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61�oGot)cJ.. ·, ' H.A.RDING- LAWSON ASSOCIATl:iS

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SOIL AND FOUNDATION INVESTIGATION 944 PROSPECT

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MAKIKi� HO�OLUL�, OAHU, HAWAII 'i-

H.-LA Job,No. 3916:!002 .. 06

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Prepa red for

·• Hawaii Land Corporati�n P� 0. Box 362 . . ·

Hi]o, Hawaii, 96740

..

Harding�Lawson Associates · . .

· 1259. South Bere.tan·i a Stre.et ·· · · � Ho no 1 u 1 u , Haw a i i 9 6 8l4 �·

•

.. June 7• 19\!LNICIPAL REFER!�$ RECORDS CENTER C1tv �- C� of Honolulu .

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t:i.ARDIN � - LAW�:;OH ASS()CIAT&;S,-

INTRODUCTION

I . . . .

This. report presents the results of the soil in vest iga tion

we pe�form ed fat Hawaii Land Corporation�s pla rtned building at

944 Prospect _ _ S t�eet iri the .Makiki District� Honolulu, Hawaif.

The build ing location is shown on, Plate 1.

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We understand the buil ding will be 22 stories high {18

s.·tories of apartments ov_er .one recreation-level and three ,parking.

1evelsJ �nd will be constructed at reinforced co ncrete • . The . . . .,

· · f i r s t f 1 o o r , . t h ¢ park i n g ramp . a n d t h e . p oo 1 d e c k \tll 1 1 be · s 1 a b ... on-. . . . f -

·ground construction� . Grading plan s have no.t been completed ; .

however. we'understand the first f l oor and parking ramp slabs

.· · . wi:ll be -in cut and the pool and deck will be on fill . Maximum

dead plus reduced live loads wil1 be about 1350 kips for columns

·and about 1840 kips . fo r the base of the el eVator tower. Pre�:

1 i m i n a r y p 1 an s i nd i c a ted the max i in u m depth of c u t s and f i l 1 s w i 1 1 . . .. . . ' .

be about 20 feet i .A �etaining wall is planned around· the pool

dec� and along �he.ma4k� side of �he parki�g ramp.

The object of our soil investigation outl ined in our confirming

·. a greement dated April 30, 1974, was to develop conclusions and.

recommend ati on s regard i �-g

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1. Site prep a ration and grading� including·

a. - Exc�v�ti.on difficulty

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b."·· Suit a bil i ty of excavated .material for fil-l

c • . P rope f pla c ement of fill �aterial �nd �equired deg ree . of compa ction .

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HARDING--LAWSON ASSOCIATES .

d. Maximum slopes and slope�height

2� Bui l d i ng foundation support, including recommended foundation type �nd soil criteria necessary for founrlation de�ign

3. S ettl em �nt behavior of foundations

4. Soil criteria necess ary for the d.esign of retaining structures�

Field Exploration

INVESTIGATION

.-··· ·, . We explored S\Jbsurface cond i tions at the site with four test

borings drilled at. the locations shown on Plate l. The boring�.

-�- were 1 ogg ed_ by_ our fie 1 d eng ; neer who 0 bta; ned undisturbed core . . . . . - .

samples ·from them .for�isual e xam i nat i on and laborator� :testJng. . .

The logs 6f the borings ar� presented on Plates 2 thro�gh 5� :The

soil classification $ys te� used is e xplained on -�late 6 • • · ·

laboratory Testing

We-tested ·selected samples in 6Ur laboratory to determine

moisture conterit. and dry density, shear strength , and plasticity.

The results &f the tests are shown an the boring logs� The ' . method o

.f presenting the shear strength test data is described

by the. Key to Test Data.on Plate 6.

