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~14.8

REPORT .·"-l

PRELIMINARY FOUNDATION INVESTIGATION ?'ROPOSED NANAKULI PD-H

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. .LUALUALEI, OAHU,·

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STATE OFHAWAU

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for

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KEYSTONE INVESTMENT COiviPA:NY .

WILLIAM S. TSA 0 .. Planner

,: ANBE, ARUGA & ISHIZU ARCHITECTS, INC •. .. ·

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Architects

ROY L• GARDNER & ASSOCIATES, INc,· ·.· .... Consulting Engineers .

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MAIN OFFICE 18311·M EAST EDINC3ER STREET, SANTA ANA, CALIFORNIA 927011 ° (714). 11.43·3411·

1138 WILSHIRE B_LVD .• -LOS ANC3£LES 80g17 • 213 ° 491·3990 !140 EAST THOMPSON BLVD., VENTURA CALIFORNIA 83001

14·801 FARRINGTON HIOHWAY·, WAIPAHU, HAWAII 96797

( 80!1) 843·3438

(808) 87.7·034!1

RAY 0, MAUR_SETH, C. E.

JOHN B. HOWE, C.E.

_ROBERT D. COUSINEAU

CHARLES B. HOWE JR., C. I.

R. IIRUCE LOCKWOOD, C3EOL •• P.II.

RICHARD A. MARTI_N, P.l.

MAURSETH • HOWE • LOCKWOOD & ASSOCIATES A CORPORATION

Coruullin1 Foundadora Er~~lneer1 and Geolo1ilt1

Honolulu, Hawaii May Z, 197Z

. ALBERT BACA

RiCHARD P. COUSINEAU, R.I.GI._ Job No. 175·001·01- ·

,·

keystone Investment Company "lo Roy Li Gardner & Associates, Inc. Arctic Btlilding, Penthouse

. Seattle; Washington 98104. ·

A ttentioi:l: Mr, Roy Gardner

Gentlemen:

•.:·

The attached report represents the data, conclusions and recom- · mendations of a preliminary investigation of the soil and foundation

.. conditions at the site of the proposed Nariakuli PD - H .to be located in Lua1ualel, Oahu·; State of :Hawaii,

The scope of services provided in this investigation was planned in a discussionwith Mr. Roy Gardner, During the course of this investi"" gation, details of our flndings were .discussed with Mr~· William Sower.s and Mr. Takashi Anbe,

Based on the fi:hdings of this investigation it is believed that the majority of the site can be developed for the intended use with structures founded on shallow, spread foundations. However, one section adjacent to the existing concrete lined drainage channel will require special con­sideration because of the deep deposit of soft silts. It is believed that .this area can be developed for structures of one or two stories in height provided that sufficient time is allowed for settlemen~ of newly placed fill.

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. This. in~esti:gati6n \Vas.'~tt~ade Jn._accordance :with generally accepted · engineering pro'bechirt!. ·&'lhi' ,iri'cluded ~uch field and laboratory tests

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considered necessary in the circumstances. In the opinion of the under;. signed, the accompanying report has been substantiated by mathematical data in conformity with generally accepted engineering principles and presents fairly the. design information requested by your organization.

I Should there be any questions concerning this report, pleet.se do not ·

hesitate to contact us.

Very truly yours,

MA URSETH, HOWE, LOCKWOOD &.: ASSOCIATES

~ .. J Q. Yt(oJ:= Richard A. Martin

RAM/rk

cc: William·s. Tsao & Company (1) '

A nbe, A rug~ & Ishlzu A i' chitects, Inc. ( 1) ..

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TABLE OF CONTENTS

LETTER OF TRANSMITTAL • • . • • • • • • • . . • . . • •

INTRODUCTION. . • . . . • . .. . • • . • • . • • • ... • •

SCOPE OF WORK • • • • • I : I • . . . • . . . . .. ' . '· .. • • • .. •

PLANNED DEVELOPMENT • . . . . . . • .. . . it .... .. . • . . SITE CONDITIONS •. , • • • . . .. . . . . . . .. • . . . . • • . ', . . .... •

Surface • . • • . . . • . . . . . . • • . . . . . . . . .. Geology. • • • ..•. . . • . • • . . . • • • . ·. . • . . . .

·-Subsurface . • • • . • • . • • . • • • • • • • . . . . ·CONCLUSIONS AND RECOMMENDATIONS • . :. . . . . . . . . . . . . . ·. . · .... '. •· General •• • • • . . .

Site Preparation And Gradi1_1g. Foundations . • • .• •..•.. , • .

.• • • • •· ...... • ... • ... .. . · . • • .. . . . . •

Slopes •.•. 1 • .:·_ • • · • · • • • • . .. ·. • 0 • • ····· . ... • •

Pavements._ • • •.• ·. • · • .• • • .. • • " • • •

. INSPECTION • • • • • . ' . ., . • • • • . ' ' .... . ... • • •

REMARKS .• . . . • .. . . • . : . • • • • . . . ...... • ... :•· . ··.·· ·.:· •. ··

APPENDIX A '· · .. :

Field Investigation And Laboratory Testing · .. '·

APPENDIX B Specgication For Controlled Earthwork

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8

INTRODUCTION .

• This investigation was made for the pur.pose of obtaining preliminary

information on the subsurface soils on which to base recommendations on··

the foundation design for the proposed Nanakuli PD ""H Project. The

location of the site, relative to the existing streets and hmdmarks, is

showi) on the Vicinity Map, Plate 1, attached to this report.

SCOPE OF WORK

The scope of services provided was outlii:led in ~ proposal dated

··~.January 20, 1972. Basically, the information provided is as follows:· ..

L , a enerai subsurface conditions of the site.

· z. · The physical characteristics of the soils and rock

·ie "·--:. ..... - .

en_countered.

: 3., Recorrunended allowable bearing pressures and recom-:-

-:.·-' m~nded foundation depths for sh~llow\footings.·

4. ·.Estimated settlements of foundations and fills ~ubjected

~the--design pressures. . .

