MAKAKILO HALE I I PRELIMINARY SOIL REl'QRT

MAKAKILO, OAHU, aAWAII TAX MAP KEY: 9-2-03: Pot. 2

To: FINANCE REALTY COMPANY, LTP.

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

fEBRUARY 9_, 1974

';.

I

WALTER LUM EDWARD lfiA'!'ANABE WALTER LUM ASSOCIATES, INC.

CIVIL, STRUCTURAL, SOILS ENGINEERS I.

EZRA KOIKE WALLACE WAKAHIRO

3030 WAIALAE AYE., HONOLULU, HAWAII 96816 • TEL, 737·7931

MR. R. YOSHIDA Finance Realty Company, Ltd. 195 South King Street Honolulu, Hawaii 96813

Dear Mr. Yoshida:

Subject: Makakilo Hale II Preliminary Soil Report

February 9, 1974

(for site grading design purposes for townhouse development) Makakilo, Oahu, Hawaii Tax Map Key: 9-2-03: Por. 2

Transmitted herewith is out preliminary soil report for site grading design purposes for Makakilo Hale II, a proposed townhQuse development at Makakilo, Oahu, HC~.waii.

This report includes a Boring Location Sketch,.boring logs, laboratory test results, recommendations for mass site grading design and limitations.

This report does not include swimming pool work or conditions resulting frQm t~e pool construction.

Respectfully submitted,

WALTER LUM ASSOCIATES, INC.

CM/EK:rmf

C 0 N T E N T S .;..;,._ __ _.._ ___ _ - - -

SCOPE OF EXPLORATION • • • . • • • • • • • • ti

FIELD EXPLORATION AND LABORATORY TESTS

SOIL CLASSIFICATION SYSTtl1 • •

GEOLOGIC AND SOIL DESCRIPTIONS BY OTHERS

GENERAL SITE CONDITIONS

tNTERPRETA'l'!ON OF SOIL CONDITIONS

DISCUSSION AND RECOMMENDATIONS . . •

PROPOSED SPECIFICATION FOR EARTHWORK

APPENDICES:

A. LOGS OF BORINGS - Boring Nos. 1 thru 29

B. SUMMARY OF LABORATORY TEST RESULTS - Tables IA thru IF

C. PLASTICITY CHART

D. MOISTURE-DENSITY CURVES

E. CBR TESTS

F. LOGS OF BORINGS FROM "MAKAKILO DEVELOPMENT - KAPOLEI PD-H" REPORT DATED MARCH 5, 1973

G. BORING LOcATION SKETCH

H. LIMITATIONS

1

1

2

3

4

5

MAKAKILO HALE II PRE_LUUNARY SOIL REPORT

MAKAKILO, OAHU, HAWAII TAX MAP KEY: 9-2-03: POR. 2

SCOPE_OF E~LORAT~ON

The purpose of this exploration was to evaluate general soil. conditions

for site grading design purposes for Makakilo Hale II, a proposeq townhouse

development at Makakilo, Oahu, Hawaii.

This report includes f:i,eld explorations, laboratory tests, general s.ite

grading design recommendations and limitations.

This report does not include swimming pool work or conditions resulting

from pool construction.

FIELD EXPLORATION AND LABORATORY TESTS

Twenty-nine exploratory borings were made at the approximate locations

shown on the Boring Location Sketch. Borings were made with 4-in.

diameter augers using carbide drag.and finger type bits. Soil samples

were recovered with a 2-itl. standard split spoon sampler driven with a

140-lb hammer falling 30 inches.

Also attached are the logs of borings previously made for the soil

reconnaissance report, "Kapolei PD-H'', dated March 5, 1973.

Laboratory tests included: natural water content, Atterberg limit,

grain-size analysis, specific gravity, AASHO T-180-73I density and

.CBR.

A summary of the laboratory test results is given in Tables IA thru IF.

SOIL CLASSIFICATION SYSTEM

Soil samples were visually observed and subjected to apprdpriate tests

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

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

accordance with the "Unified Soil Classification System."

GEOLOGIC AND SOIL DESCRIPTIONS BY OTIJJ~.:R.s

From a review of geologic literature and the U. S. Soil Conservation Service

maps of the area, the soils may be generally described as follows:

Stearns, H. T. and U. S. Geologic Survey, "Geologic and·

Topographic Map, Island of Oahu, USGS 1938":

Twb - upper, middle and lower basalt.

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

of Kauai, Oahu, Maui, Molokai and Lanai, State of Hawaii,"

August , 19 72:

Stony steep land (rSY) p. 121.

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GENERAL SITE CONDITIONS

Site Location

The proposed site is located about 6,000 ft north of the

intersection of Makakilo Drive and the H-1 Freeway, in

Makakilo, Oahu, Hawaii. Makakilo Hale I is located to

the southwest of the site and Makakilo-Waena Elementary

School grounds to the west .•

Size

The proposed area for development is about 16 acres.

Access_ to Site

At the present time, the site is accessible frotll

Makakilo Drive •

Annl!.al Rainfall

The average rainfall of the proposed site varies from

about 20 to 30 inches.

Topography

In general, the site slopes downward toward the east at

an overall slope of about 15%. The.ground elevatiun

varies from about 670 to 770 ft.

- 3 -

Makakilo Gulch borders the site on the north and east.

An existing sewer li~e crosses the central portion of the

site i~ a southeasterly direction.

Several natural drainageways cross the site generally

sloping downward from west to eas't in the '!lorthern and

southern portions of the site. Boulders were noted in

these natural drainageways.

Eroded areas were also noted at several locations on

the site.

Most of the site is covered with brush and trees.

INTERPRETATION OF SOIL CONDITIONS

From the field exploration and labora.tory test results, the soils encountered

in the borings may be approximated as follows:

About 3 to 21 ft of stiff clayey silt or silty clay

(MH or ML soils) with decomposed rock for the depths

driiled.

Pockets of clay (CH soil), about 2 to 15 ft, were noted

at or near the surface in about half of tlu~ borings.·

- 4 ..,

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

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

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

holes, refer to the boring logs.

DlS~USSION AND RECOMMENDATIONS

In general, the proposed plan is to clear and grade the site for ·

residential townhouse development. In general, cuts and fills of up

to about 8 ft are contemplated for the site grading.

The preliminary grading plans indicate that some of the natural drainage

gullies on the eastern and western portions of. the site will be filled.

Before the construction of fills over drainageways, the natural channels

should be drained and stripp~d of loose soils and subdrains installed

along the. bottoms and sides. Storm drainage systems should be carefully

designed to tnt~rcept and channelize the flow that formerly followed

the natural gullies.

At several locations of the site, clayey "CH" soils were found at or

near the surface. Wherever practicable, these soils should be kept

about 2 and preferably 3 ft below finish grade and away from the outer

portions of slopes.

