·e·

"..!:;,

~'l

~·

e '/ . ~

\:

G 11a ~; 13'3

\3,ou {r-AI-.J'->\\..\..L,. \Nbu.S. \~,,.,_.\- 9AR~

PROPOSED HECO MAKALAPA SUBSTATION SOIL EXPLORATION REPORT . ' .

SALT LAKE BOULEVARD HAI.AWA, EWA, OAHU, HAWAII TAX MAP KEY; 9-9-02: 25 & PQR. 2

To: HAWAIIAN ELECTRIC COMPANY,· INC. . .. . -- . . . ..

WALTER LUM ASSOCIATES, INC. CIVIL, STRUCTURAL, SOILS. ENGIN'EERS

AUGUST 28, 1975 I

FOR REFERENCE not to be taken from this room

-=it &75 $

/}.

-----A'l io·J \ ~ l

~~\0 tJo·

. _I

e

e ll)

e ..

WALTIR LUM.

WALTER LUM ASSOCIATES, INC. CIVIL, STRUCTURAL, SOILS .ENGINEERS

' .

'I IDWARD WATANABE · EZRA KOIKE . WALLACE WAKAHIRO

3030 WAIALAE AYE., HONOLULU, HAWAII 96816 • TEL •. 73.7·7931

MR. HARRY STEWART Engineering Design Department

.Hawaiian Electric C9mpany, Inc. 900 Richards Street Honolulu, Hawaii 96813

Dear Mr. Stewart:

Subject: Proposed HECO Makalapa Subst;ation Soil Exploration Report (for site gradil)g design guidetines and foundation design purposes) Salt Lake·Boulevard Halaw~, Ewa, Oahu, Hawaii Tax Map Key: 9-9-02: 25 & Por. 2

August 28,·1975

Transmitted herewith is our soil exploration report for site grading and foundation design purposes for the Proposed HECO Makalapa Substation at Salt Lake Boulevard, Halawa, Ewa, Oahu, HawaiL ·

This report includes a Boring J,.oeation Sketch, boring logs, laboratory test. results, general site grading and fqundation desi,gn guidelines and limitatio11s. ·

Respectfully submit;ted,

WALTER LUM ASSOCIATES, INC.

By~/c.YY~ Ec:lward R. ·Watanabe

CM/EKW:vl

e

e

e

C 0 N T E N 'I S

SCOPE OF EXPLORATION • • • . . . . .FIELD EXPLORATIONS •••• . . . . . . LABORATORY TESTS • • . . . . . . . . . . . . . . . . . SOIL CLASSIFICATION SYSTEM • .

GElllERAL SITE COND,ITIONS.

INTERPRETATION OF SOIL CONDITIONS

DISCUSSION AND RECOMMENDATIONS .•

APPENDICES:

. . . . . . . . . .

A. LOGS OF BORINGS .... Boring Nos. 1 thru 6.

B. SUMMARY OF LABORATORY TEST ·RESULTS - Table IA

C. BORING LOCATION SKETCH

D. SUGGESTED BOULDER FILL - Figure 1

.E. LIMITATIONS

Page

1

1

2

2

2

3

4

e

-

e

PROPOSED HECO MAKALAPA SUBSTATION SOIL~ EXJ.'LQR,T~';tl:()N REPORT

Si\.1 T LAKE BOULEV .t\.RD. HALAWA, EWA, OAHU, HAWAII TAX MAP KEY: 9-9-02: 25 & POR. 2

SCOPE QF exELORAl'JQN

The purpose of tb.is. ·exploration was to evaluate general .soil con~:litioi;ls

for site grading and foundation design considerations .for the Proposed

HECO Makalapa Substation on Salt Lake Boulevard, Halawa, Ewa, Oal!.u,

Hawaii.

This report includes field explorations, labora:tqry tests, general site

grading and foundation design guidelines and limitations.

The site is located on. the proposed Plantation Drive Industrial Park. A

report, "Plantation Drive Industrial Park," dated May 28, 1974, was

previously prepared for the industrial subdivisiotL

FIELD EXPLORATIONS

Six borings were made at the site. The approximate locations of these

borings are shown on the Boring Location Sketch.

The borings were made with 4-in. giametet augers using finger type and

drag bits.

Soil samples were recovered with a 2-in. standard. split spoon sampler

driven with a 140-lb hammer falling 30 inches.·

e

e

e

'LABORATORY TESl'S

Laboratory test;:s included: ilatural water coP,tent. and gtain-size analysis.

A summary of laboratory test results.is given in Table IA.

SOIL CLASSIFICATION SYSTEM

Soil s~mples wete visual,ly observed and subjected to appropriate tests

in the laboratory. Based on visual observa.tions and laboratory te~?ts,

the soil descriptions given on the boring logs are generally made in

accordance with the "Unified·Soil Classification System."

GENERAL SITE COND.ITIONS

The proposed site is located on the southwestern corner o.f the intersection

of Salt take Bo.ulevard and the proposed Bougainville Drive. The site is

between Radford High SclJ,ool (north) and Plantation Drive (south).

An e~istirig Ha.waiianElectric Co. substation is located on the southeastern

corner of·the site. A concrete slab and an existingA.C. pavemeilt were

'noted along the easterly boundary. Some stockpiles of miscellaneous

materials were noted in the southern portion.

