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lo-X· GEOL.AB S- :H .A '.N.A I I l'fo·

Geology. Soils and Foundation Engineering

7553 Colburn Street, Suite 202

tom Enterprises 72 Wilikina Drive Wahiawa, Hawaii 96786

Attention: Mr. Franklin C.C. Tom

Gentlemen:

Honolulu, Hawaii 96817

April 1, 1976 W.O. 630-00

• (808) 847-5064

Herewith submitted is our report entitled "Soil and Foundation Investigation, Proposed Wilikina Apartments - PDH, Wilikina Drive, Wahiawa, Oahu, Hawaii".

Our work was done in accordance with the scope outlined in our proposal dated February 19, 1976.

The site is suitable fbr the propbsed development provided our recommendations kre followed. A summary of our recoromend�tions is presented at the beginning of the report. Detailed recommen­dations are contained in the body of the report.

If there is any point which is not clea� in this report, please feel free to contact us to discuss it further.

Very truly yours,

GEOL�BS-HAWAII

�'7./(.;V� Bob Y.K. Wong P.E. President

8 -

SOIL & FOUNDATION INVESTIGATION

PROPOSED WILIKINA APARTMENTS - P.DH

WILIKINA DRIVE

WAHIAWA, OAHU, HAWAII

TAX MAP KEY: 7-3-09

W.O. 630-00 APRIL 1, 1976 •

FOR

TOM ENTERPRISES

GEOLABS-HAWAII

1553 COLBURN STREET, SUITE 202

HONOLULU, HAWAII 96817

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TABLE OF CONTENTS

SUMMARY . . . . . � . . . . . . . . . . . . . . . . � . . . . . . . . . . . . . . � � . . .

INTRODUCTION � . . . . . . � . . . . . . . . . . . � . . . . . . . . . . . . .

SITE DESCRIPTION . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . � . .

PROJECT CONSIDERATIONS . . . . . . . . . . . . . . . . . . . . . ·• � . . . .

SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Subsurface Exploration . . . . . . . . . . . . . . . . . . . . . . . . .

Soil Condi tion·s • • • . • • . • • • • . • . . . • • • . • • • • • • • • • • • .

DISCUSSION AND RECOMMENDATIONS . . . . . . . . . . . . . . . '· . . .

Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . . . . . .

Floor Slabs . . . . . . . . . . . . . . . . � .. . . . � � . . . � . . . . . . . . .

Swimming Poe 1 . . . . . . . . . . . . . . . . . . . • . . . . • . •.. • . . . . , . .

Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . .

Earthwork and Grading • • • • • • • • • • • • • • • • • • • • • • • • • •

Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . i • • • • •

CONSTRUCTION MONITORING . . . . . . . . . . . . . . . . . . . . . . . .. . .

SITE l'LAN ' . . . . . . ·' . . . . . . . . . . . . . . . . ... . . . . . � . . . . . . ... .

APPENDIX A Boring Logs . . . • . . . . . . . . . . . . . . . . . . . . .. . . .. • • . . . . . .

APPENDIX B . . . . . . . . . . . . . . . . . .

. . . . ·• . . . . � . . . .

Field Exploration • . • •

Laboratory Testing . • . • • • •

Laboratory Test Data • • • • • • • • • • • • • • • • • • • • • • • •

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Plate 1

Plates A-1 thru A-4

Plate B-1. Plate B-2 Plates B-3 thru B-9

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SOIL & FOUNDATION INVESTIGATION

PROPOSED WILlKINA APARTMENTS - PDH

WILIKINA DRIVE

WAHIAWA, OAHU, HAWAII

TAX MAP KEY: 7-3-09

SUMMARY

The predominant on-site soils are very stiff clayey silt of highly decomposed basalt origin which will provide adequate support for the proposed structures.

Spread and line footing foundations can be used • .

Allowable bearing capacity up to 5, 000 p.s.f. may be used. ·

INTRODUCTION

This report summarizes the findings of a subsurface investig,ation

conducted at the subject site to evaluate the subsurface conditions

and to es.tablish recommendations for the design and construction

of the foundations to support the proposed 10-s'tory high structure

and for the ancillary earthwork.

SITE DESCRIPTION

The proposed project site is located on Wilikina Drive, north

of its intersection with Kunia Road in Wahiawa.

