.

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M~-13 8.

MIL:l;LA_NI FILL SITE NO. 2 PRELIMINARY SOI~ R~PORT

· WAIPIO, EWA, OAHU, HAHAII TAX MAP KEY: 9-5-0~: POR. 1

FOR REFERENCE · not to be taken from ihis room

To: SAM 0. HIROTA, INC.

WALTER LUM AS~~CIATES, INC~ ¢1VIL, STRUCTURAL, SOILS ENGINEERS I

NOVEMBER 7, 1973

. ;! . . MUNICIPAL ~. EFER.ENC. ~ECORDS CEN.TER

Crty & County oholulu City HaH Annex, 5 .. ·. King Street · ,

. Honolulu. ~ii 90013 . .

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

SAM 0. HIROTA, INC. Suite 707, Amfac Building 700 Bishop Street Honolulu, Hawaii 96813

Gentlemen:

• WALTER LUM

I · EDWARD WATANABi

· EZRA KOIKE . . WALLACE WAKAHIRO 3030 WAIALAE AVE., HONOLULU, HAWAII 96_816 •. TEL. 737·7931

November 7, 1973

Subject: :Mililani. Fill Site No. 2 J>reli'minau.Soil R~port (for site ·grading purposes) Waipio, Ew~, Oabu, H~waii

Tra11smitted.herewith is our preliminary soil report for site grading purposes for the proposed M_i:J,.:i,.lani Fill Site No. 2 in Waipio, Ewa, Oahu, Hawaii.

The proposed plan is to fill a gully or drainageway up to gpout 25 ft.

The soil§ at the s·ite may generally be described as· stiff clayey silt (MH soils) to about 40 ft, the depths drilled.

Before filling the drainageway, trenches should be cut in a herringbone pattern and subdrains placed in the trenches to prov:i,.de drainage paths.

The fill slope at the low end of the proposed fill site should be constructed at average overall slope ratios of about 3 horizontal to 1 vertical or flatte-r or. constructed with granular materiaL

The earthwork should be done in accordance with therequireme:r1ts of the · Revised Ordinances of Honolulu, 1969 As Amended and the .recommendations contained herein.

This report includes a Boring Location Sketch, boring logs, laboratory test results; recommenda,tions for !'dte grading and limitations.·

Respectfully submitted,

WALTER LUM ASSOCIATES, INC.

CM/EK:rm£

SCOPE OF EXPLORATION

FIELD EXPLORATION ... . . LABORATORY TESTS •

GEOLOGIC AND SOIL DESCRIPTIONS BY OTHERS

SOIL CLASSIFICATION SYSTEM •

GENERAL SITE CONDITIONS

INTERPRETATION OF SOIL CONDITIONS

DISCUSSION AND RECOMMENDATIONS • •

PROPOSED SPECIFICATION FOR EARTHWORK

APPENDICES:

• •

. . . •· .

A. LOGS OF BORINGS - Boring Nos. 1 thru 3

B. SUMMARY OF LABORATORY TEST RESULTS - Table IA

C. PLASTICITY CHART

D. PROJECT LOCATION SKETCH

E. BORING LOCAT:):ON SKETCH

F. PROPOSED BOULDER FILL ~ Figure 1

G. LIMITATIONS

. . • •

Page

1

1

1

2

2

2

3

4

._ MILILANI FILL SITE NO. 2 PRELIMINARY SOIL REPORT

WAIPIO, EWA, OAHU, l:IAWAII .TAX MAP KEY: 9~5-02: POR. 1

SCOPE OF EXPLORATION

The purpose of this exploration was to evaluate general soil conditions

for site grading purposes for the proposed Miiila1;1i Fi_l._l Site No. 2 in

Waipio, Ewa, Oahu, Hawaii. ·

This report incluges field .e:Kplorations, laboratory tests, general·

recommendations for site grading considerations and limitations.

FIELD_EXPLORATION

Tlu:ee borings were made at the site. The approximate locations of these

borings are shown on the Boring Location Sketch. DescriptiOil.S of the

soils encountered are shown on the boring logs.

