose. Therefore, we recommend
that several test pits be excavated during finish grading
operations to determine the conditions pres~nt.
DAMES B MOOR.E
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PROPOSED FENCE
A vertical cliff exists on the east side of Area
hD'' at the Damon residence property I ine. We 6bserved that
the rocks exposed on the face are weathered and fractured
arid may become loose in the future~ We recommend that a
fence be constructed at the base of the clifi and a safety
zone providad to protect the adjacent lots.
--~··
o::Dlll:l.li\lil!ES 8 li\lil<I»<D>IRl!E
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SECTION I I I - SOUTH FILL AREA ADJACENT TO GOLF COURSE
GENERAL
Thi.s area was fi lied originally during con.struction
of the east bank and Unit 6 in 1967 and 1968. The proposed
subdivided ~rea adjacent to existing Unit 6 had been pre~
vt~sly designated for a pa~k and ~cho61 .site~- The prOposed
grading plans indicate that this area wil I now be subdivided
into residential lots .• The remaining po~tion of the south
fi I I area wi I I be designated for the park and school si~e
(See Plot Plan).
The original lake bottom in this area was underlc:dn
with approximately 20 to 30 feet of soft mud.· This area was
fi lied to approximately elevation +15 by attempting to
displace th~ mud from beneath the fi I I. The approximate
limits of the old shoreline are shown on the Plot Plan.
Du~ing the initial fi 1·1 consttuctio~ o+ Unit 6~ a
slope tai lure occurred on Augu;~ 2~·,· 196i, a~ fhe. edg~ of the
fil I. Botings D-41 and D-42 were dri I led to study the
failure area, and to make recommendations for repair. To
corre6t the failure, the edge of the fi I I was recompacted
and surcharged. Settlement gages were placed in this area
to monitor the settlement of the fi I I and_ surcharge. When y
it appeared that the ground settlement had stab! I ized, the
surcharge was removed. The results of our settlement obser-
vations were contained in Letter No. 160 dat~d September 4,
[Il)~EiViHES 8 EiW<C>C:CHRHE
~ 18 -
1970, included in Appendix B. The settlements varied from
0.4 inches to 31 inches which indicated that various amounts
of soft si It exist below the fi II layer. The gages indicated
that the settlement had generally ceased in these ar~as.
Borings 26, 27, and 28 were dri I led in the proposed
park and school area in 1974 to explore the soi I conditions
adjacent to the golf course. These borings indicated that
six to ei·ght feet of soft si It remains beneath the edge of the
fi I I. Thirty feet of soft si It was encountered at the toe
of the slope in Boring 28. It was originally proposed during
mass grading that this area of the originally prop6sed Unit 7
(now the proposed school and park site) be fi I led to a maxi-
mum elevation of +26 feet. However, this area was roOgh
graded to elevation +20 feet since our investigation indi
cated that the slope may be on the verge of failure if it was
fi I led to the proposed elevation of +26 feet. A berm was
also constructed with1n the golf course at t~e toe of the
slope as a stabilizing measure •. This berm was 50 feet wide
and had a finish elevation of +13 ~eet.
DISCUSSJONS AND RECOMMENDATIONS
RESIDENTIAL AREA
The proposed grading plan indicates that one to
two feet of fi I I wi I I be placed at the edge of the unit ~--
adjacent to the golf course. However, the height of fi I Is,
at approximately 120 feet inward from the edge wit I range
rlllill:l.lllliliES 8 llllil<Dl<Dli:Rl!J!5
- 19 -
from 4 to 7 feet. the maximum height of fil I ~iII be
approxim~tely 10 feet at the corner of a ptoposed lot, We
a n t i c i p a t e t h at t he a d d e d we i g h t o f t he f i I I w i I I i n d u ce
settlements in the area estimated to be about 3 to 8 inches.
Due to the nonunifor~ thickness of the compressible .soi I
beneath the existing til I as indicated by the previous
settlements, and the varying fi I I thickne~s, we anticipate
that the -settlements wi II not be uniform. It is also possible
that settleme~ts graater than we estimate may occur at some
locations.
To accelerate these settlements, we recommend
that the fi I Is in Unit 1 area be placed as soon as possible
and the area surcharged •. The surcharge should extend to a
point 500 feet in from the golf course and 20 feet into the
proposed school and park site. A four foot layer of dried
mud, avai fable on the project, could be used for this purpose.
This surcharge should be ramped up from the Unit 6 boundary
at a 5 (horizontal) to 1 (vertical) slop~ tb proVide a
transition and minimiZe settlement effects in Unit 6. About
20 settlement gages should be placed in the surf~ce of the
existing fl I I to monitor the ground movement durl~g the sur
charge program. It has been our experience that consol i
dation of the compressible sol I occurs relatively quickly.
The duration of surcharging-could best be estimated after . ~-
gage readings become avai fable. Th~·toundations for single
family residences may be designed as described in the previous
sections of this report after it has been determined that the
DAiiWES 8 -OOAE
I I I I I I I I I I I I I I I I I I I
.., 20 ....
settlement has reached appropriate rates. Detailed foun-
dation investigatiohs should be undertaken in this area
prior to any construction or design of bui I dings in excess
of two stories or for an~ settlement sensitive structures.
PROPOSED PARK AND SCHOOL SITE
Our investigation 6f the slope at the edge of
the site ~djacent to the proposed golf course Indicated that
the slope may become unstable if the ar~a was filled to the
proposed elevation of +26 MSL or if heavy structures were
constructed near the edge. Our analysis indicates that the
present slope configurat1on is stable against major slope
instability; however, if unforeseen construction is l);nder
ta~'ri in this area, the stabi I ity of the slope may be
Jeq~~rdtied' Therefore, we must emphasize the limitations ' ... ' '' ~ . -· . . ..
placed on the park and school site adjacent to the gotf
course. These limitations should be brought .. to the atte.ntion
of the,prospectl.ve owner~ The limitations are as follows:
I ) The grading should not be radically altered and
no additional fi I I ing should be placed within
50 feet of the edge of the slope; and
2) Bui ldihg construction should be two stori~s ·;;.',
or less in height with an average bOi I ding
load of less than 500 pounds per square foot
if founded on spread foundations.
ll:DAiilliliES 8 lilliiiOOAIE
--
- 21 -
LIMITATIONS AND INS~ECTION
This report has been prepared for the. lnternatlonal
Development Company ln accordance with g~nerally accepted
soi I and foundation engineering practtces. No other warranty
expressed or implied is made as to the professional opinions
included in this .report. The report has not been p~~pared
for use by parties other than the owners, and the civi I
engineer, Sunn, Low, Tom & Hara, Inc. It may not contain
sufficient Information for purposes of other parties or for
other uses.
It is .recommended that constructto~ pl~ns ~nd
specifications be reviewed by us to ascertain that the
intent of our recommerldations are included. In addition, a - . . .
provision should be made for inspection of the fi I I con-
struction and monitoring of the settlement gage program
by a qualified soi Is erigineer. Alsb, foundation excavation~
should be inspected to allow an opportunity to modify our
recommendations in the event that tonditions vary signifi
cantly from those disclosed by our investigation at this
time.
·.-:.:.
- oOo -
DAMES B MOORE
I I I I I I I I I
"I II
N
I II~ I · ·II~
(f)
(f)
I II B
I I I I I I
- 22 ....
The following Plates and Appendices are attached
and complete this report.
Plate
Plate 2
Appendix A
Appendix H
Appendix C
Map of Area
Plot Plan
Field Exploration & Laboratory Testing
Letter No. 160, Summary of Sett I ement
Observations, East Bank Development
and Golf Course (Gage records not included)
Letter No. 189, Final Report, Engineering
Services, Proposed Unit 7, Moanalua,
Oahu, Hawaii
Respec~ful ly submitt~d, . .
Howard Schirmer,
IDAMIES 8 MIOOAE
-
I I I I
oL&J ...... .• ~ .z
0
1>-.. a: .. c:o
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I
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MA.P. OF. AREA, ·- -··-··-----·--------------------~--
SCALE 1:24000 ,.
I i 0 ... .. 1 MilE
~ 9 ~ ~ ~ ~ ~ ~ ~~
l .. REFERENCE!
u.s.G.s. ToPoGRAPHic PuuLoA, HAWAI 1 DATED 1968 .
1 .!> 0 1 KILOMETER E3 +fd e§-. 6:3 . ;4+; I
MAP
DAMES 8 M.OOAE
PLATE I
I
-~.-~-~-----------.----- --··----.-.-::~=~-~.'::... . .. , .... ___ ;.::::_-...___ .. ;.,. _____ : __ ~_ --~-..;._., __ :==-:-:~-===-~-:-:-=::::.~.::-==.:::-:==--· -· --:. :_________ ···-:·-- -- .. ···-·-·=t ... , .. ____ ~_~_: ____ ~
•• •
•
NOTE:
WATER OUTLETS
NOTCH·E·S.FOR ·ENGAGING
FISHING TOOL
"HEAO EXTENSION" CAN BE INTROD.UCED BETW_EEN "H_EAD" AN_D "SPLIT "A_RREL"
SPLIT BARREL (TO FACILITATE REMOVAL
O_F CORE SAMPLE)
SOIL SAMPLER TYPE U
FOR SOILS DIFFICULT TO RETAIN IN SAMPLER
CHECK VALVES
VALVE CAGE
CORE-RETAINER RINGS
(2-1/2° O.D. BY I" LONG)
ALTERNATE ATTACHMENTS
LOCKING RING
SPLIT FERRULE
COR E·RETAINING DEVICE .
DAMES 8 MOORE.
EXHtBtT A-.1
·.
--~
- - - -
--~.· N,, \.
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METHODS OF PERFORMING UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS
THE SHEARING STRENGTHS OF SOILS ARE DETERMINED FROM THE RESULTS OF UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS. IN TRIAXIAL COMPRESSION TESTS THE TEST METHOD AND THE MAGNITUDE OF THE CONFINING PRESSURE ARE CHOSEN TO SIMULATE ANTICIPATED FIELD CONDITIONS.
UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS ARE PERFORMED ON UNDISTURBED OR REMOLDED SAMPLES OF SOIL APPROXIMATELY SIX INCHES IN LENGTH AND TWO AND ONE-HALF INCHES IN DIAMETER. THE TESTS ARE RUN EITHER STRAIN-cONTROLLED OR STRESSCONTROLLED. IN A STRAIN-cONTROLLED TEST THE SAMPLE IS SUBJECTED TO A CONSTANT RATE OF DEFLECTION AND THE RESULTING STRESSES ARE RECORDED. IN A STRESS-cONTROLLED TEST THE SAMPLE IS SUBJECTED TO EQUAL INCREMENTS OF LOAD WITH EACH INCREMENT BEING MAINTAINED UNTIL AN EQUILIBRIUM CONDITION WITH RESPECT TO STRAIN IS ACHIEVED.
YIELD, PEAK, OR ULTIMATE STRESSES ARE DETERMINED FROM THE STRESS-STRAIN PLOT FOR EACH SAMPLE AND
TRIAXIAL COMPRESSION TEST UNIT
THE PRINCIPAL STRESSES ARE EVALUATED. THE PRINCIPAL STRESSES ARE PLOTTED ON A MOHR'S CIRCLE DIAGRAM TO DETERMINE THE SHEARING STRENGTH OF THE SOIL TYPE BEING TESTED.
UNCONFINED COMPRESSION TESTS CAN BE PERFORMED ONLY ON SAMPLES WITH SUFFICIENT COHESION SO THAT THE SOIL WILL STAND AS AN UNSUPPORTED CYLINDER. THESE TESTS MAY BE RUN AT NATURAL MOISTURE CONTENT OR ON ARTIFICIALLY SATURATED SOILS.
IN A TRIAXIAL COMPRESSION TEST THE SAMPLE IS ENCASED IN A RUBBER MEMBRANE, PLACED IN A TEST CHAMBER, AND SUBJECTED TO A CONFINING PRESSURE THROUGHOUT THE DURATION OF THE TEST. NORMALLY, THIS CONFINING PRESSURE IS MAINTAINED AT A CONSTANT LEVEL, ALTHOUGH FOR SPECIAL TESTS IT MAY BE VARIED IN RELATION TO THE MEASURED STRESSES. TRIAXIAL COMPRESSION TESTS MAY BE RUN ON SOILS AT FIELD MOISTURE CONTENT OR ON ARTIFICIALLY SATURATED SAMPLES. THE TESTS ARE PERFORMED IN ONE OF THE FOLLOWING WAYS:
UNCONSOLIDATED-UNDRAINED: THE CONFINING PRESSURE IS IMPOSED ON THE SAMPLE AT THE START OF THE TEST. NO DRAINAGE IS PERMITTED AND THE STRESSES WHICH ARE MEASURED REPRESENT THE SUM OF THE INTERGRANULAR STRESSES AND PORE WATER PRESSURES.
CONSOLIDATED-UNDRAINED: THE SAMPLE IS ALLOWED TO CONSOLIDATE FULLY UNDER THE APPLIED CONFINING PRESSURE PRIOR TO THE START OF THE TEST. THE VOLUME CHANGE IS DETERMINED BY MEASURING THE WATER AND/OR AIR EXPELLED DURING CONSOLIDATION. NO DRAINAGE IS PERMITTED DURING THE TEST AND THE STRESSES WHICH ARE MEASURED ARE THE SAME AS FOR THE UNCONSOLIDATED-UNDRAINED TEST.