The approximate 2.3-a�re developm�nt site is located on relatively

level ground. The ground surface slopes from elevation 870 feet

at the south to elevation 864 feet at the n�rth property line.

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ce ce Page 2 W.O. 630-00 4-1-76

Along the north boundary is the edge of a bank which slopes

down about 22 feet to the edge of Wahiawa Reservoir. The

slope ratio of this bank is about two horizontal to one ver­

tical (2:1). Steeper �lopes up to one and one half to one

(1�:1) ratio is noted about 35 feet north of the northwest

corner of the �ropo�ed building location. The slope is covered

with dense trees. There was no visible sign of slope movements

or instability in this area at the time of our field reconnais-

sance.

The northern half of the property is covered with moderately

dense grass, fern forest and tall eucalyptus trees. On the

southern portion of the site which was probably graded recently,

� there are dirt roads extending from Wilikina Drive to the re­

servoir bank in the back.

PROJECT CONSIDERATIONS

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The proposed development consists of mainly a 10-story high

apartment structure, 65 by 130 feet in plan dimensions. The

highrise structure will be situated in the reaf portion along

the bank of the reservoir. On-grade A.C. parking will be con­

structed in the front faci11g Wilikina Drive. A swimming pool

is planned at the northwest corner of the apartment structure.

Maximum anticip,ated column loads are app·roximately 500 kips from

the apartment� Shear wall loading up to 200 kips per lineal foot

can be expected. ·Site g�-��ing will_ be minimum and it will con­

centrate at the northeast portion of the parking area.

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SUBSURFACE CONDITIONS

Geology

t. Page 3 W.O. 630-.00 4-1-76

The site is underlain by decomposed basalt of the Koolau

Volcanic Series of Pliocene Age. This series, which is more

than 3,100 feet thick, consists of flows of pahoehoe and 'aa'

lava ranging from 10 to 80 feet in thickness. This highly

weathered basalt (saprolite), which includes all decomposed

rock other than the ferruginous bauxite, and residual soils

are rich in iron, thus produce shades of red and reddish

brown.

Saprolite is a soft, decomposed rock in which nearly all of the

original minerals have been replaced by secondary minerals, but

with most of the origin�! basaltic texture and.structure preserved.

Much of the rock at the site area has been so thoroughly weathered

that soil and clay textures replace the original basaltic textures,

in some places lumps and chunks of saprolite p«;!rsist in the soil

horizons.

Subsurface Exploration

The subsurface exploration for the proposed. building sites con�

sisted of drilling four test borings. The borings were drilled

at the locations shown on the enclosed Site Plan, Plate .1. A

detailed description of the 'field exploration methods and accom ...

· panying laboratory testing is given in the appendix along with

the boring logs and laboratory test results. ' ,._, ":· .

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Soil Conditions

Page 4 W.O. 630-00 4-1-76

The exploration disclosed essentially uniform soil conditions

beneath the proposed site. The soils are decomposed basalt

of brown and reddish-brown clayey silt, varying from stiff

to hard in consistency. The clayey silt soils were encountered

in all borings at ground surface to the full de·pth of the borings.

Groundwater was noted in boring nos. 1 and 2 about 25 feet below

the existing ground surface or about elevation 842 feet. The

boring water levels were approximately the same as the elevation

of the reservoir water level.

DISCUSSION AND RECOWoiENPATJONS

The subsurface conditions encountered during the exploratory soil

investigation were relatively g6od from a soils and foundation

engineering viewpoint. Spread and wall footings bearing on the.

undisturbed in-situ clayey silt will provide adequate support

for the proposed highrise and swimming pool structures.

Foundations

Spread and wall footing foundation bearing on the in-situ stiff

and undisturbed· clayey silt can be aesigned for an allowable

bearing pressure of 5,0�0 poQnds per square foot. The soils are

not sensitive to impact loading. The bearing value can, therefore,­

be increased to 7,000 pounds per square foot when considering

seismic and wind loadings. Footing foundations should bear a

minimum of four .feet below the adjacent final grade.

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It is estimated that the total settlements for the highrise

structure should be less than one inch, with a differential

settlement of.less than one half of an inch.·

Floor Slabs

Expansive soils were not encountered during the subsurface

explorations. S�ell tests on sample of the near surface soil

�esulted in less than one percent· of swell with a surcharge of

60 p.s.f. This percentage is generally considered to be a low

to non-expansive potential condition.