// s. Opinions on possible construction problems. ·

:, . ~ PLANNED DEvELOPMENT .

It is presently planned to develop the 53 acre site for low income,

•"

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· multi-fa:inily housing units. In this early plannin-g ~te~,ge; 'th.e development

consists of approxim~tely 534 units. . . ·. • '. ·-. I ·, • ' ' '

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SITE CONDITIONS

Surface

The site was once art old quarry that had been abandoned a number

of years ago. Steep slopes surround.the north and east property lines,

and range in height to a maximum of approximately 50 feet. Cemented

coral sandstone and a conglomerate of sand and gravel were exposed in

·these slopes. The surface·is covered with· numerous bumps which appear

·to be boulders or hard cemented lum:ps which were wasted in the quarry

operation.· The majority of the .. site is covered by the coral limestone

and ~andst_()_ne. "-~­

Geology

The general Lualualei - Nanakuli area, in the coasta1 regions, was -

. once a part of the ocean floor. Ledge coral was developed in the lower

regions of the Lualualei Valley when the Cicean level stood at a higher

elevation. Underlying the ledge coral is the basalt of the· Waianae R,ange~

·Subsurface

The subsurface conditions at the site were explored to collect .foun-

dation engineering data by drilling seven borings to depths ranging from·

12 to 65 feet. The locati9il of these borings is presented on the Plot Plan,

Plate 2.; . Detailed logs of the borings are prt;!sented fn Appendix A, _Field • . . . '

·· Investigation and Laboratory Testing.

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•• In general, the majority of the site is underlain with coral limestone

and sandstone. A layer of stiff clayey silt was encountered in Bol'il1g No.· Z

at a depth of 10 feet, with the remainder of rock and soil in Borings No. 1

through 4 being of a coral deposit or growth.

The exception of this condition was encountered in Borings No. ~

through No. 7. As shown on the shaded area of the Plot Plan, Plate 2,.

and on. the Log of Boring No. 5, Plate 7, a soft organic siit was encountered

· · between 6 ·and 57 feet below the existing grade.· I~ is anticipated that this

area was created when t}_le Ulehawa Stream cut a deep channel through the· . '

valley when the .ocean i~v~s at an elevation of approximately 60 feet

below the present s~a level. In later geologic time, the ocean level rose

~-.·· to approximately ZS feet above the existifl.g sea level. ·During this period, ...

it is anticipated that the steep valley was fiiled wit;h this soft, dark grey,

.clayey silt with shells and organic matter. ·Below the soft deposit, <l

medium dense to dense silty gravel was encountered at 57 f.eet, and weath,..

·. ered basalt.at a depth of 63 feet.

Water was encountered in all borings, with the e?Cception of Boring·

· No. 1. The depth to water in each boring is. presented on the Log of '

·,' Borings- Plates 3· through 9.

. CONCLUS:IONS AND RECOMMENDATIONS·

General

Based upon, the findings and observations, it is concluded that the

~. . .

majority of the sUe can.be de~eloped for m:ulti•family housing units using '· .. · .. · ... · 1

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shallow foundations placed on the natural soil or coral limestone, or on ·

a compacted fill. In the area where the soft underlying material was

encountered; it is believed that this area could be utiiized for the construe-

tion of one or two story housing units provided that the permanent fill and

a surcharge fill is allowed to induce settlement prior to building construe-

tion •

. Site Preparation and Grading

'" It is recommended that the site be prepared in accordance with the

' "5 pecifi catloil for Contl-olle~rtb.Work", A ppendlx B, It is antlci pato'd

that large boulders would be exposed when the "humps" are·· excavated in

the mass gi'adingi These bo~lders may be used in planting areas or parks,

provided that the boulders are not clustered and the matrix surrounding.

them is welLcompacted. If there are no areas where substantial non-' '

structural till iS. to be placed, these boulders should be wasted from the

site.

Although none were encountered or observed on the site, voids in

the cemented coral have been encountered in the Nanakuli - Waianae area.

Should they be encountered during construction, the openings should be

' '

ripped by a dozer, all loose or deleterious material removed,. and back-

·filled in accordance with the suggested grading speci'fications. This action

. · ; is recommended to reduce differential.settlement between the .cemented

'·' ,. ·~oral and the loosely filled voids. :

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Foundations

Where foundations rest on the cemented coral limestone, an allow·

able bearing pressure of s}, 000 pounds per cub.ic foot is recommended.

Where footings are restilg on a compacted gr(lnular fill, specifically the

on-site corals, an allolable bearing pressure of 3, 000 pounds per square I

// .

. foot is recommended/ All soft soils e11countered should be removed i.n ,

accordance with th~ i•Specification for Controlled Earthwork", Appendix B.

For structures located in the aree~. of soft underlying soils, it is

recommended that the permanent fill be placed with an allowance for the

anticipated settlement, and a surcharge or overload fill be placed to

induce settlement. It is recommended that the t.otal amount of new fill plus

· ·surcharge fill not exceed eight feet in height. ·Preliminary estimat·es

indicate that a fill higher than eight feet would create lateral movement of

the soft underlying soils, and possible damage to the existing concrete· ·

·.lined stream channel. The areal settlement of the soft deposit caused by

the fill placement should be recorded by level readings on settlement ·

markers established in the fill. Elevation readings on these I:narkers

should be at :regular intervals to evaluate the settlement rate and to deter-

.. IIline when settlement has been reduced to tolerable limits. · An example

of the estimated settlement pattern for six feet of fill within the area of

Boring No. 5 is presented on Plate A. ··

'After settlement has ceased, the overload or surchar·ge .fill can be . . "·•

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·. removed and building construction started within one month after removal.