DRAINED: THE INTERGRANULAR STRESSES IN A SAMPLE MAY BE MEASURED BY PERFORMING A DRAINED, OR SLOW, TEST. IN THIS TEST THE SAMPLE IS FULLY SATURATED AND CONSOLIDATED PRIOR TO THE START OF THE TEST. DURING THE TEST, DRAINAGE IS PERMITTED AND THE TEST IS PERFORMED AT A SLOW ENOUGH RATE TO PREVENT THE BUILDUP OF PORE WATER PRESSURES. THE RESULTING STRESSES WHICH ARE MEASURED REPRESENT ONLY THE INTERGRANULAR STRESSES. THESE TESTS ARE USUALLY PERFORMED ON SAMPLES OF GENERALLY NON-cOHESIVE SOILS, ALTHOUGH THE TEST PROCEDURE IS APPLICABLE TO COHESIVE SOILS lF A SUFFICIENTLY SLOW TEST RATE IS USED.
AN ALTERNATE MEANS OF OBTAINING THE DATA RESULTING FROM THE DRAINED TEST IS TO PERFORM AN UNDRAINED TEST IN WHICH SPECIAL EQUIPMENT IS USED TO MEASURE THE PORE WATER PRESSURES. THE DIFFERENCES BETWEEN THE TOTAL STRESSES AND THE PORE WATER PRESSURES MEASURED ARE THE INTERGRANULAR STRESSES.
DAMES 8 MOORE
EXHIBIT A-2
--
.
. .
-. -
METHOD OF PERFORMIN'G CONSOLIDATION TESTS
CONSOLIDATION TESTS ARE PERFORMED TO EVALUATE THE VOLUME CHANGES OF SOILS SUBJECTED
TO INCREASED LOADS. TIME..CONSOLIDATION AND PRESSURE-CONSOLIDATION CURVES MAY BE PLOT-
TED FROM THE DATA OBTAINED IN THE TESTS. ENGINEERING ANALYSES BASED ON THESE CURVES
PERMIT ESTIMATES TO BE MADE OF THE PROBABLE MAGNITUDE AND RATE OF SETTLEMENT OF THE
TESTED SOILS UNDER APPLIED LOADS.
EACH SAMPLE IS TESTED WITHIN BRASS RiNGS TWO AND ONE-
HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDIS-
TURBED SAMPLES OF IN-PLACE SOILS ARE TESTED IN RINGS
TAKEN FROM THE SAMPUNG DEVICE IN WHICH THE SAMPLES
WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN
CONSTRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO
PREDETERMINED CONDITIONS AND TESTED.
IN TESTING, THE SAMPLE IS RIGIDLY CONFINED LATERALLY
BY THE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO THE
ENDS OF THE SAMPLE BY POROUS DISKS. THE DISKS ALLOW
DEAD LOAD~PNEUMATIC CONSOLI DOMETER
DRAINAGE OF THE LOADED SAMPLE. THE AXIAL COMPRESSION OR EXPANSION OF THE SAMPLE IS
MEASURED BY A MICROMETER DIAL INDICATOR AT APPROPRIATE TIME INTERVALS AFTER EACH
LOAD INCREMENT IS APPLIED. EACH LOAD IS ORDINARILY TWICE THE PRECEDING LOAD. THE IN·
CREMENTS ARE SELECTED TO OBTAIN CONSOLIDATION DATA REPRESENTING THE FIELD LOADING
CONDITIONS FOR WHICH THE TEST IS BEING PERFORMED. EACH LOAD INCREMENT IS ALLOWED TO
ACT OVER AN INTERVAL OF TIME DEPENDENT ON THE TYPE AND EXTENT OF THE SOIL IN THE
FIELD.
IIDAMIES IB IMIOOIRIIE
EXHl6lT A-3
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SuRrAC£ ELEVATION 155 FEET
0ESCRI PT I ON
GREY VOLCANIC TUFF (FRACTURED AND WEATHERED)
GRADES VERY DENSE AND HARD BELOW 15.0 FEET
-~:---- ...... ·------- -::. . ·:.:
MH I BROWN SANDY CLAYEY SILT (vERY STIFF) WITH. BASALT GRAVEL (oLD ALLUVIUM)
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BORING COMPLETED AT t•O'FEET ON 12-1-71 N~ WATE~ ~NCOUNTERED .
AT WHICH UNDISTURBED SAMPLE WAS TAKEN AT WHICH DISTURBED SAMPLE WAS TAKEN AT WHICH SAMPLE WAS LOST DURING EXTRACTION AND LENGTH OF CO~E ~UN
ENERGY- -La WEIGHT DROPPING INCHES
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5URF'ACE ELEVATION 200 FEET
0ESCR I PTI ON GREY VOLCANIC CINDER TUFF (WEAKLY CEMENTED)
GRADES TO A BROWN CINDER TUF'F (MODERATELY CEMENTED)
·-- _ _..:..___:_~!___ ··:·
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GREY VOLCANIC :ruFF (VERY DENSE AND HARD) .;
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·~"-'<·~~·1 ~,.,..,., .. !'!
I30 I ···:•··~;p . ! BoRING COMPLETED AT 130 FEET ON ·.11-23-ll
No WArER ENCOUNTERED
LOG OF BORINGS NOTES: II-DEPTH AT WHICH l.JNDI STURBED. SAMPLE. WAS TAKEN ~-DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0 -DEPTH AT WHICH SAMPLE WAS LOST DURI N.G EXTRACT I ON I -DEPTH AND LENGTH OF' CORE RUN DRIVING ENERGY- -LB WEIGHT DROPPING INCHES
,.
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GREY VOLCANIC TUFF (vERY DENSE AND HARD)
NX
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100
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1,_: • 1..;~ I
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94 IIOIIIIIIIIIIIIIMH jBRQWN CLAYEY SILT (ALLUVIUM)
- - . BoRING COMPLETED AT II 0 FEET ON 11-29-71
NOTES: No WATER ENCOUNTERED
II-DEPTH AT WHICH !JNDI STURBE·D SAMPLE WAS TAKEN
~-DEPTH AT WHICH oi STURBED SAMPLE WAS TAKEN
0-DEPTH AT WHICH SAMPLE WAS LOST DURING EXTRACTION
I -DEPTH AND. LENGTH OF' CORE RUN
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. .8LOWs/rT. ON 5AMPL£R l r SAMPLE.S . DRV OENSI_TV IN PCf . . ·DEPTH . iN fEET
Mo 1 STURE· CoNTENT 1 N % · . . · . · Sv·MBOL · TvP·E or CoR£. AND · · . . · · · · LETTER ·
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1- ..J w ..J 0 w 0 10
1.&.. Ill ~ % >-
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SURFACE ELEVATION . 80 + fEET
..
DESCRIPTION
BROWN SLIGHTLY SILTY SANDY TUFF GRAVEL (LOOSE) -GRAVEL RESULTING ~ROM A CRUSHER OPERATION NEAR BORING
REDDISH BROWN CLAYEY SILT WITH OCCASIONAL GRAVEL (soFt) _,;.SOIL STOCKPILED CONTAINING
. A MAJORITY OF REDDISH BROWN ~LAYEY SILT WITH BASALT BOULDERS, COBBLES AND GRAVEL RANDOML~ MIXED IN WITH ~HE SILT - fill
GRADES MEDIUM STIFF TO STIFF
BOULDER
ENCOUNTERING GRAVELLY LAYER GRADES SOFT WIT:H. LOOSE GRAVELS
GRADES MEDIUM STIFF
WEATHERED BASALT BOULDER
3" of- BLACK ORGANIC CLAYEY 51 LT (sTI Fr) -Ml I APPEARS TO BE THE ORIGINAL GROUND
GRADES TO A BROWN CLAYEY SILT WITH TUFF FRAGMENTS
11111111111 1 BoRING COMPLETED AT 61 .5 FEET ON 5-31-74 . No WATER ENCOUNTERED
LOG OF BORINGS
R-DEPTH AT WMICH UNDISTURBED SAMPLE WAS TAKEN I
~ -()EPTH AT WHICH DISTURBED SAMPLE WAS TAKEN ! (]-DEPTH AT WHICH SAMPLE WAS LOST DURING EXTRACTION I
I-DEPTH AND LENGTH OF CORE RUN ' I - - - ... . ')nr\ . - ..... , ,... •• ..,.. -n~oo .,, n 1 atr.ouC"
L.:IVINb t..NERG• -Jvv -,L·o We.'"'"' .. .-.., •. ,.J,.G 3 ............ -S . DAMtl!8 8 MOOtllt.l . . PLATE A-IE"
I I I I
• ii5
I w ~ 0
·~ I I I
--1
I~ .....
I I II~
~I 00
.&
~I "" .0
-~
z
..., z 1&.1 1-z 0 u
1&.1 0: :::1 tel) -0
::::E
27
h.. u 0.
z
)-1-
Cl) z 1&.1 0
)-0: 0
97
100
92
0: 1&.1 _. Q. ::E < en z 0 . t:.
.......... Cl) ;): 0 _.
CD
3
22
15
14
23-~ 103 28
32-11 831 13
17
9
951 19
85' 64
871 33
92
NOTES:
(I) )- 1&.1 0: 0: 1&.1 0 > u 0 u 0: 1&.1 0 a:: ..........
' 0 'R.' z
< 0. z Cl) < 1&.1
..J 1&.1 Q. 0:· ::e: 0 < u en
1-1&.1 _. 1&.1 0 h.. Ill
::E z )-(/)
::1: ::1: 1- Q. Q. < 1&.1 a:: 0(!)
LOG
BORING 24
_. 0 al ~ )-en a:: .... II.... ...J
SURFACE ELEVATION 80 + FEET
DESCRIPTION
GRAY SANDY SILTY BASALT GRAVELS AND COBBLES (LoosE) ·
RE-DDISH BROWN CLAYEY 51 L T WITH OCCASIONAL GRAVEL, COBBLES AND BOULDERS (soFT) - fl ll
BOULDER·
,,. ....
GRADES STJ-F"F
GRADES GRAVELLY AND MEDIUM STIFr
MHI REDDISH BROWN CLAYEY SILT (sTIFF TO VERY STIFt) -MAY BE ORIGINAL GROUND
Ml J BROWN SANDY Sll.T WITH SOME GRAVEL (sTIFF)
BORING COMPLETED AT 60.0 FEET ON 6-4-74 No WATER ENCOUNTERED
OF BORINGS·
18 -DEPTH AT WHICH UNO I STURBED SAMPLE .WAS TAKEN ~-DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0 -DEPTH AT WHICH SAMPLE WAS LOST OUR I NG . EXTRACT I ON I -DEPTH AND LENGTH OF' CORE RUN L' NG :::NERGY - 300-La wt:i GnT oRCPPi NG 30 : Nc::E:s. DA-a& 8 MOOittBI
PLATE A-IG
I I
•.1 I kl
. ··~ 0 I
•• c;; IE;,.. ·Fm
I I I I 1\
('\l
~ 1-~ .. ii:
I . '~ .. ., -~~;~
0
"' ~ ~
... :X mu
J "()
~ .I > Lt.l ~
"' I
~
z .n:: (/)
w >- w LL. ..I n:: n:: 0 a. w 0
1- 0.. ::,;: :> 0 z < 0 i.J z (/) 0 n:: 1- - .... 0 z z 0::: ........ 0 >- ·o 0 0 1- "''iR . z
- . < .... (/) J- 0 n:: z ..... z (/)
::l .... ......... < .... 1- 0 (/) _. (/) ~ w a. 0
>- 0 n:: . ::,;: n:: .;., o· <
:£ 0 m u (/)
93 I 14 I L-
31 .I
21.3 1o6 1 19 I Jill
13.21112 ~3
103 '7/6"
98 23
92 22
881 3
34.q 90 I II
25.t1I091 13
26-<J 941 a4
NOTES:
BORING 25
·J-.... ..I .... 0
LL. ill ~
z >--(/)
:X: :X: 1- a. a. < i.J n:: OG
I II VIlli
10.
20
30
4o
SURFACE [~~VATION . 85 :::_ fEET
..I 0 10 ~ >-(/)
0: .... J-1-.... ...J DESCRIPTION
GM !REDDISH BROWN SILTY GRAVEL (LOOSE).- STOCK
PILE OF SOIL AND ROCK FROM ROADWAY
I CONSTRUCTIoN-FIll
BOULDER
G~·1 I BROWN SANDY TUFF GRAVELS . AND COBBLES
(LOOSE TO MEDIUM DENSE), -fl LL
i·iH I REDDISii BROWN CLAYEY SILT (soFT) - FILL
BOULDER
GM I BRoWN SILTY sAND AN~ ~RAVEL (LbosE)
50~ BROWN .CLAYEY SILT
BoRING COMPLtTED AT 51.5 FEET ON 6-6-74
-.-..'
LOG OF BORINGS
8 -DEPTH AT WHICH UNO I STliRBED SAI-IPL.E WAS TAKEN
~-DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0 -DEPTH AT WHICH SAMPLE WAS LOST OUR I NG EXTRACT I ON
I-DEPTH ANO LENGTH OF CORE RUN
I
DRIVING E:NERGY - j00 -LB WE I GHT DROPPING 30 I fliCHES · DAM•aa~•J PLATE A-IH .
~
0 w
. ~
I~
~I & .
~I I ._ 0 !
-.;.·· .
