I

· _ G 11 o s~ d s-1/

MAY 14 1999 FOR REffRE~~CE not to be taken from this ro_oin

FOUNDATION l NVEST-r GA T.l ON -' . ' .. - . . . . ·.·· ,. . '.

-rA 1tD3 ·HJ . Ht1

tfo · §'r-;/

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PROPOSED LAKE~JDE. CONDOM I~ IWM>)1;1oAIVAWAI MOANALUA, OAHU, HAWA I I FOR REFERENCE FOR · · not .to be taken from this room

LOYALTY ENTERPRISES LTD.

~ Dam~Moore Job No. 3013-005-11

MUNICIPAL REFERENn RECORDS CENTER City &~~~f Honolulu

Cj.ty Hall An . 556 S.K _i ng Stmet . Hon · · . Hawaii 90813

.;. "' . -. . .

. . . . .

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LOS ANGELES

NEW YORK

PO~TL.A.NO -

@m~C§~ w. ·~©©!R?~ GUAM

LONDON S_YDNEY

MADRID TEHRAN

PERTH TORONTO

SALT LAKE CITY

SAN FRANCISCO

SEATTLE

WASHINGTON, o. c. SINGAPORE VANCOUVER, B. C.

CONSULTING ENGINEERS IN THE APPLIED EARTH SCIENCES

2 S 7 5 S 0 U T H K I N G S T R E E T · H 0 N 0 L U L U, H A WA I I 9 6 S I 4 • ( S 0 S) 9.4 6 - I 4 55 CABLE. DAMEMORE . . . TELEX: 63-4100

loyalty Ente~pris•s ltd. 233 Merchaht Stre~t Hdnolulu, H~wafi 96613

May 4, 1973

Attention: Mr. Clarence C~fng

Gentlemen:

SEOUL

Submitted hetewith are fo.ur co~ies of our report ent.itled ~Founda~ion lnv~siig~tion, Proposed Lakeside Con­dominium, Moanalua, Oahu, Hiwaii, For Loyalty Enterprise$ Ltd." .

Th~ scope of work was described In .our proposal dated March 23, 1973. Our investigation essentially con­formed to the proposed scope· of work.

· p·r-e I I mi'hary·.c;:des1~g li:3':l:rCfor..'ntat l on was t ra nsm i tted verbally to ybur structural engineer to facilitate hls design. ·

Sot I samples not used for laboratory t~stfng and .rock core samples wi I I be retained fo~ a·six-m6~~h period for possible ln$pectton by·your contracto~. Unless dt.rected o t h e rw i s e , t h e y . \'d I I b e d I 5 c a r de d s i x m o n t h s f o I I ow t n g t h e date of this report.

I t h as b e ~ n a pi e a s u r e p a r t t c I p at i n g o n t h i s project wfth you. Should you have any questions tegard­tng our work or the cont~nts of our report, please contact us for .cfariftcatton. ·

Your~ very truly,

DAMES & MOORE

W. E. Estes

WEE:WGS:my

cc: Mi Jton.Sher & As~opJ~+~s · Attention: Mr. Mi lt6n Sher

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FOUNDATION- I NV EST I. GAT I ON

PROPOSED LAKESIDE CONDOMINIUM

MOAN A LUA,. OAHU, HAWA I I

FOR

· LOYALTY.ENTERPRISES LTD.

StmMARY

The slte is considered sa~lsfactory for the proposed condorriirdum bui I ding and related fact lities. The structure ca~ ~e founded In volcanic tuff rock or. granut.ar soi I. For foo.t­fngs placed IM the na~ural cinder materl~l~, a bearing pre~sure of 6000 pounds per square foot may be used. For footings placed di-rectly over·tuff rock~ at le~st four feet thick, a bearing pressure of 8000 pounds per square foqt may· be used.

The p ropo.se d development w I I I no-t h av~ significant effect on the tunnel which extends beMeath the ~.Jfe, and conv~rseJy, ~he exist­ence of the tunnel \'li i I not affect the pro..,. posed const~uctlon~

INTRODUCTION

This report contains the results of our fo~nda­

tton Investigation for a proposed condominium bui !ding fn

Moanalua, Oah~~ HawafJ. The prop~~ed site Is located in

the Salt Lake area, the general location of Which is ! !..,.

lustrated by the Map ~f :Ar~a, Plate I. Specifft~l ly) the ' I :·,,\. .~· ... , .. ::.1 . ' • ' .;:, '~ ', •

[ll)~~[ES 8 ~cQlcQl[lll[E

- 2-

·but ldf~g slte ls to be s rtu:ated on the ·.southwest corner

of llkirJl Street and .Ala Napunanf Street {TMK 1-1-62:24,.