Borings were made with 4-in. diameter augers using finger-type bits.

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

drivenwith a 140-lb hammer falling 30 inches.

LbBORArPRX TESTS

LaborCl.tory tests included: natural ~vater content and density, Atterberg

liJ:nit and unconfined compression.· A summary of the laboratory test results

is given in Table IA.

GEOLOGiC Al\T]) SOIL DESCRIPTIONS ~y OTHERS

Stearns, H. T. and U. S. Geologic Survey, "Geologic and Topographic Map

of the Island of Oahu," 1938:

Jointed dense to very vescular, hollocrystalline and micro­

crystalline, aphanitic and porphyritic permeable effusive

basalts (TKb).

U. S. Soil Conservation Service, "Soil Survey of the Islands of Kauai,

Oahu, Maui, Molokai, and Lanai, State of Hawaii," AtJ.gu~t 1972:

Helemano silty clay, 30 to 90 percent slopes (HLMG)

Unified Soil Classification - MH

SOIL CLASSl!!'ICATION SYSTEM

Soil samples were visually observed and subjected to appropriate tests

in the laboratory. Based on visual observations and laboratory tests,

the soil desc~iptions given on the boring logs are generally made in

accordance with the "Unified Soil.Classificat:ion System."

GENEMJ., SITE CO:t\IDI'J:'IONS

Location

The proposed fill area is located behind Waipio Acres

Subdivision about 5,000 ft northeast of the ip.tersection

of Kamehameha Highway and Kuahelani Avenue in Waipio,

Ewa, Oahu, Hawaii.

- 2 -

Annual Rainfall

The averB:ge annual rginfall varies from about 40 to 50

inches.

Topr;>graphy

The proposed fill site is a natural drainag~way that.slopes

downward in a southwestern direction at about a 5% gradient .•

The depth of the gully varies fro!ll about 5 to 25 ft. The .

side slop~s vary from about 20 to 50% and steeper in localized

areas.

The site is covered with trees and.brush.

The ~levation varies from about 700 to 730 ft •.

INTERPRETATION_O~ _SOIL COijpiTIONS

From the field explo~.!:J.tion and laboratory test results, the soils

enc~mntered in the borings may be generally described as follows: ·

Stiff clayey silts (MH soils) to· 21 to 41 ft, the

depths drilled.

Water was not noticed in the borings at the time of the field explorations.

Variations to the above soil conditions are to be expected iri localized

areas. For more detailed descriptions of soils encountered in the drill

holes, refer to theboring logs.

- 3 -

- DISCUSSION A.Nb RECO:MMENDATIONS

In general, the present plan is to clear and fill the natural drainage'tvay.

The portion. of the drainageway to be filled is approximately 710 ft long

and 160 to 225 ft wide. Fills of about 5 to 25 ft are planned. The

higher fills would generally occur at the lower (southwest) end of the

site.

It is our understanding that the fill would be constructed and the site

left idle. This would al],ow the fills and surrounditJ.g ground to adjust

to the ne:w fill loads.

If development of the site is contemplated in the future, soil explorations

may be made at that time for the intended use.

Before fills are placed in the drainageway, trenches should be cut ip. a

herringl;>ane pattern along the bottom and sides and subdrains placed in the

trenches to provide drainage paths.

For the fill slope at the lower end of the drainageway, average overall

slope ratios of apoU:t 3 horizontal to 1 vertical or flatter are recommended.

·sit~ Grading

Grading work should be done in accordance with the requirements

of the Revised Ordirian¢es of Honolulu, 1969 As Amended; and as

recommended b~~ow:

1. The area should be cleared and grubbed.

Surface vegetation and mis~ellaneous

- 4 -

debris should be cleared and removed

prior to site filling.

2. Loose surface soils should be stripped to

stiff natural ground before the placement

of fills.

3. Subdrains should be placed along the bottom

of the n.~tural drainageway with laterals in

a herringbone pattern. along the sides.

