.� .. \

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HIRASHJMA ASSOCIATES 9'!0-A Mapunapuua Street Honolulu, Hawaii 96819

July 8, 1965

F:lr.� .. r.�ce H.ea.l�tjr Compm1�?ll\ I..tda. 19 5 SGu tT1. _ Ki11g �:tree�t

. Eo iJ<:) l·,.1lu, 1-L:"?.:!al.i

. Gentle:n·tn:

·'� .

Tra..:c:.smi tt,ed. 1'1ere·v.ri:r.h 'is 01.1.r soil invest� ... gatio� report on 1·��4-kr.:.k.i.J..o C:tt:l� 1:.:�1its 108 ll a�.1d. 12.

T.ho:1gh t}!.�.t bot.:'l c�ut.s ;,;.nd. f5�1ls 1·ri11 r:-::r� e:;(cesd t::::·.n fei:;t in hE�·.L:;ht. Botl1 cut.S and fills z::.�J.�T be a;(;1ected. to be. st.D.ble &t th0s0 heights pr"lo··v-i(3ad th�·t fills are C:J._:u.p;�ctGd p:roi";;:;;rly.

The so:LJ... ccn(l) .. t."i.ons on. the sit� are gcn:z:!:;.<1oa.lly fa":lorable for the irr�sild.ed dEtVelor:�-r�errt-� Ii· "tl1a reccJ:ra:nerr..::ations ccnta.ined in t�-;.·is :�"1:3!-":!(>rt �:re fol1o"";:red. it �s .. ce11_.;y• . .rGd ·that 'the projec"t can be sucocssfully · c:o�1clu-ded .•

··;.,_-

' . .'•. �- O,OOI!,!IU' . .

s. king'··street Hawaii £0013

. . .

. .

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· G 1(?tlo!.fl

IIOV 2·5 •

REPORT

TO.

FDTAl.'iCE RE.l'tLTY CONPANY, LTD • .

. . 19 5 SOUTH KING STREET

HONOLULU, HAWAII

ON

SOIL ThTVESTIGATION FOR HOUSING DEVELOPHEI'-I"T

HAJ'.Ul.KILO CITY, UNITS 10, 11 AND 12

HONOULIULI, FJ:lA, OJI .. t1U, STATE OF F:A�vAII

by

Hirashima Associates Consulting Foundation and Soils Engineers

A Division of Concrete QJ.ality Control, Inc. 910-A I'fa.punapuna Street Honolulu, Ha:vraii 96819

...

. \.

REPORT

TO

FINANCE RE.li.TY COMPANY; LTD.

. . . . .

19 5 SOUTH KING STREET

HONOLULU, .HJ.JfAII

ON

son. llJVESTIGATION FOR HOUSD�G DEVELOPMENT

l'fAKAKILO CITY, UNITS 10, 11 AND 12 .

. .

HONOULrtJLI, Ei'lA, OA..W, STATE OF HAWAII

This report describes an investigation of the underlying soil conditions at the

site of the proposed house-lot subdivisions, Hakakilo City, Units 10, 11 and l2a

Tne purpose of this investigation is to ascertain w�thin the economical limits of

a general subdivision soil survey what different soils, especially potentially

problem soils, e�-ist at the site and are likely to be or will be encou."l.tered during

construction and to determine their probable stabilities in cuts and fills to

support roadway and post-on-block, one-story frame houses.

The site is located in Honouliuli, Ewa on the lee1-rard side of the island of

Oahu on a hillside overlooking the Barber's Point Naval Air Station and somewhat

just north and east of a concrete aggregates quarry site.

being used and operated by

Pacific Concrete and Rock Company, Ltd. The subdivision site is approached by means

FIAKAKILO CITY, UNITS 10, 11 and 12 PAGE 2

of Makakilo Drive which turns off from Farrington Highway and lies approximately

between the 3.50 and 500-foot original ground contours on the south side of Nakakilo

Driveo The total area is approxi_,.1lately 43 acres, comprising an aggregate of 221

residential house lots, being allocated approximately: 12 acres in Unit 10,

(67 lots); 10 acres in Unit 11� (54 lots); and 21 acres in Unit 12, (100 lots)o

Previous and separate field investigations and reports were submitted for each

of the adjacent Units 5, 7, 8 and 9o The borings from Units 5, ?, 8 and 9 whi��

border closely Units 10, 11 and 12 are being included in this report to supplement

the recent borings made specifically for this investigation and report.

The entire area was sight inspected for particular potential problem spots and

the borings located a ccordinglyo However, it is eX'pressedly not the intent of this

report to allege that all possibly U.l'lapparent problem soils have been uncoveredo

Should any problem soil condition manifest itself during construction the Soil

a�gineer should be consulted.