This time lag is necce~sary for the area to stabilize after removal of the

, s\>rchi.r ge based on siluement records o£ areas having similar conditions. I

It is recommended Ul.at the buildings be one or two stories in height and

either all on the fill or all on the firm soil. It is believed that, even

though set.tlement records indicate consolidatlOl1 of the soft underlying .soil

has ceased; the long term or secondary settlement could create differential . . . . . .

settlement of a structure that is half on good firm, natural soil and. partly

· on the area where the soft underlying materials were encountered. It is ·,

recommended that an aliowable bearing capacity of 2., 000 pounds be used

in the area near the channel •

.The bearing values presented in this report are net bearing values.

The weight of the concrete foundations may be ignored in determining the

. column loads. The bearingvahie maybe increased by 33 percent for

momentary loads due to \vind or earthq~ake. If any foundation .is eccen-

• . . trically loaded, the maximum edge pressure should not exceed the bearing

pressure. for permanent or for mo~entary loads.

Settlement of footings under the recommended design pressures

founded where the U,nderlying soils consist of the coral limestone is not

expected to ex~eed l/2.incl:l. · Differential settlement 'between footings or

various portions of. the structures due to load concentrations, should be .. . .~·_.~. . . . ..

negligible~··

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Settlement of foundations under the recommended design pressures

in areas where soft soils exist are not expected to exceedone ir1ch, Differ•

entia:l settlement between footings or various portions of the structures·

due to load concentrations, should not exceed 1/Z inch. . .

Lateral loads, such as .wind or seismic forc~s, may be resistec) by

the passive pressure against the footings. For design purposes, such •

resistance for the existing soils. and any subsequent compacted fill, may \

be assumed to be equal to ail equivalent fluid pressure of 350 pounds per

cubic foot. Lateral forces may alSo be resisted by the .friction between . ' . .

the floor slabs and the base course~ and may be as~umed. to be 0. 4 times

the dead. load.

Slopes

It appears that the existing cut slopes are stable in their present

· condition. Fill slopes of Z to 1 (horizontal to vertical)~ or flatter are

·recommended to a maximum height of 10 feet. New cut slopes, provided·

. · that they are excavated in the coral limestone, may be constructed on; a

slope ratio of 1 to 1, no higher than 10 feet •. All other cut slopes should

be Z to 1 (horizont·a.l to vertical). Buildings or structures should not be ·

placed closer th~n five 'feet fr,om the face .of the slope or·~ distance .equal

to the slope height, whichever· is greater •

· Payementg ... t.

' For roads and parking lots to .be used for cars or light trucks, a ' ' . . .

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section using two inches of asphaltic concrete over a six inch base course. ' .

is recommended. The subgrade to a depth of six inches should be com-

pacted to at least 95 percent of the maximum dry density as determined .

. by the ASTM D - 1557 Method of Compaction. Where soft or loose soils

exist,' special consideration should be mad.e in the design of the pavement . . .

sections or the preparet.tion of the subgrade •.

INSPECTION

, During the process of construction, so as to achieve the desired

· res~lts, it is recomrnended that the Soils. Engineer pe present ~o inspect

·the £.allowing operations:

1. . Site Preparation

2~ . Placement of Fill and Backfill

3. ·.·· Observation of Settlement Records . . .

4. Inspection of Footing Excavations

REMARKS

This. report is preliminary in nature, and additional probings should

be made when the plans of the intended development are available. Areas

between and beyond borings are assumed to be consistant with those

sampled and tested •. While no major changes in strata depths or thicknesses

are anticipated, it should be realized that the depths to the various soil and/

·.or roc.k layers will vary ov~r the site as indicated by the findi~gs. : ... _;_":

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This report has been compiled for the exclusive use of Keystone

Investment Company. It shall not be transferred to a third party or to

another project without consent and/or thorough review by this facility.

Should the project be delayed beyond the period of one year from

the date o£ this report, the report shall be reviewed to consider possible

changed conditions.

Samples obtained in this investigation will deteriorate with time

and will become unsuitable for further laboratory testing within three

months from the date of this report. Unless otherwise advised, the

·samples will be discarded at that time.

·,.,,·

- 0 0 0

. . .

The following are included and complete this report: ·

.: ,.

. Plate A .. Time versus Settlement Curve

Plate 1 - Vicinity Map

·Plate Z -·Plot Plan

Appendix A -Field Investigation and Laboratory Testing··.

·A pp~ndix B.- Specification For <?ontrolled Earthwork

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Anticipated settlement near Boring No. 5 under a six foot permanent fill

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two years

KEYSTONE INVESTMENT COMPANY

MAURSETH HOWE LOCKV/000 & ASSOC.

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PLATE NO A

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~~~_ .. ;~~~ .. ~:-~:~-;;; .. ~- -_'.;; : .. -.: ,_:·.:::- __ . _. ____ ::- ·::-- ... ;:· .---- ,z ...... -..-._- .• ,. I :-:·.

2. ~

·:1 •• •\\' ••. ~i M,.-_-.sT............. ....._ •J, ,.;. . r;.uu;o):-luJu U.lw J ,'J., , .. 'r

~it.CLI . . .• ... . ·---.. ·--/ ,- ,- •ly:, /· ... '0 . ; , ,._. / '~ . ~:too . ~.... .........£!.... I ' .,. , ,,,, /# , ,,_,, ',

' .._ V-., • .., /F. • ,.. , • I I I I 0 \ . \1~.-----=-~':,:~--:.~.--. ,'--·-..__ ./ ~/1 >·~~ k-"~. 0 ,·j,l ~,lf::;i. <:·'. \ ·~ (~·.\-- ~,--:--. _,"'-:.:-::------~-:~~':-.~·=---:.-::--· --- .-< . --~- .. 0 -· ,,./.' ; ·-~->:I " ... ,~ .. --~:11\o >;c.----., •. .' ;;;~·::'~.~oi'l'•• .:~·_..., . ...- .·-.... _..-"< :•' I •• ' ~.,. -:.·--..... , \~. •" ._ •'·· ,~ .. _: ·.:--/f>ou ,o ·r:rullL I§<~• · "' .,;...--__...- ., -· _ ... ..- •. /.:. ~., "' u~~·:~.,~.:~ ,_ ~.>· .. , ~~;,'!,~~ -~~"'> '()0·:,..:- •N:Jlt"i··~~-"-:---· -- · :::·~ .. -:::;:,,v.: • • ... !1,~ •• ·• ~..,:~~~,~~-- :---- •• ... /·•• ~r~nk~-- -· "-: .. -~.-<;.;.-.·• _ _.- ··~. .,ol