25; 26, 27,. and 28) as shown by the Plot Plan,. Plgte 2.

·~ The sc6pe of our work was to deve~op subsurface

· i n form at I on w. h I c h w o u I d b e . e3 p ·p I l ca b l e to p r o J e c t · des I g n

and con·structi on. To accomp I ish. this scope. two borIngs

were drilled and. samples o.f. subsurface materials obtained

for evaluation of their engineering propertles. An ana~

I ys i s was made of \'I o r k p rev i o u s I y p e r f o rm e d by o t h e r s i n

the site area. Our work also included constderation of

possible effects of the proposed construction upon a

drainage ·tunnel sli·ua-ted boneath the site.

. PROJECT CONSIDERATIONS '·,<- .

It is our understandinQ that the proposed con­

domir\lum facill.tles will include a tower 16 stories in

height;: and a 2-l.evel parking str1,1cture separated. from

the tow·er. A portion of the tower is to be located over

an existing dratnage tunnel easement. The structure wit r

be supported by bearing walls which will Impose loads of

a bout -45 k t p s p e r I I near toot o f w a I f • ex c e p t fo r t h e

outs l de s t a J r s h a f ·t Itt a I I ~ w h i c h w i ! I b e de s i g n e d f o r

a wind load of soo·~rp~ ~er ir.hea~ foot. A swimming pool

wlll be located along the northern edge of the site. ~-·., .·_,.·~··.::~ .. , '.) ..

l:ll>tiil.(;l:;l tES 8 (;l:;I<Zl><CI>!RltE

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SITE CONDITIONS

SURFACE

The site is sltuat.ed on .the side of a north-

west-facing interlor slope of Salt Lake crater. Two

benches have been constructed at the site; one, which is

to contain the tower, slopes northwestward from eleva-·

tton +61 feet ~o +50 feet, .the other also slopes north­

westward from elevation +49 feet to +36 feet and is to

contain parking and recreation .facilities. Portions of

each bench are cut. fnto rock, and the remainder consists

otovarlying sand and gravel or ttl I m~terial which was

removed ftc~ the puts.

At pre~ent, . the sJ te is occup Jed by a one~story.

wood-frame of,flce but ldt.ng. The adjoining lot immedi­

ately west of the site contains a four-story concrete

structure.

SUBSURFACE ·

The site is situate.d. on the rim of Salt Lake

Crater, a secondary er;-uptton ln the 1-cffer volcanic stages

of Oahu's development. Volcanic ash ahd ejecta have been

cemented 1n place tp form h~rd volcanic tuff and tuff

breccia rock. General lyj th~ ·tuff Is massive, and is

sometimes overlain by ~ few feet 6f gravel or sand fl I I

·and/or a dense bro~ffl';>Jitygn~v~IJY. sand. . . ~ .

This rock was

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penetrated by bQt~qf our ~orlngs, and may be seert tn

road. cuts a··nd .trenches near the sJ.te. The tuff J.s of

variable t:hlcknessl and' ln places overlies a fine to

coarse d~nse cinder. sa~d-and clayeyclnder sand~ The

.sand, If prese·nt,overlies•asttt complex consisting

of I I ght brown stUf to hard silty c I ay and sandy or

clayey silt. Where the sand is not present, the tuff

·l'les d!reci"ty upori.cJay·or s!lt. The base of the silt

camp I ex was not ·encountered by our borIngs.

A dtat.nage~~unner has been constructed by tun-

neltng through~th~ ,trt complex. The tunnel passes be-

neath. the r:.ortheast corner .of the p.roposed structure at

. an ~pproximate depth of 44 to 48 feet. r+ Is our under~

standing that ~he tunn•r Js of arch roof design, lined

with reinforced gunlte, and ts I! feet in height and 10

feet. t n width. The tunne I was constructed to carry

dratnage.~ro~ Sal~ Lake to a. storm sewer near PuUioa Road.