4. Localized soft pockets encountered dur4J.g the

site preparation should .be excavated and

replaced with compacted seleat material.

5. Fills should be constructed in approximately

level layers starting at the lower end and

working upward. Where fills are made on

sloping areas steeper them about 5 horizontal

to 1 vertical, the ground at the toe of the

fill should be benched to a generally l-evel

condition. As the fill is brought up, it

should continually be keyed into stiff natural

ground by cutting steps into these slopes

and compacting the fill into these steps.

,... 5 -

6. In general, fills should be laid in 6-in.

compacted layers to 90% of the maximum

density determined by the AASHO T-180-57

test method.

7. Provisions should l;>e induded to drain the

site during and after fill operations.

8. If bould.ers are proposed to be used in the

construction of fills, they should be generally

placed along the toe sections of fill slopes.

Before placing any boulders, the subgrade

s~ould be stripped to stiff natural grou~d and

shaped to drain. A layer of select material

or low grade concrete should be placed on the

subgrade and the boulders placed on the s~lect

material or low grade concrete. 'l;he void spaces

between boulders should be filled with smaller

granular materiaL A blanket of filter material

s~ould be placed against the boulders l;>efore

any earth fills a:re placed against the boulders.

See attached sketch, Figure 1.

- 6 -

Slopes

The. fill slope at the lower en,d of the drainageway should

be constructed at average overall slope ratios of 3

horizontal to l ·vertical or flatter or constructed wi.th

granular material.

For localized low slopes constructed with silty or sandy soils,

cut and fill slopes of 2 horizontal to 1 vertical or flatter

may be considered.

Where clay "CH" soils are encountered, flatter slopes should be

considered, otherwise removal of clay pockets and replacement

with select soils be considered.

To minimize erosion, the runoff from rainstorms $hould be

diverted away from slopes by berms o:r ditches wherever

practicable.

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

or with a sheepsfoot roller.

Slope.planting is recommended on fill slopes to minimize

erosion.

Slope adjustments or other precautions may be necessary if

seepage zones, expansive clay pockets or soft spots are

encountered in localized areas.

Utilities

Utilities should be placed after the fills are COJ'l.Structed.

Utility lines should be designed with fle~ible joints,

pa:tticu1arly where lines are connected to structures.

UnJ:o:teseen Conditions.

Because of the variability of soil deposits, site

improvements, designs aiJ,d c;onstruction techniques,

conditions may be encountered that cannot be foreseen

with even the most exhaustive studies of site and project

conditions. These unforeseen conditions should be recog­

nized when encountered and then evaluated so that the

designs or the construction methods may be modified

accordingly, if necessary.

UIJ.foreseen or undetected conditions such as soft spots,

existing utility trenches, structure foundations, voids

or cavities, boulders, expansive soil pockets or seepage

water, etc., may occur in localized areas and will have

to be adjusted and corrected in the field as they are

detected.

- 8 -

PROPOSED SPECIFICATION :FQR EARl'HWORK

M;ILILANI FILL SITE NO. 2

G~n.~t:"!'ll Description

This item shall consist of clearing a.nd grubbing, preparing of land

to be filled, excavating and filling of the land, spreading, compacting e1nd

testing of the fiil, and subsid:iary work for grading the site.

Clearing, Grll.b.Qing ~nq Prepar:J,p.g A:1;:-~as to be Filled

Vegetation, rubbish and miscellaneous material shall be removed and

disposed of, leaving the disturbed area with a neat, _debris-free appearance.

T0psoil and stockpiled soils shall be stripped to stiff natural ground

before the placement of fills. Loose surface soils encountered Cl.t finish

grade shall be·scarified and recompacted.

The bottom and sides of natural drai.i:ia~eways shall be stripped down

to stiff natural ground before the placement of fills.

Subdrains shall be placed along the bottom and sides of natural

drainageways before the placement of fills.