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HARDING-LAWSON ASSOCIATES

SITE AND SUBSURFACE CONDITIONS

Site. Condj t i on.s

. The project site is irregul�r in shape. It� l�ngth. and width

are· approximately 225by 100 feet:. respectively.·. ihe ground sur­

f� <:e slopes to'the'south with a· maximum differ.ence in elevation . .

of about 30 feet. A long the south property 1 ine is a nearly

vertical �ock cut'wfth a ��ximum height of about 10 feet. Abov�

the cut is a six ioot high ·rock (CRM) wall.·

Several dwellings , I. � · . .'• , .

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and g�rag�s �ccupy th� sit� : landscaping �onsists of ·tre�s,

shrubs:. lawn, .. rock walls .and walkways • .

It' appears that pads for the existing buildings, as. well ' •

as landscaped ar�as, were leveled by cutti�g into the hill and . . . . ·. ·: ; .

placing fill'.

behind retaining walls on the downhill side.···

Subiur�ate Conditions · ·

· T he site i.s covered by a relatively thin. so·n mantle over . tu faceous bedrock. > The bedrock is exposed at the ground surface·

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at several locat i o ns. The soi-l mantle.· is a stiff silt four and ·

eight·· feet in depth at Borings 4 and 1 respe.c:tively, and a silty

sand fill about five feet in de.pth a.t Borings .2 a·nd 3. · The .. : .

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underlying tuff is tlosely fractured near the upper �urfa�e. In

. gener�l· f·racturi'ng is less intense with depth.

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HAII'!DlNG-LAWSON. ASSOCIATE$

CONCLUSIONS AND DISCUSSIONS

Foundations

. Fo�ndation support for the planned building can best be.

obtained from conventional spread footings bottomed in bedrock.

. Footings could be bottomed in stiff natural soil; however� the

potential.fo� diffeiefttial settlement would be increased and.

lower design bearing pressures would have to be used. The first�

} . ·· ... · · .• f.l oar:. p�rki ng · ramp � ··pool.: a·nd deek c:an be supported on compacted 1. fill:t firm natural ground or bedr.ock. Existing fil l would.no.t

11 provide satisfact�ryslab support • . It sh�Uld be excavated and

replaced with'compacted fill.

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Exca Vil ti o.n

tl· Both�soil and be4rock will be excavated during sit� develop-·

1.1 . . ment • . No·unusual excav�tion problems are anticipated in either

I . the upper s�il l �yer or.the u�derlying bedfock. · �e believe that

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ill · ·· · the bedrock cari be ripped by hea�y duty ripping equipment ... _we

anticipate th·a t much of the ·bedrock after exc� vat ion wi 11 be

Ill. . 'boulder size (greater than 12 fnches} . ···· 1 ·•· ·.· . Both the upper soil and excavated bedrock are su itab 1 e for til· backfill material. Fill should not contain vegetation·or other·

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organic material.·· Excavated bedrock probably will require crushing

by heavy �quiplllent .. or other means to ·produce sizes suitiible for ' ·

qse &s compacted fill. ·

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HARDING- LAWSON ASSOCIATES

'Settlement

Some settlement of the building will occor� We judge·

th�t the total �ettlement will be less than one-half i�ch and

that it will occur during construction (duri�g initial load

application)�

Retafning Walls·

A· wall is planned to .. retain the cut north ofthe parking

tanJ.p'�· _Since most of this excavation will be in bedrock, :we

believe· it may be possible to slope the rock cut and eliminate ' ' the·wall. ·.The stability of the cut sTope, and the decisi'on

whether or not to delete the re·ta in i ng wa 11 can best be made

�fte� th� ramp excavation�.h�s been completed • . If this procedure

is fol.lowed, we sug9est e�tavating on a slope of o��-half

horizontal toone vertical in'the rock. The upper soil·and.loo�e

rock (a_pproxirnately six feet) should be.

sloped back at two

horizontal to one verti�al. · �

RECOMMENDATIONS .

. . . · · · · . . . . . . . · .... : ·. · . . . Grading· .···_.··-···_··

_ . . · .. .•. : ·.· .. · . .. · . _ . · ·• ·•. _· . . . • . •. _ . · . . . _··.·

The · s t e s h o u l d be c 1 eared of trees , shrubs , rbots� and d�briS�

The upper two to three inthe�·of.soil.should. be stripped to. remove

grass� roots and other vegetation.

for �se �s compicted fill., ' '

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This ·material is not soitable ' .