LOG OF BORINGS NOTES:
13-DEPTH AT WHICH UNDISTURBED SA.MPLE WAS TAKEN
~-DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0 -DEPTH AT WHICH SAMPLE WAS LOST OUR I NG EXTRACT I ON
J: -DEPTH AND LENGTH OF' CORE RUN
DRIVING ~NERGY- iOQ-LB WEIGHT ,DROPPING 30 INCHES
P.S.- PISTON SAMPLER USED DAW~•saa~ ..
PLATE a=JI ,,
I I I I I ~
0
• 0
f~
I I I I I I~
"-
I I .I I'~
-0
"' ~~ C)O
~I '4 ..
..&
~I :::::: -... .0
>
"\R. z
... z w ...... z 0 u
1&.1 0: ;::) ... (I)
0 ~
La... 0 a.. z .,...
> I-
(I) z w 0
>-0: 0
0: 1&.1 ... 0.. ::E < (f)
z 0 . t.
""-. (I) ): 0 ... m
(I) >- 1&.1 0: 0: 1&.1 0 > 0 0
. u 0: 1&.1 b
0::: " 0 "\R. z
< 0 z (I)
< 1&.1 ..J
1&.1 0.. « ::li::
0 < u (f)
... 1&.1 ... 1&.1 0 .,_ ~
z >- (f)
:X: :X: ... 0.. 0.. < 1&.1 0: 0(.!)
BORING
... 0 10 :!: >(/)
0: w ... '"'" 1&.1 ...J
27
SURFACE ELEVATION 20 FEET
MSL DATUM
DESCRIPTION
GMiBROWN S ll TY SANDY GRAVEL!? AND COBBLE:S· SM (coMPACTED fiLL)(DENsE)
ro nurr11 GM lsRoWN SILTY SANDY GRAVEL AND COBBLES (UNCOMPACTED FILL)(LOOSE)
lEVEL AT 0845 HOURS ON 8-19-74
20
30
19
II 0. 8) ... 5·· ~~~ P•.~~
OH !GRAY SLIGHLTY SANDY CLAYEY SILT (VERY SOFT)
56:4
'54-3
651P:.:S.i
20
50 GRADES STIFF
GRADES VERY STifF 22
BORING COf'1PLETED AT 59·5 fEET ON 8-.17-74
LOG OF ·BORINGS NOTES:
IJ-DEPTH AT WHICH UNDISTURBED SAMPLE WAS TAKEN
S-DEPT~ AT WHICH DISTURBED SAMPLE WAS TAKEN []-DEPTH AT WHICH SAMPLE WAS LOST DURING EXTRACTION
- o~' VI N- :-NER. G"' ~()() L"' '·'E' ,.H.,. nonoo I ••G 30
I _ n1 u ,_ • - . .J-""'-:=- ~ " , -.a,, ....... -w.. . .. P.S.~ PISTON SAM~LER UsE~
I-DEpTH AND LENGTH OF CORE RUN INCHES
DAMIIIi!til 8 lliloiiOCMafll I PLATE A-lJ
I I 1-L
·lw -J -~
). fi)
0 w ¥ u w % mo
::I 4 .&
~I -~ -
~
z
.... z LJ 1-z 0 u LJ a: ... .... Cl)
0' :::E
~ u 0..
z
>.... Cl)
Z· LJ 0
>-0:: 0
12'.0 94 6.9 43 1.8 43
125- 35 126.0 38. 11'(.8 36 171.4 ~9 i2049 26 18o~ 29 o4.4 26
1433 33
0:: LJ
. ..J ll. ::E: < (/)
z 0 . t. ....._
Cl)
~ _, m
25 PUSH
It
II·
"· P•S·• PUSH
" 11
PUSH 11
II
95. 41 42 I P ;~ s .
98·9 83.6 !58.0
NOTES:
42
~~
:·. ··: ·~; II
II
11
6 15
>a: w > 0 u LJ 0:
~
0 z < LJ 0:: 0
.U
Cl) lrJ 0:: 0 u 0:: 0 ....... 0 z < Cl)
LJ _, 0.. ::E: < (/)
to
20
30
.... LJ _, LJ 0 ~ 0
::E: z >-
(/)
:::t: :::t: .... ll.. ll. < LJ. a: OC!J
LOG
BORING 28
. ..J 0 10 ::: >(/)
a: w .... 1-w ..J
SURFACE ELEVATION 9 FEET MSL DATUM
DESCRIPTION
ROWN SANDY TUFF GRAVELS \FILL) PERCHED WATER LEVEL ENCOUNTERED AT SURFACE
ARK GRAY ORGANIC CLAYEY SILT (soFT)
GRADES TO A GREENIS~ COLOR AND A VERY .~·•·
SOFT TEXTURE
CLAYEY SILT (soFT)
CLAYEY SILT (MEDIUM STIFF TO STIFF)
ORING COMPI,.ETED AT 39.5 FEET ON 10-27-74
·,·
.....
OF BORINGS . PUsH- SAMPLER TUBE PUSHED ~-DEPTH AT WHICH UNDISTURB~D SAMPLE WAS TAKEN ~-DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0-DEPTH AT WHICH SAMPLE WAS LOST ~URING EXTRACTION I-DEPTK AND LENGt~ OF CORE RUN
l OR IV I NG t:. NERGY - 3· 00 -LB WE I GHT DROPPING 30 iNCHES . . DAMIEQ & MOOA•J
P.S.- P1 stoN SAMPLER UsED PL~ A-1K
---l-:::i.-
1.:::; ..
··i·-'--· {'·• .... ./ ~-=-~ ...
··-:::.:1
I ~ r Ll.
'
1--~-~
I ";: 1_·1: ,_) w
':Iii: -"-'··" . ::d
J :z: 0
• -o
>
~I -o ..., o-
'.I·
BORING D-41 SURFACE [LEV. 9.0 fEET
SAMPLES EPTH IN fT
f;3Lows/fT ON SAMPLER ~ DRY DENSITY IN PCF ;
Mot STURE CoNTENT 1 N ~ 1 I I . I I J · I OEseR I PT 1 oN i I· I I Ill il·•·•-·1 C
WATER LEVEL AT II :00 A.M:. ON
32
Ill 4t p
p
32
5,1 42
-..... ,.
L 0 G 0 f BORINGS
NoTEs: D - .DEPTH AT WHICH UNDISTURBED SAMPLE ~AS TAkEN -~ - DEPT~ AT WHICH DISTURBED SAMPLE WAS TAKEN
I 0-lt-67
DARK BROWN SANDY SILT WITH GRAVELS (FILL)
DARK GRAY CLAY AND SILT WIT~ ORGANICS (VERY SOFT LAKt MUD}
GRAY SILTY CLAY (sTIFF)
BORING COMPLETED ON J0-4-67
0 - DEPTH AT WHICH SAMPLE WAS LOST DURING EXTRACTION p - S.AMPLER PUSHED INTO SOIL DRIVING ENERGY = J40-LB WEIGHT DROPPING 30 IN. DAMES 8 MOOAE
PLATE ·.· A .. H:
I I I I
.:.f,tJ ,.,_ iC
0
_en
I~ >
I~:;
' •,,
I I
'I :~1
I C:;, I'
r--' . \"' ....... . <'
."'<'::f '
' ~ .I_
'I' j'..!
' -.I~ ... . w \1\
· .. ~QP
li I
>'l'·ID
~~·~ t'5 (
~ .b. > w
~I .., o-
BORING D-42 SuRFACE [LEV. 7.6 FEET
SAMPLES. rDEPTH IN FT BLows/FT ON SAMPLER----: I
DRY DENSITY IN PCF ' MOISTURE CoNTENT IN% DESCRIPTION
1211 38
L 0 G 0 F
NotES:
::-t :i: .. ~ ~ . . -~"\ :;·
2G-IIIII~:4 ... •• 1
='·· 4 ... ' ... . ~. .or.
I
:~: ..... 3
ML GP
.: ......
WATER LEVEL AT II ~00 A.M. ON 10-11-67
BROWN SANDY SILT WITH GRAVELS (FILL)
DARK GRAY CLAY AND SILT WITH ·. . ORGANICS (VERY $OFt LAKE MUD)
TAN AND GRAY SILTY CLAY (sTIFF)
.BORING COMPLETE~ ON 10-5-67 ·
B 0 R I N G S
II - DEPTHAT WHICH UNDISTURBED SAMPLE WAS TAKEN ~ - DEPTH AT WHICH DISTURBED SAMPLE VAS TAKEN 0 - DEPTH AT WHICH SAMPLE WAS LOST DURING EXTRACTION P -·.SAMPLER PUSHED INTO SOIL DRIVING ENERGY = 140-LB WEIGHT DROPPING 30 IN. DAMES 8 MOOAill
PLATE A-H:t
----~-·;ry·,-2··;.;.,.....,· .·: .. _. /:' .. _,:,, ',,-. . .. ·· ,·• ... · '·""/ :'~tl·,.·.,~. ·: •. ;,_·:·: .. ·· ....... . ...... -- ....... ···-,·~·- ··-J...~----'-"- f-L. ": • · J. : • L , , :~ <' 1, : }: ..• ,; ~;..:_l!k:.::~;w~~~~' ·· .... _,·,, \
'ir-· . .( .I .L .. T~l£117 ~L~~---, ::("~----·· r'liill·.' [[ .,_.,,:, . :(' ·:· .. , ..• f.,.: ,. '
f ,_ '
I• i I.
I·
i I i , I I
l I
! i
'•. ;.·
j. I.
i'
f ;.
' I I . !.
I I !
I !.: I· I l I
:··
; .
. .,
, I > .... trl
):> I.
J.-.;
-Z
~- · .. ·;: ,•-. ., ,; .. , ..
'/
' ~ ..
·.·
... loJ
·W ·"-z ·.-·
. :c . ... CL loJ 0
).· . \. •
. I•
-·
.. _.,
.··
......
,·
'. ··.·:·
--,. ,. -~ ~
~ ..
.·•·
;
.. -- ~ .. ~ _.,. ___ __
.,
::·. '.
. t''
20.
90.
. ·------· .. __.:,;_· __ _...,.,_"----·-· -· fiLA~--~-~--~-
. ::· ... • I ~- .• - . .,. .· .·. ·.··
., ~ ·',:'•
:.'\ ·,.;
BORING
,
.. ,
---:-.----'..
·-:· ;._ '':• ' __ ;_,.. ,-:,~-
·· .. -.
lB. (.17}_ SuRrAcE ELtV. APPRox. 190 BORI~ 2B J..!§.l _ SuRF:ACE. Ep:v. APPRox. 220 ,.
f I RM DARK RE 0 .CLAY ~--::.: -·------· --· ----'-·-· ·~ fIRM BROWN ·SO I L -- -·---- -~ ----
· ...
............... , ...... _. H:O-
MuoROCK-HAno sTRI:AKs
MUDROCK•HARO A~O SOFT STHCAK~
-------- ;..~. -·."..:--·• -· .--·· .... ····~----- --c-- -·-·· ·- ----~;.....:~·.:_.:.
--- ... --- ---·------ --~- ----·-... -- - -----·· HARD LAVA ROCK
_ .. ______ ----------·~ •·:· ~:-~-~7~--- -·---· ··.-· -·-··
..
-SOF'T . MUOROCK ~-. .. ~ ..... .. ~-: .... - .· ... ·-·--·~-·-o:---·.·.:_..:_ .. __ ·~·; ... ·-·- ·-·-· ·- ... -:--
;.:·. ..1 .
··: __ :·. HARD:LAVA ROCK•STREAKS OF MUDROCK
- ~~ .. · ·::·/ .. ·: . . ' ~ ..
. . ._
'~ ... ~:-
"
•
- ,~- ~Q:··t.- --~ =-o:·"·" :~:~,-"~'·;· ,~?~~::'_··~:";;~~-:>;~~-:.~?~' :':·;::~~~~~~' ,_. __ ,.,_.-..-.:...__,- . -:---- ;.-··--:----:--·:-.":.·-~·---·:
. . . ..·"!'·
;:·: ..,._
.... ·
· ..... ~-;-..;....-. '.·
·;; ·;,;. ;' · ... .,,·,
. ··: ' :-·
-··-- ----... ~~:.;..:.:._. ::-~·-:·. __ ....... . I '----~·-··-·:·- -~~---·- .. -:_···-·;...:. .. -_ ... ..:.. •. ..,:. -~.--. -~ ·.·
-______ ._,; -·- -·-···-,·_.· .·.·
;._: ·:·-·· ·_..-.·:· ::~ .'
···· .. ·.·.·. .· .. ·
'
' .... ~ MUD ROCK ' .~ .. ·.: \
.. .... · --~------ ~~--- :-· . -:~.-=;: .. -. .. .:'-:· -~ --~--~ ·_: ·----.- -~ ~::-- ..... -- .. ;.·-· --· :-o·
. ' :. -:'· , ..
-· ... ··· _ .... ~ •. :. ····: .·.'
.I': · ... .·.·· .. ·; ., .
•.' • •. ;!·:
':···. -·--~.;;., ... .;.;..._,..,.", .:.... .. --. .:.. ---·· :"·-: ···-·"':--- ·- ........ : -.:-•·--·,. 1..-.---J
.... ·-· ... ·. ·:· . ·._,:- · ........ : .. --~·-------!--~:.-~-·--. - -·· __ ,.. __ ...... ·~·
;:· "·:· .. -..;: •· .! .. · .. . ~' :
,· .. ·· -.. ,.
·,·. ;;). .·. .·,, .. ...