To expJore the subsurface con.d it f on s be neath

the site, .t\'/0 borin.gs.were dri i !ed· at the locations shown

on the Plot Plan. The borings were dri I led by a sub-

contractor under o~r constant field tnspectfoh. Core~

were o~tained of r6tk en~ountered tn the borings to

ev~luate the ~ompetency of the rock underlying the slte.

Sol Is wer~ sampled with our Type U sampler, and the

recovered mated a I ;"i•.•:.:r:e.;tu rned 1'o our I aboratory for test-. ·-.·:· •,.

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J rig. A data rt ed deserT ptlon of the fie I d exp I or at I on~

Including bor,lng Jogs and tha results of laboratory

testing; a.re cont,alned wlthtn the Appendix attached to

thIs rep:ort., · ·

·Ground water was not encountered In the b.orl.ngs.

The actual.grOurid water surface is near the tunnei floor

at about sea level.

,_

CO~CLUSIO~S AND ~ECOMMENDATIONS

TUNNEl_ StABILITY

A review of o(Jr files was made to gather exist-

lng Information rega.rding the drainage tunnel beneath

the stte. This Information was summarized In a:;precedlng

_paragraph, SITE CONDITIONS, SUBSURFACE.

We are of the opfnton that the proposed struc-

tur'e would have negligible effects on the t~nn~l; con­

versely; the presence ·of the tunnel would have negligible

effects on the proposed construct ion •.

..fOUNDAT I.ONS

The l6~story str~cture can be satisfactorily

suppor+ed on spread footings placed in a competent rock or

soli~ We recommend tb~ ~se df ~bearing pressure of 8000

pounds per square foot·for footings placed directly d~~t

tuff formation that''_.(~-- ?If lea?t.· lol!r feet thick. Other-

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wise~~ fo6tfngs placed on natural sand or gravelly sand

shouJ.d b~ de~fgn~~ to a bearing pressure·of. 6000 pounds

per square fo.ot. Thus, to ascertain the thlckne~s of

ttiff urid~r the waft footing~ the bottom of the footin~

·should be·so.unded by test pits or drilling to at least

four fee~·Ldeep;. The bottom of a I I footings s h.ou I d be

at lea.st t~o feet below the lowest adj~cant grade .

. The same ~rlteria ~hould be used for footings

for the. ga~age structure •.

E~cavatlon In tuff .rock sho~ld be thoroughly

cleaned of loose debriS or loosened rock pieces prior

to placing of steel.

All'foundation excavations should be Inspected

by a qualttJed soil~ engineer to verlfy t~at the exposed

mate ri a I s are cap ab I e of sat i s factor i I y support i n g the

t mposed . loads.

SLABS-ON-GRADE

It is our opinion that bui I ding slabs and pool

decking can be sattsfactorl ly supported at grade. A

minimum f.our-inch thick open graded gravel should be

used beneath any concr-ete slabs in. habitable. areas.

A vapor barrier or membrane should ba placed under the

slabs and the·base:::coursecgradaJion should-be suffi-

cf e n t to p ro v f de a pn fi' t I ! a r y . ~) r f.i ?! k . - . ~ . '. .. . ' . .

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c6~cr~te pool detkfng can be constructed fm­

.· medt ate I y over qn~s·ite mated a Is or compacted gran u I ar .• .

· f ll .f • No b as e co ti r ~ e s h o u I d be r e q u t r e d p r cv i d ~ d t h e

ground surface· ls free o,f clayey or silty materials.

RETAINING. WALL

It Is our undet·standing that a basement wall

wl II also be designed to refai ~ earth fl I! be. low :iround

level. Geheralfy~~the wall should be designed for a

lateral e~rth pressure of 65 pounds per square foot per

foot of. d'epth on the vertica I face of the w.a I I. It is

impe~attve th&f t~ere be ~o latera~ dafl~ctlon of the

wall during the b.ackfllling operation of the wall. Thus

it appea'rs that buttress type I atera I supports would be

preferable to provide adequate rigidity during construe-

tton. It Is suggested thati in reviewing the proposed

construction schedules by the contractor, the state of

the w a I I .. d u r1 n g the b a c k f i I. I i n g s h o u I d b e c a r e f u I I y

evaluated tn regard~-to potential lateral deflection.