Calcite deposits at the surface were noted in the western portion of the

site. Mudrock outcrops were noted in some areas.

Waterline easements are located.along the northern and eastern portions

of the site,

...;, 2 -

e

e

-

The southern portion of the site generally slopes·doWn toward the northwest

at gradients of about 10 to 20%. The northern portion of the site is

generally a depression or drainageway that slopes down toward the west at

gradients of about 20 to 50%.

The elevation of the site generally varies from about 100 ft to 60 ft.

The site is generally covered with small brushes and trees.

INT·ERPRETA,TIO~ OF SOIL CONDITIONS

From the field exploration and lab()ratory test ·results, the soils

encountered in the borings may be generally approximated as follows:

A surface layer, about 0 to 6 ft, of clayey silt, and silty

sand over mudrock (volcan:i,.c tuff) for~tion.

A drainageway cuts across the site .in an east-west; dir~ction.

The drainageway which covers over 1/3 of the.site was filled

·with a soft calcite deposit. The deposit varies from little

to more than 6 ft deep.

Water was not noted in the borings during the field explorations.

Variations to the above soil and water conditions should be expected in . ' . .

localized areas. For more detailed descriptions of soils encountered

in the borings, refer to the b9ring logs.

- 3 -

-

-

e

DISCUSSION AND RECOMMENDATIONS

In general, the proposed plan is to clear and grade the site. to a: fai~ly·

level condition and construct.various pole foundations and· equipment pads

for an electric substation.

Tlie low~t, northern portion of the site will be f:i,.lled while the southern

portion will be in cut. Fills of up to about 3.0 ft and cuts of up to about

9 ft are planned.

Retaining walls up to about 12 ft in height ate planned· along the northern

boundary of the site.

· So~t ''calcite" deposits were. encountered in a drainageway th(:lt cuts across

the lower, northern portion of the site.

W(:lter.lirte easements are located along the northern and eastern portions

of the site. If l'racticable, foundations should be located outside of the

easements due to possible construction or maintenance of the water lines.

Site Grad:ing

Surface vegetation, ):'U.bbish, debr:is, concrete rubble, abandoned

cars, abandoned structures and utilities, etc., should generally

be clearec:l and removed prior to site filling.

Existing stockpiles of soils or bouldeFs or loose rubbish fills

should be stripped down to stiff natut(:ll ground before the

placement of fills in the area.

The surface clayey soils and ncalcite" should be. stripped anci

removed before construction of fills.

- 4 -

e

e

-

Gradin~ work should be done.as required by the Revised

Ordinances of Honolulu, 1969 As Amended; and the following

·additional guidelines:

1. The site should be cleared and grubbed.

2. Soft pockets encountered during the site

preparat:i,.c;ms should be excavated and replaced

with select soils compacted in thin lifts.

3. Hard surfaces, such as pavements, in localized

areas should be scarified down to stiff .soils

and recompacted to match the density of the

surrounding soil.

4. The soft, c.alcite and other deposits .in the

drainageways should be stripped down to

·stiff natural.ground before the placement of

fills. S1.1bdrains with laterals in a

herringbone pattern should be placed along

the bottoms of natural drainageways.

5. Thin sidehill fills (sliver fills) on sloping

areas should be avoided •

. 6. Fills should be constructed ii1 approximately

level layers starting at the lower end and

working upward. Where fills are made on sloping

- 5 -

.'

e

-

-

areas steeper than about 5 horizontal to

1 vertical, the ground at the toe of the fill

shpuld be benched to a generally .level condition.

A$ the fill is brought up, it should continually

be keyed into the st;:iff !'latural ground by cutting

steps into the slopes and compacting the fill

into these steps. ,

7. Borrow material should .generally be less than

6-in. max:i_inum size with a plasticity index

generally less than 20.

8. If boulders are proposed to be used in the

construction of fills, they sho.uld generally

be placed ,Ellong the toe sections of fill slopes

and outside of probable foundatiol)s. Before

placing any boulders, the subgrade should be

stripped to stiff natural.ground and shaped to

drain. A transit·ion layer of select granular

ma.terial (6-in. to dust sizes) should be

placed on the subgrade and the boulders placed

on the select material. Earth fill may be used

in the void spaces between boulders. A transition

layer of select granular material should also .be

placed against the boulders before any earth fills

are placed .Elgainst the boulders. See attached

sketch, Figure 1.

6

e· 9. In general, fills-should. be laid in 6-in.

. ' . (

compacted _.layers: to 90%. of the maximum

density determined by the ASTM D-1557-70

test method.

10. Provisions to drain the site should be

included during and after the completion of

filling operations •.

Slopes·

In. general, cut and fill slope~ of 2 horizontal to !.vertical

or flatter should be useci. •\

Cut slo.p~s of about 1 horizontal to 1 vertical may be considered

e where fairly continuous mudrock is encountered.

To reduce erosion, the runoff from rainstorms should be diverted

by berms or ditches away from slopes whenever practicable.

The surface of fill slopes should be compacted by cat-tracking

or with a sheepsfoot roller.