Slab-on-grade construction can be utilized without special

provisions for expansive soils. It is recommended that the

subgrade be protected from drying and kept moist during con­

struction. The subgrade should be. compacted to a min�mum of

95% of maximum dry density .established by ASTM .Designation

D:l557-72T. "

No base course layer is required. Slab-on-grade with floor

covering sensitive to moisture should be· proteQted by a plastic

vapor barrier.

Swimm,tng Pool

For the. proposed swimming pool construction, the walls .should be

desigrted to resist a lateral pressure equivalent to fluid pressure '

of 35 p.c.f.

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The bottom of the swimming pool_should be kept moist and·

compacted wet of optimum to a minimum of 90% of its maximum

dry density. A 4-inch layer of 3/4-inch minus crushed rock

drainage base should be used ·below the pool slab. Positive

drainage should be provided below the pool structure.

The proposed pool deck should be pl�ced on a m�ist compacted

subgrade and a 4�inch layer of S4C cushion material.

Pavements

A surface sample of the on-site clayey silt soil was tested.

The laboratory result indicated a CBR value of 5% with an

expansion of less than one percent. Based on the present

data, the following pavemeftt section may be used for designing

the parking and driveway :areas:

Z" Asphalt Concrete 6" Base Course 6" Select Borrow

14" Total Pavement Thickness

The base course should be crushed rock or other ·granular material

with a CBR of 85% and conforming with section 31.2 Standard Speci­

fication for Public Work Construction o:r; equivalent. ·The select

borrow should be crusher run quarry waste, mudrock,_coral sand

or cinder and compacted to 95% of its maximum dry density. The

subgrade soil should be scarified down to a depth of 6 inches,

moisted and compacted wet of optimum moisture to 95% compaction.

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Earthwork and Grading

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The proposed site grading will probably entail some cuts at

the northeast portion of the p�rking lot. In general, the

· highrise structure and the parking lot will be constructed

essentially at grade. Trees and debries.within the building

and parking areas should be removed. Disturbed soil conditions

due to removing of trees should be replaced with compacted layers.

It is anticipated that new fill varying £rom 2 to 6 feet in thick­

ness might be required at the northeast section of the parking

lot. Th� red clayey silt soils at the site are acceptable fill

materials. Where fill is to be placed upon existing slope ex­

ceeding five horizontal to one vertical (5:1), the exist�ng slope

surface should be benched to properly keyed the newly placed fill

to the existing slope.

All areas to receive fill should be undercut to remove the surface ' -·

vegetation and topsoil. Prior to the placeme�t of new fill, the

exposed surface should be scarified to a depth of six·inches,

brought tQ near optimum moisture content an,d compacted to minimum

of 90% of the maximum dry density. Additional fill should then

be placed in 9-inch horizontal lifts.and compacted to the 90%

density.

Slopes

The steepest natural slop� at·. th:� : existing reservoir bank is . ·.- '• . ' 1 · .. : ·· ·" · . .

about one and one half :t0.9J1e (l�:l).s1ope ratio. At this

area, the calculated facto� of�afety for the slope stability

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is about 2.0 which is considered adequate.

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W.O. 630-00 4-1-76

Proposed fill slope should not exceed two hori�ontal to one

vertical (2:l)j The ori-site clayey silt soils can be cut

at essentially vertical slopes for short term construction

conditions up to 5 feet deep. Beyond that depth, unsupported

excavation should be sloped back at one horizontal to one

vertical slope ratio. Perman�nt cut slopes should be no

steeper than one and one half horizontal to one vertical

(1�:1).

CONSTRUCTlON MQNITOIUNG

It is recommended that the :toundation excavations for the

apartment and swimming pool structures be inspected prior

to the placement of concrete or reinforcing to assure that

adequate bearing has been obtained and that the subsurface

conditions are consisten,t with the findings of our subsurface

investigation .

The utility trench backfilling and earthwork operations should

be monitored by the soil engineer. Constructidn inspection

should include the necessary testing to assure that the proper

degree of compaction is consistently achieved.

The recommenda,tions given in this report are contingent upon the

above inspection•·

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Should you have any questions concerning our findings or

conclusions·ot need additional clarification of any portion

of this report, please do not hesitate to contact us.