,SITE GRADING.

l t l s our unde1~stand t ng that some fl.FI ;~and ~po·s­

slbly some additional cut dperations wi I I be requi~ed at

the stte. In general, on-site materials wi I I be suitable

for use tn compact~~(-'f.ftls pr6vrded that the material is

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free ot ·adobe; debrls 1 and rock pieces l n excess of s i.x .

Inches· t'n thelr maxi mum. d J rnens I on. The site s hou I d be

stripped prior ·to any fill placement, and to remove all

begetati6n ~n.d scaftered debtts. . .

Flits should be constructed In stx-tnch maximum

·lifts and;.~omp~cted~to 95 percent ~f the respective maxi-

~urn d~y derrsit!es as determ~ned in accord~nce with AST~

::-::- compaction t'est: des i gnat ton D- I 557 • _,- Fi I I be neat:tr:.:~:=-~:-:::;-'·

pavements .shb~ld ~e compacted .to 95 percent compacti.on

in the upper 12- fnch~s of subgrade. The construction of

ftll. should be l~spected to ascertaih that the materials

and comp~cted_densl~ies ~re satisfactory.

EXCAVATIONS.

Excavations wil I. be required during foundation

construction for the multi-sto.ry structure In-cluding

the elevator shaft ~nd for the swimming pool. Based on

our prior· experience in the Salt Lake volcanic tuff

format I on, excavatIon can· be accomp I ish ed by tractor

~quipmen~ with rlppe~ attachment~

PAVEMENT DESIGN

Based on test res4lts o~ compacte~ volcanic

t~ff ttl I withJn Salt Lake, the CBR v•tue can be exp~cted

to range from 30 t<?'··4·9:>bi1 sem~l.~5 compacted to 95 percent

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·percent of. the··maxtmum dry density. We believe that the

s t te · fs:··s'uitable for a m t n lmum pavement sect I on composed

of · el the r 2 I n c h e s o f as p h a It i c con c rete o v e r 4 t n c h e s

of.b.ase co~rs~i or 3i inches of full depth asphai~ placed

directl·y on property. compacted volcanic tuff .ffll. The

~ase course should have a mtnimum CBR ~atlng of 85.

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, The· following Piates and Appendl:x are attached

and.compJete this report:

Plate I -- Map of Area

Plate, 2 - Plot Plan

Appehdlx ~ Field E~plbration and Laboratory T&stlng

. Respectfully submitted,.

DAMES & MOORE

~~.a~.

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W. E. Estes

': :·~·

THIS WORK WAS PREPARED BY ME OR UNOfR MY SUPERVISION

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MAP OF AREA SCAl,E 1:24 000 ,j I MILE • 1 . . t

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E 1000 0 0 1000 2000 3000 4000 5000 6000 7000 FEET

H H ~- -:r= =3 e:;o;;:-~::E==::==:::a:=:===::J I 5 • 0 I KILOI'IETER

REFERENCE:~. ··- _Fa E3 E-:-:'.·:E3 E3·· =Z=zl

U.S.G.s~ QuADRANGLE MAP PUULOA, HAWAII DATED 1968 •

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RErERENCE

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F'IRST 1'1.0011 PLAN (RECRE.ATION-IITILITY) LAICESIDE CONDO-!INI~ · . I'IIEPAR<.a _.·MILTON SHEll - ARCHITECT & ASSQC. DATED 12-14-72 .. . .

NAPUNANI

7 . / / /// .

· PROPOSED . 16·STORY - · · CONDOMINIUM 2

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PROPOSED PARKING

.. STREET

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stALE IN rEET .

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DAMES 8 IMOORI!!

PLATE 2. ·

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APPE'NDIX

F I EJ:::D • EXPL0RAT I ON A~fD .LABORATORY TESTING-

F.lei'd -~xp !oration .. v:.a.s condl!cted. at the proJect

s·lte du-r.in:'9 March 30 through f\pr-i I 2, 1.973. This wor!<

was performeci in two p·hases · by one of our Efng i neer i ng

. geoJog t st$;- a. p reJ I m i.na ry ·site reconnaissance >and ex,.

plorate~y drififng.