''<u':'-·~: .... ·~:....'~ ~:-~ ... r,~/ __ ,.,-· ·:·~.- ... • ./:. ....... -........;'~,.."'.·:··:~·~.::. :;. ,' 11 \P:J··"·!, ,~ ..• ;_·-----._...,__....__:t-. -·---- .: ... .-,- 'I>·' .. ,,;.-:_1.. ... • ,.,_._ ~

$t..J~"~ .. ':;~~-;-.-;::~:-:_ ,•: ~~ .• ~:.=:.':.-I~.:~.::;~:~: I,· I ,o ~ •• • ,..~ ~·~.,~~·,::"'~ ,'1 ···'.··~ 'It , ...... :-- .. -.~··•'• ·~ ,, •• ; ........ ~ .,., • '}.: •• • •. , y '-. . op,.~-,;-.:· . ._ ... ,_,.._,l. .. :;.;i~~:":~!f:··o';',/.····· ·~uauy ,f (;. :~~ 1 ~·(.-•;·• ( t

I ----.;, . ** _::.;:::--.... .--- .:.-·-,~. ---~.;,.::·::=>·- .. :;. ·.~;·· ---.... ·--.~ 'l \ ..... ;~~ c·.,l

. .Jo~6 '-\.1/'--~'.::24~~~ .. :;·:;.~.~-. :;:~;1;-:~-<~-~;,. ~ ~-~(:0: ;s~-- ·· ~-~ ------._ ' -,'<1,~'-'- ' '·' • ,•,• ·"' o t/ I' •,., .· ' •. /•.

iJ • '---.:-/"\._ -... ·-.,w. '· '!:,' : ••• ~·· ;, -~--. • \I ·.(.:• : '·· '. {'I/ II( A ----{1 ·,· -~~ •• t:~i •. ./• <5' l> \ / . , •. 'b .--. , , S't . . --~~.:.··.<:-~::.~ :: _ _..' '- ·.Q'--':-c-.~_:11

1 e D "''\.'· ·. ·· . •.·. -.. . , "d'\V. -.·.~· 1 '~· ..,~•\ ···~ ~ "\ I' \ 'S~ :?

Location ~...........-· -~.,. ··~:-:::·~~() r:'. )). . '·. f ... •, .. . ... ,. •'' .. ,,, ~ 1 _. .... "• , .·~ •!• II ••

1 ••• ••• ........ ', I(~\~ ----~. . \.s~ ~~~--.,~~;\·>:=~::·:::::.~-~.;:··~=:~·:.~ ·~

· ~--·------. "'s" l ~_,;~N·· '·· · ·· · ~· ,:;:·?.vi ..... ~ ~ ~ ~ .~,,:..l:,•·:·c.\''•"• .~.

' .............. ,, ..... \.1:, -~'\:i, .--~~' ';<' ....... -~:.-~.··· i ......... .J \..":_ • ~?~' •• '\..,t\ ••• • •• ,. ••••

· ~o-.. .......-~e \"'t~;;f- ·:l;4.':' •• :;.:~;.:•/-:~:: •' . • '-' ,:..oo\ ~~: '.· .~·.·:·

'\ ~o· -~, ••• ;._··.~·· .. . ..-.-~:.· ••• :-!, Nanakuh.>~-· 9 • ,:·.·:·::· '<o

' ..... _ \_ - . -~, ,..... ' ... . ................... ~ ,\··.·~:-···

j • '""' 17 ·~','~,:~ :·:·.'

00\ ~ \ "~-~·:::l.l .,,,':'-~-~l 66 ~ ,.,.,·.·,' , "cS> · Son.d ·:::>:. •

\'. ·. KAL\NIAN.\OLI: j ~)lEACH PA~,''j',

l I•

c:::__ lJ "--0 I :,

' ~. \<" -;.t1

~\~~~ ···I '- ·. ' \

".·~

___ ....... -

' \

~

\ --0 2000 4000· I I I I I I I

SCAL.E IN FEET REFERENCE

- KEYSTONE INVESTMENT COMPANY

M.C~URSETN HO~JE LOC!<"'JOOD · a ASSOC.

:, .. ,.,,.•

USGS Topographic Map w'aianae Quadrangle,Oahu Dated 1963 ·

PLATE NO. 1

FILE NO. 175.,.001·01

·, : :·;, .......

' .. ~

.L .·, ·I"·· ~ . ' .. ' .. ,. . . ~

:·:.:.:·

'·'

l " -~· ·-•• -::

~. ' .. '···'-

·-... ·

· ........ .

; ' '-~

"'-, ' . """'··

., .. -ii.... ;. .

oMttst!tlt XiiOJ.. vlloav"'

dNV NOIJ.. VDIJ..S:B:ANI a"l:B:l'J:

V XIaN:B:ddV

'.

APPENDIX A

§ _FIELD INVESTIGATION AND LABORATORY TESTING

·Field Inyest~2ation

Seven borings were drilled to depths ranging from 12 to 65 feet

below grade. The borings were drilled with truck-mounted, helical auger

drilling equipment, using a 4 inch diameter bit. The locations of these

·borings are shownon the.Plot Plan, Plate 2. Detailed logs of the soils

and rock enco\u:ltered are prese~ted on. Plates 3 through 9.