- 5 -

In general, buildings should be located about +5 to 20 ft away from the

tops of slop~s. Bui],qing~ shou;Ld be avoided over old natural dtainggeways

and on sloping areas steeper.than about 3 horizontal to 1 vertical ratio.

On fairly level sites, where the buildings are located weli back from: the

tops of slopes, spread footing or narrow beam type foundations without

footings maybe considered.

On sloping ground and near the tops of slopes, post and beam construction

with deep pier type footings are recommended. If practicable, retaining

walls should be avoided.

The preliminary.grading plan shows a proposed 6-ft high slope in the

northeastern portion of the site. The slope will be partly in cut and

partly in fil.l. Such ba,nks are difficult to construct with adequate

compaction. The bank should be constructed by overfilling and compacting

the slope, then cutting back to the design slope and grade.

Sit;~. Gr:_a,~U-ng

In general, the on-site soils may be used for the construction

of the proposed fills. The grading of the site, particularly

the construction of fills, should be done prior to building

construction to allow the underlying soils as much time as

practi.cable to adjust to the riew load experience.

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Grading work should be done in accordance with the requirements

of the Revised Ordinances of Honolulu, 1969 As Amended, and as

recommended below:

1. . The area should be cleared and grubbed. Surface

vegetation and miscellaneous debris should be

cleared and removed prior to site fillillg.

2-. Loose surface soils should be stripped to s·tiff

natural ground before the placement of fills.

Loose surface soils at finish grade should be

scarified and recompacted.

3. Localized soft pockets encountered during the

site preparation should be e~cavated and

replaced with compacted select material.

4. Where fills are proposed on sloping areas

and natural draingeways, loose material at

the bottom and sides should be stripped down

to stiff natural ground before the placement

of fil1s.

Subdrains should be placed along the bottom

of natural drainageways with laterals in

- 7.-

a herringbone patter~ along the sides of

the drainageways.

5. Fills should be constructed in approximately level

layers starting at the !.ower end ancl. wo:tkiQg upward.

Wh~re fills are made on sloping areas steeper than

about 5 horizontal to 1 vertical, the ground. at

the toe of the fill should be benched to a generally

level condition. As the fill is brought up, it

should continually be keyed into stiff natural

ground by cutting steps i11to the slopes and com-

pact:i,ng the fill into these steps.

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

compacted layers to 90% of the maximum density

determined by the AASHO T-180-731 test method.

In roadway areas, the top 2 ft of fi.ll should

be compacted to 95% of the maximum density.

To minimize the expansive effects of soils,

tl,ie fills should be compacted on the wet side

o~ optimum moisture.

7. If boulders are proposed to be used in the

construction of fi.lls, they should be generally

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Slopes

placed along the to.e sections of fill slopes

and outside of probable building sites. Before

placing any boulders, the subgrade should be

stripped to stiff natural ground and shaped to

drain. A transition layer of select fairly

well-graded granular material (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

bo_ulders. A transition layer of select granular

Iil

If slope he:i.ghts (top to toe) of greater than 20 ft are

considered, 8--ft'-wide benches should be placed at height

intervals of about 15 ft.

To minimize erosion, the runoff from rainstorms should be

diverted away from slopes by berms or ditches wherever

pra~tical>le.

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

or wi_th a sh~epsfoot roller.

Slope planting is recommended on cut and fill slopes to

minimize erosion.

Slope adjustments or other precaution_s niay be neces;~aty if

seepage zones, expansive clay pockets or soft spots are

encountered in localized areas.

Foundations

Because natural water contents of the soils are lower than

the plastic limits and "GH" clay pockets were noted in over

half of the borings made, the shr:i.nk-swell potentials of the

soils may be great.

In general, 2-story, wood-frame structures with concrete

slabs on ground are con,templated. Care should be taken in

- 10 -

the design of these structures because of the potential

shrink-swell properties of the soils.

On sloping ground arid near tops of slopes, post a11d beam

construction with deep pier type footings is recommended .

. On fairly level sites where buildings are located 15 to 20 ft

from the ~ops of siopes, spread footing or narrow beam type

foundations without footings may be considered.

If practicable, :i.tregular-shaped building an

... . •.

Other areas that may require careful construction and

sotp.e maintenance are: foundations near tops of slopes

and foundations immediately behind retaining walls.

General guidelines for foundation de$ign considerations

are as follows:

1. Bearing values for a given soil usually yaty j

with the size and depths of t"ootings. For light

residential structures, bearing values of about

3000 p.s.f. may be used for footings on stiff

natural ground or on compacted fill.

2. Piers shouid extend down to a plane drawn upward

at a 6 horizontal to 1 vertical slope from the

bottom of the slope. A minimum depth of 4 ft

should be used. ~earing values of about 4000 p.s.f.

may be used for piers 4 ft o:t deeper on stiff

natural ground or on compacted filL} ( .twa?rr-vo0} ~

3. Soft spots or pockets of loose material

encountered in footing excavations or bel.ow

the building area should be excavated and

replaced with we+l-graded granular material.

4. A few uni.ts may be partly on cut al)q partly on

fill. For slab-on-ground construction, to

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mi~imize dHferent.ial. settlements that may occur,

the cut area below the unit should be excavated

to a depth of about 2 ft and recorilpacted at

above optimum moisture to match the density of

the fill area.

5. Good surface drainage away from the foundations

of structures should be maintained and the si.te

should be graded to prevent the ponding of water.

Retaining Walls

Retaining walls are planned for some units to form a terrace for

the ground floor level.

In general, retaining walls on slopes are not recommended. If

used, they should be carefully designed for each site condition.

To minimize the heave ~ffects on the wide footing of a conventional

type retaining wall, a "crib" type retaining structure without

footings should be cons·idered.

Sandy or fairly well-graded granular soils should be used for

backfilling against retaining structures.

Subdrains should be placed behind the walls below the footing

level atid should be daylighted at low points.

- 13 -

Assuming a well-drained backf.ill, walls subjected to lateral

earth presstire~ should be d~signed to resist soil pressures

approximating "at rest" conditions as follows:

Walls ~~st:taii)ed at top - 60 p.c.f. equivalent fluid

pressure.

Walls unrestrai~ed at top - 45 p.c.f. equivalent fluid

pressure.

Allowances should also be made for lateral pressures from floor

loads.

'l'he center of pressure should be considered to act somewhat

above the lower ~hi:td of the triangular fluid pressure diagram.

Concrete Slabs on Ground

To minimize heave effects, pockets of clay "CH" soils

encountered below slab-on-ground areas should be removed to.

about 2 ft below the base course level and replaced with select

on .... site o.r borrow soils.

To minimize the capillary rise of water from underlyii)g

soils, concrete slaqs on ground should be placed over a

base course of 4 in. of well-graded gravel less tha11 3/4-in.

and greater than 1/4-in. in size or some other capillary break

should be provided.