Th~ recon~ai$san~~-;phase .was co~pleted-on

March 30, 1973_.· A.t that time; our engtneedng geolog-

ist examined· the land features, sed L \,;CJnditions, and

existing struc'tur~s at and near t_he site. Expos·ur.es

of vo I canlc tu-ff ·and the uryqer I y! ng sI-Lt cornp I ex were

examined \'tl th ·-res p·ect to the- p reposed structure a-nd

cirtll1ng-Jocations. f'refen~ed dritl'ing -loc~tlons we.re

checked fqr:-· accessibility f!.nd possible damage to

extstfng strpct~tes. The field reconriatssance phase

reveaLed tnat.the overiylng tuff hod an unduLating na-

ture and vari-edin thlcknes?• Slight Jointing at low

angles were qbserved. The ~!It appeared very stiff to

hard, and ·lmrr:edl.ately 1~0! lo.wecj tt1e base of the tuff In

the ex p .o s u ,~ e s o b s er y e d : Hi ~ r s' con n a t s s a n c e f a c t I I -t a i' e d

the devetopmen··t of t~e drt l qr.g r.~nd sampl tng program

Wh'i ch fo I I o\'ted:. · .,·",- i.,:. •·.

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·The. exp f.ora:tory dd J I i ng phase. of o.ur work was·

conducted on Aprll'·2~ 1973. The Log of Borings are

provided on Plates A.,-fA and A-18 .of this Appendix.

The -dri.LI trrg was accomp Hshed by a sub con~

tractor ustng.a~.Mobtle OrTII, Model B-6L. Thls Is· ' .

a tru6k~mq~nted rotery drt 11 with.hydraulic-wash that

~lso has augerlng capabiJtties. Our engineering geo­

logist loc~ted the boring positions~ provided constant

super.vlsion during the dr.H I ing phase, selected the

most · e f f i c i en t d r i 1.1 i n g and . s amp I i n g tech n f q u e s for .

the materials ~nto~ntere~, and obtained relatlvely

undisturb_ed sor! Si:lmp!~s. NX·type._cores were obtained

of rock material~ encountered.

A series of :two borings .were dri I led during

the Jast phase of .the field exploratory work. The

borings were posl~io~ed to.provtde detal led informa-

tfon,about th• subsurface materials found at the site .

.The so.l'ls encountered ln the borings were classified

fn accordance with the Unified Sol I Classificat!on

System; a description of this system Is Included as

.Plate A-2.

Soli sampl~~ '#~re pptnlned with a Dames & Moore

Type U sampler. An I I !Y~~r~tion pf this sampler is pro­

vided on Plate A-3. §~l~ct~~ samples were utilized for

laboratory testtng "fhJ;::h. tn~"-.l?/d Atterberg ltmlts,

"I·.

f ll!l~~a:s a ~<O><O>c:lla:

- A3 -

. triaxial compression, and mofsture..,.de.nsttytests af':\d

determinations. Test data are presented on the Log of

Borings.

- oOo -

The follo~fng Piates ere attached and comptete

thfs Appendix:

Plate A~IA - Log of Bo~irrgsi Bori·n~ I

Piate A..,.IB - Log of Borings, Boring 2

Plate A-2. -Unified Soil Classlficafion System

Plate A~3 - Sol I Sempler Type U

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BORING·. · 2 ·. ~ « G) .Z "" > w

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w z (/) u ·a:: SURFACE ELEVATi-ON ..... - W . 0 ... ..;J

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LY. SAND FILL WIT

GRAVELLY ~INE TO.MED1UM

.0194·91100/ . '· . 4"

.8195.0 ·5 90-7

100/ 2t"

75

1/5"

SAND;

SANDY CLAYtY SILt.

.TUFF ROCK·~

B~OWN SILTY CLAY. SOME FINE SA~D CONTENT

LIGHT BROWN jJ~E SANDY SILT.

DENSE

VERY stIFF

HARD

VERY STIFF

HARD

BoRING COMPLtTED iT 19.8 FEET ON 4-2-73

..

LOG . OF... BORINGS

·; ~:·. . ·: ' ., - ... . . . . . . . . . .: ' : ~. . ' AT WHICH UNO I STU~i2E.D. ~AMPLE_-WAS . TAKEN AT WHICH DISTUMBtD SAMPLE ~AS TAKEN AT WHICH S"t•:PLt.,·w:A·S··L·OSTDURJNGEXTRACTJON

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PLATE A-lB

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NX u

o%

J,,~ .. ~ ........... .., ;f'(H( .. ~ eMu•• .., 4.J ,;;J Dna

.., "~~----.., ___ ....... ""-----

...... " -.