Slope planting is recommended on cut and fill ~lopes to reduce

erosion.

Slope adjustments or other pr~cautions may be necessary if

seepage zones or expails:i;ve cl,ay pockets are encountered in

localized areas.

e

.... 7 ...

- Foundations

In general, for. the proposed poles and e.quipment, spread

footing, continuous footing, or pier foundations on mudrock

o.r compacted fills may be conside.red •.

Because of downhill creep, effects of soils on a slope; some

settlements may occur near the tops of slopes. Structures

placed in the creep zone may be·subjected to movements. To

lessen the effects of creep, structures should .generally be

·placed away from the tops of slopes as follows:

' Fills without retaining wall: Distance from top

of slope equal to height of fill with a minimum

of 5 ft.

e Fills w;!,.tl:l retai11ing wa;J..l: Distance from top of

wall equal to total height of wall and fi-11.

Good surface drainage away from structures should be maintained

and the site should be graded to prevent the pending of water.

Sp:re_ad or continuous footing foundations

Guidelines for spread or continuous footing.foundations

follow:

1. The footi11gs may bear on mudrock or

compacted fill.

e

- 8 -

e

e

e

2~ The following allowab.l,e bearing values

may be consider.ed:

Footing bearing on mtidrock:

Footing bearing on compacted fill:

5000 p.'s.f.

.3000 p. s. f.

3. The bottoms of the excavations should

be recompacted prior to placittg of

concrete.

Pie.r foundations

Guidel:i.nes fot p~er foun,datiotls follow:

1. Piers may be constructed in compacted

fill or mudrock.

2. Filling operations should be

completed prior toexcavation of piers.

3. The piers shot.1ld bepoured against

neatly excavated holes.

4. For pier foundations, the following

allowable pas$ive resistances (equivalent

fluid) may be considered:

Piers in mudrock:

Piers in compacted fi.ll:

~ 9 .... "•.

500 p.c.f.

300 p. c. f.

e

e

e

Retaining Wall

About 245ft of retaining walls,. up to.about 12ft in height,

are plai).ned along the nortl:u~.rn pouil,dary of the site.

The bottoms of the walls may rest on mudrock or on compac.ted

fil,l.

Subdrains should be placed behind the walls below the footing

l~vel and should be daylighted at low points.

Fairly well-graded granular ~teri~l or select granular

material should be used for backfilling against the wall.

.For lateral earth pressures, assuming a select well-drained

bacldill and drains are provided, an equivalent fluid pressure

of about 45 p.c.f. approximating "at rest" C:C?nd-it:i,ons plus

allowancesfor surcharge loads for sloping backfills and

vehicular traffic ni,ay.be used for walls unrestrained at the

top. For a sloping backfill, the le1teral pressut~ may be

increased according t.o earth pressure charts by Terzaghi ·and

Peck or other similar accepted theory.

The center of pressure should be considered to act somewhat

above the lower third of the triangular fluid pressure diagram.

Bearing values of about 5000 p.s.f. may be used for wall

foundations resting on mt1drock and 3000 p.s.f. for compacted

select fill. Toe pressure may be increased 'about l/3 where a

trian,guJ,ar pressure diagram is used along the base of the wall .

.,.. 10...;

.\

e For sliding resistance between the base and subgrade, a

coefficient of friction of 0. 5 for mudro.ck and a coefficient·

of friction of 0. 30 plus an ultimate cohesion of 250 p. s. f.

for silty-clayey materials may be used ~rovided the base of the

w:all :i,;_s well drained, arid there is s~fficient (2 .times _the

base) stiff material in front of the toe of the wall.

A.C. Driveway

For light automobile traffic and drained subgrade conditioiJ,s,

the driveway and parking area pavement section for the general

soil conditions may be as follows:

1. Wearing course - 2-in. asphaltic concrete.

- 2. Base course - 6-in .•. base course over a

prepared subgrade.

The subgrade should be compacted and shaped-to drain. Outlets

should be provided at low points of the paved areas to avoid

water pocketing at the subgrade level. Where cat.ch basins are

-placed in low areas, weep hol,es should be placed at subgrade

levels through the walls of catch basins.

E;l!:isting: Gesspc:>ols

The site appears to have been previo:usly developed and cesspools

may exist on the site.

If cesspools are encountereci w:j.tbin the site, they should be .

e located on the plan.

- 11 -

e

e

e

Sludge should be removed from the bottom of the cesspool and

replaced with fairly well-:-:graded granular material. The granular

material should be placed in thin layers and rammed into place

or compacted with vibratory equipment. The top 5 ft of fill

should be compact;ed in 6-in. compacted layers.

Foundation!; should be designed to span over tbe cesspool.

Footings should extend below the bottom of the cesspool. . . .

Unforeseen Cond;i.tions

Because of the variability of soil deposits, site

~provements, designs and construction techniques·, existing

or cbari$ed cond:i.tions. may be encountered that cannot be

foreseen with even the most exhaustive studies of site and

project conditions. These unforeseen conditions should be

recognized when. encountered and then evalu_ated .so that the

designs or the construction methods may be modified accordingly,

if 11ecessary.