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HARDING• l-AWSON ASSOCIATES

The existing fill soils are loose and they are not suitable

as slab su�grade. These soil$ .should. be removed down to fir·m

natural soil or bedrock� They c�n be .used as compacted fill aft�r

they have been properly moisture conditioned and organic matter

removed .

Just prior to placing fill, th� surf�ce e��osed by over-

excavati6n should be scarified, moisture conditioned and compacted . . . . . . to-�t lea�t 90 perte n t r�l�tive compaction�* Fill material th e n

should be spread� moisture conditioned, and �ompacted to meet the

same· requirement.: · Fi 11 inateri a 1 s hou 1 d be. free.· of organic matter

and rocks latger than six .inth�s in maximum si�e.

Fill. placed within two feet of the finished surface of floor . "

slabs or pavements should be nonexpansive. Although we believe

that most ofthe on-sit� soils will meet these requirements, sons

plac�d within this zbne should be tested during fill placement . . .-

to.· confirm·that they are nonexpa·nsive. Jhe fill should 6e well. II ·. . .. 1 . • • g raded so that �he larger rocks are completely s·urrciunded by

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.fine grained mate�ial. ' . ' . · Cut and fill slopes in native soil and compacted fill should

·. not be steeper than 2 hofiiontal to 1 verti�al ; they should be

trimmed or �ompact ed t� expose .a dense surf�ce� If �xisti�g fill.

is encountete� in. cuts it �hould be removed or replaced·as compacted

f ·ill . * . .

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R e 1 at i v e c om p a c t i on refer s to t he i n- p 1 a c e d r y d en s j tY o f s o il expressed as_a petcentage of the.maximurn dry density .of the sample material� as determined by the AS1M Dl557�70(C) laborat�ry �ata. ·

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HARPING- LAWSON ASSOCIATES

Foundations

Spread footings should be bottomed at least 12 inches be l ow ·• . . . .

the bedrock surface in sound bedrock as determined by.the soil

engineer. Spread footings can be. designed for 20,000 psf for

dead plus reduced live loads and 27,000 psf for total loads which

inclu�e wind .or seismic forces • . . ·· l� a 11 f 9 o t i n g \'I i d th s s h o u ·1 d not be 1 e s s t h an 1 2 i n c he s ; co 1 u m n

footing widths ·shoiild not .. be less than 18 inches.. · Confi neme.nt

for .footi.ngs near· slopes should be obtained by bottoming "these.

footings at the depths shown on Plate 1. .

Resistance to lateral loads will be provided by fricticin · Jl ·-:. ·. bet�een the bottom �f the footing and the supportirig rock� We · · . recommend...,Y,riction ..... facto.rof o.s.:... Lateral resistance.should. · . . · � -- .�.·.·

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. · ·· . fl· · be comp�ted: by multiplying the above friction fa-ctor by the

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·.downward dead load�

Slab -Floors• . . ····· ..

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. 51 ab-on-grou �� floors, decks and pg vernents. should be

s-upported on cdmpacted fill,. firm native soil or bedrock. . . . Where

. �o� -

s�� re penetration o� slabs would be a problem,

slab�·�hould be underlain· by· at least six inche$ of open-. . . . . . . . . . . � .

graded, f�e�� drainirig cr�shed rotk and an imperviou� membrane. . ,. . . ·. . . Prior to placing the rock or slab if rock is not used, soil : . . .

. subgrade should be compacted with a sm.ooth whee 1 ed roller to

�rovfde firm� nori�iel�ing �upport. .... · 7 ;., '

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HARDING-LAWSON .ASSOCIATE!S

R�tainirts:Walls

· Our recom�ended earth pressures for design of retaining

walls ih the pool and,

par� ing r�mp areas are presented on Plate 1.