BORING 1

SuRrACE ELEVATION

L.

DE·SCR I PT I ON BROWN SILTY SANDY . GRAVEL-, F-iLL. GRAY TO BROWN TUFF ROCK CONTAINING SOME CLA~-ANb

SILT SEAMS,

1.5~ .......

20

25

....... ....... ::::::·:

....... .......

....... .......

~ ··,·, .. ' '• 0 .• -: .. ·u ... ' .. , •, \

•• ,v "'· • 0 •••

30-t .•. 'J, ••

: D ~ ,' t 0" (I I

If I' :, ·., . . . . . .. : •• 0. •••

:a: J• •

35 . ·.'~:·.'~ ~·~ ·•··· ... ,

DAR~ B~OWN F~NE TO COARSE CLAYEY CIND~R SAND,

DARK BROWN I' INE TO MED _I UM CINDER SAND .• _ SLI'GHTLY CEMENTED

SW I DARK BROWN FINE TO COARSE CINDER SAND, VERY SLIGHTLY CEMENTED IN ZONES

S6ME SILT CONTENT

1•, "v· ·, . . . ··~~~LIGHT BROWN'SILT''AND CLAYEY SILT.

SOME SAND CONTENT'·

4o CLAY CONTENT DECREASES

~ORING COMPLETEri AT 41.5 FEET ON 4-2-73,

.~.,\ ..

•'!

:•;

_,_ .-'-- . -,---------------

'

!I"

f ~G OF· BORINGS '"I ! . NOTES:

·. ~ : II-DEPTH AT 1iHI CH UNO I STURE'IED SAMPLE WA~ TAKEN fl1 01 181-DEPTH AT WHICH Dl STURBED SAMPLE WAS TAl( EN

r!i 0 -DEPTH AT WHICH SAMPLE WAS LOST OUR I NG E_XTRACT I ON I -DEPTH AND LENGTII OF' CORE RUN

l> II DRIVING ENERGY- -300 -LB WE I GHT DROPP j NG 30 INCHES

'i

"···

.·. '

DENSE.

HARD

·DENSE

DENSE

DE;NSE

·::

. ', .···

S t I F Ft ::_:·:;:~: ~c~ .

VERY STIFF'.·

........... ~·~···~.~ ',•·

j

-.~.:;

'

SOIL CLASSIFICATION CHART

MAJOR DIVISIONS

COARSE

GRAINED

SOILS

MORE TliAN 50 o/o OF MATERIAL IS

J...A.!!JI.ll THAN NO.

200 SIEVE SIZE

GRAVEL

AND

GRAVELLY

SOILS

MORE THAN

OF COARSE FR ACI'-

TIOIW !i.!.A!..!tU ON NO. 4 SIEVE

SAND

AND

SANDY

SOILS

CLEAN

(LITTLE OR NO

FINES)

AMOUNT

QF FINES)

CLEAN SAND (LITTLE OR NO

FtNU

MORE THAN 50% I SANDS WITH FINES OF COARSE F'RAC· (APPR[CIA8LE AMOUNT

TION ~ OF FIN[$)

frrtO. 4 StEVE

DESCRIPTIONS

GW WELL- GRADED GRAVELS, GRAVEL-

SAND lillllCTUR£5, LITTLE OR NO FINES

GP POORLY-GRADED GRAVELS, GRAVEL·

SAND IIIIJCTUR£5, LITTLE OR NO FINES

SILTY GRAVELS, GRAVEL· SAND-

GM SILT MIXTURES

GC CLAYEY GRAVELS, GAAYEL·SANO·

CLAY MIXTURES

sw WELL ·GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

SP POORLY- GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

SM Stl'!'Y SANDS, SAND·StLT MIXTURES

sc CLAYEY SANDS, SAND·CLAY MIXTURES

.,

I

GRADATION CHART

PARTICLE SIZE

MATERIAL SIZE LOWER LIMIT UPPER LIMIT

t.tiLLIMETERS SoEVE SIZEe MILLIMETERS SIEVE SIZEe

SAND

FINE .074 10200• 0.42 1040.

MEDIUM 0.42 o40e 2.00 010.

COARSE 2.00 tf:IO• 4.76 04.

GRAVEL FINE 4.76 lt4. 191 314".