. ,-, :.r' ·:·.:
..----·--··----,~~-~;"' •• -:-·-, -~·-~· ..... ...;._:~,·~~:~ ... ~:~::~~·~·---·::·-~-.. ,::-~_.~:.~ .. -~·:. ,;..,. .......... --:...:~ M"O
·-· .. ..;..;.. ____ _ .. -· -·-·_...;;;; .. •' . --~-·-····-- .. ·-·-·--··-···-
:, .:~ ~ ::.: .:~~:~:.\,.;.-_.;..,-.-~- -~.;.·- .. -.•'··.~-·-:-~~-~~~·:· .. ~~=-- --. -:-· -·-.--.-~· .. -· -- .·:.;--- ·.-.:..--: __ ..:.. . ...:... .. . ~ .- -······- -~--··"·-". ·. .. ~.
. ;,'' -.":.·f .. ..... -. ~~ ·:..'; .. ,; .. ·.:···. .-...... .. ,
··:::·;·.:· ··-~-:·. ~ . ' -, :-'' .. ,_·.
··.; ·.:.: ~· ..
··-.
'··· .: .. ·
J I
·II Ill Cl J: 0 0 lD Ill
•: .. · ..
Rtr: ( ) ...
. Non:!
·, .... ·
LoG 0 F' B 0 R N G S
BoR 1 NG LO~s t u ''MAsTER GRADING STUDY" BY AusT 1 N &: Towt LL, L TO. DATt:o ~1ARCu UUMBER IN PARI:NTHESIS INDI<:ATES BORING NUM6ER ON·"~1ASS [XCAVATION f"O~ GOLf" ev SUNN, Low, ToM & HARA, INc. TERI~ I NO LOGY RtPRODUCED 0 I R'ECTL 'I'. F'ROM REFE:Rf:NC.£ RE:PORT •
\-
t7, t9:;8. COURS~ fiLLING" PLANS
~
··-
I
·I l '
J I
r ii i·
I (
t t l
l r l t [
j
l ' .,
... "' .... .;:.":..:. .. : ........ -;.-.-:c~~-.;;:;.,..;_-;.r· =--~-=-~~~~: ·,:=;;...: •• , --- ~ ·--·-~ ·- - ... ,_;.. "':' ""·-;--•-. _ ... .,,: "'~~. ~· '·~ • .~ '.,..~·.,< •;1 - v • ..,-.,,_-;.,_ ··"'·":~~.,,.-,"~·'''-'"' .. ,; ... ··:·;·~---~-·:· .. ·::~.,--·. -· ·.:.~. ~: ·:_ .~.:~~ . r. ~---) -
t ____ _.. ~- 12[.~ ~-· . -) '.: ~- -' ' ·-· .. ;-.. ' .~-· · .. _. .• 7.;:.._.~:~- (-• or • : I t. ~-:-;--•' • -' •1-1-·A. ~-". · ·-·- . . 1 l b " "" . "' . ; · · · ....... - ·"'nr..-,---n.tll\•.f~
t~:;·L'~.-~----~i· ·!'~ ... .._ ___ ,_·.,.-: ,~---
. ~- --=- .--DA"-:--:~--;.:.~_ .- ;_·
-. .:. .. ··-··.
{· ·.
;.·
I
•.
·:.
"0
~ ..f 1'1
> •• 0
':_;-,:.-.:
)'
t-1&1 &.1
.lo.
z
: t~ u 0
~ i · ... ·:-·
. ·.·_.·
'.'• ~ L
·~
._..
,.
1·: -:··
'•.•
, , ·, • • : • ' ' • ':' CMRC&I'O 11\'_.rtr..!> . .-n...-\~\-.e,.\b!a f"Uo1'&.--·~ •. ~.....;.":.~ --- .. .:: ... -..
.. '
10
.. ~·. · .. ·; ., ; ... ,·
. ,. ·. . . \' i ... I.·_, ~,:.· ··.·-·. . · .. ·. _,.; ..
•'
_1.:
BORING ·38 {.Lil· SURfACE EttV. APPROX~ 120· BORING
•·
--:~ ..
'•.
...................... -···---~,·-~ .. --- ... ,._, .... -~-- "':' ··-·-·----·--•-"""t ....
VOLCANIC TUrf (S)
. .-'·
··.;'
' ; ·.· . . .. · ..
--·-···.-. ·---·--· , ...
'•
~ .: .
. . -·· --...,.- ...... ----'-·-··· ........... --- ~--------·------------·-·-·-·
VOLCANIC TUFf WITH OCCASIONAL STREAKS Of LOOSE, COARSE BLACK CINDERS
VOLCANIC TUff CAVITY
~
Vot.:tA'iffc- 'turF" Wi'TH ·sMACL- ROCK. AND. BOULDERS
.·.·' ~ ..
.• . ,·.
.- ... --:,-····· ;~;,-:·:·;:: '.
. -~ .':~: . ~. ·.-.
~
:.:.-
.·: ,:._, . ,_.-•
·, ._ .. , .. .· ..
~ ··'-'ZJ SuRfACE !Ltv~- APPRox:· 103
toost· BROWN ·cLAY .. .o\'NO "sJi.t'A'L.C BOULDERS
VOLCANIC Turr WITH EMBCOOED BOULDERS
SMALl (a01.,11.0~f) (S)
VOLCANIC TurF WITH EMDCDDEO BOULDERS
BASALT (BOULDER)
VOLCANIC TUff WITH NUME~OUS SOULC£RS {5)
--~"!.
.. ~ .: .. . 'r
r().l I I ---::-"-· ; ..... ,.:·--.--:; .... -;,_ ""·.:_~·Y .. :~ .. :,.._..:.._'.:: .. -:,-· ... ~ .. ;-: ~-,_-.. ,-;-:.·-·--··-"' .... .,· '--··M,", --: •
,:
·-,:
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!:'', .·.,~.
,.· ~- ... .. ·:.·
· .. '. :··'-:-. ;r ~,__
~ ·~ ..
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.:.
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··:'-
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· ...
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,.
.... . ....
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:: ">-~. .
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'. ·.· ... ·-~- ~ -~--~. :.
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.; .. · . ._;·
....... · ..:;-_<.:
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'·
~---~·-,-:--:--·-· _._ .. :~ ;~_.:_~~~.:.::..:~..:_::~---:._ ___ ,· ~~,.---: ~~; -- _ ___:,_ ____ _.~~-:..~~ ~~·::: •'- __ . ____ ::.__"'__-:· ----- -------· . ; .. --:·:..··-: -------~;._ _______ ..:- ·-- . ___________ .:......::. ____ .:._
. _,·:
........
. ·:.
= I II I
" I 8 D 18
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'r,,'
· . .-. ~ ...
. .> ·, -..: .
.·~.
.L 0 G 0 f' B 0 R N G S
BoR 1 NG LOGS j tl ·j'MASTER GRAD lUG STutlv'' ev Ausrt N &. Tm11 LL, l To. DATED MAPCH NUt-1BER IH PARENTtiCSIS INDICATES BORINC NUMBER 0~1 "MASS (XCAVATIOII roR GoLF· BY su~~, Lo~, TOM & HARA, IN~ • TERM I UOLOGY REPRODUCED 01 R·ECTL Y fROM RErEP.ENCE REPORT •
ll, 19)8. COUR~E fl LL ti4G
11 PLAr<S
SOil CLASSIFICATION CHART
MAJOR DIVISIONS DESCRIPTIONS
COARSE
GRAINED
SOILS
MORE THAN 50%
OF MATERIAL 1$
l...!.!..ll.! THAN NO.
200 51 EVE --!!__Z£
GRAVEL
AND
GRAVELLY
SOILS
MORE THAN
CLEAN
(LI TTL£ OR NO
FINES I
Of COARSE FRACE"· h TION a&.I.!!..!Ii.R APPRECIABLE AMOUNT
Qf FINE$1 ON NO. 4 SIEVE
SAND
AND
SANDY
SOILS
CLEAN SAND CLITTLE OR NO
flt\115
GW WELL- GRADED GRAVELS, GRAVEL·
SAND MIXTURES, LITTLE OR NO FINES
GP POORLY- GRADED GRAVELS, GRAVEL·
SA.ND MIXTURES, LITTLE OR No FINES
SILTY GRAVEL 5 0 GRAVEL- SAND·
GM SILT MIXTURES
GC CLAYE:Y GRAVELS, GRAVEL-SAND-
CLAY MIXTURES
sw W[ LL ·GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO fiNES
SP POORLY •GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
SM SILTY SANDS, SAND-SILT MIXTURES MORE THAN 00% I SANDS of coARSE •oAC· !APPRECIABLE AMOUNT II~V14!f)\1 V tJjl 1 I TION .eA.U.J.!ti Of FINES)
NO. SIEVE sc CLAYEY ·SANDS, SAND-CLAY MIXTURES
GRADATION CHART
PARTICLE SIZE
MATERIAL SIZE LOWER LIMIT UPPER LIMIT
t.tiLLIMETERS SIEVE SIZE• MILLIMETERS SIEVE SIZE•
SAND
FINE .074 tt200• 0.42 040•
MEDIUM 0.42 tt40• 2.00 ttiO •
COARSE 2.00 ••o• 4.~6 •4.
GRAVEL FINE 4.76 lt4 .. 191 314''.
COARSE 19.1 314"• 76.2 3".
C088LES· 76.2 3" • 304.8 12.
80\JLDERS 3048 12. 914.4 36"
• U.S. STANDARD • CLEAR SQUARE OPENINGS·
PLASTICITY CHART L/QU/0 LIMIT
1· I 1 ~i1ffl.ffiii"A .. H1Ttl I INORGANic stLTs aNo vERY FINE I ----:600 10 40 50 60 70 80 90 20 30
1 I /--, I 100
FINE
GRAINED
SOILS
IIOR[ THAN DO % OF MATERIAL IS
UA.1.J..U THAN
200 SIEVE SIZE
SILTS
AND
CLAYS
SILTS
AND
CLAYS
LIQUID LIMIT
ki.U THAN 50
LIQUID LIMIT
~ THAN 50
HIGHLY ORGANIC SOILS
NOTE·S:
I. DUAL .SYMBOLS ARE USED .TO INDICATE BORDERLINE CLASSIFICATIONS.
ML·
CL
OL
MH
CA-l
OH
PT
SANDS, ROCk FtOUR, SILTY OR CLAYEY FIN[ SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS Of LOW TO :MEDIUM PLASTICITY, GRAV[LLl' CLAYS, SANOY CLAYS, SILTY CLAYS, LEAN CLAYS
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SIL:TY SOILS
INORGANIC CLAYS OF HIIH
PLASTICITY 1 ... CLAYS
ORGANIC CLAYS OP MEDIUM TO HIGH
PLASTICTY, ORGANIC SILTS
PEAT;: HUMUS, SWAMP SOILS
WITH HIGH ORGANIC CONTENTS
2. WHE" SHOWN 01\1 THE .BORING LOGS;.THE FOLLOWI"G TERMS ARE USED TO DESCRIBE THE CONSISTENCY OF COHESIVE SOILS AND THE RELAnVE COMPACT"ESS OF COHESIONLESS SOILS.
VERY SOFT SOFT MEDIUM 8T1I'F STifF VERY 8T1I'F HARD
COHESIVE SOILS
(APPROXIMATE 'SHEARING STRENGT~IN KSF!
LESS TH>I" .25 0.25 TO 0.5 0.5 TO 1.0 1.0 TO z,o 2.0 TO 4.0 GREATER THAN 4.0
COHESIONLESS SOILS
VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE
THESE ARE USuALLY BASED ON AN EXANINA· TIO" OF SOIL SAMPLES, PENETRATION.RESIST· A"CE, A"O SOIL DENSITY DATA.
~ CCII
~.~ 11!:11 CQ dW >·c ~:5 ..... ~~ ilL ~~ ct: f?
I 50
' CH ./!_/ J ~4 ~-;:~ 1..,3, \Ji
~I ~z
--
, ~ L~ . ) CL / I
) v MH a OH
L > !kl::;;•;;/'1-' ML f OL . J ,l___E~_L__L___L___..L~-
SAMPLES II INDICATES UNDISTURBED SAMPLE ® INDICATES· DISTURBED SAMPLE Q INDIGATES SAMPLING ATTEMPT WITH NO.RECOVERY
I INDICATES LENGTH OF CORING RUN
NOTE• OEFI"ITIONS OF AI\IY AOOITIO"AL DATA REGARDING SAMPLES ARE
E"TERED 0111 THE' FIRST LOG 0" WHICH THE DATA APPEAR.
jNIFIED SOIL CLASSIFICATION SYSTEM
DAM.88MOORE
PLATE A-2
fl't/0 !S3! NOI!'VO 110SNOJ ~-v 3.LV1d
ii!IUOOIM a S3!111MWO
CONSOLIDATION IN INCHES /INCH 0 0 0 0
•« o··, .. .:: .
... w 1\) 1\)
0 Vl 0 Vl ..
..
·-
-
··-·
..
..
I j.L3:3.:J ~·o£ v
9 31cl~vs '~G ~NI!:!087 ,.
I
' ...
....
---~o---133HS~---~------~------~------
'O'l'O'O lS3l NOil'O'OI10SNO:> .:!:>3rans
pz o- 2-r::ft;-7 311;1
..
.. ...
/
v
0 0 .. . - b 0 Vl
r
..
I 1 I
II I
.-7 -I
I I
/ ..