Retainin9 wall footings should be designed using criteria

de�crib�d in the foundation section.

Re�aining walls sho�ld be backdrained. The backdrainage

. should consist of a blanket of granular material and a perforated . . . . ·.

ll. · . . . · . . . .. . 1 - · pip� �hould be connected to gravity out1ets.

·collector pipe installed a� show� on Plat e I� ·The collector

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REVIEW OF PLANS AND CONSTRUCTION INSPECTION

· W� recommend that we revie� the gradin� plans. and specifi­

cations �o that we can �ssist in correlating_th�m with our

recommendations.· The site, preparatio�, fill placement and

foundatio� excavation should be p�rformed under our soil engin�ering

inspection�' This i�spection· would permit us to check· ttre quality .

of ·materials, perform compaction_ tes.tsll and det'e(;t un�ticipated . • . . ' ·field tonditions that could r�quire special treatfuent or �odifica� -·� . . . .· . . . . . . . . ' . -� . :

tion of our recommendatiOn�. �- ..

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Plate 1

Plates 2 through . 5 .

Plate •.. 6

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2 copi_es:

HA.RI;)IHG- LAWSON ASSOCIA"ri:!S ·

PLATES

Site Plan

Logs of Boring � 1 through 4

. Key to.

test .Data.·

: . . .

· .. DISTRIBUTION

Hawaii Land Corporation·

Hawaii Building, Suite 200E Htinolul�� Hawaii 96813

. ... .. ·

Brian Hu�heS & Assoc� ates 1670 Kalakaua Avenue� S.ij�te 60 . .5 Honolulu, Hawaii 96814 .

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LOG OF BORING I

Equipment Portab I e Rotary \'lash

Elevation +208. . ··. D�te 6-7--72 0�-r------------------------�-----

Atte rberg limits Test ll = : 5 2-PL = 37 PI' = I 5

. ;·' �-.· 200 000. . ·II· •

27.8

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HA_RDING-LAWSON ASSOCIATES

� Consulting Engineers and Gcol.ogists

� App �DateS/30/74

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BROWN SILT (MH) v�ry stiff� moist

6ROWN TUFF closely fractured� low. hardness� �riable, dee�ty weathered < · ·

�lo�ely. fractured,' moderately hard, moderately strong�· little weathered at 131

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L 0 G 0 F B 0 R I N G .I . · . 944 PROSPECT

t_1onol u l·u, Oahu, Hawaii

·' .

PLATE

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lOG OF BORING. 2

Equipment Pqrta_p !e :Rotary Wa::?h Elevation +204. 8 Dote 6-8-:-72

0 Q 11 11 sRovm s 1 LTY. SAND c:sM > 1

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·BROWN TUFF clo$ely fractured, moderat�ly hard, moderately strong, little weathered

2" layer of hard� strong� little w,athered basalt

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HAR_DI'NG- LAWSON ASSOCIATES LOG OF BORING 2 PlATE � 111_·_--·�

·-

lll.lebNo:�

Cons�ltin,g Engineer-s and Geologists

-12:-

. 944. PROSPEcr· .

Honolulu, Oahu, Hawaii .;))

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LOG OF BORING 3

Equipment Po eta b I e Rqta ry Wa sb Elevation +216 Date 6-12-72 ���--�· .

0 · . . I i 1 I I 1 BROWN SILT (M U

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HARDiNG- LAWSON "'SSOCIATES

® Consulting �ngineers and Geologists

I aJobNo. 391q�002.06 Appr£roate 5 I 3 0 I 7 4

-13-I . · · .· ·

BROWN S I LTY SAN D CSM) loos�, dry

BROWN TUFF closely fractured, low hardness, friable, deeply weathered

I itt I e fractured, moderately liard, moderately strong� I itt I e weathe.red at

LOG 0 f B 0 R I N G 3

. : 944 . PROSPECT ·. c.

Honolu1u, Oahu, Hawaii

I 3 1.