@LD INVESTIQ-ATIONS

Five test boriP�s ranging in depths from on9 foot to seven feet were mad� at

the jobsite by means of a combination of the use of pick and shovel near the surface

and hand auger to refusal on rock. All visual identifications were made and logged

in the field. Supplementing these four borings for this investigation are one

boring taken for the Unit 5 soil investigation; two borings for Unit ?, four borings

for Unit 8 and seven borings for Unit 9. (Figures 2F to 2S inclusiveo) All borL�

logs and corresponding tabulated laboratory data are included herein as appendices

for ready reference.

At least one 2" tube sa111ple of each visually different soil was attempted and

whenever duplication was possible additional undisturbed samples were retrieveda

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H.AY..AKILO CITY, UNITS 10, 11 and 12 PAGE 3

. One undisturbed sample of each visually different soil w-as takeno The samples are

. identified on tha boring logs o

L'I.BOR.I\TORY TESTS

s��ples were subjected to laboratory tests intended to evaluate bearing value,

eA�ansive properties, the ability of the ground to support embankments as vrell as

structural loads and general S"llitability for a residential deYelopment. .J!mon.g others

these tests included: in-place densities and moisture contents, deter.minations for

expansion upon saturation, Atterberg limits, specific gravity, gradation, CBR value

and compacted densitya

The e:x:pansion tests were performed in accordance •rl.th the CBR procedure and were

conducted to detect the possible presence of undesirable expansive soils. The tests

for Atterberg limits, grading analysis, conpaction and CBR were conducted for pur­

poses of soil identification and classification and to appraise ��e bearing values

of the soils in compacted fills.

The soil moisture-density relationship as determined by AASHO Test Method

T 180-57 or the equivalent Hethod A of ASTH Designation D 1557-58T are presented

on Fi��res JA, JB and JC.

Tae results of laboratory tests are ��linarizad in the Appendixa

SOH, CONDITIONS

.The soils herev classified according to the pedological system of classification9

are termed "humic ferru.ginous latosols11o That is, the soils were formed by lateritic

weathering under hu.mid conditions from the underlying basaltsa In addition, there

. •

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JIIAKAKILO CITY, UNITS 10, 11 and 12 PAGE 4

has been a concentration of heavy minerals such as iron and titanium., sim.illta.neous

wit11 tl1a leaching of silica and the bases. The soils in the uppermost part of

the soil profile are largely, thereforep silts rather than clayso Below this

loose surface, the soils are 111.ore cohesive and hard.., However this cohesiveness

is not due to the presence of clay,,but is probably due to its ferruginous natur�.

EXcept for a rock outcroppi.."'l.g in Unit 10, the surface l-tas relatively free of

large boulders eXperienced in the earlier unitso

.� .. , • ..,;. '.J.., . • . �·. '· . '

According t o the soil profile, the s.oil cover i s very thin i n the lower areas,

ranging up to seYen feet thick or !!!ora at the higher ele·;a:tionso Beneath this

horizon exist s a hard layer of rock fragments and decomposing rocko It is believed

that under this "I'Till occu.r the same ::uassiYe rock form.a.tion encountered in earlier

developments, but a.t a relatively deeper levelo Accordingly for economical reasons,

it is suggest.ed that grading be limited to the upper hyero

7ne soils here exhibit. very little to low expansive tandenciesc

Because of the development's location in a fairly dry area, the natural moisture

contents of the soils are considerably lo•·rer than 'J.sue.l for Hawaiian .soilso T't'1er.efcrs,

'1-Ja.tering of the fills is necessary for proper compaction; in addition� becau.se the

st1rfaca soils are quite friable and to el:hn.inate a.n undesirable dust problem. � fr.s-rqu.ent

l-ratering in excess of optimt.1.m me.y be necessary in order to c.::mpensate for evaporation&

In the Unified System of Soil Cls.ssifica.tion the soils fall predominantly under

the classification of' CL., A S!l1all area. in the v"icinity of furing Noo 1, near the

nol'thern border of Unit 11,. is clas::>ified as GCo Directly below Boring Noo 1, just

west of the boundary beb;een Unit 10 and Unit 11, e:xists another small area that is

r:JR and may border on sc.

HA:KAKILO CITY, UNITS 10, 11 and 12 · P.AGE 5

BZA.RING VAIJJES

It is estimated that the natural, undisturbed soils in-place (in cuts) is

equal to at least 2,000 pounds per square foot and 1,500 pounds per square foot.

in compacted fills. It is believed that the above bearing values are more than

adequate for both (1) the light loads usual in residential construction and (2)

the hea\t""ier :masonry-•rall continuous..;footing construction.

CONSTRUC'TION OF FTI.LS

It is essential that all fills be constructed and compacted in accordance

vdth the methods contained in the "Guide Specifications for Engineered Fills 11

attached hereto.