..
'·
J"9vL
0
00. I
200.
300.
400
5.00··
0 o. ""CJ -< -t 0 m 0
, ::0. fTI . (/) (/) c: ::0 .
I 000 . fTI
z
2000 ~-. !-"
"' 3000 p "'TI
4000=-4
5 000
0 0
I I
)
)
I I· I I I )
' (I> .
I I 0000
>>I -t -t m m
661
2 0000
m ·m ·
rr. 2 5600. \
-I I
APPEND I X. A
FIELD EXPLORATION AND LABORATORY TESTING
FIELD EXPLOR~JION
Borings 17, 18, 19, .and 22 1 were drilled by
Nat Whiton Drilling in 1957 for Hirashima~ LUm & Associates.
Borings 20 and 2f were dri lied in 1966 by Nat Whiton Dri t I ing
for Dames. & Moore. Borings D-41 and .D-42 were .dti I led fro~
October 2 to 4, 1967 during the east bank construction.
Further exploration of the central hi I I was conducted from
November 18 to November 29, 1971. Borings A, B, and C were
drilled at the site to explore the subsurface soil conditions.
To explore the subsurface soi I conditions in the
stockpi Jes, three borings were dri lied at the sites during.
the period between May 31 and June 7, 1974. Three borings
were also dri lied along the slope adjacent· to the proposed
golf course during the period between August 15 and 17, and
October 23 and 27, 1974. These borings were numbered 23 to
28 as a contfnuation of the numbering system used ~reviously.
The borings were advanced using ~otary-wash dri I I
rigs. The field operations were conducted under the techni-
cal supervision of one of our engineers who sampled and classifie
DAIViES 8 IViOOAE
--
1.
- AL. -
the various materials encountered in the borings. Samples
in the borings were obtained using a Dames & Moore under
water sampler driven with e.ither a 140- or 300-pound hammer
fat ling 30 inches and a NX type core.barrel. The equipment
used to obtain soi I samples in the borin9s is depicted on
Exhibit A-1. The locations of the borings are shown on the
P I o t P I a n , P I ate 2 , l n t h e bod y o f t h i s r e p o r t . The . va r i o u s
conditions encountered during the dri I ling operations are
.shown on the Log of Borings, Plate A-lA thrbugh A~1M~~ The
logs of the previous borings bV others are presented ~n . '·· , ..
Plates A~lN and A-10.- The method of categorizing the
sol Is encountered is presented on Plate A-2,. Uni.fied Soi Is
Classification System.
LABORATORY TESTING
To study the engineering properties of the soi Is
encountered, strength, consolidation and moisture density
determtnati~ns ~ere perfor~ed on th_e soi I samples. The
description of the tests performed on th~ samples are con-
tained in the following paragraphs.
Strenath Tests • To study the strength properties
of the near-surface soi Is, unconfined and triaxial compression
tests were performed. Soi I samples were tested at natural
moisture conditions .. Triaxial c~mpression·tests were per
tdtmed in ~nconsdfidated-undrained and consolidated-undrained ' ~-
modes. The method of- performing these tests is described on
Exhibit A-2 and the results are I isted below:
[ll)~MIES 8 MCC>CC>!Rl!E
I I I I I I I
, I
I II
I I I I I I I I I
Boring No.
23
23
23
26
26
26
26
27
27
27
28
28
28
28
28
28
28
D-41
D-42
Depth (ft. )
16
27
46
40
40
44
44
40
42
48
6
8
22
22
26
32
32
29
33
- A3 --
Confining Pressure ( I bs. I sg. ft.)
0
0
0
0
300
0
500
300
0
500'
0
0
0
500
0
0
750
2850
3060
*TX/UU- Unconsolidated Undrained Triaxial Test TX/CU- Consolidated Undrained Triaxial Test
Peak Compressive Stress ( lbs./sg. ft.)
5260
9380
3500
775
1000 TX/ULJ
770
2000 TX/UU
500 TX/UU
200
600 TX/UU
390'
100
200
290
200
200
400
3125
1480
TX/UU
TX/UU
TX/CU
TX/CU
~onsol]dation Test- One consolidation test was
performed on a sample of the compressible material from
Boring 24 at a depth of 30.5 feet. The method of performing
this test fs described on Exhibit A-3. A plotted curve
representing the consolidation test data is presented on
PI ate A-3\ Con so I i dati on Test Data.
DAMES 8 MOORE
I I I I I I I I I I I I I I I I I I I
- A4 -
Moisture -Density Determinations -Moisture-
density tests were made on most of the sample~ to correlate.
the vertical and horizontal variations and engineering
characteristits of the subsoi Is. The results of these tests
are presented on the Log of Borings.
- oOo -
The following Exhibits and Plates ~reattached and
complete thfs Appendix.
Exhibit A-1
Exhibit A-2
Exhibit A-3
Plate A-lA.
Plate A-18
Plate A"-IC
Plate A-ID
Plate A-IE
Plate A-IF
Plate A-IG
Plate A-IH
PI ate A-I I
PI ate A-lJ
Plate A-1K
PI ate A--fL;
Plate A"'lM
Plate A-1N
Plate A-10
PI ate A-2'
Plate A-3
Dames & Moore Sol I Sampler, Type U
Method of Performing Unconfined Compression and Triaxial Compression Tests
Method of Performing Consolidation Tests
Log of Borings, Boring A
Log of Borings, Boring B
Log of Borings, Boring C
Log of Borings, Boring 20
Log of Borings, Boring 21.
Log of Borings, Boring 23
Log of Borings, Boring 24
Log of Borings, Boring 25
Log of Borings, Boring 26
Log of Borings~ Boring~;27 . I '\,
Log of Borings, Boring 28
Log of Borings, Boring D-41
Log of Borings, Boring D-42
Log of Borings, Boripgs 17 and 18
Log of Borings, Borings 19 and 22
Unified Soil Classification System
Consolidation Test Data
rl:DAilWIE:S 8 M<Il><:tlHR215
8 XION3dd\f
I I I I I I I I I
. I
I I I I I I I I I
-
J
T
]
SUt4MARY OF SETTLD4ENT OBSERVATIONS
EAST BANK DEVELOPMENT AND GOLF COURSE
MOANALUA, OAHU, HAWAII
~R
1NTERNATIONAL DEVELOPMENT COMPANY
:',
,.·
·.';w,
DAMES & MOORE NO. 4427-016-11
..
··.,-
r ll {I
-ll
fl il ll II II II ~!I
I
I tl rl l
Jl l
II ,. ,. ,I . II
... ::::..; .. ~~----------··--''·-·~-> .. ~- .. ----· "·'··-··'-'····-•<-••. "'' '··-···-~--·"-:"·'""'-~-··-······-·--·-"-'""'' ... ··- •>+•·-------------~---·--------- -·--·-·-- - . --------------------------
.. /~~~'-.. -'.· ~-"};:\ -~>..-~
J:r<:\/ZY~,~~:~'i= .-<0 · ~~rn~~ .!3= • ........ ~.l\_ ... ,:;,.-::] ~--~ ~ ....... -· --- ~ ~ --
.:..-::....:..".-a ~.-:: "' v-;: ... :, oC
c ... :=-.;.;.·.> -~!..;~:"-\..~~='
::'~~.-.::_.;.. 5t.•,'; L ....... F.: -::•'1" .. .:"''~~.:.:.;..·.·..; -:.:.·~ io'P.A~ • .:::~ ... I.-:0
.-..,._,;;. --:..._ .'S 2 ATT1,.!..
-:0~ a.~ .. :;,::_!:;» :: ·.,;r;u-aa.c."':'i.
f·.:...:.T- ·s.:::ENC£? CON5U_LiiN<:i ENG!Nf::t.RS IN THE APPI..I£0 E.:.:,-:- ... s_:::t.~. ;~S ~o~~:.'j ..... r~ .. -::. • .~o·.=- :~-J~.;.:'!', ....... sT';..;A"wlA
... ~':;=l>·:>. :;,.::_.a..:-. -: -r;.- •1··~N.•;•_...,:;,.
':'-:;":& :;,;~.,.--;;_ c ;.•, .:..~.:.,
2875 S.OUTH KING STREET· HONOLULU. HAW,!,II 95'3.l"'- • ;908) 946c:4SS CABLE: OAME:M0RE . . -:·ELE:k: 63-4100
. .
Sunn, Lmv, Tom & Hara, · Inc. 195 South King Street· Honolulu,· Hawaii 96813
Atte:ntion: · l-ir. James S. Hara
Gentlemen:
Letter No. 160
September 4, 1970
Summary of Settlement Obs~rvations East Bank Development and Golf Course. Moanalua, Oahu, .Ha"t-Taii for . International· Development Company ---
This letter will serve to sUrtttnarize our latest settlement observations for the East Bank development and Golf Course. The specific areas of our latest obs~rva- · tions include Unit 6A~. Unit 7, the Recreational area, and. the Elementary School site located along l>ase line c. Also includeQ. are the Golf Course parking and· clubhouse areas· located near the northern end of the_East :aank Development.
A summary of settlement data follm-Ts the l>ody of this letter. The locations of the settlement gages in the East Bank area (along base line C) are shm·m on. the attached Plate 1 •. Plate 2 illustrates the location of the settlement gages in the Golf Course parking area and in the Clubhouse area. The aetailed records of several representative gages in the above areas were presented in our letters no. 154 and 155, dated December 2, 1969. These records are Updated on the attached Plates 3A.through 9B. ·
In our letter no. 154, · 't·Te acknmvledged the comple-' tion of consolidation in the Unit 6 area. Based on the results of settlement data received since last December and our field inspection of the· fill, we believe that consolid.ation is .nm·1 essentially. completed in the remaining areas located along base iine c. These areas include Unit 6A, Unit 7, the Rec-reat~onal area and the Elementary School site. Since
0
I I I fl· [I II II tl rl II I ---
:1 ;I I
,.-[1 ... ,. II ,. ,. ,. I
. --·-- ..... "'''•·····--·------:. . -··. .. ·--- . ····--· _. _____ .. ----------···-···--·-- ':"" h-----------· ------. __ ,_ -~-- ---------------- - .. ,, -- -- -·- -- ··-·. --- --------~--. -······--·--;-- ---------- ----------- -.- -----·-·
lf)~A_,r'fj .ES 8 MOORE
sunn, Low, Torn & - Hara, Inc. September 4, 1970 - page 2 -
conso;Lidation is complete in these ·areas, \<Te recommend that settlement readings be· discontinued for gages 102 through .-126.
Based on our field observations of thefill in the parking area, we be]..ieve ·that existing gages 131 through 137 do not reveal the full extent of consolidation taking place in the central and western portions of the parking area. · In order to improve this data, we have installed an additional gage as·recommended in ourletter no. 159. The additional gage is numbered 147, and its location is shown on the attached Plate 2 •. This gage should be monitored by your surveyo~s in conjunction with the other Golf Course gages .•
The settlement records of gages 139. through 144 in the Clubhouse area indicate continued con~olidation at a reduced rate. We reCOnt!Jlend that readins:::; from these gages
·be continued at one month intervals.
Please contact us if you have any.questions regard:_· ing the contents of this letter. . - - ·
Yours very truly, ·
. DAMES & MOORB
~~ c, o{~ David c. Liu
OCt. liAS RJW jms -. -~ •.
~
. Attachments.
cc: International Development Company ·
._ .. -
·D
-1-- ---------------f -
II II ll II fl II ll II ll tl"• II LI-LI II tl· fl rl fl
Settlement Gage Number
102
105
106
. 108
109
110
1 1 1
112
114
115
116
117
11-8
119
121
122
123 r 124
126
SW~MARY OF SETTLH{ENT DATA
Total Settlement as of 8/12/70
Cinches)
6.7
45. 1
.24 .5 .
5.7
13.5
9.!'8.
24.0
31 • 1
15.6
25.9
10.8
15.4
1.2
19.2
3. 1
.o .4
18.5
14.0
1 4. 1 ·.
Recommended Interval of Readings as of 8/12/70
Terminate
Terminate
Terminate
Terminate
Terminate
Terminate
location
Unit 6A
un·i -t 6A
Untt 6A
Elementary Sc"ool
Elementary School
El~~entary School
Ter'm i nate. E I ementary School
Terminate -E I ementa_ry Schoo I
Terminate Elementary Schoo·l
terminate Elementary School
Terminate Elementary Schbol
Terminate Ele~entary S~h6ol
Terminat~ Recreational Area
. Terminate Elementary~ School
Terminate Unit 7
Terminat-e E I ementa ry Schoo I
Termi~ate -Unit 7
.Tetminate Unit 7
Terminate Unit 7
I I I I .I
'j l ],
I I
...
1_.··
I .. · ' '
I-I I
I -
il
r
·, !, .
··f
APPROXIMATE LIMIT OF FILL (PHASE I)
8119 RECREATIONAL
AREA
I I
1\-• . I -\
I -I /- _______ -~., ~MENTAaY 1....., ..--~ . · CHOOL
. - -- - SITE
\ . - .. · -
- - ' \. . . ·. . . 0 Jll}
v--v....:.-""'\ - Tt· ' ... ~\ \ \ \
.. ,. --.. E; \..'"~~ . -
-~.. ~~_..;;Jf{lL .. _ _ .. -. ·,
··-
. ~;.