PLATE

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HAR�tNG- i..AW.SQN ASSOCIAT�S

-

� Consulting Engineers and Geologists

Date 5/ 3 o I 7 4

-14 ... """""""" :W'lb!iiftseh::ii.W .. Bmcizaaai:taua.

LOG OF BORING 4

Equipment Pottab I e Rotary Wasb. Elevation + 1 95 Dote 6-7-72

--SROWN SILT (MH)

stiff� moist

BROWN TUFF moderately fractured1 low hardness� friable� deeply weathered

I it�l� fractu�ed1 modere3tely hard1 mbderately strong� l.it�re weathere� at 121

LOG OF BORING 4

944 �PROSPECT ·

Honolulu� Oahu, H�waft.

PLATE

5

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MAJeR - OIVISOHS

GRAVELS

MOU nw.� H4U' CCMOISIPMC110N li L.AacMI �N

CU!AN OMV!LS WI TW LITTU a NOfiNtS .

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TYPICAL· NAMES ��:ii WELL GlADlD GIAVlLS, GU.V!L • SANO �X'MES ·�.1:!!1.·-·-::�:��! POOl LV GIADfD GtAVfLS, GU.VfL • SAND �:�.;�. MIXTUW

SIL. Y GaAV!LS, POORLY GlACIO GAAVIL • SANO •

SI_L, MIXMIJ - . 0 i ....... .. ••••• ...... - gyp 1 n11 rsNJ . . . UJ - .

GC C!.AY!Y GIAVfLS, POOil. Y G41AOIO GIAVIL,. SANO •

NO; •s•-·••••• ()RAV!LS WITH OVEll lafiNH

Z � CLAY MIXTUUS

;a3 5 � ' CI.!AN SANOS SW e • W!U GLUIED SANI>t, GaAVEUY SAHCS

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SILlY SAHOS, P'OCltLY GlACIO SANO • SILT· MIX'MU

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a.AY!Y SANOS I POOtL y G&Ari!O SotHO. CAY MIXMI!S - . INOtG.tHIC SILTS ANOV(n'ANI SAHos, IIOCX FLOI.a, SJ,L1Y 01 C1AYIY F1HI SANOS, OR etA Y!Y SILTS WITH SLIGHT PlAS '1101Y. _ _ .

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UNIFIED S.OIL CLASSIFICATION. SYSTEM

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320 (2600) C_o11ooll6trtod Uoul_rolned Trlo'iilot

Co11soilclotod Drohtod Dlroct Shoor·

-.. _Specific_ Gro .. u,. Fv·s

. 2750 (2000) 470 Field Vono Sheor

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KEY TO ·TEST PATA

HARDING•.LAWSON ASSOCIATI;:S

-� . Consultinp Engiit.eers and Geologists

Date 5 I 3 0 I 7 4

-15-:

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• EXTERIOR LIMITS OF PARKING a RECRE ATION # t LEVELS � ,, TEST BORING � ..

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PROSPECT . ST. BUILDING

Site .Plan by Aolani Hartwell Associales, Inc. Jllol doted.

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Conaulting Enoi-neers a:rul G •ologio!o

!" . POOL AREA WALL ' • P ARKING RAMP WALL

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I . REJAINING WALL LATERAL PRESSURES

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1. 1). = Active pressure Pp • Pa�ive �ssure . . . r ·• . . . . . 2. fl does not include hydrostatic pre!.sute · ·

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. . I . . . . . 3. Pp acts on fooling and keyway. Footing should be poured neat or backfill around footing should

be com(lccted. Neglect the upper one foot in computing passive pressure. 4. Force ·�·acts olonq entire bose of f ooting ii no keyway is used. F = 0.5 times normal force

on fopl�ng. ' l \

ALL6'11 6' MlllliMUM FROM EDGE OF f;OOTING TO FACE· OF SLOPE'--------.

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TYPICAL SECTION I j (MINIMUM FOOTING DEPTH NEAR SLOPES)

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SITE PLAN 944 PRO �;PECT

PLATE

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