Materials

· Fill material shall consist of selected on-site soils or approved

borrow soils. The soils shall contain no more than a trace of organic

and deleterious matte.r.

Borrow soils shall be select so:Lls generally less than 6-in. wa~i:o:ilirn

size, with more than 30% fines and a plasticity index generally less than

20.

:PS-1

Fill material placed in the top 2 ft of fills sh<ill contCI.in ::J..ess

than 30% gravel.

Pl.:id .. ng, Spreading and Gompactiru;; f_i],.l Mat~'t;i..:il

The selected fill material shall be placed in level layers which,

when compacted., shall not eX,ceed 6 inches. Each layer shall be spread

evenly and blade-mixed during the spreading to attain uniformity of

materiCI.l a_11d water content within each layer.

Rocks or cobbles shall not be allowed to nest and voids between

rocks shall be filled and compacted with small stones or earth.

When the water content of the fill material is well below the

optimum for compacting purposes, water shall be added until the water

content is near the optimum.

When the water content of the material is well above the optim'-!m

for compacting purpos~s, the fill material shall be aerated by blading

ot by other satisfactory methods until the water content is near the

optimum.

After each layer has been placed, mixed and spread even::J..y, it shall be

. compactecl to 90% of maximum density in accordance with AASHO Test No._ T-180-51

or other comparable density tests. Compaction shall be with sheepsfoot

rollers, multiple-whe~l pneumatic-tired rollers or other acceptable rollers

whi.ch shall be able to compact the fill to the specified density. Rolling

shal.l be accomplished while the fill material is at the specified W(lter

con.tent. The rolling of each layer shall be continuous over the area and

tb.e roller shall make sufficient passes to obtain the desired density.

PS-'2

Field density tests shall be made to get an ind.ication of the

compaction of the fill. Whe:te sheepsfoot rollers are used, the soil

may be disturbed to a depth of several inches. Density readings shall

be taken as often as necessary in the compacted material below the

disturbed surface. When these readings indicate that the density of

a layer of fill or portion thereof is below the required density, that

layer or portion shall be reworked until the required density has been

obtained.

The fill operation shall be conti.I).ued in 6-in. compacted layers,

as specified above, until the fill has been brought to the .finished

slopes and grades as shown on the accepted plans.

Bo.ulder Fills

If boulders are used for the construction of fills, th.ey shall be

generally placed along the toe section of slopes. The subgrade shall

be stripped to stiff IJ.atural ground, shaped to drain and a layer of

select material or low grade concrete shall be placed on it. Voids

shall be filled with smaller granular soils. A blanket of filter

material shall be placed against the boulder fill .before construction

of fills against it.

Excavation

Suitable material from e~ca:vation shall be used in the fill and

unsui.table material from excavation shall be disposed of.

PS-3

Unforeseen Co11ditions

If unforeseen or undetected co11ditions such as soft spots, existing

utility trenches, structure foundations, voids or cavities, boulders,

expansive soiJ_ pockets or seepage water, etc., are encountered, corrective

measures shall be made in the field as they are detected.

Rainy Weather

Fill material shall not be placed, spread or rolled Q.uring

unfavorable weather conditions.· When the work is interrupted by heavy

rain, fill operations shall not be resumed until field tests indicate

that the water content and density are as previously specified.

PS-4

BORING LOGS

The stratification lines ~hoWI1 on each of the boring logs represent . the approximate boundary between soil types and the tran~ition may be gradual.

SYtnbols

Symbol.~ used generally are in accordance with the Unified Soil. Classification System.

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

Where no parenthesis "MH" is used, the soil sample was classified ·from either the Atterberg limit or sieve analysis test results•

\ ...

·WALTER LUM ASSOCIATES, INC. 303.0 WAIAL_AE AVENUE • HONOLULU. HAWAII 96816 • PHONE 737-7931

Boring Log PROJ ECT.,.-. _ _.:.::t1:..:I:.::L:.::t=LA1=N~I=--=F~I=L:.::L;_::::.S.:::..IT.:.;E=--.:I.:...:10.:...:.__;_2 ___ _

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HAMMER:

BO_RING NO. ~ l --- -:~--- Sheet N_o_. of ----

Driii•;W. L.LlM A??OC.- 1 1 NC., _ Datil OC.T. 'ZG f 'Z.Gi, I 'lT?