Respectfully submitted,

GEOLABS-H,AWAII

By � �k.��· Bob Y.K. Wong P�

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GEOLABS- HAWAII W.O.- 630-00 DATE: 3-23-76

ACTUAL UVILDING AREAS

, . FLOOR AREA TAUULAT IO:;s:

l ST Fl.J.)f)R: 1 - 1 BP. C_n l t s � 5�r1sqr T '"' 1 X 550SQFT "" 3. 850 SQFT 4 - 2BH Cn_l t.s o 7fE .. )SQt'T ::::1 ·I X 705SQFT = 2, 820 SQFT lst Yloor A11artment Flour A1·�a

Laundq', Office. Elevatl)r, Stairs bit Floor Tot a 1

2t;JJ - I OTU FLOORS: 8 lBR Units JJ fl50SQFT = 8 X 550S(JFT "" •1 - 2BH Un 1 t s �r 5.SOSQJ-'T =- •l X 705SQFT

6,"670 SQFT

1 657�QFT

8,327 SQFT

•1 ,·TOO SQFT

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// NOTES: 2nd - lOth Floors Apartment Flr. 1\r"a ""

2, 6�W SQFT '7,220 SQFT ..L<.2_2:_!!!2_r s)

6-1, !lEO SQFT � BORING LOCATI O N

' SURFACE SAMPLE

REF ERENCE: PLAN PREPARED BY PETER HSJ a ASS OCIATES, INC. WILIKINA APARTMENTS - PDH

Llt�\'ator, Sta1ro, Corridors • �.�65 SQFT

2nd - lOth Floors Tntal

Z. TO'f,\L APA'RTlJ}o.;-iT FLOOR AREA:

3. 1"lYfAI. Fl.OOit AREA:

•i. TOI:i\1. ::t:M!IJ';H Of-" AJIAH'OIE:-oT UNITS:

• 74,915 SQFT

71,650 SQFT

83,272 SQH

711 - I BR: Units -10 - 2 BH l'nil.b

tY2f'fe7l_<.�_i N(;-:-,)7 UnitE>

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TUK : LOT AREA: Pl!�SENT ZONI�G:

Or;T,\1 I. LAND WAP: H!:.ZO:l I NG TO:

SETBACKS

7-3-09;(4 thru 13 and 50$ of 3) 98,681 Sq. Ft. 7-3-09: J ........... R6 7-J-09: 4 and 5 ..... 02 7�3-09: 6 thru 11 .. :oa 7-J-09: 12 and 13., .RG Medium Dt-!nsi ty Apt, A-2 (PUD) ifilikina Drive 10'-0" Side aud backyards 10' -o··

CZC REQUIREMENTS

ZO�£ A-2 (PUU) IJJT AR!:,\ BO,;l'S LOT ,\l!EA "A" (ST. FHO�TAGES X 1/2 St.\l'idlh) Bu�:IJS LOT AREA "D''.(Rear Property f-�runtagt- x 1/2 LUI)

TO'Bl. COMPUTED MAXIIIUU I.AI\0 AREA

Lri RATING: FAll OSR LSH HSH

70 1.60 0.43 0. 27 0.07

ALLOWABLE FLOOR ARI:l\ (FAR X Computed Maximum LHnJ Area): 1.60 X 151,482 .,. 242,372 S

ACT!'.\ I. FWOH AHEA PllOV IDED: 83, 272 S I. Hf:QUIRW lollNI�Uiol OPE� SPACE ( OSR X FA):

0.43 X 83,272 SQF� = 35,807 S 2. Rl:QUIHE!l I.IINI"UII 1.1\'ING SPACF. (I.SH X FA):

.

0.27 X 83,272 S<;I'T • 22,483 S" 3. HEQt;l RElJ HECREAT ION SPACE ( RSR X FA):

0.07 X 83,272 SQtT • 5,82n S

I. ACTUAL OPE� SPACE PROVI OED: DO, 354 S

2. ,\l"fUAL LJ\'lNG 0PE!'l SP,\CE PROVIDED: 5�,301 S

:J. •\CTUt\1. RECREATION SPACF. PROVIDf.O: IO,OUO S

i'.\Jli:l�li IH'Jl IHrHf.�\TS: lJ1 Apunm• nt Untts 1.:15 Stall:./l'nlt • 1•1'1 Stull R•.>'Juir,_.t1

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Sample -------,

Dry density ( pcf)

r- Depth (feet)

rGraph

. Surface elevation 8 6 7 x

9 Blowe per foot !SO 40 30 20

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9 s:1 t 6" = 0.4 K �F

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T<*VP>NE �HEAR I= 1.01 KSF

I

1�9 1

10 0

I I

82 II IJI s-

74 l lT JllO-

SOIL DESCRIPTION usc

R ED CLAYEY SILT, T RACE OF IMH ROOTS, VERY ST I FF

IMH . , "

I

R EDDISH BROWN CLAYEY SILT, HARD •

GRADED T O BROWN COLOR I I

I '

I 1 i r

!

