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535' ·wALTER LUM ASSOCIATES, INC. CIVIL, STRUCTURAL, SOILS __ ENGINEERS

. WALTER ·LU,M

I EP1!YARD WATANABE

EZRA KOIKE WALLACE WAKAHIRO

_ 3030 WAIALAE AYE., HONOLULU, HAWAII 96816 • 'i'EL. 737•7931

FOR. R'"f'frn'i;"~-~I!'U" · ?-- tt~t~~:K? ... :.~~ ~r

!!..2 l.n""'" 'JiiJitb ''not to be taken from this room May 25; 1973 ·

MEMORANDUM

TO: MR. GEORGE HOU~HTAittNG Community Planning, Inc.

FROM: Wal1'~r LU:m Associa~es, Inc.

RE: Waiawa Industrial Park Bridge

.535

For the design of the single-spap. bridge f·or tb.,e proposed Waiawa Indust~ial Park, the following additio.nal recommendations may be considered:

From our preliminary discussion, it appears that th$ abutments will be located about l~~way from the side walls of the proposed concrete lined channel.

For design purposes, the bot.tom of the abutment footings should extep.d below an imaginary plane drawn at about a 4 horizontal to 1 vertical slope upward from the intersection of the bottom of

· tll.e. channel. and the side wall of the channel.

Soft pockets below the bottom of the footing excavation should be removed and the ·excavation backfilled with select granular material about 1-1/2-iri.. maxi,mum size and less than 10% passing

. the: No. 200 sieve.

An average bearing value of about 3000 p.s.f. may be assumed. The CJ.llowabiebearing value may be increased t;oapout 4000_p.s.f. for the toe pressure of the abutments. ·

A lateral earth pressure of about 40 p.c.f. equivalent fluid · plus· surcha~ge :Load allowances may be used for· the abutment design. The above fluid pressure assu,m.es tl:lCJ.t clrai:Q.~ge of tb.e

· back£ ill is provi4ed ..

Respectfully submitted,

WALTER LUM ASSOCIATES,. INC.

EK:ms · cc: Harold M. Taitim{l:t4 ·

·~ .. c y-: .-· s ... By ~'- 4£L{'c;G" .. · . .

· .Ezra ' ike . f}f .· . . ·

. MUNICIPAL REFE:Hr-~~ & . RECORDS CHJTER. . · City & ~of Honolulu · ·

. C~ Half ~. 558 S. King Stmet ' .. · . Hont51tiu. Hawaii 90013 · . . ·

·. - -··. . ·-·~····-·-··-----·-·-· --·-----·-···-··--··--~·-··-----~""· ... ~·-·-~·-···'·" .. -.. ~

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YA'fl4 \991

WAIAWA INDUSTRIAL PARK BRIDGE SOIL E_xPI.OMTION RE:PO~'.r

WAIAWA, EWA, OAHU, HAWAII TAX MAP KEY: 9-6-04: POR. 14

To: CO~UNttt PLANNING, INC.

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

MAY 3, 1973

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WALTER L~""' ASSOCIATES, I~C. CIVIL, STRUCTURAL, SOILS ENGINEERS

MR. GEORGE: liOUGHTAlLING Comm~nity Planning, Inc. 700 Bishop Street, Suite 608 Honolulu, Hawaii 96813

Dear Mr. Houghtailing:

WALTER LUM

I EDWARD WATANABE

EZRA KOIKE · WALLACE -WAKAHIRO

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

May 2. 1973

Subject: Waiawa Industrial Park Bridge SPil Exploration Report {for foundation design purposes) Waiawa, Ewa, Oahu, Hawaii Tax Map Key: 9-6-04: Por. 14

Transmitted herewith is our soil exploration report for the proposed bridge for Waiawa Industrial Par~, Waiawa, Ewa, Oahu, Hawaii.

Continuous beam footing foundations may be consiqe:r;ed for the bridge piers and abutments •.

This report includes a Boring Location Sketch, bo:r;i~g logs, laboratory test results, recommendations and limitations.