- 14 ·.-;

It is preferable that the subgrade level be higher than the

outside finis~ grade. The subgrade should be compacted a~d

shaped to drain, if practicable.

Some waving of slabs on ground should be expected because

of the variations in the on-site soils.

Roadway and Parking Area

In general, for l-ight automobile traffic and drained subgrade

conditions, an estimate of the roadway and parking area

pavement thickness .is as follows:

1.

2.

3.

4.

Wearing cou~se - 2-in. asphaltic concrete.

Base course - 6-in. select material.

S.ubbase cours.e .... 6•-,in. select material.

Borrow - 6-in. borrow over a

-prepared sub~rade.

Clay (CH) soils should be removed about 2 ft below th~ parking

and roadway pavement.

Provis-ions should be made in the contract documents to allow for

local adjus.tinents r~ga:rdirig select borrow subbase and borrow

material requirements in the field in accordance with the

design standards of the City and County of Honolulu. In fill

- 15 -

areas, the use of select soil.s witbin the top 2 to 3 ft of the

subgrade may reduce the thickness of or eliminate the need for

the select borrow subbase or borrow courses.

The subgrade should be compacted and shaped to drain. To avoid

the ponding of water and softening of the subgrade at ]_ow points,

weep holes thru the walls of the catch basins or subdrains that

daylight should be placed at subgrade lev~ls.

Utilities

tJtili.ties should be placed ~,fter the fiL\.s a:te constructed.

The bottoms of utility trenches should be daylighted and graded

to shed water, particularly near the tops and toes of slopes.

The backf.ill of these utility trenches should be carefully designed.

Utility lines should b~ designed with flexible joints,

parti.Gularly where lines are connected to structures •.

Unfoteseen Conditions

Because of the variability of soil deposits, site

improvements, des·igns and construction 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 recogni?ed

- 16 -

and then evaluated so that the designs or the construction

methods may be modified accordingly, if necessary.

Unforeseen or undetected.conditions such as soft spots,

existing uti:lity tren.che$, 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.

Site Regrading

After mass grading work is done and cuts and fills are

made accorcling to tbe gtc;~.ding plans, regrading at some

future. date should be avoided unless done under the

guidance of a soils engineer •

.... 17 -

PROPOSED SPECIFICATION FOR EARTHWORK

H./\.KAKILO HALE II

General Description

This item shall consist of clearing and grubbing, preparing of land

to be filled, exc~vating and filling of the land, spreading, compacting

and testing of the fill, and subsidiary work for grading the site.

Clearing, Grubbing and Preparing Areas to be Filled

Vegetation, rubbish and miscellaneous material shall be removed and

disposed of, leavipg the disturbed area with a neat, debris-free appearance.

Topsoil and stockpiled soils shall be stripped to stiff natural

ground before the placement of fills. Loose surface soils encountered

at finish grade shall be scarified and recompacted.

Hard surfaces of existing haul roads shall be scarified dmvn to

stiff soils and recompacted to match the density of the surrounding soil.

The bottoms and·sides of gullies or natural drainageways shali be

stripped down to stiff natural ground before the p.}.aceiilent of fills.

Subdrains shall be placed along the bottom of natural drainageways

. with laterals in a herringbone pattern along the sides of the drai.nageways.

~ter:i,.als

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

borrow soils. The soils shall contain no more than a tr~ce of organic

and deleterious Iilatter.

PS-1

Borrow soils sh~ll be select soils generally less than 3-in.

maximum size, with more than 30% finei:; and a plasticity index generally

less than 20.

Fill material placed in the top 2 ft of fills shall contain less . .

than 30% gravel.

Placing, Spreading and Compac_t_ing F~ll Material

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

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

evenly and thoroughly blade~mixed during the spreading to attain uniformity

of material and wate.r content withiti 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 conte11t of the fil-l material is well below the

optill:l.um for compacting purposes, water shall be added until the water

conte.nt is near optimum.

When the water content of the matetia,.l, is well above the optimum

for compacting purposes, the fill material shall be aerated by blading or

by other satisfactory methods until the water content is near the optimum.

After each layer has been placed, mixed and spread evenly, it.shall

be. compacted to 90% of maximum density in accordance with AASHO Test .No.

T-180-731 or other comparable density tests. For fills in roadway areas,

the top 2 ft of fill shall be compacted to 95% of the maximum density.

Compaction shall be with sheepsfoot·rollers, multiple-wheel pneu~tic-tired

PS-2

rollers or other acceptable rollers which shall be able to compact the

fill to the specified density. . Rolling shall be accomplished while the

fill materia;!. is at the specified water content. The rolling of each

layer shall be continuous over its entire area and the roller shall

make sufficient passes to obtain the desired density.

Field density tests shall be made to get an indication of the

compaction of the fill. Where 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 tbe density of

any 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 continued in 6-in. compacted layers,

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

slopes and grades as sbown on the accepted plans.

·Boulder Fills

U bouiders are used for the construct;:io:n of fiLLs, they shall be

generally placed along the toe section of slopes and outside of probable

building sites. The subgrade shall be stripped to. stiff .natural ground,

sb.aped to drain and a transition layer of select fairly well-graded gr,anular

material shall 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 shall be placed against the

boulder fill oefore construction of fills against it.

PS-3

JJnits _Fart_ly Rn C:!J.t and Parly on Fill

For slabs on ground partly on cut and partly on fill, the cut area

below the unit shall be overexcavated to a depth of 2 ft and recompacted

to match the density of the fill area.

Excavation

Suitable material from excavation shall be used in the fill and

unsuitable material from. excavation shall be disposed of.

Unf.oresef;!.n Conditions

If unforeseen or undetected soil conditions: such as soft spots,

existing utility trenches, structure foundations, voids or cavities,

boulders, seepage water or expansive soil pockets, 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 during unfavorable

weather conditions. Wh.en the work is interrupted by heavy rain, f.ill

operations shall not be resumed until field tests indicate that the L

water content. and density are as previously specified.

PS-4

BORING LOGS

The str~tification lines shown on each of the boring logs represent the approximate boundary between soil types and the transition may be gradual.

Symbols

Symbols used generally are in accordance with the Unified Soil . Cl~ssification System.

Where a parenthesis il (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 sieve analysis test results•

WALTER LUM ASSOCIATES, INC. I 303p WAIALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931

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WALTER LUM ASSOCIATES, INC. I 3030 WAIALA_E AVENUE • HONOLULU, H_AWAII 96816 • PHONE 737-793!· Boring Log

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HAMMER: [~Q~~~ Drill Bit - fii\1Gt~~-1'1Pf:"" . -------,·-·· .,., __ ,._~---~---~-~-.. -. ___ ..,~.--:-,~~·--:.:__··.··.···_::: :. Weight _ __;~~;;.;;;;.-------------- Wat.er lever':i~~IC,{i:17 ·:··:----~~:-Drop---~-0-·~ _ _-:_· ___ ;.-______ ...,.... __ _......_.......,__

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WALTER LUM ASSOCIATES, INC. il 303.0 WAIALAE AVENUE • HONOLULU. HAWAII 96816 • PHONE 737~7931 Boring Log B"ORING NO. -:-:-:-~~4--:·:-:~. Sheet No_. cif ----

MAKAK!LQ HALE II . .,,,_ LLlMA .. L,..···c,·.'· N~ Oc.T. G:> 'l 1~ PROJECT _____ '--__ ___,_ _ ___,_ ______ '-'---"'"--- Droller -l'l .,..-,o ,I ' Dare • · • 1 . .. KA Kl.l. A ?AiO . .. . ...... .