'

COARSE 19.1 3/4''• 76.2 3". I

COBBLES 76.2 3" • 304.8 12. I BOULDERS 3048

--12.

---914.4 36" I

• U.S. S T ANOARO • CLEAR SQUARE OPENINGS

PlASTICITY CHART LIOUIIJ LIMIT

I I ' ~~,r~·ffrnt~f1flfl I INORGANIC SILTS AND VERY F'INE I ----so o ID 20 40 50 60 90 70 80 30 v 100

FINE

GRAINED

SOILS

YORE THAN &0 o/o OF MATERIAL 1$

l.!!AJ..J...(J! THAN NO

200 StEVE StZI:

SILTS

AND

CLAYS

SILTS

AND

CLAYS

LIOUIO LIMIT

Ull THAN 50

LIQUID LIMIT

qREATCR THAN &0

HIGHLY ORGANIC SOILS

NOTES:

I. DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE CLASSIFICATIONS.

ML

CL

OL

MH

CJi

OH

PT

SANDS, ROCK FLOUR, SILTY OR CLAYEY F'IN£ SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS or LOW TO MEDIUM PLASTICITY, GRAVELL"t CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

ORGANIC SILTS ANO ORGANIC

SILTY CLAYS or LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS rtN£ SAND OR SILTY SOILS

INORGANIC CLAYS 0' HIGH

PLASTICITY, F'AT CLAYS

ORGANIC CLAYS OF MEDIUM TO HIGH

PLASTICTY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS

WITH HIQH ORGANIC CONTENTS

2. WHEN SHOWN ON THE BORING LOGS, THE FOLLOWING TERMS ARE USED TO DESCRIBE THE CONSISTENCY OF COHESIVE SOILS AND THE RELATIVE COMPACTNESS OF COHESIONLESS SOILS.

VERY SOFT SOFT MEDIUM mFF STifF VERY mFF HARD

COHESIVE SOILS

(APPROXIMATE SHEARING STRENGT~ IN KSF)

LESS THAN . 25 0.25 TO 0.5 0.5 TO 1.0 1.0 TO 2.0 2.0 TO 4.0 GREATER THAN 4.0

COHESIONLESS SOILS

VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE

THESE ARE USuALLY BASED ON AN EXAMINA· TION OF SOIL SAMPLES, PENETRATION RESIST· ANCE, AND SOIL DENSITY DATA.

~ ~ CUI

~!II! ~II! CCI oW ~~ ~· ~w i"­~~ a: I?

50

~40

~ .... ).. ,._ i:i 30

i:: It\ "1: ~ 20

10

-----0

CH ~ ,v.

z ~ :J L_ cb

CL 1/ L

v MH 8 OH

trcT~WVML a OL ~, I

SAMPLES IJ INDICATES UNDISTURBED SAMPLE 181 l'iDICATES DISTURBED SAMPLE 0 INDIOATES SAMI'UNG ATTEMPT WITH NO R£COVERY

I lOCATES LENGTH OF CORING RUN

NOTE:

v

DEFINITIONS OF ANY ADDITIONAL DATA REGARDING SAMPLES ARE ENTERED ON THE FIRST LOG ON WHICH THE DATA APPEAR.

'

I I

--

UNIFIED SOIL CLASSIFICATION SYSTEM

DAM.&& MOORE

PLATE A-2

I I I I I I I I I I I I I I I I I I I

-{8 l

lt'\ -0\ • ~ ...:t

WATER OUTLETS

NOT.Et "HEAD EXTENSION" CAN

BE INTRODUCED BETWEEN •HEAD" AND •sPLIT BARR.EL"

SPLIT BARREL (TO FACILITATE REMOVAL

OF CORE SAMPLE)

Plate A-3

SOIL SAMPLER TYPE U

FOR SOILS DIFFICULT TO RETAIN IN SAMPLER

CHECK VALVES

VALVE CAGE

CORE-RETAINER . RINGS

(2·112" O.D. BY I" LONG)

CORE-RETAINING ~ DEVICE ..

RETAINER RING RETAINER PLATES

(INTERCHANGEABLE WITH OTHE.R TYPES)

ALTERNATE ATTACHMENTS

SPLIT IOAKKI:~"'

J:~NLfNAcf~~gE ~;:~; (INTERCHANGEABLE

LENGTHS)

CORE,RETAINING DEVICE

IDAIMIIES le MOCRIE