Undisturbed samples were obtained by driving a sampling tube into.

the underlying soils and rock at various intervals below the surface by

means of a heavy driving weight dropping on sampler rods. The sampling

tube consists of a steel barrel, 2. 50 inches inside diameter, with an ____ •.

\ . ..;_..~'. interior lining of one inch long, thin brass rings. The sampling tube is.

driven approximately 18 inches into the soil and a section-of the central

portion of the sample is taken to the laboratory in a closely fitted, water-

. proof container in order to retain the field moistur.e until completion of

the te~:~ts. The driving energy required to drive the sampler oneJoot into

. . .

the undisturbed S19il, as noted on the Log of Borings in Blows per Foot,

is approximately equivalent to the Standard Penetration Test.

Laboratory Testing

Samples were selected for laboratory testing following a review of

the field investigation. Tests performed· included uriit. wei..ght and moistul"e

content, direct shear ~eats, and load~con:solidation tests.

--~-.··

:·--~

·;:,; _.,_:.

• ,.~,....,:,:"

.a .. i~

~-

..

- A2 -

. The in-place moisture content and density test of. samples obtained

. was made. to correlate between similar samples. One or more one inch

· long sections of the sarnple are cut, trimmed, weighed, oven dried, and

· reweighed. · From these measurements, the unit weight of the solids in

pounds per cubic foot and the percent of moisture are calculated. The

_test results are presented on the Log of Borings.

To determ~ne the strength characteristics of the soils encountered,

directed shear tests were performed. Each sample is sheared unde:J;" a

normal load approximately equivalent to the expected overburden •. By.

varying the normal load on a particular sample, the internal angle of

friction and cohesion may be determined •. The test results are pre.sented

·.on the Log of Borj.ng·s.

Two representative samples of the subsurface soils were tested to

determine their consolidation characteristics. A one inch ring of soil is

place(J in the consoli(Jation apparatus, and loads are applied in increments

to the face of the specimen. Deformation or changes in thickness of the

. specimen are recorded at selected time intervals. Water is introduced

to the sample~to prevent drying, through porous disks placed against the

top and bottom faces of the specimen. From this data, settlements and

· time rate of consolidation are determined •. The test' results are. presented

on Plate 10. · '·".

-.. r

--ooo-.·. •' . ,:,'·-·,

··. ,· ;

•,. ;._. ·.·

·;- :·:· : < . .:-.·· . --··-·-~--·- ---'-----~

~

.e \. .. _/·

·.:.···

·.,

-·o

....... , .. .. ·--------.~.~--.... , ....... ,,.,,, ..... .___ ..... ~-·~\·--·"·"•" "''1'1.~·----W'II .... ,, ..• ----··---·-

LOG OF BORING NO 1 ..

DATE DRILLED March 27, 1972 )

EQUIPMENT USED Truck Mounted Auger, 4" (/) ELEV OF SURFACE21. o~>~

D IESCRI PTION OF SOILS

- ac IIJ )-

(!) lLI- ::c- ... t- LU 0: w:!: a: u

z a: ... ....... >- :;, LU 0 z -::::>~ O:(!)o )-t- u

z 0:: D. .... ..J 1- ::> IJJ Z(/)14 w :::> o.. :cw ..J 1- 1-<( ... a:: (i) .. 0 t- (/) 0 G: ~'

.... r~ z t-w C/) ~ IJJL&J' Q~ ~ 0:: (I) :r; 0 0 -zw., :Co:: co IIJ -c( CL&I.. 0 en oa:a Cht-0 D.. 0 0 &I. (I)LLI (.) z u D..~ QW ..J Q CLASSIFICATION ·:e 0 t/)~ .0 2 - m ' u

90 6. 5 25/411 CORAL LIMESTONE pale moist hard ~ grey

' .

11/311 ~

1--~ 5.

~:":' 1-----~

I 1--

1--

. ~10 -- f---

~ GRAVEL, silty, some clay light dense 70 38.7 14/6 11

f-- · (GM) · brown

1--

~15 ' ._,

End of Boring@ 15. 0' ' · .· 1--

1-- No Water Encountered. ...

1--•'

1--~ ..

. '

1-' '

. ~ .

-;. ; 1-- '.

J . '

1--., , ..

1-- ;

~ . '·. . , . , .. ;

.. ' 1--, .. ,

1--.. . .

1----. '

" ~ . f. •

1-- ..

1-

1-- . ~ .

1-- ...

1- .•

1---o-

):CReference Elevation from Topo Ma:o bv Trvck. Nvman & Haves. Inc. Undated

KEYSTONE INVESTMENT PLATE NO 3-

MAURSETH HOVJE · LOCK\~/000 & ASSOC.; Fl LE N017S-cm-m - ---

:,·,' ·-j .• ; ·". __ ;,. 1_.' ' ·: / . :"I

-

·.~

·~·

··--- . _________ ...; ____________ ........ _ .. _ ,.,,. ''"~ .-... ·~--····· ···~:,~ .:,.. ,,,_...,_.

L 0 G 0 F B 0 RING NO 2

DATE DRiLLED March. 27, 1972

.. .................... :~ .... ·.·

EQUIPMENT USED Truck Mounted Auger, 4" (/) ELEV OF SURFACE 10. 0'

DESCRIPTION ·. OF SOILS

-~w~ x~ •

t- LU za:- .... - >-::~ • - :;) 0:: (!) ... u z 0:: 2!:;(/)tR~z.,>-- ... w::;)

LL. (/) w w ......... a: (/) GJ 0 t-zW.o::t:a:U»OZ o:: en oa: w LU -(J n. ·- (/) t- ·- Q w n. 0 . .. (/) .. :2 :f

71 46.5

a: LU n. ... en o ~ 0 0 LL. .J m

12

% l&J -...J :X: ... ll.. :f

._w c:( n.w fi) wLL.