Particular attention is d.ra;.ni to the section requiring cutting and benchil".g

into original ground in construction of e-I11barJ:ments when the slope of the e:ll..-isting

groQnd is excessive.

SLOPE RATIOS

In general, cut slopes of 1�1/2 horizontal to 1 vertical and fill slop.z,s of

2 horizontal to 1 vertical ara suitable.

As soon as practical, grasses such as those suggested by the ''Guide Specifico:t.ions

for Planting11 should be planted on all slopes more than three feet in heighto

Tnese plantings v�ll act as a pe�illanent protection against erosiono

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HAKAKILO CITY, UNITS 10, 11 and 12 PAGE 6

T'ne City and County standards require a .subbase course in addition to a regular

base course if the e:t.."})ansion and/ or mois�ure content of s-q.bgrade soils exceed 1%

or :30% respectivelyo It is therefore suggested that the soils w-ith low expansion

and loive:r moisture contents be reserved for use .. in the upper two or three fee-t of

road:w-ay fills.

The conventional type of 411 x 411 underpinning on an indi'Vid1.tal building block

footing, -w"ith bez>.ring Yalu<:;s as reco:mr.1end·=.d, should serve as housing foutidat:l..ons

satisfactorily. Hin:Lnm.n1 depth of footing shoul<.i. be three inches. For heavie1•

masonry-i.;all construction the same bea.ri1'ig values B.re adequate. However m.ini.lnum

d.apth of continuou.s footings sha.ll be t•·<o feet.-

For slab-on-ground constr·1;,ction; a "Guide · Spezific!:.tions for Select }�.tsriaJ.'!

is attached. he.!'eto.

CONCLU.3!0l'J

From the resu.lts of th<=i :field and laborator;y in-vestigations • th.;; foJJ.cming

conClu.:sions a.re reached:

1) 'I'he predomimtnt soils are favorable for the contemplated deYelopment,

having desirable prope:rties such as high unconfined compressive strength

and small e:.;:;,xm.sive tendencies;

2) The undisturbed soils will support the proposed fill and anticipated

structural loads;

. •"t,

,·.,,_:: · .. �) ..... : ....... ·'' v: .-e·· ... ·' c '•' .

HA?"J!lGLO CITY, UNITS 10, 11 and 12 PAGE 7

3) S..atisfacto:ry and stable .fills can be made '1"ith the native soils provided

the fill layers are watered and compacted as recommended in the "G-<lide

Specifications .for Engineered FiJ.l11 attac...l)ed to this reporto

In shoJ.•t, it is concluded that the soil conditions on the site are highly suitable

for the intended development •

Planting materials shall be hunnan grass, buffalo grass�>' or m<J.nienie., In

damp areas 'Where ma.n!enie will not thr.ive hunnan gr&.ss sh<A-11 be pla.ntedo In

Planting of slopes shall commence as soon as px·act.i.cal 9 following just

Gr<Ass(ts for planting shall be in short lengths of a.ppro:dmdte:!y 4"'-in.ch

runnerso Planting shall be done i� st&ggered rows 12 inches spd�t over areds

!nH.nai mJ�!nteMnce period a After the pLlnting ffi.Jtri!r!al ha1s �;ucc��ssfu� ly -�"'"-��· -..

t<kken hold� continue watering occ<ilsicmally as necessary to ;ni:i.int.a.in �'.rtY,Jt:.h

Em � period of 3 months or unti 1 gro�.1th sufficient to cover 50'1. of the� slope

h�ls- bfH�n achieved., Any area thdt does not catch during this period shall he

rerli.antcdo Also apply l0col0"'2 fertilizer 3 to 4 weeks u.fter planting to thos�

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HAKAKILO CITY, UNITS 101 11 and 12 PAGE 9

Tne designation "engineer.s:d. f::1.ll1; is applied to a fill placed v.nder

. the direct supervision of a Soils Enginn•:;;ro Tne Soils Engineer shall approve the

materb.l, the n:et..'r10d of placing and compacting, and shall give vll'itten approval of

the completed fillo No dev-ta.tion fro± these specifications shall be made except

upon the wrttten approval of the Soils Engineer 2.nd w-ritten concurrence from F.H.A.

AASRO Specificatiol1S hereina.ft<:r refer1•ed to are the Standard Specifications

of the Arnerican Association of State High-..tay Officials, l9lJ-9 printing, or later

revisions •

.Q,l.e'.:'.ri�'(ld Grnbbi._n.g:_. All ti."'llber logs, trees, brnJ.sh, buried rubbish. or

decayed :ma.tter, and other u:r;desirable material �·Jithin the areas affected by the

grading operations, or j_f caiJ.ed fo'Z' on the plans, shall be l:'·3movedt piled up and

bu.rr..ed. or othe�'Wiss clispo:;;ed. of in a satisfacto:t-y !!l-9.nJler.