Respectfully.sublili.tted,

WALTER LUM ASSOCIATES, INC.

ByEz~~

BD/EK:pnf

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QONTENTE_

. SCOPE OF EXPLORATION • . • • • • • • • • • ·• • •

. FIELD EXPLORATION AND LABORATORY TESTS

SOIL CLASSIFICATION SYSTEM

GENERAL SITE CONDITIONS . . . . . . . . . . . . .

. .. 'i . . .. . . . .

. . . . . . '.

GENERAL GEOLOGY OF THE SITE . . . . . . . . . . .. . . INTERPRETATION OF SOtt. CONDITIO~S . . . DISCUSSION AND RECOMMENDATIONS ................

. 1 ..

APPENDiCES:

A. LOGS OF BORINGS - Boring Nos. l thru 4

B. SUMMARY OF LABORATORY TEST RESULTS ..,. Tables IA and IB

C. PLASTICITY CHART

D. BORING !.OCA,tl:ON SKETCH

E. LIMITA,'!IONS

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WAIAWA >INDUSTRIAL PARK BRIDGE SOIL EXPLORATION REPORT

WAIAWA, EWA, OAHU, HAWAII lAX MAP KEY: 9-6-04: POR. 14

SCOPE OF E~LORAT~ON

The purpose of this exploration was to determine general soil conditions

for foundation design studies for the proposed. bridge for Waiawa Industrial

Pa:t'k, Waiaw~, Ewa, O~hu, Hawaii.

This report j.;:tcludes field e,xplorations, laborcatory tests, general

recommendations for the bridge foundation design and limitations.

FIELD EXPLORATION AND LABORA~QRY TES~S

Fo~r borings were ~de at the site at the approximate ~ocation:s sho~ on

the Boring Location Sketch.

Borings were made.with 3-in. diameter_ augers using carbide drag bits,

rotary drilling with drag bits and core drilling with diamond bits.

Soil samples wer.e recovered with 2-in. standard split spoon samplers

driven with a 140-lb hammer falling 30 inches.

Rock samples were recovered with "BX" core barre:ls.

Laboratory tests included: natural water .content, Attetberg limit and

grain-s~2:e analysis.

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SOIL CLASSIFICATION SYSTEM

Soil samples were visualiy observ'ed a:nd subjected to appropriate tests

in the laboratory. Based on visual obse_rv~tions and laboratory tests,

the soil descriptionsgiven en thf! bori'Q.g logs are generally made in

·accordance with the "Uni-fied Soil Classification- System."

-GENERAL SITE C:QNDITIONS

The site of the proposed bridge across Waiawa Stream is located about 1-1/4

miles north of Kamehameha Highway and the Waiawa cut off road to Wahiawa.

-_The Waiawa Stream bed at the proposed bridge site is about 80 ft wide

with the invert elevation at about 70 ft.

The left (Honolulu) bank of the stream is about 20 ft above the invert

and the right (W.flbia:wa) ba_hlc. is about 10 ft.

Rainfall in the area is about40 inches per year.

GENEML_GEOLOGY OF' THE SITE

The general geologic map o:f this area indicates 2 geologic soil types

- __ in the stream be.d and terraces:

1. Ra: (Recent Alluvium) located in the stream be4 and

consisting of clayey silt _with gravel and cobble

_ layers.

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2. Qa: (Older Alluvium) located along the left (ijonolulu

bank) consisting of pebbles a:nd gravels that are

partially deconipo~ed it1to clayey silt.

Underlying the older alluvial deposits, the rock may

be described as follows:

tkb: (Koolau Volcanics) consisting of

fairly old basalt rocks underlies

the olc:ler alluvium.·

!l'ITEIU>RETA'!'lON QF' _SO_IL CONDITIONS

From the field exploratj.o!l and laboratory test results, the soils

encountered in the borings may be alluvial deposits and approximated

as follows:

Brown clayey silts with sand, cobbles anc:l bou_lders to

about 3 to ].3 ft underlain by cobbles and boulders with

clayey silts to about 14 to 21 ft. Below this may be

clayey silt with decomposed gravel to about 31 ft., the

maxiumum depth drilled in Bor:ing No. 3.