I , �-j

. I ToRV�NE s�EAR 1= 1. 61 K S F 1 lil S- GRAY-BROWN CLAY EY SILT, HARD .. ., I M"' �

U (HIGHLY DECOMPOS ED BASALT) t ____ ,. � l -! I i \

� 0/4" l 19 ' I ! , I

j 1 I !

. , I I i i

91 •

•

I• 9 ' ! i i

• JI2Q_

�I I2s_ 1520 1-iRs . 3-10-�6

I3o_

I35-

BROWN CLAYEY SILT, HARD

I ' � ; lMH I

(

�1---i �

GRAY-BROWN CLAYEY SILT MH (HIGHLY DECOMPOSED BASALT)

GRADED TO BROWN COLOR

GRADED TO REDDI SH BROWN COLOR

:/·:�.:�:);' •

0 Moieture content LEGEND WILIKINA A PARTMENTS - PDH

I 2 .o" 0.0. eptit- a'poon aample 11 Undieturbecl ring aample I Dieturbed ring aample I Core eampte

�,a;t:c limit - . - LOG OF BORING

Liquid limit ___.A � Tavl ENTERPRISES

Natural w�t�;- content . a.:a:ox...A.:e&-HA.VV�x�-- -� rc,anrtauon ll:n••n ... r"'• • &"'It: P:n������� -�-��··�Mj

4 P Sampler puehed Q!j�tll�···:�•:��_rgy�!..,.����',�;-�,t;'}'30"drop W.O. 630-00 AP�I1... 1'17�. -·�

I I 1-I I I I I I I

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e ----------=-=---------�----�,--------------------�------------------------�

• BORING B-1 (CON T 'D)

Sample ----�--,

Dry density ( pc f ) 9 Blowe per foot

!SO 40 30 20 · 10 0

r-- Depth (feet) Graph

. Surface elevation 867±

SOIL DESCRIPTION

REDDISH BROWN CLAYEY S ILT, VERY ST�FF

usc

MH

• 9 I 40

��� (HIGHL Y DECOM P OSED BASALT) I j

I I

8 Moitture content LEGEND I 2 .o" 0.0. split- epoon sample II Undieturbed ring eampte

I Disturbed ring eomple I Core eomple P Sampler pushed

-

-

-

-

-

-

BOR ING TERMINATED AT 40.0 FEET ON 3-10-76

WILIKINA A PARTMENTS - PDH

Ptoatic limit ·· .· .. LOG OF BORING

Liquid Natural

limit _A · � TQ\1 ENTERPRISES

wate;• COntent .

G:U:O�A.EIB-HA."'UV"A.:n ·--�

. . . ,

r"''""•""'" "'""'"-""" • A"'' "'"""·-: ·�:�.

� ··--:··•· ·•� j Drlvtno enoiglt:�40 tb.wt.,30"drop W.O. 630-00 .t,\P�IL 197f')

' - t.:". · ' · •'7

I

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Sample --------,

Dry density ( pcf) ,-- Depth (feet)

r-Graph .Surface elevation 868±

9 Blowe per foot 50 40 30 20 10 0 usc

89/ l p " • p 1 ,. 70

I• I I t TOR:V�E s� = 11.7 KSF

REDDISH BROWN CLAYEY SILT� HARD

ML­MH

TOR'.t1ANE tEAR I =1. 6 I KSF 89l li 1o...

GRADED TO STIFF HARDNESS MH

1�6. ,. 9 lPRV ANij SHEAf;

70 = l.U KS ts-

92/10 ..

'ORVfWE S� = 11. 8 K�F I•

9 I • ii2Vni\JI= sHEAR = 11 • a K�F

92l l 2a...