All vegetable :matte::t such as roots, tree st�.unps, grass, etc., shall be rem.oved

from the surface upon 1-Jhich fiJ.l J.s to be placedo S�ch Stlrfa.ces shall be �.!1:1.for.C:1ly

sc;;,rified. to e. depth of at lsast six (6) inches and the operation shall be co:a:t,��m:.ed.

tmtn all obj€,ci�iom:.b1o n.catter is disposed of and tha soil is free of s.;�t'le as vmll

as large clods. It shall th.eu be bl'ClUghti to the proper moistu.re content and re-

co!rlpacted until the cl.ensi ty meets the requ:b:elll0nts as herE::.fter specifiedo

When fills c:r err.ba.nkrr:.ents are to be :made a.nd co::npa.cted on hillsides, or 1illen

new fill is to be co�npacted ;;·.gainst. e::..-ist.ing fillp or where fill is to be built

part 1-:d.dth at a. time, the sbr>as of the o:r.iginal hillside, old o:r ne-w- fillp shall

be cut into and benched if the slope is steeper. th.;m 5 horizontal to 1 vertical

as the work is brought up in layerso lcTateria.l thus cut out shall be recompacted

along �;ith the material brought upo

HAKAI\J.LO CITY, UNITS 10, 11 and 12

. ,. ��·· �---.. . .. . --� ,· -

PAGE 10

t,-oc}:y l'i-:.ter;a1.o 1-lb.en the embap_l(men.t material contains large rocky material,

or hard lumps such as cemented graYel whichcannot be broken readily, such material

shall be well distributed throughout the embaT�J01ent, and sufficient earth or other

acceptable fine material shall be placed around ��e large material as it is deposited

so as to fill -the interstices and produce a dense, compact embaP�"<mento

Ho1-1ever� no rocks ov·er 6 inches in greatest dimension shall be permitted until

a.ppl'OY�.l is granted by the vt;�.shington Headr.J_uarters of the F.R.A. In the -�1.pper 2

feet of the fill, no rocks over 2 inches in the greatest di,.--n.ension shall be pera.

mittedo Jetting >rill not be pt:;l"'J:n:itted in lot gra.dingo

Gompa�t1.on Reaui:rement�q_o All fill areas e.nd. embankments shall b.e built up :i.n

uniform layerso The loose thickness of each laye:e shall be adjusted. so the.t the

required degree of compaction� as hereafter specified� can be readily attained, but

shall not in e:ny ev,ent exceed approx:l.mately six (6) inches compacted. thicknassa

Ea.ch layer shall be thoroughly compacted com.pletely to the edge before the n8x:'c

layer is 1<tid thereon.

:In general. the layeJ:'S of fill shall be co.mpacted with the use of col"santional

equipment designed for the purpose. The incidental compaction achieved by the

passage of hauling units such as tr-u.cks, carryalls0 etc., oYer the fill shall n.o"G

be considered acceptable.

In ge:cere..l, all fill co:npaction operations sh<:.ll be carried out and the layers

of soil compacted at a moistu.::.�e content ;.;hich is optirJ.um for the soil, tha opti1t1Ut?1

moisture content. being d:;;termincd b;y- AASEO Hethod T180-57 or the equivalent ASTivi

Designation D 1557 Nethod Ao If the moisture contrmt of the soil is belo-;.r optblU..lJl

enough "Hater shall be added to the soil to bring its moisture content up to opt:llu7.!:l!o

... ·� '!."' �·· . �--.-·.-._ � ·- , . . -

·,,:· ... � ,, . ··,: . ... . . '·

·.:--�,�--!� _.._..;,� "·}:�"·; :�-.:-. ; .•. ,•:' ..

HAIU1.KILO CITY, UNI'l'G 10, 11 and 12 ?AGE ll

If aboYc� the soil shall be allo-;;v-ed to dry, ae2•ating by blading, ha}�roHing, etc",

to speed up the dryir::gt until the moisture contant drops down to app:..�ox-1:rta.tely

opt:i.mu.m.

C.::m1paction of eacl1 and every layer of fill of th.e entire embank<aents including

the slopes, berms, etc., shall b2: cm!tinued until t.he density, ad deterxa.ined b;r .fi-eld

tests reaches a value of a:t least 90% oi tl:..e m.ax:L".'!.U.m indicated by PJ-l..SHO Hethod

T 180-57 as hereafter spec1.fiede L"'l lieu of co::1pacting the slopes, the embankment

may be over-filled and ov·s:t·-·eo:mpacted, then cut back to the proper 2:1 slope,

provided that the final slope will b8 at the required degree of compaction.