LOCATION Makakilo, Oahu, Hawaii Field Party· , · · ···· · -- ··-· · -- -. -·AuG!e-1\(Ve.~sA ) . .. 4'' . Tax Map Key: 9-02-3: Por. 2 Type .,r Boring t:>l\11..\,.- Diam.--.·-· _.,..;...,.. _____ _

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WALTER LUM ASSOCIATES, INC~ I 303.0 WAIALAE AVENUE • HONOLULU. HAWAII 96816 • PHONE 737-7931 Boring Log . 1·--· ... -·

BORING NO.·· -. ·· · ·-··-·Sheet No. of -----

PROJECT,...._-·..._. :;:»AKAK::.:::·::.:·===r=L..;.O_HAL::=:=E=-I=I=--------- 0,m.,·.w. \..UM A47G(,;,I~~.-- o.;"- .o;e_ri •. '!S,I ~.1 ? .. ~-~ LOCATION M~kakilo, O~_l~u, Hawaii Field Party·:~ KAt

WALTER LUM AssociATES; INc.-· I

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WALTER LUM ASSOCIATES, INC. I 3039 WAIALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931

Boring Log BORING NO.:~~.-~- - -~- Sheet No.- of ---PROJECT __ _;;,;MAKAK;:;:;:.:~-=IL::.O;;.....:HAL::; . .=-:.:E:........:I;.;:I;__.......;. _____ Drill"' ~w: l.LlM A'5'S06.,11\lv. 0.,, ... 5e:P_T- '24. _I "'T~

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WALTER LUM ASSOCIATES, INC. I .3039 WAIALAE AVENUE • HONOLULU: HAWAII 968_16 • PHONE 737-7931 Boring Log . BORING NO.:· ··to-------_ Sheet No. of PROJECT ____ MAKAK __ ..,...,.,IL,..O_HAL ____ E_I_I _________ . Driller w. L.iJM A7?0G.~ 1 N e;~--i);;;-ac.r~·:e:;--]-C) ]?--_-:_ .. :::~ LOCATION Makakilo, Oahu, Hawaii Field Partv -_ A.?ATO t KAU . . ----- --

Tax M~p Key: 9-02.:.3: Por. 2 Typ~ of Borin~ ALI~et'.(g~,{St L);~;,. -=-4o ··~ -_ Water Level~~~~"~"

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WALTER LUM ASSOCIATES, INC. I 3039 WAIAtAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931

Boring Log : BORING NO. ~- I l --_ : Sheet No. of ----PROJECT MAKAi.?".----..-----.-----,.----r----90 ••---~- __ Water Levefwl'tc.51:) . ______ _ Drop--~~~~~--------------

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WALTER LUM ASSOCIATES, INC •.. I 3030 WAIAlAE AVENVE • HONOLULU. HAWAII 96816 ;, PHONE 737-7931 Boring Log

BORING NO. '_J 'Z,. - Sheet No. of ----Driller .w. L..LlM A$SOC..,tNC.. D~~~ oc.r; s ,'1"11 :;~---~~: PROJ~Ct ____ ~MAKAK==·~·~I=L~O~HA~L~E~·~I~I------------~

· Makakilo, Oahu,: H~waii Fiel~ Partv-;:A?ATO, KAd., OMOf'l :-.-::·~-_-_-·_-:-::::::.-::~-=:~:::::_-_·:~. LOCATION ___ ...;;__...:_._--=..,;;...,;=;--.----- -AUGtel\("e:MA) ; - · 4 ,, -- : .... · Tax Map Key: 9-02-3: Por. 2 Type ol Bori_ng , .. _!i'Rll-1,.. - Doam. - ... . ....___, ___ __;::.;;;:::.;:.._,;:.::..:;.:~~~_,...;:;,..-...;;.....;;.. _______ Elev. -_ 1'>"1 ±. ~ ~-- :::-·_:·Datum.,.-----=--

HAMMER: . -· T t7("(A~ Weight \ +Q 41-_- Drill Bit . ·:v· Drop __ ..-...., __ ~_o_·--~_: __ : --------_,.....-------- w_·ater Le~•'.~.:r.~~~-..::--~ --~.~:, ..

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

Boring Log ! I?> BORING NO. - - Sheet No. of ----PRQJECT__,_-~MAKAK:.!:..::~-::;I=.:L::;Q::........:HAL=:::E::........:l:,:l:,__ ______ __:._ Driller·w. l..UM ,b..i;o;bc..., INC., -i>~;e :5~f'T. '24-, l't 1 ?- -

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WALTER LUM ASSOCIATES, INC. II 303P WAIA~A.E AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931

Boring Log BORING NO. ·.-:.-::::t-4-:-::-::::-.-::~- Sheet No. -----,- of _ __....._ __ PROJECT __ _:MAKAK====.:=I:.:L:.:O~HAL;;..:::.:..:,E_II _________ Driller w;·t.u M" A'S~OC..,I 1\lu. Date ~f;rT. ""' ,I '11 ~ LOCATION Makakilo, Oahu, Hawaii Fiel.d Part;~.: KA~I.l._,_OMOF-.1 .... :

. · . --ALl e~(Moe>H.~) ·- . ... . 4". Tax Map Key: 9-02-:-3: Por. 2 Type of Boring G I:!·?Jo Diam. _____ _._ _

_____ _.::.=.:.::....:.:=-=:__:.::::..:!.....:._......:.__:~....;;;_:---....;;..:~---- Elev. · · 1.IO '±*:~:::: ___ =:::.:__Datum--~~-~--HAMMER: ·1.40 :tf Drill Bit ·:. f!N.Gtf:'R T'1Ff;' .··.