761 ! 25-..5]_

-:-

•

MOTTLED BROWN CLAYEY SILT� HARD (HIGHLY DECOMPOSED BASALT)

MH

1015IHRS. 3-10f76

aollf · J:

BROWN CLAYEY SILT� HARD (HIGHLY DECOMPOSED BASALT)

MH

1�6 • .. TOR�E sijEAR = 11. 6 KSF

64 ••

I

0 Moisture content LEGEND

I 2 .o" O.D. eplit- apoon aample

IT Unditturbed rint tample I Disturbed rlnt eample

I Core sample P Sampler pushed

Jl3o-

L� REDDISH BROWN SILTY CLAY� HARD IMH (HIGHLY DECOM POSED BASALT)

WILIKINA APARTMENTS - PDH

Pl�ari� limtt · · LOG OF BORING Liquid limit__) �, :>, TOM ENTERPRISES Noturol wcite� content a.:a:oLo.A.:ea-HA�Axx I

P'oundat.aon Kne,n ... r1n• • El•..,ll Enau,..,..Pnc •. ��� _Drivino eneroy:l40 lb.wt. ,3011drop W.O. 630-00 APPTL I 37;;

�,: : -· - �·� 1\ ••

I

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BORING B-2 (CONTI D)

·-

Sample ------.

Dry density (pcf)-r- Depth (feet)

.-Graph

.Surface elevation 868±

•-'

II� 90

9 Blowe per foot �0 40 30 20

-I 9 .,. ,

10

•

.4 TORYANE �EAR � 0.8 KSF

1

0 Moieture content LEGEND I 2 .o" O.D. eplit ·spoon ealftpte

II · Unditturbed rinG eomple

I Disturbed rinG aomple

I Core eample

P Sampler puehed

0 SOIL DESCRIPTION

GRADED T O BR OWN COL OR ·

I SILTY CLAY, HARD (H IG HLY DECOMP OSED BASALT)

40

I4s-RED SILTY CLAY, ST I FF

MOTTLED RED - GRAY CLAY EY 65 llf SILT, VERY ST IFF

1SO (HIG HLY DECOMP OSED BASALT)

-

-

-

-

B OR ING TERMINATED AT 50.0 FEET ON 3-10-76

usc

MH

I I MH

MI-l

WIL IKINA APARTMENTS - PD H

Plastic· limit LOG OF BORING Liquid limit __A · � TOM ENTERPRISES

Natural water content . o:a:oL.A.:ea-H:.A.VV".A.x:r: I 1 P'oundatoon ltn••n-nn• • Bnn "'"••n-nn• • n:: ·�•_"_

.J

Driving ·•"•aroy=�40 lb.wt. ,3011drop W.O. 630-00 j .. ,.:.:.- .

APPTL 1'jJ�. PLATE ,')., /

I

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--· • "- . e ··�

BORING B-3

Sample-------,

Dry density ( pcf )· ..- Depth (feet)

.-Graph

; Surface elevation 8 6 8 ±

70 9

9 Blowe per foot eo 40 30 zo

�·

.,

•

•

•

10

9

0 Moiature content LEGEND

I 2 .o" 0.0. eplit- epoon aample

II Undieturbecl rinv aampte

I Di1turbed ring •ample

I Core •ample.

P Sampler puthed

0 SOIL DESCRIPTION usc

RED CLAYEY SILT, HARD MH

I 5-tlllllll I I

110._

BROWN CLAYEY SILT, HARD

GRADED TO STIFF

I 15-

85 IJI REDDIS H BROWN CLAYEY SILT

20 (HIGHLY DECOMPOSED BA SALT)

-

-

-

BORING TERMINATED AT 20.0 FEET ON 3-11-76

NO GROUNDWATER ENCOUN TERED

MH

MH

WILIKINA APARTMENTS- PDH

OF LOG BORING Plastic··· limit

Liquid limit _jl. � ="� TOM ENTERPRISES

Natural wci't·ir content ...... ���=:���.-.H.:,:--::�..!.�, . . ·:::::J

Priving .:_.'!&rgy =�4;0 .lb.wt,. ,3011 drop W .0. 630-00 r .:. :. ·<,. ,;t,���:1 : i�·l.f!::,: .. � .. ' ' .. ( :.�. :f .