Q

&·~ !jl-

,1

IS(Z" E

0::

0 .J

0

CLASSIFICATION (J

CORAL LIM~TO~ _ _Jpale

l~s ..2!.sr~ _jgrey

w a: :;) .... Ul -0 :e.

moist f--­wet

"V

)-u z w t-(/)

(/)

z 0 u

hard

1---t~---------------f-- --f -=- .._ - -GRAVEL, silty, sandy light dense

67 ss. 5 I . 16 (GM) brqwn . . - r---iE3 SIL ':[', cia yey · · (MH)

red brown

stiff

69 : I 59.6 11 .·. . I

End of Boring@ 15. 0' Water Encountered@ 6. 8'

I I

.. · I

KEYSTONE INVESTMENT PLATE NO 4

MAURSETH HO\'VE LOCKWOOD a ASSOC. Fl LE NOns-o:n-01 ,·

'.· ..... · .... ,, '

. ......_.,, .. , . ~ _.,..., ........ ·- ·-

LOG OF lBO RING NO 3

• DATE DRILLED March 27, 1972 EQUIPMENT USED Truck Mounted Auger, 4" (/) ELEV OF SURFACE 9. 0'

DESCRIPTION OF SOILS

- 0: a: LLI >-(!) LLI- x- ~ 1- LIJ z a: u z o:- ~--~ >- :J

LIJ LrJ- 0 z -~q ll:e>o >- t- u

z a: Q. 1- ..J ... :l LLI Z(I)UI LrJ ::::;) "- J: 1&.1 ..J ....

~z, o:::iii .. 0 ... (/) 0 t--~ ...... ww, ::S 1- LLI C/1 ~ ~I.Lieo ::I:a:~ Q~:

a: (/) ~ 0 ell: Q. &&. 0 - (/) 0 a: Q LLI - 0 &&. 0·

Q. 0 cnw z CJ 0.;¥ (/)t;~ QW ..J' Q CLASSIFICATION

(,) .~ 0 ,Q ·::2 m \ - u

15/1" CORAL LIMESTONE pale moist hard

- grey ._

-~~ 5-

74 2.9.2. 16 .;.1- lenses o£ dense 9 --· coral gravel -1----

1--

-·1 o· -.. -

I -

• ·-~---

88 31.'8 2.1 ...... _.._

-L .. - End of Boring@ 15~ 0 1 . - :

Water Encountered@ 6.·.3i ~

- •·

. - '' •,; .. - •. ' f . "

' " . -- '

-. . . . - .

1--

.. 1---

1--- _,

1--.. - -

r-~

._

-- -·~ -

. ·-- .

KEYSTONE INVESTMENT PLATE NO c;

MAURSETH . HOVJE LOCKWOOD & ASSOC. :

Fl LE N011s-o:n-01

-

··e.

•

.------------------------------------------~-·~······ ···-· ·-LOG OF BORING NO 4

DATE DRILLED March 27, 28, 1972 EQUIPMENT USED Truck Mounted A u_g_er. 4" (/) ELEV OF SUR.FACE 18. 0'

DESCRIPTION OF SOILS

-~ wi ~- ~ za:-· .... - >-:;, -::;) 0::(!) t-U ~(f)·~z.,>--._ u..(f) ww......._O::(f) GJ ZWe~tJ:o::.,oZ oo:: en w u a;.·- ... ·- Q VJ

~ tn.~~o :2

\

88

86 103

.... 11.1 z 0:: liJ ~ 0 1-ex: U) l.aJ -Q. 0

2

30.1

zo.o 8.7

a: z 11.1 l&J Q. t- .J 1-

Ill. :x:w U) 0 :E t-&aJ ::: 0 "' o.~~,. 0 II. fh llJ ..J Q CD \

17/1" I r ~

~ .__

9 U.s • ~~ ·~J-

...:·l

14 .. ·

20/0"

15/6"

KEYSTONE INVESTMENT

CLASSIFICATION

CORAL LIMESTONE

----. thin silt lenses

--=---~~

MAURSETH · HO\\'E LOCKWOOD & ASSOC.

. ,.

0::

0 -J

0

u

pale grey

l.aJ 0:: J .... Ul -0 ~

moist

r---. wet _L -.

>-u z LaJ t-!!l (f) z 0

·u

hard

PLATE NO 6

Fl LE NOns -c01-01

-~ "··· ,.-'

e.

~;·

···-·········----- --------------------·--· .. ···-----------LOG OF BORING NO 5

DATE DRILLED March 28, 29, 1972 EQUIPMENT USED Truck Mounted Auger, 4 11

(/) ELEV OF SURFACE 5. 0'

DESCRIPTION OF. SOILS

-1.1.1~- ::r:- .... ·<!>a::- ~ .... )-:J

~ ::> a:: (!) >- 1- u z (/)' Ill<( z ~a:: in ... r;: (/) 1.1.1 1.1.1 ......... z CIJ Z 1.1.1 ~:I: 0: Cj) 0 w 0

0 2= ·- (/) t:- ·- Q ~ O ... .ac Cl).ac

85

o. 7 I o. 5 I 73

1- 111 ffi zo: Q.I-LLI ::::> ot- (1)0 0:: (/) ~ 0 "' 0 0 Ia. a.. "!; ..J

- m·

35. 81 8

49. 71 5

1

1. o I o. 1 I 67 I 45. 31 1

1

1

1. 5 o.z 6Z ' I 66. 11 z

1

""~ ..J 1--Q. :X: LLI :li! 1- LLI c( n.~~. (I)LLI

\. Q CLASSIFICATION

TJ.-f SILT, clayey

a: 0 _, 0

u

browr. (MH)

~ I ~--~

SI!,JT, clayey., with shells . . I dark and organic matter grey

. (OL). 0

,, 'dl-

~ ~( ... ~1

~-·~

sandier with depth

(Continued)

lLI 0: :::)

i­(/)

0 :l:

wet

-.:L

>­u z w t­~ (/)

z 0 u

firm

--:- 1---mod firm ~--

soft

t- .. -very soft

. ,- :'/·.,~l KEYSJ:'ONE INVESTMENT PLATE NO 7

MAURSETH HOWE LOCK\\'000 & ASS()~ Fl LE NOns-cxn -oi . \ ..