Weight__..._;_,··-· ......-· ····-·· -------------------- ---_,.,.,,..,..--..,.---...,....-;i""'-";..;;.._"-"r----.---

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WALTER LUM ASSOCIATES, INC:. I 303P WAIALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737'7931 Boring Log , - IS

BORING NO. ··· · · Sheet No. of __ ___...._

PROJECT M.AK.Atll ··- 0

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

Boring Log BORING NO.-- lG> ·Sheet No. of ----PROJECT __ __:.MAKAK==-==...;.:I:.:;L;;..O:,_:HA;;:_· . ...;.:L::.:E:;;.....;I;;:_I;;:__ ___ -'--.,._,...,.....=..-....-. Drille~ W. 1..\.lM A-?'7o£i.,II.Jv. 0~;. _OG.T: t ·n1~. LOCATION_...,..._M:.:::a:.::ka:=.::k:..:i:..:l:..:o:.;.:·':.....:O:...:a::.h::.u::.!.., _H==aw==a=i=i:......., ______ Field Part;~ A'7ATo_, OSHI~O

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WALTER LUM ASSOCIATES, INC. I 3.03.0 WAIALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE ·73:7-7931 Boring Log BORING NO.-__ .. \_]__ ~t No. of ----

PROJECT _ ___,_....:,.;MA::..;;;;.KAK __ I_L_O_HAL __ E_I_I _____ -""___,.,.....,._.....,.... Drilio'r ~ w. LUM A~'7cf~. ;rt'lc;;-;;~;~ OG -r;··-z.-_.T'I1 :, ~ ~=~~~~~: LOCATION Makakilo, ()ahu, Hawaii Field Party~ A_?ATO, o-sl-it ~o.- :--- -----:----:-"--:-:-=.-:-:---.:-::.-·.-.-: -

Ta~ Map Key: 9~02-3: Por. 2 Type or Boring-j.\UG\el\(~~~:t:)--i)~~,;,:- --4··" ------H----~:-____ ___::.::..:~:::.,.,.,;.:.:~---=:.,.;...;:...;..;_;::..:.......:..;~--.....-......;.. -~ ~O'N N __: __ _:_~~:.:~·::_:::.-~=-·:=: ...... ~;ot;.A'1t:"1 _:_$I L-T .. ::~- __ _::: __ ·----·· __ _::_ :

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

Boring Log BORING Nc>. --·-·· I e, Sheet No. · of _____ _ PROJECT __ __::;MAKAK=· =;;.;;I;:.;;L~O;;.;,---'"IIAL=.;:.;;-E;;,.-;;I;;.;;I~-------- Drill~ 'W· \..UM A-51JOC,;, \NO. Date _OC.T. '2. • j '1 1 '?

Mak.akilo, Oahu, H.awaii Field Party-. A?A.tC?, OSHI~O LOCATION _ __,..---~---......:..-----.,....,..----___,_ ·' A.llG!t'[f,.( \lf;fZ..-,p. ) · . 4''

Tax Map Key: 9-02-3: Por. 2 Type of Boring · PJ\1'-\.. Diam ...... · --'-------...._ _____ _..;. _ __::; _ _:._"""""'...,_ _ __;_ _______ Elev. ·: ~ "! S •:!. ~ ·. - --~~-:_-::-:=:-Datum -------

HAMMER: #- ~;ill Bit-: T~~. t7~A c.. Weight \+a ---'OR.,t..l~ CV '2J,r;>' 10·4-·1~ - . - --

*Elevation estimated ·from Site Plan by

5o -..;..

-·-

---

IS, --.,....

---

'lo "----

--

C. R. Sutton & Assq

e F\· ..

WALTER LUM ASSOCIATES, INC. I Boring Log ·

E. OESI;RIPTION _ a · _e·~~·-:. ~&_-z '+·~-~o~

_ -~ 14A~I7 ----------------------- - ...... -·---~~t':Q: .. i :l'~RK ~Ro~cl.-~..::::.

. C: !l~ ~- .·::::C. I.;, A 7..:: 'f.l/ R,OOTS. .. -

__ (MH)

(Mth

-: . --

.· os.nr-r-; c.~~to'1-' e>~w"".:. __ .:.: __ s .'5AI4.0"t $11..1 : :··:_:=:-::-..:::::.:~-- . --

--· --·

*Elevation estimated from Site Plan by ·c. R. Sutton & Assoc., Inc. (7-,.30..,.73)

:.

303_0 WAIA_l_AE AV-ENUE • HONOLULU. ·HAWAII 96816 • PHONE 137-7931

~ '(~

~ " Q. E Jl

.. " .,,.; o· ~~ ~c..

~ 8 ~~ ~cf! .!:u ~a: ;:: Q

'2.1 .

"'' n 1 n' ..:::;=:~ Yl~~ -~~~:~: ~'\(\

ci E Q

u ..!U: Sc1 :;!C..

::1

PENETRATION DATA

.. Standard .. " Per,etra~ion Test ..r:: • .,.., ID "!· o:c.. N (Blows per foot) .. > 0 10 20 30-

1

... ----· 1-+-+-.J----+-----.. I J~>~

~+-+--1--+--~

..

WALTER LUM ASSOCIATES, INC. I 303.0 WA.IA.LA.E AVENUE • HONOLULU, HAWAII 96816 •. PHONE :737-7931

Boring Log BORING NO.:.-. ?..o Sheet No. of ..,....---PROJECT ___ MAKAK.:__.-··.....,..,r,_L_O,--HAL __ E_I_I ______ __,..,,....,.,.... Driller w. t..LlM ASSoG.,II'JC.. Da;it Ovj; 4-1 5, l ~ n

Makakilo, Oahu, Hawaii Field Party.- A '5AT0 , · KA U · .· ·· ------ -- -LOCATION _ __:T..:.;a~x-M_a_p__;K:.....~-Y-. :--=9~--0-2---3-:_P_o~r-.-2--- Type of Bciring--ALI~e!g)fftSt) Diam. __ +....:.-.. .,_. ·----

., 0.1 '+ -*. Elev. · '"" 0 - · ... ·Datum__,.~---:----

HAMMER: Drill Bit- .:T•V• t:'R.AC:.'. Weight r 4-o~_ ------..,.--..-.=---:----.----.------.......,.,.......,...-.... ---_ ..... :e>-0.,..'~ .• -~_--:-:-. _______ ......;;_.....,.. ___ Water Le~e[ ~~1;-~c,.~P Drop Time:

2" . "oGt

t=l ill J e

F) U)

~-·-::t: 0 J

'i. .

t:=l

~--:r: . 0 __,.

WALTER LUM ASSOCIATES, INC. I 303.0 WAIALAE AVENUE • HONOLULU. HAWAII 96816 • Pl:fONE 737-7931 Boring Log :

BORING NO. ~=-2-~ ·-··- ~- · Sheet No. . of ----PRQJECT __ ...;MAJQUI..~e

WALTER LUM ASSOCIATES, INC. I 303_0 WAIALAE AVENUE • HONOLULU. HAWAII 96816 • PHONE 737-7931

Boring Log BORING NO. :~.'2.4~:~· ~- Sheet No. of ----MAKAK. I_ L_ 0 HALE II . W· l.. 1..1 M AS?oG:· It•..! C.~ OG 'T. I . l "11'~ PROJECT_-"-'-....,...:;===;;..:;..-===-..;==--'-------- Droller · · ' · Date .... ···· ··

LOCATION Mak.akilo, Oa,ht1, Hawaii. Field Party· .. A'5ATO; 0'51-\IF(O ··

· · ALlGicl\( ve"-sA) · · ·· · .. 4_ ... ··· Tax Map Ke_ y_:_ 9-02-3: Por. 2 Type of Boring . . P~l\...1.- Diam.·-------

-----~:.::...=.~::_.....:=::._~---..:::........::..=.....::....:.-=..::...:...:-.:=-:-__;__ . (, &

WALTER LUM ASSOCIATES, INC. . I Boring Log PROJECT MAKAKILO J:M,LE II

1Mv) \ .