APPIL lr.l7F"l -� A ... 't- /.\- ,,

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•

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e ----==-----�·�-:--;:----�----.. BORING B-4

Sample ------'"" Dry density ( pc f )

r--- Depth (feet) Graph

Surface elevation 8 6 8 ±

62

9

60 •

"

9 Blowe per foot

!50 40 30 20

•

. , .

•

c

l

10

•

• Moisture content LEGEND I 2 .o" O.D. aplit- apoon a ample

IT Unditturbecf ring tample

I Ditturbed ring tample I Core tample

P Sompler ptiehed

0

Is�

I 10-

87 ·x 15-

72 'I

Plostic

Liquid

Natural

20-

-

-

-

SOIL DESCRIPTION usc

RED CLAYEY SILT, HARD MH

BROWN CLAYEY SILT, HARD IMH

GRADED INTO REDDISH BROWN COLOR

REDDISH GRAY CLAYEY SILT t MH (HIGHLY DECOMPO SED BASALT)

GRADED INTO MOTTLED REDDI SH BROWN COLOR

BORIN G TERMINATED AT 19.5 FEET O N 3-11-76

NO GROUNDWATER ENCOUNTERED

WILIKINA A PARTM ENTS - PDH

LOG OF BORING TOM ENTERPRISES

,., .. ������.�.-;'!!����:-.:] Drivin,g. energy :140 lb. wt. ,30" drop W .0. 630--00. APP.IL lrHF

;•'•'-'"t":•''· ' ''<"O:."t!·•t� -f:�4�if:\:.<::.·-��.�

... � . ..

8

-��-;; ·l •• .. ' "•

.. ··.

,;-::·�?:··· '.' .

. .

�1�0 1531 A�01�09V1

'3Nil531 A�01�09V1

NOI1�0ldX3 0131�

X I 0 N 3 d d

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A P P E N D I X

FIELD EXPLORATION

e

PLATE B-1 W.O. 630-00

The subsurface conditions at the site were explored by drilling

4 borings utilizing truck-mounted equipment. The depths of all

the borings terminated at 20.0 to 50.0 feet below the existing

ground surface. The locations of the borings are shown on the

enclosed Site Plan, Plate 1.

The soils were classified by visual and textural examination in

\',

the field by ou�r engineer who continuously supervised the drilling

operations. The classifications were verified by visual inspection

and testing in the laboratory. All soils were classified in accor­

dance with the Unified Soil Classification System. A graphic

presentation of the soils encountered is presented on the Boring·

Logs, Plates A-1 through A-4.

Soil samples were o.btained by driving either a 2.4 inch I.D. ring

samplers or a standard penetration sampler with a 140-pound hammer

free falling a distance of 30 inches. The blow counts to drive

the sampler the last 12 inches are shown on the logs of borings

at the appropriate sample depth •

. ·.

e

LABORATORY TESTING

e PLATE B-2 W.O. 630-00

Moisture content determinations and Atterberg Limits were

made on all the samples as an aid in the soil classification

and in evaluating soil properties. The results of these tests

are pre.sented on the Log of Borings at the appropriate sample

location.

Three swell tests of one-inch thick ring sample were conducted

on near surface to ten feet deep samples for measuring the swell

potential. The swell test results are summarized on Plate B- .3.

A California Bearing Ratio (CBR) test and a modified proctor

compaction test were performed on a surface sample of the on­

site soil to evaluate the suitability of the soil as fill and

pavement support. The results are given on Plate B-4.

A total of two direct shear tests and one unconfined compression

test were performed on se;J;ected samples, to evaluate the strength

characteristit:s of the encountered soils. The test results are ··

shown on Plates B-5, B-6 & B-7 respectively.

In addition, Torvane Shear tests were conducted on undisturbed

ring samples. The test results are shown on the boring logs

at the appropriate sample location.

To determine the consolidation characteristic of the on-site

soil, a total of two consolidat ion tests were performed. The

consolidation curves are showh �n Plates B-8 and B-9. ' '

.. �:

. ' . ·�"' . � . �··, . L.· . ...r-�. K� .... ,: ·"' !-_., ...