Water was e:ncountered at about 3-ft depth iil Borin~ Nos. 1, 2 and 4

aild at about 18-ft depth in Boring No. 3.

Variations to the above soil conditions may'be expected in an alluvial

deposit. For more detailed descriptions of soils encountered in the

drill holes, refer to the boring logs.

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DISCUS_SIQN AND RECOMMENDATIONS

The proposed pla,_n is to line the-stream bed with a concrete channel with

vertical sidewalls. -The channel would be about 40ft in width.

The proposed bridge would span over the chann~l; ~n addition, 2 approach

spans would be used at the .left and r:J.ght banks.

Foundations

Because of underlying boulders, pile driving will pe very

difficult.

The stream cbannel will be lined with concrete and the

possibility of undermining :i.s consi,derably reduced.

Continuous beam footing foundations may be considered for

the bridge piers and abutments. To minimize settlements,

the footing loads s.hould be kept as low as practicable

by using sho~t-span structures.

The foundations should extend through the upper layer of

clayey silt and boulders and rest on the layer of cobbles

and boulders with clayey silts.

Soft spots underlying the footing should be temoveg and

_the excavation backfilled with fairly gran~.la:.t-material

compacted in tltin level lifts.

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If rock is encountered, the rock should be excavated 6 in.

below the bottom of the footing and replaced with gravelly

material.

Due to the possibility of soft spots below the foundation.,

scime differential settlements may occur~' To mi.nimi~e

differential settlements, a low l;leari~g value may be assumed

and a continuous beam type foundation is recommended.

For design purposes, footing elevations may be tentatively

set. at elevation 64 with the understanding that fieLd

adjustments up or downwa:rd may be required.

A bearing value of about 3000 p.s.f. ~y be assumed.

Lateral Pre~sures Against Abutments

~ To D).in~niize differential settlements between the bridge

and_ the approaches, the backfill at abutments should be

constructed with fairly well-graded granular material.

The back:fill should be placed in thin level lifts and

should be well compacted. If practicable, the approaches

to the bridge should be surcharged and paving in these

sections delayed until the last phase of construction.

A lateral. earth pressure of about 60 p.c.f. equivale-qt

fluid pl-q.s surcharge load allowance may be used for the

abutment design. The above fluid pressure assumes that ·

drainage of the backfill is provided.

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. Slope

Cut and fill slopes in the vicinity of the abutmeqts should

preferably be made at 2 horizontal to 1 vertical or flatter

slope ratios~ Benches should be provided for slopes higher

than 20 .ft.

Slope adjustments or other precautions may be necessary if

seepage zones or soft spots are encountered in localized

areas.

To minimize erosion, the runoff from rainstorms should be

diverted by berms or ditches away from slopes whenever

practtcaJ>le •

Slope planting is·recommended on cut and fill slopes to

minimize erosion.

tJn.foreseen Conditions

Unforeseen conditions such as soft spots, seepage water or·

expansive soil pockets may occ\1.~ in localized areas and will

have to be_adjusteci and corrected in.the field as they are

detected.

Contingency

The contract documents should include provisions for field

adjustments for foundation of piers and abutments at the site.·

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BORING LOGS

The stratification lines shown on each of the boring iogs r~present the approximate.boundary between ~oil types and the transition may be gradual.

Symbols . .

Symbols used generaliy are in accordance. With the Unified Soil Classification System.