. DESCRIPTION . -E ' . ~ ~ .,,..,- ""·v ·::;· G; o. a. '+·· ..,.:-n.. c . _-.... ..... ..,. , . aa -·Jr ..... 0 ...... .

- ~:?TIFF:;. P.>KOWN.:..~.:::-~::-~~==--:::= .. :.:~.:.::.:::C

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

BORING NO. ::··z-co- - ~- Sheet No. of ----PROJECT~--~~=-=·=-=K~IL=o~-~HAL~-=-~E_I=I~-----------~--- Driller ·_w~t..LlM A7Soc;.,INv.~ 0.;~~oc.r~ 4-, 1~_1? -__ _

Mal_ 0 10 20 30 40

1

1--+---+--.._...-+-----'1 ~~ _. __ .

p~

IJ e _.) 4 -::r; 0 ..J

':/.. ·1 ?> :. ::·: : . .. -- -- - --- -

.-Nore: ROUl:,H t:'R.\l.\..11-lC. . fo~ S MIJol •• MOVeD lioL.~ 5' ?ollHL HIT c.oi?&L-e:-_ o" ~U.L.t7f;R., A"( "Z.·Cl' •. '1~11~-D

Anetv~rr I"'· t-loR;TJ.\--H,-c:coP.>e>L.e of

WALTER LUM ASSOCIATES, INC. I 3Q3.0 WAI.ALAE AVENUE • HONOLULU, HAWAII. .96816 • PHONE 737-7931

Boring Log ! ! BORING NO. -:::..'2.·&:::::,~--:_, Sheet No. of

MAKAKILO HALE II. .· -\u,·o·uM A'7S c;~··lt'!V -·- ·-?ePr:-z.;·.i~c.;·l'l7~· PROJECT __ _..:.;:::::;:.:::.:.;;;:.;::;:.__::=:.=...~;:__...__,...-_ _..__........,_-'"...- Dr.U"' -"~'~ ,.. 0 • . ' Date ·· I l • LOCATIO. N Makakilo, Oahu

2 Hawaii Field Part;· R.A.t70VI c..H KAil, 01'1\0~L., OSHIRO~~-: ~ : .. · --

Ta.x Map i OR. 5ollL.P~i?,S ... : . -

.-~-f:.t4i7 OF:~ 60A:Uol~ €1 . .\ ~::.:~ . -·-· :~~'l,G>•:l? ..: :·~: .. ::~. ·_ ... ··-·········

.

*Elevation estimated · . from Site Plan by C. R. Sutton & Assoc., Inc. (7-30-73)

.

• PENETRATION_DATA .·

Standard ·:0 ~ ..; , Penetration Test

• '1· 1& A. N (Blows per foot) > 0 10 20 30· 40

·.·.--·: ··- ·-··~·-··· l==l==i==l:===il=====t··~ ~la.'t':. · ..

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

Boring Log BORING NO.~ 2.9 ---~-- Sheer No. of PROJECT __ --=-MAKAK====.::IzL:.:O~HAL=:.:E::........:I:.:I=---------- Driller-W· ~L\M AS'5ov.,1Nv. 0.,~ ~e-ri:-z.s, I 'iT? LOCATION ___ M_a_k_a_k_i_l_o...;,_o_a_h_u_,:__H...:·a~w-a_i_i_-........ '-'-....,_...,....,_, Field Parrv :~AY'o'VIC.H ,· KALi ,·oM0£'1

Tax Map Key: Type of Boring -Au!7 Drop __ __;_...;...:.._______________ Time..!:: :!::::..1._!!::.:~"'"'""-·--_-~----~:-:·-_~+------+---+----

SAMPLER:_,.,.,.,..._:;;;;z_'' ..;;'S...;.T.;..;A...;.N..;.!7...;.A..;.~.:.:~=';,.._. o;.....:r~· L-_I...;.T_._cs..~.r_o_o_N...;.·--··--·-·---· ::: ·_

(MI.)

s .DESCRIPTION -;!:

.. ?iiFF:

a.

• '+.., * /!. .C;l..E:.'/. - G-7 '2. - ..Jt 0 [-;-,-

MOTTL..f:l7 4f'\.A'1 !?MWN :,:_

M1Ha1)~: Slt..T'i cL-A'i ___ :: W/TF..AGE;$ tlf 'SANI7

~oLlL-tn:>~

Df;N$e, 4R.A7 ?IL..'1'7 SAI-J!J'

!

i-

:-

·-~

-·-

····· co~~t.C:'S .o~ l?oi-Lt..De~s -

. 1::'1-JP op· ~OKIN~ e 11 ··:"1~25~7·} ... ····-. -·········

*Elevation estimated from Site Plan by c. :f{. Sutton & Assoc. Inc. (7,-,30-73)

-IS_

,•:-

-

~

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II)

{i~" ·'...¢ i

r___: /"'"---,

..

0 z " ii. E ..

II)

E L.: 8 c· ~ .. v.. ~ .... .! ~ 3:

If;

'2!Z..

4

a. E 0

~ u SLI.i .,.!U.: QU a~ ~a: ~ ....

·Q :;)

PENETRATION DATA

Standard I Z Penet_ra.tio_n Test J: u: ' ~~ ~ II. N (Blows per foot) > 0 10 2_0 30 40

IA·1 1--1--.J.--+-j:--1

I

1--+--=+--+---lf-------. 5ofc • 1---1--~-+-+--------'·· o-~

.. . - ... - . .. j

•

MAKAK \ LD \-\A L.E-. 1I

TABLE I A... - SUMMARY OF LABORATORY TEST RESULTS

BORING NO. SAMPLE ~0. DEPTH BELOW SURFACE

DESCRIPTION

GRAIN-SIZE ANALYSIS (% Passii;lg)

Sieve 1" 1/2" #4 #10 1120 /140 //100 11200

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

Dilatancy Toughness Dry Strength

UNIFIED SOIL CLASSIFICATION

APPARENT SPECIFIC GRAVITY

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 Wet to Dry Max. Dry Density (P. C. F.) Optimum Moisture (%)

REMARKS:

By

A o.~'-\.S'

· ··-···--······-·-··-·-·----·-- --- ................ ---· .... · ... ~S~Q\S\0\ ~~==~ BRON~ .. . . ... Re.O (?>Ro-Nt-1

--c..!..A"iR'f SIL.t·-··-· ---- ~IL1'f ?kA'/ l?lt.JY '-'-Ai/

t:!AilAR~\.. ... 41.