0
-r--
I ·'-:z:.Hfr\ ~-/
\ ::S\
l -
-~--------~ ~ \ - - ~ I - .)JNIT-i~ \ . _.... \IT 6A ~J--:_...-\
- CONSERVAT~ BOUNDARY
- \
.OF· ·FILL
1:'
'.::·· '• ~ ·.
·• ( -·
-.
.. ' . , .::. ;~. . . r-. i· ·. __ , __ · _..
LOCATION OF SETTLEME.NT. GAG-ES EAST BANK DEVELOPMENT -
(UNDER •PRESENT OBSERVATION )
FEET· 100 0 100. 200 b:J ti li II rl p, f
•
"!· ·--· ... ·.·
'
.. ,_
-~;.
• 1 ..
I
LEGEND•
0 LOCATION OF SETTLEMENT GAGES a GAGE NUMBERS
DAMES 8 MOOAI3
PLATE
•
I I I I.
I I I I I I I I I
- u8u X I ON3dd\f- _·. I I I I I
~ ··~······ --·-··--- ..... - ... ".- ' --· -· •·· •'''• ·•••"•'"'" ,,,,,.,, "'•···--•·•·-··•·-,·~ •' ·•· ••••• •·· ,•··· ,• ,,,...,, .. ,..,,,"'~'''''''"--••••••'''''' .,.,,. ·•·• • ' ' ........... -- ..... - .... ---··· I .
LETTER NO. I 89 FINAL REPORT · ENGINEERING SERVICES PROPOSED UNIT 7 MOANALUA, OAHU, HAWAII FOR suN N , LOw ' T 0 M & H A RA I . • I N c • .
-;.~.
I I I I I I I I I I I I I I I I I I I
ANCHORAGE HOUSTON
ATLANTA LOS ANGELES
BETHESDA NEW ORLEANS
BILLINGS NEW YORK
BOCA RATON PHOENIX
BOSTON PORTLAND
CHICAGO SALT LAKE CITY
CINCINNATI SAN FRANCISCO
CRANFORD SANTA BARBARA
DENVER SEATTLE
FAIRBANKS sYRACUSE
HONOLULU WASHINGTON, 0. C.
~ ~
[Q)~~[g@@, ~@@~~
CONSULTANTS IN THE ENVIRONMENTAL AND APPLIED EARTH SCIENCES
BEIRUT MELBOURNE
·CALGARY PERTH
.JAKARTA SI.NGAPORE
JOHANNESBURG SYDNEY
LAGOS TEHRAN
LON.CON TOKYO
MADRID TORONTO
VANCOUVE~, B, C.
WHITE PLAINS
2875 SOUTH KING STREET HONOLULU .. HAWAII 96814 · (SOB) 946-1455
cAsLE: oAMEMoRE December 19 , f§7,x: s3-4io6
Sunn, Low, Tom & Hara, Inc. 190 South King ~treet, Suite 600 ~oriolulu, Ha~ait 96813
Attention: Mr. James S. Hara
Gentlemen:
Letter No. 189 .Final Report Engineering Services Proposed Unit 7 Moanalua, Oahu, Hawaii
This Jetter summarizes the qctivittes and observations of our engineers during the rough grading at proposed Unit 7, Lakeside Developm~nt, Moanalua, Oahu, Hawaii. The appro~imate site location is shown on the Map of Area, Plate 1 and a more detat led description of proposed Unit 7 is shown on ~he Plot Plah~ Plate 2.
EARTHWORK
Prior to placing .fi II within this unit; the contractor excavated alI of Stockpiles B, D and two smal I stockpiles of red soi I and cinder, west of Ala Napun~ni Street, to the original ground surface, and removed any organic and deleterious materials encountered. However, the eastern portion of Wong's Sfockpi le within the proposed unit was not excavated. Where natural slopes existed, the 6ontractor cut benches into the slopes to key the fil 1.
The ~ajority of the fi II consisted of brown and gray tuff fragments which ~enerally ranged from boulder to si lt~size patttcles. However, the majority of the fra~~ents were larger than 3/4 of an inch in size~ Brown sandy silt and vo·lcanic cinder were alsO encbuntere~ in the stockpiles and borro~ area e~cavations, and these m~terials were also used as fi I 1.
I I I I I I I I I I I I I I I I I I I
WL%~ rn$ @ ~©©IR! IE
Sunn, Low, Tom & Hara, Inc. December 19, 1975 Page two
The· f i I Is were genera II y constructed in accordance with fhe City and County of Honolulu, Department of Public Works Standard Spetification dated November, 1968.
The contractor usually placed fi I I in approximately 18-inch I ifts and compacted the fi I I to 90 perceht of the maximum density as determined by ASTM Test D-1557, · Method "D". However, in Fi II An~a B, between Baseline B, Stattons 13+00 and 16+00, the contractor increased his I ift thickness t6 three feet as allowed In the City and County Sta~dard Specificattons, since the fl I I material was composed of approximately 25 percent tuff fragments gre~ter than 6 inthes In size. Although th1s mat~rial was fairly rocky, the cdntractor made an effort to mix finer material into the fi I I to avoid creating voids bet~een the larger fragmen+s. The fi I I was compacted using a self•propel led sheepfoot compattor'(Caterpi I lar 834), Which has a net weight of approximately 76,000 pounds.
The qual lty of the compacted fi I I was visually evalu~ted by our field engineers. The thickness, gradatjon, moisture cb~tent and amount of compactive effort performed on each fi II I itt were considered in judging the fi II quality. Where possible, sand replacement-type field density tests were performed in the fi I I material to supplement our visual evaluation. A summary of the test res~lts performed are attached, and the test locations are shown on Plates 3A to 3C. 1he density tests p~rformed tn the South Fi I I Area during the initial grading in 1967, are also included.
If ls o~r opioion that the majority of the til I has been compacted in accordance with the specifications governing the project. In the fi I I area on Baseline B between Station 13+00 and 16+00 where I ifts of three feet were placed, we anticipate that some of the lower sections
·of the ti II I ifts may be less dense. than specified. We .. anticipate that structures constructed in this area may have a greater settlement potential than the structures in the surrounding area. There is also a 9reater settlement potential fn the area of Wong's Stockpile since the uncom-. pact~d sol I was not removed prlor to fi I ling.
In .his rush to complete the project, the contractor placed approximately 1 to li feet ot"material in the area bouhded by Stations 8+00 to 9+00 on B~sel ine A and Stations 10+00 and 11+00 on Baseline B. This ar~a w~s
I I I I I I I I I I I I I I I I I I I
[ID~~[e$ $ ~@@[R]!E .•
Sunn, Low, Tom & Hara, Inc. December 19, 1975 Page three
r o I I e d w i t h a w ate r t r u .c k ; how ev e r , "'' e do not f e e I. t h a t t h e compaction of this area was adequate. It should be reco~pacted during the fine gradfng operatiori. The location is shown on Plate 3C.
The contractor did not tomplete excavating the hi I I adjacent to the roadway entrance to Moanalua Highway. Most of the rock has been shattered by blasting and it has been left ih place. We anticipate that large boUlders wi I I be enountered within this hi I I. There are also a large amount of boulders (three to seven feet in size) around Fill Area "B" which have not been broken. These boyld~~s wl I I have to be broken before use as fi II.
It is our understanding that the new grading plan wit I show the .slope along the proposed golf course gr~ded to elevation 20 as discussed in our Letter No. 177. We understand th~t this area wi I I now be used for a school and park site and no bui !dings would be constructed along the slope. OOr progress reports during the construction of Unit 7 are attached. ·
SPECIAL CONSIDERATIONS
An eight-inch water! ine was constructed ~n the west end of Fi I I Area D (see Plate 3A). The latest grading plan indicates that the waterline easement runs through a proposed lot. We anticipate that potentially large settlements may occur to any structure constructed over the backfi I led waterline, since t~e trench was backfi I led in accordance with the Water Supply standards, which allow compaction by water flooding. After "flooding" the backf iII in the trench, the surface 12 inches of the backfill was compacted by· haul trucks running over the trench. Presently, the surface layer is fairly wei I compacted. However, the backfj I I below the compatted layer is expected to be loose. We therefore, recommend that thiS condition be brought to the attention of the lot purchaser and corrected prior to any construction.
I I . I I I I I I I I I I I I I .I I I I
!DM~:.~I:E$ $ ~©©~Ee
Sunn, Low, Tom & Hara, Inc . December I 9, 197 5 Page four
RECOMMENDED FUTURE WOR~
We recommand that the finish grading b~ observed . .
by~ sol Is engineer to assure that ~ny ad4itional fil Is and the utility line backfills are properly compacted. Also, Unit 7 should be eValuated priot to additional grading to determine that no adverse affects ha~e occurred which might a 1ter the recommendations presented both t n our so i Is report and this letter. ·
- oOo -
Tht~ report completes our work at this site. We wt II be plea~ed to observe the finished g~ading operations when it Is conducted. If there ~re any quest.ions concerning this letter, please feel free to contact us.
Yours very +ruly~
Howard Schirmer, HAS:MAY:cfa (Two copie~ submitted) cc: I nternat i ona I Deve I opment Co., Inc.
Attachments: Plate 1 Plate 2 Summary of Plate 3A :
M~p of Area Plot Plan
Density Tests Density Test Density Test Density Test
Location Map, Fi II Area "D" Location Map, South Fi I I Area Location Map, Fi I I Area "B"
Plate 36 Plate 3C Progress Letters:
177 179 181 184
Proposed Unit 1 Progress Report Progress Report Progress Report
.-.. '.
Slope 11 I 1 3/7 4 . 2/11 /7 5 4/16/75 6/26/75
..
ONNER I n-1-ernationa I Dev.C JOEl. NO. 4427-0 I 4 Q
SU~ARY OF Fl ELD DENSITY TESTS -:·.··.
JOB ENGR. BMS PAGE . r OF 2 ... t.
,.
~t tfEST -~ MAX. ..... TEST •· Re'MRKS DATE . TEST LOCATION ELEV. 0::: • >.-·
, .• , .NO. FT. CoMP. DRY =~~ DRY -~ _ ..... I
>-- I
OENSITY -en~ DENSITY :::E:a:::cn ..
1967 REQ'D ~-- ~or5 -·-·-·-· 11 See PI ate · 38" P.C.F. ~ P.C.F. 0
} .. · -
•' .56 7-27 See II 17.5 90 113 20.3 105.0 93
.. 144 !0-30 See I 33.5 90 123.5 19. I II I. 5 9 I II - . .. .. .......__
145 10-30 See . :it .. 28. 5 . 90 123.5 21.4 11 0. 0 90
146 !0-30 See .II 33.5 90 123.5 16.7 I I 3. 0 92 -
151 Il-l See · .. II 22.0 90 123.5 20.0 Ill .0 91
152 I 1-1 See· . 1 ,11
23.0 90 12~.5 24.4 I I J • 0 90 ..
153 I I -2 .. See II .
26.0 90 123.5 22.5 I 12.0 91 - . .•
[57 I 1-6 See · i II
r .• 31 • 0 90 107.0 I 9 • 5 97.3 9 I .-
158 l I -6 See II
48.0 90 107.0 17.4 98.5 92 -
[59 11-6 I s . 48.0 90 107.0 17~3 96.5 90 ee . 1 11 • , .. ..
[63 11-8 See "
i 49. 0. 90 107.0 17.4 98.0 92 . ·- -..
164 11-8 See . ! 49.0 90 107.0 19.0 98.0 91 ,, 1. 65 I 1-8 See II . : 49.0 90 107.0 16.3 99.0 92
..
169 Il-l 0 See . 1 II i . 50.0 90 107.0 19.3 100.0 94
t70 Il-l 0 See · II 49.0 90 107.0 'I 8. 2 100.0 94 -
J 71 Il-l 0 See . .. . 33.0 90 )07.0 2o·. 2 98.5 92
{'75 11-13 See II 34.0 90 107.0 18.9 99.0 93 ...
176 I I -13 See II . 50.0 90 107.0 19.5 99.0 93
177 I 1-1 3 See ·II 51 • 0 90 107.0 16.0 99.0 93 . --- ..
·-
182 11-17 See II . 51 . 0 90 107.0 19.6 99.5 93
183 ll-,.f7 See . ·II 52.0 90 107.0 18.2 98.0 92
T87 I 1-28 See . II . 34.0 90 107.0 21.5 99.0 .· 93 ·.'4-".
188 I 1-28 See II. 38.0 90 107.0 22.6 98.8 92
189 11-28 See " 33.0 90 107.0 21.4 99.0 93
190 11-29 See . . II . . 21 . 0 90 107.0 21 . 4 99 0 93
193 I 1-30 See . . 11 • • ... 22.0 90 107.0 20.4 99.5 93 . ..... , ..
194 11-30 See . ·'II 38.0 90 107.0 24.4 98.5 92 - ---·-··-----·-··----------••·-·---·-·-••-··---~•···-·-••·'"""'""'""-"--""r"'"~''''"'--···""•"'''-••••· .. --••••••••·---·•-••-••·-·--·••·-••·•••;•····•.-·-- •••••.··'~--~·--·••••··~···----··~-~-•-•·-~·•••·-~--'-----··~----·-
o .. INER ln~ernational Dev. @~ij. NO. SUt+1ARY OF FIELD DENSITY TESTS ..
JOB ENGR. PAG~ . 2
. OF 2 .. ,.
MAX. w TEST .. ·; .. ..
~'!fEST DATE TEST LOCATION ELEV. % ~ • >- REMARKS DRY -I::> DRY ~ 1-
'·'·NO. FT. COMP. _.....,., >-- .. DENSITY -(f)'*. DENSITY ~0:::(()
REQ'D. t...- '\!R.ors ,.