Care sha.ll be exercised during the rough grading work so that areas

:l.nvolved ;,.;ill drain properly� Thust as fe.r as practica.blep all ruts and depressions

resulting from construction traffic shall be ca:::-efu.lly smoothed out at the end of

the day's -vrork thus p:t',eYenting any pending cf -v:ater on the embap_J.cm.ent. AU fill

slopes shall he prote;::ted by ten.1pcrary ber;:ns.

'I'he Soils Engi?1eer shall be not.if:l.ed in advance as to tha date

gradJ .. ng op·9r�'1tions are sohed.uled to start, S·:J t!1a.t. he rn.c:.y mak'3 the necessary pre-

parations for carry:i.ng out fi•a1d. dr;;:c.sity tests to determine the actual rel£>.tive

if 11eeded.,

Field density tests shall be made by t..he Soils Engineer of the compaction of

each la.yer of i'l..llo Density tc;sts r.1ay "be made at intervals not exceeding 2 feet

of fill haigrti� provided al1 laysrs are tes1�sd.o 1-be:r·e sheepsfoot rollers are 1..15•3d

the soil may be disturbed to a depth of sEn;e:r.'al. incheso ·

Density reading shall be

t�.ken in the compact8d m'1terh.l br.?l0w the dtst,J.r'bed surfacE>, and as often as

"'.:.•''

":·'":·

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.H.AK.A.KILO CITY, UlJITS 10, ll and 12 PAGE 12

\!ih0:.1 these readings indicate that the density of �my layer o:f fill or portion

t.h0reof is below the requir"·d (90�0) density� the particular layer or portion shall

be roi·JOrked unt5.1 the required density has been obta:i.ned..

The contra.ctor shall have» a:t. all t:ilnes on the project, a responsible field

superintendent in i'ull charge of the work with a1.:.thority to make decisi0ns. He

sha.ll coop0rate i\'-lly with the Soils Engineer :i.n c<?.r?.·ying out the test and inspectton

progra:<! and any instructions gi'ren to hi.rr.. by {';he Sons Engineer shall be bind.ii.�g

as j_f given to the contractor pe::.•sm1allyo

No fill material shall be

\:J)::;.en the Hork is inter:C'Upted by heav-J rc.in� fill

operat.i.ons shall not be resi.t.'Ued ur:.til field tests by the Soils Eng5.neer ind.icate

that the rnoistura co:r1tent and ci.ensi ty of the f:Ul a�:e as previ.o,; . .sly specifiE>do

. -�"' lD. • ... n

&u.pervision by the Soils :ti.'ngin9er sh2.ll be m2.de c.b.r·ing t.he fill

"' ('• . . SlJ9C:lll.Catr"!.Ol1So

GUIDE SPECIFIC.\TIONS FOR SELZC'r a�TERIAL

Materialso The select material for use under ground floor slabs shall

consist of crushed rock9 quarry w�ste� dredged coral0 black sand� or other

tndt--:rial as approved by the Soils Engineero It shall be free from adobe9

orzantc matter9 and other such deleterious mattero

Gradlngo The material shall conform to the following gradation:

Steve Noo

2"

1140

11200

"4 Passing

Not less than 95%

10 to 2�

5 to 10'%,

The Pl...1 sticity Index as determined by ASTM Method 0424 .. 54T shall not

exceed lOc

fompactlngo The se lect mdterlal shall be put down in l�yers not to exceed

6 inches compacted thicknesso Each layer shall be properly a10istened, if

necessary£> am.' thoroughly compacted to a density of not less than 90% of the

max!mu:n indicated by the i"iod i f i ed .--\.-\SHO Method T99.,49o (,-\STM Designation

D 1557c58T.,)

' ''"-'< �· • I; .. ,; ·' •

A p t "' � ....

Q T ,,

:.:'.. ).� ::::. i:. .-..

. •

···�

.... :,.-·-

' ' :;

HAKAI\ll.O CITY, UNITS 10, ll .?.nd 12

§.UHJ'� OF IJ\BORATOH.Y TEST RESULTS

P-oring No. Sample No. Depth (ft.)

IN .... PL\CE DENSITIES " .L D '+ (lb 1 f ) �e� 1ens1vY ,_ /Co •

y.; -t Co ... ...,· d ·,o .... ., • n ... e .. t., to Dz•y Density (1b/c.f.)

UNCONFD;ED COl .... LP. TEST Yield Point (lb/s.f.,)

EXPANSION TEST S�orell upon Saturation,

ATTE1BffiG LTIETS Liquid Limit Plasticity Index

SPECIFIC GP�VITY

GRADING ANALYSIS (%'Passing)

J/4" 1/2" 4!4 /flO tYQO #40 4180 -ftlOO 1/:200

Cm:!PACTION TEST (.A.ASRO l1et.ltod T180-57)

%

1-lax. D1•y Density (lb/c.f.) OptimU!il l1bist., %

CER TEST CBR at 0.1!1 Penetration

CL.ii.SSIFICATION

1 A

1.0

78.2 19.8 6_5.)