~0 . 11

2Lo~~~ao. M~OIUIV\ ME.D\UM

ML

. N A1\AR~I... . N~TU.RA\... 4:1 G~

~R ?~ 'l.ft, ~LOW 1-tONE·StoN M~.- "16\o\ M~)UM SL.I~\.\T·MED. S\...\61-\T·MC.O·

t-.1\'- ~\.\

WALTER LUM ASSOCIATES, INC. I . . CIVIL,_ STRUCTURAl. SOILs ENGINEERS

__ -----~ --· M AK..f:>.. Kl kO . ··~A t...t;· -:rc···· TABLE !..fL. - SUMMARY OF LABORATORY TEST RESULTS

BORING NO. SAMPLE NO. DEPTH BELOW SURFACE

DESCRIPTION

GRAIN-SiZE ANALYSiS (% Passing)

Sieve 1'' 1/2il 114 1110 1120 /140 /1100 11200

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

Dilatancy Toughness Dry Strength

UNIFIED SOIL CLASSIFICATION

APPARENT SPECIFIC GRAVITY

CBR TESTS (Surcharge-51 P.S.F.) Molding Moisture, % Molding Dry Density, P.C.F. Swell upon saturation, % CBR at 0.1" Penetration

~OISTURE-DENSITY RELATIONS OF SOILS (AASHO T-180-57 Method_) Dry to Wet or Wet to Dry Max. Dry Density (P.C.F.) Optimum Moisture (%)

REMARKS:

By fOT.

)00

. 44.'1

4'Z., I .

MW-HI~ M~0-1-\\(:)\.\ ----

Od $ty'\ ..

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

MAKA Kt L.-0 ~AL..E... IL

TABLE l C - SUMMARY OF LABORATORY TEST RESULTS

BORING NO. SAMPLE NO. DEPTH BELOW SURFACE

DESCRIPTION

GRAIN-SIZE ANALYSIS (% Passing)

Sieve 1" 1/2'' 114 1/10 1120 1140 11100 11200

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

Dilatancy Toughness Dry Strength

UNIFIED SOJ;:L Ct.ASSIFICA.TION

APPARENT SPECIFIC GRAVITY

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 Wet to Dry Max. Dry Density (P.C.F.) Optimum Moisture (%)

REMARKS:

Date \ o ·'1.4·1'>:> By

NAIUR.AL 41

Me-OIUM .· \'::\ON~ $kl~I+\-Mt;O, ~ \U,H t\I·MW: MW.-\-1\Q\

ML:.

(p0.

7\-0\N,MW. \-\tt?H

WALTER LUM ASSOCATES, INC., CIViL, STRU~URAl, Sbfi.S ENGINEERS !

TABLE IJL:. ,_ SUMMARY OF LABORATORY TEST RESULTS

BORING NO. SAMPLE NO. DEPTH BELOW SURFACE

DESCRIPTION

GRAIN-SIZE ANALYSIS (% Passing)

Sieve 1''

. 1/2" /14 1110 1120 #40 11100 11200

ATTERBERG LH1ITS Air Dried or Natural Liquid Limit Plastic L:i,mit Plasticity Index

Dilatancy Toughness Dry Strength .

UNIFIED SOIL CLASSIFICATION

APPARENT SPECIFICGRAVITY

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

MOISTURE-PENSITY R:E:LATIONS OF SOILS (AASHO T-180-57 Method__) Dry to Wet or Wet to Dry Max. Dry Density (P.G.F.) Optimum Moisture (%)

e. REMARKS:

Date \0 ·~'lA .. 1'J

- 0

NAtURAL ~'Z. ~il 1..0

~~0\UIV\ M~O\UM

SUG\:\T-M\W.

MH

~~!UI

... ·. M~KAK\LO HA-lE 1[·- ............ -·-··--

TABLE I. E. - SUMMARY OF LABORATORY TEST USULTS -·-

BORING NO. SAMPLE NO. DEPTH BELOW SURFACE

DESCRIPTION

GRA1N-SIZE M{ALYSIS (% Passing)

Sieve 1" 1/2" 114 1110 1120 1140 11100 11200

ATTERBERG LIMITS Ai.r I.ltied or N'atural Liquid Limit Plastic Limit Plasticit:y Index

Dilatancy Toughness Dry Strength

UNIFIED SOIL CLASSIFICATION

APPARENT SPECIFIC GRAVITY

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 Wet to Dry Max. Dry Density (P.C.F.) Optimum Moisture (%)

REMARKS:

Date \0 ·'1.4 ·1~ By '

TABLE I.E.._ - SUMMARY OF LABORATORY TEST RESULTS

_____ _:-:·J~A.&KING \..Oi

SAMPLE NO. DEPTH BELOW SURFACE

DESCRIPTION

GRAIN-SIZE ANALYSIS (% Passing)

Sieve 1" 1/2" 114 1110 1120 1/40 //100 11200 .

ATTERBERG LIHITS Air Dried or Natural Liquid Limit Plastic Limit Pl~sticity Index

·Dilatancy Toughness Dry Strength

UNIFIED SOIL CLASSIFICATION

APPARENT SPECIFIC GRAVITY

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 (MSI:iO T-180..,.57 Hethod_) Dry to Wet or Wet to Dry Max. Dry Density (P.C.F.)

- Optimum Moisture (%)

• REMARKS:

Date 0 ·'1.4 ·1~ By 01.

3-4 0

c __ o.;;..._ __

- ······ ··--· RE:.ODIS~- .•.. ·Re-DO\~ ---~-.::-:~R.'E;DD\S~ -~- -- . ---- ---------

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Mf:l2l~~ M.~O\UM ~LI~Hi-MCP.

M\...

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-~A\URAL-

4~ 1.~ 1.\

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\0'2.~. . '11...'b

WALTER lliM A$SOCIATES, INC. I CIVIL. STRUCTUI!Al, SOILS E_NGI_NEERS

X w 0 z

>-1-0 ....... 1-(f) 0 :,e ~ ''D•' I o\1 ?JA-{J4 ~-c. •11 ~ ~2< ~.11A /

'f;t.'.

~ CL- ML / ML

v 20 30 40 50 60 70

LIQUID LIMIT

BY __ t?--1........__ ___ _

--- - -----

/ 11~1 LINE y v

/ I Sf "/

,

v ?>c. 0 /

eo 90

MH 8 OH

100 110 120 130

WALTER LUM ASSOCIATES, INC. I CIVIL, STRUCTURAL, SoiLS. ENGINEERS I

9-470

130

120

110

-u: c.) Q: 100 ->-..... a> z w 90 0

>-0::: 0

eo

70

60

MOISTURE-DENSITY CURVE (AASHO T-180-51, METHODhJ PROJECTr~~~~--~ MAk.AKILO 1-\AL.e :[..