-~~

:,. ·-···

····~

··--... .,_Tf' -·(- ''''Y"·-·-.. -~ ... --~~ •• ----~·

DATE DRILLED EQUIPMENT USED

L 0 G 0 F B 0 R IN G NO s (Con't) ~

ELEV OF SURFACE

DESCRIPTION OF SOILS

-(!) I.&Ji :z: -~ ~ 1- lLI

z a:: ,._ 1- ,._ >- ::1 z a:: - :::> a::(!) )-t- u I.&J :J !?:; (/) 14 <t z ., 0::00 ... 0 .... 1.1.. (/) I.&J I.&J .......... CD 0:: (/) z LLJ 10 :z: a:: Cit 0 ffi "' -oa:: cnt- . ·o 0 Q. :; 1/) ~ Q ..:; Q. ::E

0:: a: w z 1.&1 w 0 a: Q. .... ,_J :z:t-

.:J

(/) 0 ll. 1-l&.l .J t-

:E Cit ~ 0 <( a.w 0 -0 I&. (/) wu.

0 0

..J Q CLASSIFICATION :c CD

58 I 66. 6 1 SILT, Clayey, sandy, with dark sat shells and organic grey matter h

(OL)· I I

z. s I o. 4 I 66 I 56. s z I

; ..

r--. - _J .•...

I GRAVEL, silty grey (GM)_ ...

~BASALT, weathered I I ZS/Z"

End of Boring@ 65. Z' I I

Water Encountered@ z·. 8'

-.-

>-u z w t-!1 (/)

z 0 u

very soft

t-;- -! oft

1- I"-.·· ·--mod·

·densE . to dense

--I hard

I I /

KEYSTONE INVESTMENT PLATE N07Ccon-'-~)

MAURSETH HOVJE LOCK\fJOOD & ASSOC. F I L E N 0 175 ~ a:n ~ 011 .·. ·.· --·.:,' ·}

,· ... - -·~·: ...

~·

e, -..../

. ·.~~. . .. .__/,

'.

. '

..._.,...,.._, --~-·-~c· ·.-.: '·:,__:r-

LOG OF BORIN·G NO 6

DATE DRILLED March 30, 1972 EQUIPMENT USED Truck Mounted Auger, 4" C/J ELEV OF SURFACE Q. 0'

I

I

DESCRIPTiON OF SOILS

I I I

I I I

KEYSTONE INVESTMENT

End of Boring@ 12. 51 ·

Water Encountered@ 7. 8'·.

.. (

MAURSETH HOVIE .LOCKVJOOD & ASSOC.

........ . ,. ' .

PLATE NO 8

F I L E N 0 175- oo 1 - o

~ ' . ~·'

,. .. ______,..... --~ . .,., .............. :• ···.· .:• ,• ······~.....-..

LOG OF BORING NO 1

DATE DRILLED March 30, 1972 EQUIPMENT USED Truck Mounted Auger 4 1

' (/) ELEV OF SURFACE 10. 0' .

DESCRIPTION OF SOILS

-o wj z- • t- ...... zo:- .... - >- :r z IJC -::) 0:(!) )-t-U w ·::;, :;(l)c.octz., - ... 0 t-LL. (/) LIJ u.J'"•-.. a: (/) Gl a: (/) zWsoJ:a:"'oz LLI -oa: (/) w

Q. 0 (,) 0.. ·- t- ·- Q \11 .a.c (/) oM: . .a 2

79 19.2

a:

"' 0.. t-(/) 0 ;: 0

0 "" ..J CD

18

z LLI --..J xt-0.. ::E t-LLI

o..L&J ~ LLI"-(/)

CLASSIFICATION Q

~ SAND, silty, gravelly

f- boulder, increase

a: LIJ 0: 0 =>

.J t-1/)

0 -0 (,)

~

light !moist brown

>­(.)

z LIJ t­~ (/).

z 0 u

dense

82 ·. I 33.·.7 12

~ 4 in silt · (SM) _ . __

~ 5 - SILT, clayey {MH) lbr=;;;-j - lfi:': pale fwet ~ensE grey

~ SAND, silty, with shells

89 I 14;91 15 l I I I I 10

.15/1'' rE (SM)

2 --::-- 1-• -:

CORAL SANDSTONE . I I !hard

(~I I I 15/4"

1·1· ... I~ End of Boring@ 14.0 1

W~ter Encountered@ 9. 5'·

'.'·

.· . . , .

.. ,

•:

·.~··

KEYSTONE INVESTMENT PLATE NO q

MAURSETH HOVJE LOCKWOOD· & ASSOC. Fl LE NO 175-.a:n -01

-: -... ,,

.···

I. I ,;•t•'

\-0

·--.'--'j I I

I

z 0 ..,_ ct Cl

..:.I 0

' (/) •. z 0 0

..,_ z w 0 a: UJ Q,

- --CONSOLI DATI ON -TEST DATA

.. ,•,

PRESSURE IN KIPS PER SQUARE FOOT .

0 .I . .2 .3 .4 .5 .6 .8 I 2 3 4 5 6 7

..... ::""--.. """"- -2 I'.

........ ......

' " ""' ,.....,..

"' 4 ..... .....

'\. """ ~ """ -""" 6 '\ ~ ..

"' ""' -..._ \

8 r-- ""' --- ..... - \ ' ""' \ 10 \ - -<.J

\ \. -\

\

12 \ '\

'\.

.14 ~ ""\

\ _l _\

16 '\

. \

18 \ -- \. ~ \. -20 - \ ... ~ \. - ' -- --. .\ --.-

22 -- --. 1\ -1--<"'1

-24

.. 0 Boring No. 5, Sample No. 9, @ 45. 9 1

;a Boring No. 5, Sample No. 4, @ 10. 8'

. ~ ..