2128

0.9

40 15

2.67

8?.1 75.5 57o9 L}9o8 L�s. s 4? � -•..-3?.!� )6.4 JJ.?

95.2 21.7

12.0

GC

2 2 3 3 A B A B

0.5 2. 5 0.5 3.0

86.8 82.3 98.6 95.3 23. ) 16.2 16.7 1?.5 70.4 70.8 84.5 81.1

2926 2819 5053 2J94

2.4 1.2 ---·

68 39 27 14

2.64 2.87

99.2 100.0 94.1 100.0 8_5.2 99.6 ---77.8 97.3 61.5 88.6 _58.1 86.4 49.9 81.7

82.6 94.0 J6.J 18.8

27.5 14.7

HPi-SC CL ----

PAGE 15

3 3 c D

4.0 6.0

106.6 124 .. ) 18.0 19.8 90.3 10).8

5851· 7181

-. -.:·-....... r·

MAKAKILO CITY, UNITS 10, 11 and 12

SUHMARY OF LABORATORY TEST RESULTS (continued)

Bori.'lg No. . 4 4 4 4 5 Sample �To. A B c D A Depth (ft.) 0.5 4.0 5.5 6.0 0.5

IN-PLACE DENSITIES Wet Density (lb/c.f.) 97.9 . 101.1 110 .. 0 12l .. J 110.7 I-lOist. Content, % 16.1 17.1 20.7 21.9 15.4 Dry Density (lb/c.f.) 84.J 86.J 91.1 99.5 95.9

UNCONFINED CQ!.1P. TEST

PAGE 16.

5 5 B c

6.0 7.0

108.2 10.3.2 18.7 18.9 91.2 91.0

Yield Point (lb/s.f.) 6117 2819 1),298+ 13,298+ Brittle 1),298+ Brittle

YJAKAKILO CITY, UNITS 10, 11 and 12 . ·

(HAKAKILO CITY, UNITS 5 A1r:D �.� '<. ·.;T:r' , ·.·::·!··· ·,� . ·�- :: r;:; r .. ,; .: . ' .� :

. , '" I

smmARY OF LABORATORY TEST RESULTS

Boring Noo Sample No. .

Depth (ft.)

Description ·

IN-PLACE DENSITIES · . 1vet Density (lb/ c. f.) v•t Co ' + d. J.·•o�s • n-cen .. , i'l . Dry Density (lb/ c. f.)

UNCONFINED COHP. TEST. Yield Point (lb/s.f.)

EXPANSION TEST Swell upon Saturation, %

ATTERBER.G LDliTS Liquid Litni t .

Plasticity Index

SPECIFIC GRAVITY

GRADING ANALYSIS C% Passing)

Sieve

1/2" #4 i/=10 'i�20 =/140 #BO �f100 ·ifZOO

cm·JPACTION TEST (AASHO Hethod Tl80-57) Y�x. Dry Density (1b/c.f.) Op+ • Vii t d. vJ.!llUin J:lO S o t !'. -

CER. TEST . CBR at 0.1" penetration

CLASSIFICATION Unified.System

Red Clay

120.0 25 .. 6 95o5

2.5

45 23

2.81

100.0 99.0 98.1 97.3 96.8 95.7 95 .. 1 92.2

3.13

CL

- ..... 1.' ' '

.PAGE 17

� ._ ,' .

.e

HAKAKILO CITY, UNITS 10, 11 and 12 (HA1�KJLO CITY, �NI'J? 7)

' -� .

SITMl·fA?.Y OF LABORA.TORY TEST RESULTS

Boring No. Sa.7!1ple No. Depth (ft.)

Description

TI�-PLACE DENSITIES i·Tet Density (l'o/c.f.) Hoist. Content, % · Dry Density (1b/c.f. )

UNC01'FINED COI'1P. TEST Yield Point (lb/s.f.)

EXPANSION TEST Swell upon Saturation, %

ATTEi\BERG Ln1ITS Liquid Limit Plasticity Index

SPECIFIC GRAVITY

GRADING ANALYSIS (% Passing)

Sieve

1-1/2" ·111 3/41! 11211 f-J. 1i'l0. '1120 f/1+0 'ifBO #100 #200

COHPACTION TEST (AASHO.Hethod _Tl80-57)

l·fa.x. Dry Density (1b/c.f.) "-.J. • M • t t1f.. V}IIJll!iUin "·iO�S • t fO. .

CBR TEST CBR at 0.111 Penetration

. CLASSIFICATION

4 A

0.5

. . . . '

Dark Bro;.m Clay with Small Boulders

118.6 30.0 91.2

46 23

2.90

100.0 97.7 95.6 9L�.6 . 93.8 92.8 91.0 90.8 89 .. 4.