LOCATION: ---·· MAKt>.KI L.O I OA\-1 u I H AWAt I . SAMPLE NO.: ''A'' SURfiH.~

.AGGREGATE: 1/4''M!NU? . ·····MOLD SIZE :j:'

9-470

MOISTURE-DENSITY CURVE (AASHO T-180-51, METH00.6,)

130

120

110

--d Q; 100 ->-1-(1) z w 90 0

>-0:: 0

80

to

60

PROJECT;~-~- MAKAKI LO WAL8 "TI..

LOCATIONi MA\

CBR TEST

LOCATION 1_ MA\'

10-470

CBR.TEST

PROJECT=

LOCATION=

SAMPLE NO= ''~" · ~:N~f:p.,q~ .. SAMPLE DESCRIPTION= .R~OP\ ~14 ~-eRowN C..LA'i~.;t ~tt...1

'tOO

l0C

ltrD

l40

l1.V

(j) ·. 11. ..... ICO 0

CBR TESi

PROJECT: .. MAKAK\ LO I-\A'-6- · 1L

LOCATION= 'M~A.KI L.() I o.o.uu I UP,.V'JA.I \. SAMPLE NO: ''c} Svtl:2r-Ace SAMPLE DESCRIPTION= RE:OD\SU -l:>RONN C.\.A'JG'f Sl'--1

6oo -- --

460 - -·· --

4()0 .. . - ---

380

SOD

e (/) _e; Zf;O ·0

e

10-4'70

CBR TEST

LOCATION I }1\.t>.k:b\t I- . ,, "

SAMPLE NO= 0 ?v. R~~ -SAMPLE. DESCRIPTIONi - . BRO~t-\ SIL-T:/. c.I..A't

500

480

4D c

. 350

0 c( 0

300

-' 2_00

J!')O

10 0

5o /

11/ v

---

-· -- --

v / rA~a~ ~ 0.'2." PfNE1 /1

~ ~ £!! 0.1 ''PfNf RAIIOI r;-z;, J: Ill

II It .xt .Pt1 -9-? . 0.3 o o.t o. '2.

PENETRATION (INCHES) ADJUSTED CODRDINAif:5

TEST RESULTS'

MOLDING MOISTURE, %. 25./ MOLDING DRY DENSITY, P.C.F. q5_q CBR@ o.l'' PENETRATION S.J DAYS SOAK~D

-4 --

DATE 10.-10-1~ BY ~H

DATE 10-11-7!3 BY jS

- -- . -

-·--·-

~ /

RATIDt- =·'3y,.

: 5.1

0.4

--

_,. /

::8.1

o. 5

CBR PENETRATION DATA

PENETRATION LOAD LOAD

(INCHES) (LBSJ (PSI)

0. 025 3B I'? 0.05 0 fll. 'l.1 0.075 130 +?-0.10 0 Jf/? it~ I

--0.1 2 8 fl.~- "\«1 0.15 0 '2.q4 q~ 0.1 7 8 ?A4 ll~ 0.200 [_?18$ I '2. f> 0.25 0 4&4 IS.G 0.300 S'l.f> 11(p o.se o 5~~ )q(o 0.400 lP4~ '2.1~ '0.45 0 1.10~ 't?.S 0.5 00 1fQ1 '}S!o

AGGREGATE 1/4-'' MINU.S HAMMER WEIGHT I 0 L6S HAMMER DROP_,_,I 8::...."--.No. OF BLOWS 5!D{LAY~R No. OF LAYERS-'-__ 5=-..;..._

WALTE~ LUM ASSOCIATES, INC., CIVIL, STRUCTURAL, SOILS ENGINEERS

LOGS OF BORI:NGS

FROM

"MAKAKILO DEVELOPMENT - KAPOLEI PD-H"

REPORT DATED MARCH 5, 1973

WALTER LUM ASSOCIATES, INC. I !

Boring Log MAKAKILO DEVELOPMENT

3030 WA_IAtAE AVI;NUE • HONOtuLU, HAWAII 96816 • PHONE 737-7931

BORING NO. \ Sheet N_o. of .,.--""----,,-

PROJECT __ ___:KAP:==:..:O:..;L:::E:..;I:......:P:....:•:..:D:....:•...:.H:....;. _____ "'""""'__,.-......,..,-. Driller \1-.l.LUJv\ AC.,70v. lt..JG, Date ff.f:>. I'? \ i1?

·Lo· CATION. __ ...!M:::a~k~a~k~i.=l!::O..z.z__:;:O:,::a~h:..::u:.J•:....· ...!H:::a:..:w!.!a!.:i::.:1::..' ____ ....._ __ Field Perty suz.uv,l' TAC,UGH \I C.I-\ON _ Aue>,€1{..4 (c.o1-1c.oU) ~·· ~ ·~A~"

Tax Map Key: 9-2_-03 _: For. 2 Type of Boring\Z.OTAI(,.j .\:7-.l.~ Diam. __ __;_ ___ _ Ht'i ~ --

Eiev. Datum _.,..-------,,...._.._..._ ___ HAMMER: Drill Bit _'f.G.I/t __ ___._,~z77:"7;:-Sr-· -;"2.". 'ITII -:::?-:;I:;:A.~i'J"Ti_l:'o:;l>."l:"";;Jt.."'D:;-:$=p7'"1..-:-:, ~~;z;;('o~o:::N::-r-- Time -SAMPLER: ''Ai-" . AY.. t70UI'JLE. TUI?E. c.oe.e. f.>A.!

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WALTER LUM ASSOCIATES, INC. I 303() WAIALAE AVENUE • HONOLULU. HAWAII 96816 • PHON.E 737·7931

Boring Log MAKAKILO DEVELOPMENT 'Z BORING NO. Sheet No. of ----PROJECT K.APOLE;I P.p.H. Driller W. L.Utvl A'770C)t-.1C.. Date fclb. ~, I '11?

LOCATION-_ ___.:.I1a~~~Js:.' !~ ... Q.::::h=.~ ... ll==·:.:·=------- Field Party .:;,u z..u I

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

Boring Log MAKAKILO DEVELOPMENT BoRING NO. ~ Sheet No. of PROJECT __ ____:KAP~:...:O:::..:LE=.::I~P:..:•:.::D:...:•:..::H:...:•:..._ ________ Driller W. Ll_jM A'S-')O~.It-{C.-. Date fE:..B. . "1E:i $1 \.'I'

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LIMITATIONS

In general, soil formations are commonly erratic anc! rarely uniform or

·regular. The boring logs indicate the approximate subsurface soil

conditions encountered only at the drill holes where the borings were

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

at other locations or at other.dates. Soil conditio1'ls and water levels

may change with the passage of time