Unforesee11 or changed or undetected conditions such as soft

spots, existing utility trenches, l,lnderg:tound structures,

pipes,.voids or cavities, boulders, expansive soil pockets,

seepage water or wate:t level changes with weather, etc., may

occur in .localized areas and will have to be adjusted a.nd

corrected in the field. as t:hey are detected.

- 12 -

,.

e BORING LOGS

e

e

The stratification lines shown on each of ·the boring logs represent the a,pproxinuite boundary between soil types and the tran_sition Iilay be gradual. ·

Smb9_l:s

Syffibols used generally are in accordance with tbe Unified. Soil Classification System.

Where a parenthesis "(MH)" is used, the soil sample was classified ·by visual observation of the sample recovered.

Where no parenthesis "MH" is used, the soil sample was classified from either the Atterberg limit or gra:i.n,....size analysis test results.

3 Ul -:r.

-~-.0 1-<( 1-•1' tO ~

If\

<.{ 1\..

1 ..( '.{_ <{

2

e

e

. __ _;_ ____ ~-'-"-"-''-""'-'-----,'-~"--o"-'--',-....,..,....,......,.;,.-,-----------·

WALTER LUM ASSOCIATES, INC. ·I 3030 WAIAlAE AVENUE • HONOlUlU, HAWAII 96.816 • PHONE 737-7931

Boring Log 1 • BORING NO. ----'---'-- Sheet No. of

PROJECT PROPOSED. HECO MAKALAP A SJ.JB.STA_r;I:QN . Drille~ 11"-l. LU M AS'50C. INC.. !)ate JU L 'i 11 I'll S

LOCATION Salt Lak~ "BO\~l~ve~.rd Field Party __ K_A_t-<_,_u-.:.;-, 71A;:-':>;;-:A;:;T~Or-----~-.-...:...--. · · A. £ r'itf\.$t>..' 4'' Halawa, :E;wa, Oahu, Hawaii . Type of Boring .. U~<-!\li7KILI... ) D.iam. ~.,........~----

HAMMER: Tax .Map Key: 9-9-02: 25 & Por. 2 Elev. '14'± * Datum--"--------

. ·. 140 #. Driii.Bit T.c,. DRAC. Wetght ·· ----.:rnr-...,----.-----.-----,--_;.;_-Drop "?0' Water Level ';\~~'GfJC7 j I I I

SAMPLER: 7.'' 5TANr7AR.r-> 5FLIT SPooN

c ~ ~

~ ~~~ ~ =~~ ~~~~~ ~V'>UD~.

GjM

1-.

0

DESCRIPTION

E.L..t-'-1. :. 9 +' t 1

BI'ZOY\IN 1 MU.t7ROCK WjSll .. T'/ 5AN[7 (fiLL.)

~-i .. ·-.:.1

1.

.;;a

I~ 0

·0z ·4~ 1 Morn: . .E:D e>f\oNN ~~ MLH7ROC.K

I~

.-. s -= a. " ·C

()

-'--

I~ --

IS --· -

-

1-

Q; a. ~ "'

~

~ ~­

-~ !l -:··

~

;;.:

~

-~

0~

··~· '

t

ci ·e z :.::;

" 0. u ~ E ~

.71 0::

I"A I - I

I· I?

Tim·e ·-. ·-··-·-·

Date :1 • 1 \ • 1 ;. 1 -

ci.

'E E ·e 0 ~

0 u " u :.::; ....:~ -"u.

a; :!? 50 V') •

.,"! ~~ ~ ·u o. CCI.

;;; .'! c: > .... ;::)

\'2. I - . - -

15

PENETRATION DATA

Standard I Pel}etration Test

N (Blows per foot) 0 10 20 30 40

L

1-- I . I -~~---- ~--1. 4~~- 5.

HAMME::.F­'!'oU·NG C.~

50 • I· G I lv\UVRock t:t{.AG.M\c:t-.~rsLI 1· .L_J_ .. --1 %.4.

I

1· ttl 1\AU~McA rF-Jv· .. rv,\'lf--lfs "2.0/o.'].'

END Of f,O"INC. -~ 20' 1·11·7S

,~ ¢, ~·

1-1'l1·8l Nol [Zf::.Qo'lt.t--..7 !1oi • 1· 1· · I I I · to.o

* . . ~L..e.'-1 ATttHJ E..$ i' tM AT E-.t7 fROM TOt>O MA.P

HAr-I.M E.!' . BOUNC.E.<;;

0 \.) tll :X:

7 • ~ \fl t{)

:J lj'l

~ <( .J

~ <i 2

e

-

·-· -------,--~-.,.---"--'___,.;-'-'--'_,..._;.....,...,....,"-'---.,__,.-"""'1

WALTER LUM ASSOCIATES, INC. I 3030 WAIALAE AVENUE • HdNOLULU, HAWAII 96816 • PHONE 737-7931

Boring Log BORING NO. 7_ Sheet No. of

PROJECT PROPOSED HECO MAKALAPA SUBSTATION Driller N.LUM A'77D&.y.Jc.. Dote JUL{' 14, 191 S

LOCATION Salt Lake Boulevard F.ielci Party Mc7cf:... l<.AKU , CH0~'\1

H 1 E 0 h H. · · · . .AUGJE.f'.(CME ~;) .J..''