~ P.C.F. ' 1967 " See P I ate 38 ''
P.C.F. 0 ·; ..
198 12-2 See " 27.0 90 ' 107.0 20.5 98.0 92 -·
199 12-5 See 39.0 90 107.0 23.6 98.0 92 I
" 0' ·- .I 200 12-5 ' See 39.0 90 107.0 23.8 99.0 93 " i
. 201 12-5 See . i 28.0 90 I 07.0 .. 20 .. 4 99.0 93 I
" I
I I ·- ·-· ..
..
.. . . . ..
. ·
.. ..
. .. . .. . -
- .. . .
..
-' .. . .
. ..
-:0 ~.
-· -- -
'
'· .. ---·····--- -------· ----- ···-·· -------·-------~~----
· ~U~f.·l/\RY Of '
DD~31TY TESTS Joo No. 4427-0to . 1.-~~m~-~~~=--~.~:-~~. I tOiff~OL Of · C0:-.1Pi\CTED fill ------I
Joo [NGR. M. YAMASAKI . Tab Je I PAC( I . or 5 ' f(Sl 0.\T£: TrsT ~LtV. ~ MAX w .. TF.ST )..,
I NO. LocAl. ION . COMP. OffY a:: DRY X. "t-rT. J ':;) < >- - RD-i.ARKS
i REQ 1 0 DENSilY ...:. t- "\)~ OENS(TY ::-.: 0: 1/)
- 1/) 6 z I
I •974 p.c.r. ... - P.c.r. 'R. w -UNIT 7 0 0 ., .
•
I 7-22 SouTH CoRNER •3-5 90 to6 29.4 85 Bo REROI,.LE:o .
I -..
2 " " •3.0 " tOO 19.0 93 93 OK
·~ " .II •3-5 " . I o6. 23.4 97 92 OK
7-23 it t4.o . " 99 22.4 98 . 98 OK . . -
15 ...
II It 1.3.5 " 110 •5.8 t05-' 96 OK
6 7-24 " 12 " i"t 23.0 II' " · .. tr
l7 " " t4.5 II II 17.8 ·- 99 90 "
18 II " -13 ,., II 22.8 96 fJy 11. .
. ..
9 " " 12 II " 25-7 89 8, WET, REROLLED
l•o " II II " ,, r4.6 102 92 OK
. -· . rr II . II
.. II II r6.o n· .1'' ···. . ... ~ I I I 100
" II . •3 II • II •7. 7 tOO 9t " r2 .
l•J. 7-25 II 12.5 II II ~4.0 "86 8, REROLLED --· -
r4 n· It " " to6 3t."t 9• 85 tr
1,5 . II tr " " 110 21 .6 . ro8 98 RETEsT FOR
#t3
1'6 7~26 .If •5. " 113 •7 .o ro4 92 OK'
•7 t. " " •3-5 " 110 2t .o 99 9q " f,a. . .
" " •5·5 II 113 •7-3 107 95 rr·
. it "98 94 . 96 1'9 7--29 t5 II 3t • I n
" " t5-5 ,,
113 II .4 ·o4 92 " _20
.I t:: 1 1~30 " t6 90 98 26.7 90 92 OK
..
" II t5.-5 II I 13 I 0.6 t09 96 II
... -124 " '' t5 If 98. 32.0 86- 89 "
..
25 7~31 " II " 113 1(.4 113 100 II
I . ..
:>tiT lt.~l~ JOU NUo lJlJ27-0ib 1---~=~~N _1_ ~~: ... :~...:_-"-·~-PACTED FILL PAC( 2 or 5
I Joo [NCR.. M. YAMASAKI.
~UV.·•IJ\RY Of DEN
I TEST . 0Al( TrsT ~LEV.
"' M~X ..
"" TEST >-
''-No. LoCATION FT. . COMP. ORY n: ORY x 1-.... ::> < >-- REr-1ARKS
REQ 1 D DENSIT y .... 1- \{' .. OENSrTY ::t:" n: (f)
•. .. ; . - II) O:Z: .
.. I ,. . t974 UNIT 7 P.c.r. L. - · P.c.r. "\:R w
~ 0 ..
7-3• SOUTH CORNER I 4~5 90 tt3 20.4 tOO 89 OK 2o . -1~7 II " " II 98 29.4 93 95 "
...
28 " " •3 " II 3· 12.4 113 100 " .· .
·. 129 -
8-t ·. '·' ,, 16.5: t04 . •
II •7 92 " .
130. " II ,6 " .n ao.6: t09. 96 "
3• II BASELINE "B11 54 " 98 28.9 95 97 "
132' !
...
8-2. .. " 55 " 113 •7-9 I I I 98 " -
•:: " SOUTH CORNER .,8 " II •9-9 ro6 . 94 . ,, -I
- . ,, " r7 " 98 2~L7 93 95 II
..
135 8-5 BASELINE "B11 II ,,. 30.0 93 " " 36 . -." it .
52 . " " 3• -3 94 96 " - . .. ~ 137 ..
.. - -·-
8-6 SouTH CoRNER . ,8 '·' . ,, 12 .. 1 99 tOO " .
138: " " It " tt3 •7-5 io8 95 " -
f9 " " " " · r25 II .6 t20 96 " . · 4o 8-7 BASEL! NE "B'' 53 II
. 98 24.4 98 rOO "
14' " SouTH CoRNER ,8. n· " •9-5 96 98 " -·-· ...
. 42 8-8 BASELINE "B" . 54 " t25 t6.4 t20 96 "
1"43 . . ..
" SOUTH CORNER 20 " 113 9-3 Ill 98 "
::- f4 . ·it " , o.6 114 II " " rOO It
··- -·
45 8-t2 BASELINE "B" 55 " n •7-3 .. 6 100 " . -·
..
1_46 . 8-t4 SoUTH CoRNE.R 20 ,, 98 20.7 92 93 "
47 II " 21 " 113 t.4.8 to8 96 It
148 ·" II ,, .II " &3.2 t04 92 " .
149. 8-22 II 20 ,, II •5-2 I t4 100 II
... -50 . 8-26 ,, 21 " 98 22.7 92 94 IJ
.
I - .. --
I · $U:..NARY OF. m:r~s I TY TESTS JoD No·· 4427-01 6 ~-~'1f'::_ __ l NT. DE~v_.~~·---,.~
I ··CONTROL OF . CO:.-IP,KTED nLL . PAGE: 3 .. or Jou.(NGR. M. YAMASAKI . 5 -rrst OATt TrsT ~Ltv. ~ MAX &J Tf.ST )-
_ No. Loc1.T a ON cof..tP. ORY 0: DRY X .... rT. -' J <>-- R(fi.ARKS
REQ'o DENSITY -' t- ~"'.. DEN?PY L o: II)
- II) 0 z
I 1974 P.c.r. I.. - P.c.r. ~ w .. UNIT 7 ~-
0
• )I 8-28 .. SouTH CoRNER 22 90 to6 t9.2 . 98 ' 92 OK
(52 -
II " " " . II •7.3 9• 86 . REROLLED
--
153 8-29 BASELINE "B" 55 " t25 . s4.o t26 tOO OK ...
54 f .. 9-5 SOUTH CORN~R 22 : " 113 t3.(> II 0. 97 " .
155_·-~- J-10 · BASELINE "B11 57 rr. t25 t2.2 t25 tOO n
56 9-11 SOUTH. CORNER 22 " to6 t4.8 t04 98 RETEST FOR 52
157 ···- -
9-•3 rr· II "· 113 t4.6 t09 96 OK -
1-58 9-r4 " " " ro6 t7.2 99 93 " . .. -·-- -
59 9-t6 BASELINE "B11 6o " " 23.7 - to6 rOO n·
( 6o -- .
II SouTH CoRNE~ 26 " t25 t2.4 118 94 " ... .
• 6. , o6 94 9..:•7 " . .- -· " . ~' 22.1 99 " .
" BASEL I NE "B" · 62 " . 125 t4.9 119 95 " . 62 . (63 If tl. " " t.o8 . •7 .6 ·, o6 98 I If
.
I 64 9-23 SOUTH CORNER 26 " If 20.2, ro8 tOO " . ..
65 " If " " " . 2t .4 1 Ot 92 " ' .
1 66 ··9-24 BASELINE "B" 64 " " r8.8 I Ot " - " .
67 II SouTH CoRNER 27 " to6 t7. I 92 87 REROLLED
1:68 tO-r " 3• 90 " . "27 .s 90 85 "
:- I 69 " .
" " " 24.6 97 9• OK 33 ..
t0-7 BASELINE "B" 67 " to8 II .4 95 88 REROLLED 70
I 71 " SOUTH CORNER 4o . ,., " 24.9 90 83 it
. -·
72 " " " ·II " 27.6 I Or 94 OK
I 73 " " . 33 II " 29-3 92 85 Rerolled
I 74- _ " ·rr 38 " ,,
27-5 86 8t " -r 75
t0-8 " 4o it 97 28 .• 92 95 OK
~UM··fARY Of. OEN51TY TESTS Joo No. 4427-0r6 '1--~~IU-[~-INT: DE~:~.:_:___: __ ...,.,__
I CONTROL Of co;-wr,CTED FILl.. -. PAGE: 4 Joo (NGR. M. YAMASAKI or 5
c r(sl· OAT( TrsT ~Ltv. tl MAX Tf.ST p w - > No. lOCATION rT. . cor-,p· DRY ~ DRY X ....
_I :;) < > - REf.1ARKS .R£Q 1 D ..:. .... \r: .. DENS rTY :i IY. VI
DENSITY - VI . 6 z
16 •974 UNIT 7 P.c.r. "- - P.C.r. '"~ w -0 0
10-8 SouTH CoRNER . 31 90 97 25-~ . 95 98 OK 7 -
'177 .:;.- - -
rt BASEL! NE "B" 67 " " 32.9 90 93 " ....
17_8 .
28.8 rr tO-tO SoutH CoRNER 32 " " 93 rr·
... . I
79. 10-JJ rr 39 ·. ,_, rr 29.7: " 92 " . -. ,• -
: 89 . 8o rr rr 4t " " " - .92 "
8t IO-t4 " . 32 " to6 23.9 tOO 94 rr
18?. 10-18 BASEL! NE "B'' 7• rr 97· 32.6 9• 93 " -183 I0--24 SOUTH CORNER . 42 " 106 a8.2 101 95 " -
-·- --
84 If rr rr " " 26.6 97 9t "
(85 -- --
. 10-25 " " " " 27.5 95 90 rr
186 " .
44 n 98 17 .4· 94 94 If 11"-5 . . ..... 87 11-6 BASELINE "B" a, " . lo6 • 6.3 94 . 89 " - .
-. ···-
188 II -1 I " 8o " n 24.6 .• 02 94 --
189 11-12 " rr rr 98 26.4 84 86 REROLLEO . 90 " " " " . • o6 21-5 I 02 96 0!:<
.. -- -..
19' 11-14 a,. n· " 19.8 97 91 If
" .. - ---
92 11-15 " 82 " " 22.2 103 97 II
,93 " " 83 " " 24.7 102 96 " -.
. 23.6 " ·194 11-25 ,-, ,-, rr rr 103 97
. -
<95 11-28 " " -rr " r9.0 99 94 rr
(96 12-5 SOUTH CoRNER 49 " r07 •9.8 102 96 " -
97 12-6 " 50 " 98 2'9.2 83 86 REROLLED
98 12 .. 9 BASELINE ''B" 92 " " 23.9 88 90 OK
199 86 - -26.~ 86 88 -
" ri " " REROLLED . -- '
100 . 12-1 ( SOUTH CORNER 51 " " 29.B 90 92
I OK
.. ---~ ~
.
I. .
$U:v'.:.t/\RY OF. DEN!>ITY TESTS Joo No. 4427-0t6 Owrn:n I NT. DEv. Co. . CONTROL Of C0~1PACTED FILL.
.. _ .. .., .... -_ .. ------·--·-~·~-. PAGE 5' or · 5 Joo [NGR. M. VAMASAKI
' EST . OAT( TrsT ELEV. ~ MAX ld TEST )-
LocATION rt. . 0:: DRY X ... No. CO.MP DRY .J ::> < )- - REI-1ARKS
.J 1-\3"'.. DENS(TY :L 0: Cl)
I REQ 1 D DENSITY - Cl) oz .
1974 UNIT 7 P.c.r. t...- P.c.r. 't;~ tJ ;
~ 0
.. I lOt' 12-10 BASELINE "B" 88 90 98 22.1 89 91 OK . -
OK 102 12-30 " 95 11 lo6 '9.1 tOO 94 .I . 1975
106 . 94·5 I
1103 1-2 . SoUTH CORNER 55 ·-90 25.1 : 90 OK . --
1o4 56 ~
1-27' SouTHEAST CoRNER II " 22 95 " "
1105 1-24 SouTHEAST fiLL " II " 21 101.5 95 " ..
106 1-23 SoUTHEAST . " II 11 27 91 8~ REROLLED
1107 -2,-13 SouTH Fl LL .60 ,,
" 16 95 90 OK . --
11o8 " FILL D 41 " 110 15 1o8 98 " 109 2-19 " " " 1o8 11 103 95 "
(no . - . . . ..
·fl SoUTH fl LL .., - 57 " 113 17 101 90 " ... .. ..