Field Party-_ ASATO, ci-low ., dMo R I -ALIGf;F-..("~r..?A \ 4" Type of Boring · 171'-.1\..\... I Diem._-_ __..:.. ____ _

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PENETRATION DATA

~ Standard 2'' Q, t?. Ti-l r/J .

DESCRIPTION

=: Pen·etr~tion Test ·· WAL..t... 1\.L.f'f: ~ ~ . SAMrL-e~ .. . Iii o.. N (Blows per foot) , > o 10 20 30 40 r?I..OW?/o.~

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WALTER LUM ASSOCIATES, INC. ~~ 303.0 WAIALAE AVENUE • HONOLU.LU, HAWAII 96816 • PHONE 737-7931

Boring Log BORING NO. .. 7. - - Sheet No. of

PROJECT ___ M_;_I_L_I_LA_N_I ........... F ..... I_L_L_S_I_T_E_N_O_. _2 _____ Driller ·w. LIJM ~770C., 1 INc.;·· D~te Oc.T. 'ZS ·1 '1 1?

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WALTER LUM ASSOCIATES, INC. 3030 WAI.ALAE AVENUE • HONOLUtU, HAWAII 96816 • PHONE 737-7_931

Boring Log BORING NO. - ~ Sheet No. of

PROJECT ___ M_I_L_I_LA~N_I_F_I_L_L__.;;...S...;IT-'E_,_N-,.'-0,.....;-. _2 ......... ____ Driller \N. LU!V\ A ~?q<;,;.; 1 N G. 0~~~ _oc. T. 'Z 4, 1 9 1 ~ Waipio, Ewa, Oahu, Hawaii Field Party- A.~ATO-, C.HOW: .. ~--=~-:~--~~:-::·:=:-~::- :·· ---

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M I Ll LA N I ~I LA.. 'S 11 \5. N. 0 '2

TABLE I_!_ - SUMMARY OF LABOR.ATORY TEST RESULTS

. BORING NO. SAMPLE NO. DEPTH BELOW SURFACE

DESCRIPTION

GRAIN-SIZE ANALYSIS (% Passing)

Sieve 1" 1/2" 114 /110 1120 /140 11100 11200

ATTERBERG L!~HTS Air Dried or Naturai Liquid Limit Plastic Limit Plasticity Index

. Dilatancy Toughness Dry Strength

'UNIFIED SOIL CLASSIFICATION

APPAR_Eij'l' SPECIF:IC GRAVITY

EXPANSION AND CBR TESTS· (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 (AASHO T-180--57 Method_) Dry to Wet or \Vet to Dry Max. Dry Density (P.C.F.) Optimum Moisture (%)

e. REMARKS:

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WALTER LUM ASSOCIATES, INC. I C_IVIL, STRUCTURAL, SOILS ENGINEERS I

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-----~---------·· ... __ ..

LIMirATIONS

In general, soil formations are commonly erratic and rarely uniform or

regular. The boring logs indicate the approximate subsurface soil

conditions encouptered only at the drill holes where the borings were

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

at other locations or at other dates. Soil conditions and water levels

may change with the passage of time and construction methods or improve­

ments CJ.t the site.

During construction, should subsurface conditions much different from

those in the borings be observed, encountered, or otherwise indicated,

we should be advised immediately to review or reconsider our recommen­

dations in light of the new developments.

·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 this report be reviewed to

determine the applicabiiity of the recommendations considerip.g the time

lapse, changed conditions, and changes in the state of the art of soil

engineering.

Our professional services were performed, findings obtained CJ.nd

recommendations prepared in accordance with generCJ.lly accepted engineering

practices. This warranty is in lieu of all other warranties expressed or

implied.