Datum----------

a awa , W a~, _ _ ?. : U, aw a11. Type of Bot~ng . i .:k, · • Diom. -.,..-...:..' ---:---

HAMMER: Tax Map Key: 9,.,.9-02: 25 & Pot. 2 · Elev. qc.. t . · \40 ~ Drill Bit f\NGE.f'... T'"iPE:

Weight. ... . . ---~::v--,.....,------,----..--------

0 ·· · 30''. Water Level JjgfiGf:t' I . _ ··1 !:. . 1· .. · SAMPL::~ .. · '2" STA.t-lPAlZD SPLIT 'SPOON . ::: i- ~- 7 s -.. ~- . . ..

c: .2 "§

] ~ :-!:' ::= ~ :5~u

B~oNN MUD"OCK

E.Nl7 OF E:>ORI NCI C!l '25. 7·14-·1!:>

* E.t,f.V/>. iiO~ E.$T1MATC.I/ · f"oM roro MP..P'

.

·-.,....

-s_

'-

~

-i

I~ ~·

15~

-.;,..

-

1'20 :

~

·-'7.5

'Zb

PENETRATION DATA

I Standard

· Pen~tration Test

H· I. I I ,;%.~: HAMMER. P.,OUNCE'?

4-0/o. I' Muvr<,.oc.li F-"'-t~;,t-Att--lts I I . I I ·1 HM-:1ME..t".

'>o 1-z·DI iV\upR.o~~ r~c:.MI!.Nf'> ill

'*'· ~

~

t:l;l 'C.· e. I MU~Mv~ ff-~~Mef~l"fS ~·

?-

'l ': ~'

1-1 1-z·F I N.ol r<..tC.po.Jer{."1

~our\lc.r:-;.

I I I I .· I I 50fo. ~·

~

I I I I I

HAMMe.!'.. i;OUNC.tS

===== 4-%. l' HAMME:~. {;OU!\lCf:;?

'%.o' HAtviME-1<-. ~owJc.~s

0 \.l _Ul ::X: -· P. ~ \{\ d)

~ If\:

~ ~

<!. '..J ...:( 'L 4: ~--

-

e

WALTER LUM ASSOCIATES, INC:. I 30JO WAIAt!I;E AVENU-E • HONOLULU., HAWAII 96816 • PHONE 737,7931

Boring Log PROJECT__ _ _ P.RQ_POSED HECO ~,t\PA SUBSTATION

. -- 3 BORING NO. __ _. ____ ---- Sheet No. of ---,----Driller-1-":'l,Lt,JM A7'?0C.,\NG, Daieq JUL.-:7 \I \'11S

Fie.ld Party _f<.AKU- A'SATO LOCATION . Salt Lake Bouievard _ Halawa, Ewa, Oahu, . HawaiJ _ _____ _ rvpe .;;i BQrinli AU~E:;f'. ( ~~~£:) tliam. 4''

HAMMER: Tax Ma:p Key: 9-9-02! ·-zs -& Por. · 2 - · Elev 1 & '+ ~ ___,__::.,:_ ____ _ · _. · Datum ---·-----

Weight __ ! -±0 "II_ _ __ Drill Bit T· G. DR..A~ Drop _ - :?_?:~·- -- _- __ _--- _ w.i~r -leve1--S~l.c.:t-D

SAMPLERi - ___ ?.'' _'S:TAN~AKD . SF'Llt spooN

1: .2 70 u ., :z

.~ 'Vi

~:a~ :JV>U

DESCRIPTION

f.LE..V. ~ 75 '_±. ·~ SoFI,,G;'~A11?rl lA.!HIIE: CAL.viT!:- 'iv/SOt7tUM

snFF f\f;t7t7l?H BRoWN _CL.A"iE:1 ?li..T y.;/Mui/I~OvK

~ .s: a. ~

Q_ I

---;,_

s

Q; Ci ~

V)

0 z ~

-"-

~ "'

;~A~

Time' :"""7'"

Date 1-l.l·lS

ci ... ·e c ]

E 0 "' :::; 0 u ~

·~ u .,..: ·U.: -<: •

;;; "'"' 'C c - ~ "! ~ 'I '3 o"' g, c.. c 0-

ii: 3: C' "' :; -:J >

-I <:c.l I - I - I -I'""''" ~'ON""

Penetrat'io·n Test _

N (Blows per foot)

0 10 20 30 40

~~ ~~~~w/~o-~ _ ? LO lS/1o. 5

(ML)

?1-<1

~ T~AGe5 Of CORAL

Bf:.OINN, t;,ll .• f·t 5ANt> W/MUV'"'OC.K

-- '2.1 \Co -tD

-'-

-J

I 10 . ~----.

e;"o~N, MuP&-oc.l< -

--

I&

END Of !bORING B I.S.'2.' J· -1-11·18. .

i .'

* . 'E..L..E:.'iATION E,S't'!M.AfE.P f~OM TOFO MM

·•

~ ~

;.,

·xu~•~-c 11

~- ~

~\ ~

~- v ~:~'11'?-D/ MubRovri- ff'.tj.t:;Mr:ldl s

l==t I l.=t- I 4%. s l-!AMME._R ~otlNGE.'7

5oft , :- I - -- - -- . I o. '2

HAMME.P-. f;oUNCE:-7

0 \.)