6.7

CL

5 A

1.0

PAGE 18

Dark Brown Clay wi t�r . Small Boulders

---

46 22

2.79

78.9 70.1 6?.1 60.3 50.7

45.9 4).1 41 • .5 38.9 ')7.7 ')6.8

1 5.5

sc

•

UA.Y..AKILO CITY, UNITS 10, ll and 12 (�·rAKAKILO . CITY, UNI'£ 8)

SU11HAR.Y OF L..4.BORATORY TEST RESULTS

Boring No. Samo1e No. . Depth (ft.) ·

Description

IN-PLACE DENSITIES viet Density (1b/ c. f.) 1·Ioist. Content, % Dry Density (1b/c.f.)

UNCONFINED CONP. TEST Yield Point (1b/s.f.)

EXPANSION TEST s,.;ell upon Saturation, %

ATTEt1BERG Lit-fiTS Liquid Limit Plasticity Index

SPECIFIC GRAVITY

GRADD1G ANALYSIS (% Passing)

Sieve

#1-J. 1/10 �¥20 #40 H8o #'100 #200

COI'-lPACTION TEST (AASHO Hethod T180-57) l'i:u::. Dry Density (1b/ c. f.) Optiml.l!-u H.oist. , %. ..

CBR TEST CB:t at 0.111 Penetration

CLASSIFICATION • q . , • • ,

.. " .. ,

2 A

1.0

Bro':Tn Clay

106.5 13. 5 93.9

4256

;};.5

42 20

2.94

100.0 100.0

97. 7-. 89.3 71.8 .. 67�3 )4.8

6.7

CL

' . \ ;.

. .. .. . ..

3 .A 1�0

Brow-n

ll6.1 15.6

100.4

ll,170

5.0

36 15

2.7J

99.6 98.9 98.0 96 . 8 90.8 88 . 5 81.9

99.3 2lo0

J.O

CL ·

,. ·. •, '> ..

PAGE 19

4 A

1.0

Clay Brom1 Clay

108�2 13.8 95.1

4521

4.8

42 18

2.70

96.1 92.1 87.0 8,3.2 76.9 75.2 ?O.J

CL or }[L

:·-· . .

X.lAKAKILO CITY, UNITS 10, 11 and 12 (HAXAKILO . CITY, UNIT 9)

S"ul-:11-iA..'l.Y OF LABORP.TORY TEST RESULTS

Boring No. Sample No. Depth (ft.)

IN-PLACE DENSITIES vlet Density (1b/ c. f.) F • ... C t t d �w1s�. on en , p . Dry Density (lb/c�f.)

UNCONI<'.Ll\TED COHP. TEST Yield Point (lb/s.f.)

EXPANSION TF.tST Swell upon Saturation, %

ATTERBURG LINITS Liquid L:Lmi t Plasticity L�dex

_SPECIFIC GRAVITY

GRADING ANALYSIS (% Passing)

Sieve

#4 #10 #=20 {/40 #BO #100 #200

COMPACTION TEST (AASHO Hethod Tl80-57) Nax. Dry Density (1b/c.f.) Opt:L'Tlum Hoist. , % .

CBR TEST CBR at 0.111 Penetration

CLASSIFICATION

1 A

0.5

108.6 14.5 94.8

5053

0.2

39 20

2.93

100a0 99 .. 9 99.1 96.5 87.9 85.1 7?.5

100.0 21.7

40.0

CL

.. . 1 2 2 B A B

2.0 0.5 1.5

104.6 106.4 106.5 16.4 13.3 15.5 89.9 9Jo9 92.2

4255 1330 2128

_..,�

---

2 c

2._5

104.5 16.2 89.9

1330

---

page 20

3 A

o.s

100.3 13.3 88.5

1330

0.3

38 18

2.88

99.4 98.8 9?.6 95.1 89.2 8?.1 81.6

100.0 24.0

CL

3 B

1.5

106.6 17.1 91.0

6223

---

-

e

:.

lrA.KAKILO CITY, UNITS 10, 11 and 12 (1-fll.Yu\ICILO CITY, UN:q' 9)

Smfi:.JA,.�Y OF I.:ABCRATORY TEST RESULTS

Boring No. Sa1np1e No. Depth (ft.)

IN-PLACE DENSITIES �·let Density (1b/c.f.) �,ro; ..::t Con-�- en+ � · J. _.,_ 0 tJ Vf .'

Dry r-ensity (lb/ c. f.)

UNCONFINED COHP. TEST Yield Point (lb/s.f.)