•::: 2-:20 " . 58 II• 1o6 21 100 94 " . .II " 59 II 113 13 ro4 92 " -1113 6o
. 94 .2-21 " II " 10 105 "
- . 114 3-4 f.l I,.L D 43 " " 17 103 91. "
l,,5 ·-
3-5 " 46 " 1o8 . 18 100 92 " . ..
l116 " n " " " 16 105 97 · . " ..
117 II " " II ,, 21 98 90 " - ... ..
(n8 3-6 • II 48 " II 23 109. 100 " .
111'9 3--7 " 50 II " 16 107 99 " II "· " " " 20 98 120 90 " ' ..
11121 - " II " " ·n 10 1o8 100 "
1122 3-10 " II " ri 16 101 . 92 rr . . • - - -123 " II " " " 14" 100 92 " .
-ll124 3-11 " '·' " 116 11 110 95 " ·.•
.. - -
I . . .. ,; 08 rso. 4427 -o16 la:m: .. R INT.DEV. Co. 1 suf.lr.\1\HY OF DENS 1 TY TE s rs
6 .. 0 f I M. YAMASAKI CONTROL OF COMPACTEG FILL PAGE JO:J OiGR.
' . ':';.;· ~·::
Jg: DATE TEST ELEV % r-ir,x. w TEST >-a: . ·-LOCATION FT .. conP. DRY J::) DRY X . ..._ RE!-1ARKS Jr- <>-tn
REQ'D DENSITY - V) l:"'- OENS iT't ~CY-Z .. LJ.· - ow
I 1975 P.C.F. o· ?.C. F. 't:t 0 -
~ ..... _
116 12. 110 95 OK 125 3-11 .FILL D 50 90
1126 3-12 " 52 " '103. 23 103 tl II
..
fl127 " " II " . ~~ 20 96 89 REROLLED
" " " " " " 100 92 OK 128 ·-
1129 it " " " tl 14 . loS 100 " ..
•::; J-13 .,
" tl • tl 16 1o4. 96 "
" ·tr " " " " 98 91 If.
ll132 u· " " rr " 19 101 93
,., .
..
ra:: " " " " " 10 104 96 II
. 3-14. " 53 " II 14 107 99 It
ll35 J-17 " II " 98 25 93 95" n .
rt36 rr II " rr 1o3 21 109 100 " ..
.. .
rr 11 rr rr " 17 1o4 96 ·If -37
~38 . 3-19 rr " " " 25 101 94 II
..
139 ·rr " t_r II " 21 100 92 tr
14o rr rr 54 " " 19 . 1.09 100 .it .
~41 rr " " " " 15 _.· 105 97 . rr·
-142 3-20 " " " rr 20 1o4 96 ir
- .--
I 143 " " " " 98 18 93 95 II
..
.
~44 " ·11 " " 11 ~ 15 .. 109 97 " J
. 145 " " " ··rr 103 16 loS 100 "
"]46 -- .
3-21 " 56 . tr rr 18 I 103 96 " -
~47 it " rr " rr 13 103 96 "
148 " 57 " " 22 97 90 " 3-23 ____ ....:-k-,..
I
..
1149 1 " " " " tr 20 103 95 " ~-,-. -. ·:I r --! . ..
-~·-·-····-----~~ ~----- ---- ·-----------~-- --~ ··---- --------------···-· -· .. -·- ·····--· --·- ·----- ---- . -. --·-----·-·-···-· . ----- ------~---.----------------:....._.., _________________ ,. ___ ;. __________ -- --. ---
,.
J 0 B t-J 0 . 4427 -J16 D\'niER INT. DEV. Co I :J·~~W.!t~RY OF DENSITY TESTS CONJROL OF COMPACTED FILL PAGE 7 of ~08 ENGR. M. YAMASAKI
lEST DATE TEST ELEV % r.t"x. w TEST >-c:: . t-. NO. LOCATION FT . . COMP. DRY· .J:::> DRY X - REr·1ARKS .Jr- ~>-(/)
REQ'D DENSITY - cin::>. DENS I T'r ::::c::z LL._ ow
I P.C.F. o P.C.F. "Q, 0 ..
1°7.- z.: ··. / J
150 3-23 fiLL D 57 90 1o3 16 110 100 OK
1151 3-25· rr· " " " " . 106 98 .. , ---
-- --II " " " " 17 98 91 " 1152'
-- ----. ,. - ·-
" " 19 102 95 " 153 3-2o - ·n 59
1154 " . " " " " 17 1o4 97 " ·3-28 " " " " 19 101 - 93 " 1155_ --
156 If ., " " " " 20 100 . 92 "
I -- ·-·
I I
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.... ,
011NER Inter. Development Co. Joa. No. 4427-016 SUMMARY OF FIELD DENSITY TESTS -·
JOB ENGR. Mike.Yamasaki PAGE . OF . ·- ... . ,,'
:,,,~EST DATE TEST LOCATION % MAX. w TEST ... ·· ELEV. ~ . >- REMARKS DRY ...1:;:::> DRY ~- .....
:: ·NO. FT. COMP. ...Jt-;"tR >-- ..
1975 REQ'D DENSITY -en DENSITY. ~.~(f) ...__ '\!R.ors P.C.F. 0 P.C.F. ~ 0
157 4-4 Fi II D 60 90 108 2J.O 107 99 - ..
. 158 4-4 Fi II D 60 90 110 17.9 102 93 ·-
159 4-7 Fi II D 62 90 110 22~2 106 97 I
··160 4-7 Fi I I D 62 90 110 21. I 99 90
161 4-7 Fi II D 62 90 110 22.6 103 94
162 4-7 Fi II D 62 90 110 15.2 108 98
163 4-7 Fi II D 62 90 110 15.7 108 99 .. . ..
.. .
194' 4-7 Fl I I D 62 90 110 20.8. 101 92 ..
- .. .1--·--·-
165 4-9 Fill D 62' 90 110 19.7 102 93
166 4-9 Fi II D 64 90 108 18.0 95 88 Reroll ed
167 4-9 Fi II D 64 90 108 .19.4 96 89 Rerolled
·,. 168 4-10 FilL D. 64 90 108 20.9 96 89 Rero II ed I See. tes.t# 16_c
169 4-10 Fil I D 64 90 108 18.1 106 98
170 4~10 Fi II D 64 90 108 20.0 101 94 ..
171 4-11 Fil I D 65 90 108 23.1 100 ' 92
172 4-11 Fi II D 65 90 124 12.5 112 90
173 4-11 Fi II D 65 90 124 II. 5 121 98
174 4-11 Fi II D 65 90 124 II .8 116 94 -·
.175 4-11 Fi II D 65 90 124 9.2 122 99
176 4-11 Fi II D 65 90 124 9.9 115 93 ..
177 4-14 Fi II D 65 90 124 9.0 117 95
178 4-16 Fil I D 65 90 124 10.5 118 96
179 4-16 Fi I I D 66 90 124 10.4 121 98 .. _ ·-
180 4-18 Fi U D 66 90 115 14.5 113 98
181 4-18 Fi II D 66 90 115 13.6 108 94 .. -. - .
lA? 4-IFl Fi II D 66 90 115 16.4 115 100
183 4-21 Fi I I D 67 90 124 I 0. I i 15 93 . ,. ...... en••
(MNER Inter. Development Co Joa. No. 4427-016 . SUMMARY OF FIELD DENSITY TESTS
JOB ENGR. t~i ke Yamasaki PAG; OF
TEST LOCATION % MAX. w TEST-----~'~EST DATE ELEV. 0:: . :>.- REMARKS
DRY -1::::> DRY ~ t-NO. Fr. COMP. -It- >-- -
DENSITY -CI)"\R. DENSITY ::Eo:: en REQ'D LL..- "\R. 0 ti· P.C.F. 0 P.C.F. 1975 ::::E 0
.. 101 -1'84 4-21 Fi I I D 67 90 108 15.4 93'
.,
185 4-21 Fi I I D 66 90 115 17.4 110 96 --186 4-21 Fi II D 64 90 115 19.4 103 90
187 . 4-22 Fi U _p 66 90 t 15 16.5 109 95 ·. . ' -- . --
188 4-22 Fi II D 66 90 124 14.2 125 100
189 4-23 Fi I I D 72 90 124 13.8 105 86 Rerolled ,_
'190 4-2~ - Fi_!_l D 72 90 115 19.9 106 92 ...
'191 4-24 Fi II D 73 90 115 14.5 104 90 --192 4-24. Fi II 0 63 90 115 19.5 97 85 Rerolled
I '193 4-241 Fi II D 73 90 115 23.3 103 90
194 4-25 Fi! I D 63 90 115 '18.5 98 86 Rerolled
195 4-25 Fi I I D 69 90 115 27.5 104 90
196 4-28 Fi II b 74 90 108 16.4 108 100
197 4-28 Soui"h Fi II FG 90 115 19.4 100 87 Rerolled
198 4-28 South Fi II 75 90 124 15.4 108 87 Rerolled
199 4-30 South Fi II 75 90 124 15.4 109 88 Rerolled .. --
200 4-30 South Fi II 76 90 124 1·6.0 100 81 Rerolled See test#20L
201 5-2 South Fi II 76 90 124 ' 12.4 112 90
202 5-2 South Fi II · 76 90 124 10.4 122 98 ",. ···.
'203 5-5 _ S.outh Fll I 77 90 108 21 .2 104. 96
204 5-15 South Fi II 76 90 108 8.0 107_ 99
205 6-3( F t II D 76 ' 90 108 9.4 100 .9 I . '.
?nfi 7-1 Fi I I D ' ' 78 90 I 08. I 8. L I I I 100 --
207 7-22 F iII B 80 90 108 I 2." . roo 93 -
~0$ 7-29 F i I I _ D 4_5 __ 90 108 1.8. i 100 93 ----
209 7-30 F iII D 45 90 108 19.2 97 90
. 2 LO 7-31 FJ II D 47 90 108 I 8. I I 0 I 94 ··--•......
--
01/NER I n t e r • De v e I o p me n t Joa. NO. 4 4 2 7-o I 6 I
SUI+1ARY OF FIELD DENS_ITY TE:STS PAGE -JOB ENGR. M i k e yam a s a k i OF
. •.''"
TEST LOCATION $ MAX. w . TEST- • · •-!fEST DATE ELEV. · 0:: • >' ReMARKS DRY ....1:::> DRY ~ 1-.-. ·-:NO. f'T. COMP. ....II- >-- -
DENSITY -CI)'*t DENSITY ::EO:: (f)
REQ'D La..- ~or5 P.C.F. 0 P.C.F. ::E 0 ::
.-
.2I I 8-1 F i I I D 50 90 108 15.2 99 92 ,
.212 8-4 F iII D 45 90 108 14.8 I 0 I 94 -- --
2I3 8-5 F i I I D 53 90 108 18.5 96 88 Re ro I I ed
2 I-4 8,-6 Fi I I D 53 90 106 20.0 95 89 Rero II ed
2I5 8-6' F iII D 54 90 1_06 22.9 93 88 ~ero II ed
216_ 8-6 Frl I D 55 90 106' I 8. I 104.5 99
217 8-7 F i I I D 58 90 108 21.5 108 100 .
218 8-8 Fi I I 'D . 55 90 106 24.0 97 90 --219 8- I 1· F iII D 60 90 108 18.3 II 0 100
221 8-13 F i J J D 15 90 106 12.3 96 90 ··- --
222 8-13 F iII D 63 90 126 . 10.5 119 94
.225 8-14 F iII B 100 90 108 12.5 109 100
227 8-18 Fi II B 100 90 108 I I • 9 105 97 -- -- - .
. --.. I
228 8-18 F iII B 105 90 108 15.2 102 94
' ·-229 8-22 F iII D 75 90 125 5.3 -113 90
230 8-22 F iII D 75 90 108 21.8 93 86 -- -
2'3.1 9-_2_ F i I I D 55 90_ 113 15.~ - '112 99
232 9-5 Fi II D 70 90 113 18.7 I II 98 -2.33 9-9 F i I I D 70 90 113 17.7 105 93
-·
234 9-10 F i I I D 72 90 113 9.8 I 06 , 91
?.:S I) Q-?S Fi I I B I I I 99 ll 3 9.6 106 94
236 9--25 F i II B 114 90 113 20. 5' 102 90 -..
237 9-25 F iII B 107 90 113 19.5 94 83
- 23R I 0-1 · F i I I B 116 90 108 10.8 91 84
239 10..;1 F i I I B 116 90 108 23.0 . 97 90
240 10-2 F iII B I 1-6 90 I 13 I 0. 7 102 90 -··.
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---- Ex.1 sTr NG CoNTOUR
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TEST LOCATION MAP 100 50 0 50 I dO 200 ~ ......... !S
DAMBSBMOOR•
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• • DENSITY TEST PEFORMEO:IN 1967 DENSITY TEST PERFORM~D lA 1975
,..--- --- OR,I Gl NAL CoNTOUR L1 NES
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PROPOSED UNIT 7 DENSITY TEST LOCATION MAP
100 50 0 50 I 00 200 ~
ScALE 1 N FEET DAMES & MOORIII
• PLATE B
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e DAMES & MooRE''BENS I TY TEST
------ExiSTING CoNTOURs
PROPOSED UNIT 7
DENSITY TEST LOCATION
100 50 0 50 100 200 ~· ~ 'I CSL ___ ·_··_· __ ---""==.--.. -- = .............................. .
ScALE IN FEET
MAP
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