\J

-· 0

~ -·~ tC :J o.S\,

~ ~

1 ..( '£:. < ~

e

e

______ _;__~-------....-----··-·----'------"--------'---'------~--. 0

WALTER LUM.ASSOCIATES, INC. .I 3030 WAIALAE AVENUE • HONOLULU. HAWAII. 96816 • PHONE .737-7931

Boring Log A-BORING NO . ....,..------'----'-- Sheet No .

. PROJECT . PRO_:(>QSEI;l H_ECO MA.KALAPA SUBSTATION. D .11 \t-4. LU-M A':J':JOG. INc, -. --

of __ _

-. t1 er ' Date JUL:1 14 \'{15-

LOCATION Salt Lake Boulevard . Fie.ld Party ME."tl:f\ 1-<.At<,U -~-~--~----_;__--~_;__-

. ·Halawa, Ewa, .Oahu, Haw?ii. Type "I Boring AU6tr,...(CME..S?.) Diem. -'--,"-.4-'-.'-'--,..---Datum . _____ _, ....... __ _ HAMMER: Tax Map Key: 9-9-02! ·25 & Por. 2 Elev. lOO' ± ~

Weight I 40 =t ~D:••I~I ~Bi~r ~~F~l N~~~e~R.~T=·t=f=E:~---:.,.-----'---. .,._0'' I

0 Drop "-' Water Love NOf!G!:-t:>.

SAMPLER: Z" 5TANI7P.:.RO SFL-IT. ~F'OON

c:.

·~ .. "'C ~ .! ·;;; ~ :':: ·;· ;:::.~0

CsM).

DESCRIPTION

!:..L-1:-V.:; 100'± 4_,

Y"l"A.G. t?E:.N~l!- I 13~01'-'lN .51L-T1. ?At-lt7 ~/a-~A\/~1.-j MU\7~0C.K

G..RA1 r,r,.o~Nt-..1 'fl/w,4rre. MUii'"OCK

s· Q; 0. E ..

V)

-- :.). ~

ci ~ z " v

'Z. ·~ E .. "' ii: II)

4·AI -

4-B

Time· -

Date i ·14-7E-

ci. E .E 0 u ;; ~ u..

c 0 u

.:-g a0 ~ v 0.. C' c: -' ;:)

~# 3: -IS

I IS

l+

~

" ·65· ~ a>"l c: 0..

>

-··----... PENETRATION DATA

I Standard =l·· P.enetration Te_st ..

N (Blows per foot) 0 10 20 30 40

I I I - 1- I 14 %.::

H Arv\ tv\ E: 1\ ~:>ouN·cc;s

Ll I I · I 14 "'lo.l'>· 1-\AMME:-1' !:>OUNCeS

. I I_!Q,_ E.I-JD OF e,Of\IN~ ~ 10.1 1·14·7$

~\/·14-·c.l MU~I'-.o6k t-J~>-c..rv~~~H I I I r=l • 4%.t' HA~-iMel\ i?OUNC~S

..

)

*' . . l:.LE.:v ATIOI-.1 Eh ft Mf.>.i E-17 ,fC'OM '{'oro MAP

! j

() \..1 ;u

7=! :·' -\;::.· ~ aD '.J: ~ ~ ~

~ J

~ .<(

~

e

e

WALtER LUM ASSOCIATES, INC. I 3030 WAiALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931

Boring Log 1 s · BORING NO. ........ Sheet No. of

PROJECT ¥:~Q:f?QS_:eD ij.ECO ~11\KAJ,.AFA SUBSTATION. Driller N. LUJVI A-?7oc.,JN.v. Date .JLIL-t 14- 191S

LOCATION Sa . .lt Lake Boulevard Fie_ld Partv NE..I'E.~. KAKU, GHON · H 1 · E Oah H · · 1 1 8 . AuGa&l'(cMe &&) 0 . 4-" . . . a awa' :wa, . u, . -awal._l. __ .. - - . . . .. - . ype 0 . ormg . , .. .,i;( .... ~-- .... •a"1- - . . . . --· ... . --

HAMMER: Tax Map Key: 9""9'""02: 25 & Par,· 2 Elev. . a.+ ±. Datum---"--------

. · 140#- Drill Bit T-G- DR.AC:t We1ght ·· . . .. 0 --. ·-:_-: _ ___ . . D ?:>:O u Water Levei flo\ 1 (.(:' p I I ,. I

SAM.PL::~ ~, .. ~-~-~~~~AK? Sf~IT <SfOON . ::: 1. ~. 1 ; · .. ·

" .2 ~

~=~ ·:§ ~ 0

GtM

)-

..,.. '

DESCRiPTiON

~L.E:\1.:::. c..4;'t"J., ~

SoFT; ~AA71~H v-.!Ht.TE; C,At.C.IIE: '~-'/501/IUM

t;Mwt-.l; 11\Mts oF- 1'-!~llrf: ~Lil7~oc.l"- w/~lt..i7 5P..NI7 .