EXPANSION TEST Swell upon Saturation,

ATTERBERG LTIUTS Liquid Li:nit Plasticity Index

SPECIFIC GR.A VITY

GRADING ANALYSIS C'0 Passing)

Sieve

J1J, ;rt'

'!f:lO ifZO #40 #BO #100 41200

COEPACTION TEST

fa

(AA.SHO Hethod T180-57) H.ax. Dry Density (lb/c.f.) Opt:i.mum Hoist. , '% ..

CBR TEST CBR at 0.111 Penetration

CLASSIFICATION

3 ,.. "'

J.O

101.1 16.5 86.8

6383

---

. . . .

4 A

0.5

. 110.3 13.1 97 .. 5

3723

5oJ

48 27

2.87

99.0 98.3 98.1 96.7 92.6 91.4 81.6

98.8 25.7

CL

. . 5 A

0.5

101.5 14.3 88.8

4521

1.9

38 18

2.87

98.0 97.5 97. 2 9Jo0 8Jol 30oJ 7J.2

98.3

.. '

5 B

1.5

107.5 18.7 90.6

5053

22.0 ---

16.0

CL

5 c

2.0

110.5 16.0 95oJ

4255

PAGE 21

6 A

0.5

100.0 14.6 88.0

2660

1.9

39 19

2.86

99.8 99.7 99.6 98.7 93.2 9L5 86.2

97.0 25.0

16.0

CL

,. , .

···:

, .. _, __

HA.KAKIID CITY, UNITS 10, 11 and 12 (HAKAKILO CITY, UNJ:I; 9)

SUl·R·Il-'I..�Y OF LJl..BORATORY TEST P.ESULTS . ..

.Boring No. 6 6 7 Sample ·No. B c A Depth (ft.) 1.5 2.0 0�5

m-PLACE DENSITIES vlet Density (lb/ Co f. ) 102.5 104.6 106.4 Hoist. Content, % . · 15.4 17.0 12 .. 5 Dry Density (lb/c.f.) se.e 89.4 94.6

UNCONFTh'"ED COl-JP. TEST Yield Point, (lb/s.f.) 2128 553.5 .5957

PAGE 22

7 7 B c

1.5 2.5

100.6 108.7 16.5 16.6 86.4 93.2

4149 3'+57

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1-A-1.0

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· BORING NO • 1

Driller's Description

Fragmen ted decomposing rocks w�th traces of reddish clay

FIGURE 2A

BORING NO. 2

Depth 0.0' No. Driller's Description

�--------��--��

, ·• ·-...

Depth 0.0'

·4.01

2-A-0.5.

Sample No,;

3-A-0.5

. . 3-B-J.O

J-C-4. 0

Naka.kiio City, Units 10, li and 12_ Ewa, Oahu •. State of Hawaii

H4Z-C 6/29/65

Fragmented decomposing rock with light brow"ll silty clay

Yellowish clayey-silt with decomposing rock

FIGURE 2B

BORING NO• J

· · Driller's Description

Reddish-brown clay

FIGURE 2C

Hirashima Associates· Consulting Foundatio .

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Reddish-brow"l'l clay·�

FIGURE 2D

BJRING NO. 5

Driller's Description --------------------

Reddish-brown clay ·

5-B-6. 0

5-c:?:o-----·---··ne�i·k-'br;),.m clay dth traces of deco�posing rocks

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Dark brown clay · .'. small boulders

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Reddish-brown clay .

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BOR�NG NO. 2 ··:.

Driller's Description ---

!''',."'' . t .

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P1akakiio City:. unit 8 ·

E•-ra, .Q.ahu, State of Hawaii

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Bror..vn clay

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4-A-1

f1akakilo City, Unit 8 Et�7·0ah•J9 State ofHawaii

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BORING NO� 4 , ·· · .:·_''

Driller's Description

:_: - ·.,. BrOi.�-n clay

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BORING NO • . J

Depth 0.0'

Sample No.

·Figure 20_:

Ym.ka.kilo City, · Unit 9

Driller's Description

Red clay

Boulders

Drj.ller' s Description•

Red clay ·

Boulders

E'.rra, Oahu·� State of Ha>·J<> .. ii

-··o·----A··--r--·A·. . . . . . ... ' - ' ...

BORING NO. 2

Depth 0.0'

2. 5'

Sample Driller's No. Description

Fig',..;;re 2N ··- .· .

BOF.ING NO. 4

Depth 0.0'

2. 5'

Sample- ·

No. Driller1 s

.Description

Dark bro''m cl2.y with srr.all boulders

Boulders

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Depth 0.0'

3.0'

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Sa.'"llple

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l<Iakakilo City, Unit 9 EHa, Oahu� State of Hawaii

Driller's Description<

Depth 0.0'

.. ·

.:.', :·

.

Red clay

Boulders

Driller's· Description

Red clay

Boulders

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·Driller's · Description ...

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