Borin&_

B - 1

B-1

B-2

e e

SUMMARY OF SWELL TEST RESULTS

Depth

o.5-z.o•

8.5-10.0'

8.5-10.0'

.,

f :. ,,

(1" Thick Ring Sample)

Soil Type Swell

MH 0%

MH 0.1%

MH 0.9%

Ini t.ial Final Moisture Moisture Content Content

33.7% 40.0%

39.9% 49.5%

33.1% 39.7%

PLATE B-3

WILIKINA APARTMENTS - PDH

WAHIAWA, OAHU, HAWAII

W.O. 630-00 APRIL 1976

e e

CBR AND COMPACTION TEST RESULTS

LOCATION

SAMPLE DESCRIPTION

SOIL CLASSIFICATION (USC)

CORRECTED CBR @ 0.1"*

PERCENT EXPANSION

INITIAL MOISTURE CONTENT

FINAL MOISTURE CONTENT

MAXIMUM DRY DENSITY

OPTIMUM MOISTURE CONTENT

NATURAL MOISTURE CONTENT

LIQUID LIMIT

PLASTIC LIMIT

*ASTM Dl883 WITH 10-POUND SURCHARGE

,.,

Surface Sample #1

(See Site Plan for Location)

Red-Brown Clayey Silt

MH

5 Percent

0 Percent

34 Percent

36 Percent

89 PCF

34 Percent

30 to 35 Percent

49

45

PLATE B-4

WILIKINA APARTMENTS - PDH

WAHIAWA, OAHU, HAWAII

W.O. 630-00 APRIL 1976

I I I I

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I � 1. f:-1

· �

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s·

0

sv

v

BORING NO. 1 DEPTH: 3.5-4.5 Feet MOISTURE: · 32.3% DRY DENSITY: 92 pcf

/

v v

/

- -

/ v

v

� -

/

NORMAL PRESSURE ��.� IK.INA APARTMENTS - PDH . , .

. . ' '

� q�

I I ,.,. , "- � -� -'"�'·'

DIRECT SHEAR TEST GEOL.A.l3B- H.A.V'V'.A.:II:

� • �1 Jl::nct,..._.l:nc • OeolCJti17

DATI 1 w.o.6 3 0 - 0 0 APRIL 1976

' PLATE B-5

I

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I � U) �

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I � 0:::: <t:

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o. c

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17

0.5

BORING NO. 2 DEPTH: 4•0-5.5 FEET MOISTURE: 30.3% DRY DENSITY: 93 pcf

/ v

1.0 1.5

NORMAL PRESSURE �YfiKINA APARTMENTS - PDH

(� DIRECT SHEAR TEST

G::&:OL.A.BB- H.A.VVA.:U:

rouac�•••- • 111011 JiCntrlneerlnc • oeoaoc:r

q� DATI I w.o63o- oo APRIL 1976

PLATE B-6 .·...,.

I

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I f= <..!:) 5 z

I � I � 4

(/) LLJ

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I � -

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�<r.O!Of .. .....

BORING NO. 2

DEPTH: 1.5-2.8 FEET

MOISTURE: 32%

DRY DENSITY: 88 pcf

rn

STRAIN PERCENTAGE

(c;4 . �J] .q�

·�;¢.$�'n.:}.lo,.;:j,*"".a!.· i ,.; ��,;l.i�L .. t\r,..

WILIKINA APARTMENTS - PDH

UNCONFINED COMPRESSION TEST

GEOL.A.J3B- H.A.. """VV .A. I I

lrOuDdAII_, 6 80U Xntrtneertna • OeOlOIIrJI'

DATI I w.o63o- 00 APRIL 1976

PLA1E H-7

r

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NO PR���URE IN �IPS PER SO�FT.

0.1 0.2 0.3 0.4 0.6 0.8 1 2 3 4 5 6 7 8 9 10 ---, I

• I I

T I

1 -

8 s D s

2

3

4

5

DKY UtN�!IY 7U p MOISTURE 49% LIQUID LIMIT 66 PLASTICITY INDEX 20

1-

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H-1--

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10.637

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IT I I � I I I I ............ [T I I I If' �� I I I " ..._ I I I I "

T I I I I I I , I I I ,I I I I I

I I rr 1·-

I I I I I II I . I . I I I II I I I I I I I I I T I i -

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l -, II I I . I I I

l I rr I I I I I

1.273 2. s'46 5.093 I

10.1 86

(KSF) CONSOLIDATION CURVE

WILIKINA APARTMENTS - PDH

GEOL.A..l3S-::H:AV'V..A.J:I

Founda.t.1on &. soU Eng1ne.,rlng • Gor>lORY

PLATE n-e