. P.>F\OINN, MUV'M(J\' .. W/SlLl't SA.i~t7

EN!? Of l'ORINC:. e '26.4' .. 1-1+·75 . .

* .. . . . i=-LE-YAfiON e.snMA"\' f..t7 fF..Oiv\ TOfO MAf

0

i' -"' ii " 0

..

L

s -:-:---, 1

~

-

I~ --1 ....J

1!:>

,z.o

'-

-

" c. E .. "'

:~: • 0

() 0

....

~0

.

.

1:1

6 z " c. E .. "'

.~.

:~ .... ·~ ... ;;:

c 0 u t ~~

S-A -' I. 11

;-e,. -\'1.'?>

?i.

~ ·I tl ·.1 ;-c ~

~ • 'Z; l

~--1 ~

~ -, . ,[]~

·.· r

~~~ ~

5>-D. - ·u.,

c ~11 ;-E. -:.1 I 'Z.f

-' .E ::;

~ ~

.~ ....

ci E 0 u -·"-a0 ua. c:

::::>

:;, .. ..r:; •

"'"' a,.c.n ~· 0.: >

PENETR,<ITION DATA

Standard Penetration Test

N (Blows per foot) 0 10 20 30 140

~ 'Z IE>Lolws./',t.o'

lj ~/,o.s~ I ~- . .. ; . ?.0/0J7

ca, • I I -· I I I . J J

10 · +

HAM!V\E:.r-.. l'.IOUNG.E;"S ··

I I I I · I r ?%.+' 1-iAIVIME:l"-. P.>Out-lc.f;S

Q

" li> -:t:

Ja ~ ~ ~ a ::1 \1\

<!· (:>..

-<{ ...J

~ -<(

2

e

-

--------~~~----~~--~--------

I

WALTER LUM ASSOCIATES, INC. I 3030 WAIALAE AVENUE • HONOLULU, HAWAII .96816 • PHONE 737-7931

Boring Log BORING NO. ~ Sneet No.· of

PROJECT PROPOSED HECO MAKALAPA SUB?TATION Drilirr N. l-U(V\ A<;-?06. 1 \N6. [)ate JUL..."i \4 1 \'11S

LOCATION S.aJt L.ak~ l3oulevard

Halawa_, Ewa, Oahu, Hawaii 9-9-02: 25 & Par. i

Field Party ME-7C.F'.., KAI<..U 1 CHON

T f Bo . · · AUC.E:f{. (. GMI':. S&) D'. 4"

ype o r~ng •am. --------14'+ * .. -

Elev. · - · Datum --------Drill Bit fit-.!<:._ cR. _T'i fE. HAMMER: Tax Map Key:

#-Weight 140 Drop 3~ '' Water Leve.1. ~~f,c-1';17 I · I 1· I

SAMPLER: '2. STAt,I~A:Z~ SF'L.l"f ?PooH Time' -

Dite 1·r4·7S

c. .2 3 11 ,;;:

·- ~

~~..! ::J "'.u

I

DESCRIPTION

... ~~e\1.-:: .'14't ~ *

!1JF.OWN !V\Ut1f\06 \"'

' eN17 OF bORu•.IC, el 10 1·14•1S

-x,: E.l..E-YATtOtJ t:.~fliv\Mt:;..t7 ff'OM To fO MAP

0

;

s. .c a.· " c

----

-----

!Q_

~ a. ~· "'

1t

Jj

0 z " c. ~

!I>.

f~

,./!

i

,q ti ·~- e> {·

j1

..e

ci. .E c ·e: E

o· :q 0 u

u ::3 ....;U.: " a; "0 g~ ~ '3 "' ~# "0.. a:. :; .~ c

-' :::l

N:ol R..t0'it!?,

rz..a

f! ./i u·· I G.-c. I · t-Jui f'.£;.C.~'IE:.~1

"' " L U.:· "' . .,"l co.. "' >

PENETRATION DATA

Standard Penet_ration Test

N (Blows ·per foot) 0 10 20 30 40

I 7.0 /o .. o·

HAMME:.R . f>ourJCC-7

. 1 4Dfo. ~· I . I I I I . .

I I I I I ~%.o· . HAMMI:;.F\ P,OUNCt~':

e

-

e

2-ns

fROrO::z~V \.\~0 Mf::.:'!(l\Ll'>-P£::,. t;Ui701biiON

TABLE I A - SUMMARY OF LABORATORY TEST RESULTS

BORING NO. SAMPLE NO. ·DEPTI:l BELOW SURFACE

DESCRIPTION

GRAIN-SIZE ANALYSIS (% Passing)

Sieve 1-1/2" 1" 1/2" /14

. 1110 #20 1140 11100 11200

ATTERBERG LIMITS Air Dried or Natural Liquid Limit Plastic Limit Plasticity Index

Dilatancy Toughne~:Js

Dry StrEmgth

UNIFIED SOIL CLASSIFICATION

APPARENT SPECIFIC GRAVITY

CBR TEST (Surcharge- 51 P.S.F.) Molding Moisture, % Molding Dry Density, P. C. F. Swell upon saturation, % CBR at 0 .. 1" Penetration

MOISTURE-DENSITY RELATIONS OF SOILS · (AsTM D-1557-70, Method_) Dry to Wet: or Wet to Dry Max. Dry Density (P .C.F .) Optimwn Moisture (%)

REMARKS·:tJ

Date fJ-l\-1'8 By .:. 0f.

. l. . .&.

o'-\·~·

~RO'v'lN MUQK.OCK. '(#!:7\t..?l t,~NO ( ILl,..

\00 \00 1fb.\ ~lA 41·0 ?;!?.\ .'10.1 '\0.~

1'2 .{\:

-\

GM

'? .. · . -~ trf\M.Y ~·-~.?} .

~b'N~.

01\...i''/ ~t\t-lQ y~/MVORo(K

100 100 ~~.0 ~5.lP S60 .r;,o.n::. .,;_ T.!-4~>.(p 'Q0. '? '!JO,"J

S~l\

~-~-Ct:>.~'

I?Mif:IN e., ...,¥:.N,.~~ Of V~l.\1\;G. tii\JOWOe( 1NjSili'! 'SANO

. I .

\00 \00

.]U ~0.1 ,\ ,. 'l ~r '-·

?'0.o tL[.·~.,

,q,?/ \0.\

G>IV\

"'

WALTER LUM ASSOCIATES; INC., GVIL, .STRUCTURAL, SOILS . ENGINEERS

' • 9

·e

.(OMPAGTE;t'_

e

e