KEYSTONE INVESTMENT COMPANY PLATE NO 10 - ....

-MAURSETH HOVJE LOCKWOOD: & ASSOC. FILE N0175-001-0l --------- ------- ----

,--

. ~· . '

.· .. :·

.• '.·

SI'iioOMH:L'iiV3: d3:'1'TO'ii.I.N05 'itoJt NOI.I. v5!Jti:)3:dS

.\

ca xraN:B:ddV

I

APPENDIX B

(e "'' '.l

. NANAKULI PDH

SPECIFICATION FOR QONTROLLED EARTHWORK

General

The designation it controlled earthwork" is applied to cuts and fills

constructed and inspected by a Soils Engineer (a registered Civil Engi-

neer), who shall approve ali fill materials, methods of placing and com-

pacting, perform field density tests and inspection dur.ing grading.

Written approval shall be issued upon completion of cuts and fills. No

deviation from these -specifications shall be made except upon the written

approval of the Soils Engineer. or other public agenCies having jurisdiction.

· Clearing and Grubbing

'- All timber, logs, trees, brush, roots, grass, buried rubbish, decayed

matter, or other deleterious material within the areas effected by the

grading, shall be removed or otherwise disposed of in a satisfactory

manner. Areas upon which fill is to be placed shall be uniforinily scarified

to a depth of at least six ( 6) inches until free of large clods, brought to the

proper moisture content and compacted until the density meets the require-

ments as hereinafter specified. A 11 loose material shall be first removed, ·.

brought to the proper moisture content, and recompacted in controlled

layers as hereafter specified. Loose. material to be considered on this

project includes the piles of fill found on the site and.the soil presently

occupying the cavities • ..

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Fill Material

When the material to be used as fill contains large rocks or hard,

cemented lumps that cannot be broken readily, such material shali be

placed iri open, non-structural fill areas or removed from the site. If

placed in open areas, the boulders shall be well distributed throughout

the fill and surrounded by sufficient fine soil so as to fill the interstices,

. and produce a dense fill without voids.

Where the fill supports structures, no r.ocks over three (3) inches in

greatest diameter shall be used in the upper one (1) foot of the fill. All •· .,.-,.... ·

large boulders, which cannot be broken dowri to a maximum diameter of

~ six ( 6) inches, shall be removed or stockpiled for use other than as an

. engineered fill. Jetting will not be permitted. All material to be used as

fill shall be approved for the purpose by the Soils Engineer. The existing

soils on the site, with the exception of the ove.rsized boulders, e1.re con- , .

sidered suitable ior this purpose. Expansive soil can be mixed with non.-

. ·. expansive material in deeper fill areas, provided approval is obtained

from the Soils Engineer. No soils shall be imported to the site without

prior approval by the Soils Engineer.

Compaction R eguirements

All fill shall be placed in uniform layers not t'o exceed eight ( 8) inches

in loose thickness. Each layer shall be thoroughly compacted completely . ~ . . . .

,e .....__,. to the edge before the next layer is laid thereon. Compaction shall be

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obtained with the use of conventional equipment designed for the purpose •

. . The incidental compaction achieved by the passage of hauling units over

the fill shall not be considered adequate.

Each layer of soil shall ~e brought to a moisture content sufficiently

close to "optimum moisture" to permit the required degree of compac-

t.ion, the "optimum moisture'" being determined by ASTM D - 1557. I£

the soils moisture content is too low or too high, it shall be adjusted by

suitable means before placing. Compaction of each layer of fill including.

slopes,· berms, etc., shall be c.ontinued until the density as determined by

field tests reaches a value of at least 90 percent of the maximum indicated · .

by the aforementioned methods. In lieu of compacting the slopes, the

embankment may be overfilled and then c.utback to adequately compacted

material~

In all cases where the ground slope is steeper than five (5) horizontal . . ' ·. . . . .· :

·to one { 1). vertical; the existing ground shall be benced as the flll ther.eon · · · ....

·is brought up in layers. However, existing ground slope~ flatter than . . .

. .· . ·. . · ... ' :.

· five ( 5) to one ( 1) shall be benched. also,·. if the Soils Engineer considers • : •· .· . . . ! ' . . '

such to be necessary.,·. ·

·~

All cuts shall be made to the lines and grades snown on the project

. plans. · A 11 c~tf:l shall be inspected and approved. by the Soils·. Engineer. ·

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••• \. .. -· Where conditions encountered require; he shall direct the necessary modi~.

fications to be :Jn(lde·.

Draina~e

Care shall be exerci~ed during rough grading so that areas involved

will drain properly. Water shall be prevented from running over slopes

by temporary berms.·

Field Testin~ ,.:

The Soils Engineer shall be ·,notified at least two days prior to the

start of grading •. A pre-grading conference should be held between the ... tff5. :·.:~~r~- .. ~ .;--· '

parties involved so as to discuss methods of operations, site problems

-' : ... ._~··

and scheduling. Field density tests shall be made by the Soils Engineer, ·

subject to the approval of all public agencies having jurisdiction. When

tests or int~pection indicates that the density or uniformity of any portion

of the fill is inadequate; that particular portion shall be removed or

reworked until the required density has been satisfactorily obtained.

Sup~rvision

At all times, the Contractor shall have a responsible field superinten-

dent on the project in full charge of the work with authority to make

decisions. He shall cooperate ~ully with the Soils Eng~neer i.n carrying

. out the work. Any instructions given to him by the s·oils Engineer or his ···:

•, . ' . . .

·. duly appointed representative shall be conside.red to have been given to

• '...___)

the Contrac.tor personally •

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Rainy Weather

No fill shall be placed, spread or rolled during unfavorable weather.

When the work is interrrupted by rain, operations shall not be resumed

until field tests' by the Soils Engineer indicate that conditions will permit

·.satisfactory results.

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