1!3 "± fl\.TI~P-. MME:R.IA.t.. (NE;I..L. C.RAI?t-1? C.MNU L.;.Aft. MAte"! AI.- G.'' . TO I? LlST ·~l'l.E;.~.)

Fit..\.. vat O'S i'tt~ E-E:-t-1 eo&Jt...I?C"S A~ MUvH AS PP..AC.flliA~L.e

. ( ?>''±. bol.iL..rJE:-1\.S)

3· .

SeC liON. t-lor 1o · 'f;GA ~.;.~

FI·§U R E

SOl\... CO'\If;.{\

0 - . • • ' ' J .... ••• - .. • J J ..» •• ~:-- ••

?:~r-- ~-:~- .. -~-~77-- ··-~ M.t--lf".P-IAL. 17oi-'4tJ fo STIF-f (:,f\ol..IN.D

~UG~ t;.STE D BOU L,I7E,~ Fl L\....

~-FRQF05f:.l7 HE:CO MAI<.AL-APA 5UE>5TATION 5_AL-t L.AKB P.l ollL..cVAR.D

HA.L..ANA I !:..li-lA I OAHU I liANA_Il .T~X MAP K(1: 'l d- 01.: '2.S 1 FOI\. '2.

'

WALTER LUM ASSOCIATES, INC. I ·e:~;,;;L:sriucruR_ A"i:-·soiis·.·ENG-INEERs ..

-·-··-- ··--------··------ ---

e

e

e

4/75

· LIM.ITATIO:t'J'S

In general, soil formations are coi!imonly errat-ic and rarely !Jniform or·

regular. The boring logs indicate the al>proximate subsurface soii

conditions encountered only at the drill holes where the borings were

made at the times designated on the logs and may not represent conditions

between borings, at otlier locations, o:t at other dates. ·Soil conditions

and water levels may change with the passage of time; construction methods

or improvements at the site.

·During construction, should subsurface conditions much different from

those in the borings be observed, encountered, o.r otherwise :indicated,·

we should be advised immediately to review.or reconsider our recommen-

dations in light of the new developments.

This report was prepared only for the indicated use of the site. If there

is a substantial lapse of time between the submission of this report and

the start of work at the site, or if conditions have changed due .to natural

causes, plan changes, or construction operations at or adjacent to the

site, it is recommended that t;his report be revi.ewed t.o determine the appli-

cability of the recorn111endations consider:i.IJ.g the time lapse, changed conditions,

and changes .in the state of the art of soil engineering.

. 1

Our professional services were performed; findings obtained and

recommendations prepared in accordance with generally accepted soil

engineeriiJ.g practices. This warranty is in lieuof al'l other warranties

expressed or irnplied.

Limitations - Page 1

'I

• LIMITATIONS (cont'd.)

Contract documents and specifications often prescribe supervision by the·

soil engineer. It shou.ld be understood by all parties that the soil

engineer's actual scope of wot~ :is vety limited. We as the soil engineer

do not assume the day to day physical direction of the works, nor minute

examination of the elements, nor do we assume the responsibility for the

safety of the contractor's workmen. Supervision, inspection, control,.

etc.; by the soil engineer generally ii.lean taking of soil tests and making (}

visual observations, sometimes on only ·an intermittent basi~ relating to·

earthwork or foilllc:l.atiol)s fot the. project. The soil engineer does not.

guarantee the contractors' performance, but rather looks for general

e conformance to the intent of the plans and soil report.. . Any discrepancy ..

noted by the soil engineer regarding earthwork or foundations will be

referred to tbe project engineer or architect or contractor for ~ct;i.on.

Althoughthe soil.report may conunent or discuss construction techniques

or procedures for the desigiJ: e11gineer's guidance, the report should not

be interpreted to p-rescribe or dictate construction procedures or to

relieve the contractor in anyw~y of his responsibility-for the construction •

. ·

e

8-75 Linritadans - Page 2