Where a·parenthesis "(MH)" is us~, 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 ~ieve a,n~lysis test results.·

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

Boring Log · i · . BORING NO. ~~--.-·t--~~-- Sheet No. of ---

PROJECT WAJ.AWA INDYSTRIAL PARK BRIDGE Drill•r :__'fJ.J,..t\M ..(-??OCI.,IIJC.. _. Dilte A:f":-11-~-1 ~, 1'\1

LOCATION Waiawa, Ewa, Oahu, Hawaii ____ Field Pany~e1~K-;··a~tii"O··-------~---:=::·.:.··:: ::: _·:_ . 9 6 04 14 -KOTA."""'(GoiJc.oll..eV ····-'·'·a. ·• ~- ,.... · Tax Map Key: - _- : Por. Type of llcJring- - - · '~ 1'2-i ~ /oiam. r ... >' 1 . -, ..... -- - --

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WALTER LUM ~ASSOCIAtES, INC •. I 3030 WAIALAE AVENUE • HONOLULU, HAWAH 96816_ • PHONE 737-7931

Boring Log BORING NO. ~1_----::~:-~---- Sheet No. of ----

p __ . WAIAWA ti:IDUSTRIAL PARK BRIDGE . ··-_w_.L._I.l .. ..i_·-l·L_L o ·-.,-•. ,, __ -.·-······-···:..: .... -t·· --···-r1·.t 1-..:-1 ·10);. __ , __ _ ROJECT _ - Droller_·-·· - 1~ 1 -1-\77 "-·_1""'---·-Date·Arl\. __ l-r.J,j __ _... __ .....

LOCATION Waiawa, Ewa, Oahu, Hawaii.. Field Party ·:Me'7ee.;.::-o~?HIF'O --~ ____ .. :=:.:_-~-~~--·KoiAR.i(.GO'"''oiiJG.)------,-- ~·· .t '' ~ l(..._ ___ -

Tax Map Key: 9-6-04: Por. 14 TypeofBoring· I"Z-1 !!> ···Diem.·- ·" ------------ . . -· ··:=:~::-:..11:~~ . - .

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

Boring Log _ _ BORING NO. ----3--- Sheet No. of ----

p 0. JE WAI.AWA INDUSTRI:Al. :PARK BRIDGE . · u•. L.llM A?.S ": h!· ---- ---x,.,.. 1.0~-z.~ t'\n-·· R CT. Dnll~r -'" · -- ·- 0 .,1 C.. -Date .P>u-... • --·-·--

LOCATION Waiawei, Ewa, Oahu, Hawaii Fiel_d Party -::t.li'C:1e-IC~ O~Hii(O -.:. --=:_: ···- ---. - ~- -~-. _ .. A.U.Co!'E:" ~ Co£.~---------·--· -,;:n·-J-----• ~~"---·--···

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Weight

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SAMPLER:

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WALTER LUM ~SSOCIAtES,_INC. I 3030 WAIALAE AVENUE • HONOLULU, HAWAU 96816. • PHONE 737-7931

I

Boring Log ·. i .. BORING NO. =~~.4:~~~- -·- Sheet No. of ---

PROJECT WAIAWA INI)USTRIAI.. PARK BRIDGE _, Drill~:w·.t;.uM:N?~OCi- 1 1N0, 08te .&r~:IG,i ll,l~l~u-LOCATION Waiawa,, F,:wa, Oahu, Hawaii Field Partv-~Mf;i.~~Q714T[(;;c:r;~- ___ ... . . . - -~ ~:~:-~_--

-- . -" T"D . ..,/(io~c.oP..tl-----··12.v·'-'-·--..t--7"--·· Tax Map Key: 9-6-04: Por ~ 14 Type of lloring·f'\0 '"'~"'" \- -1-z.-•-1), -upiam;-'---------~"'" · J- -------

. • . . Elev. -_=::=;-:p~_:::~::::=_~:-=::::-_::·:__-=::::_::Datum -HAMMER. ·_- . -"- . . .- "(.(:..t::i~A4 ~- t::>IAMOI~t;' COF.;II'l-~----'--'-·-------Welght l_~Q-~- .. . Droll Bot - -- ·· ~ ---- __ .. __ ___ . ___ .. _ ____ _ _ -~

Drop ~;~:-~~~~5C~£l~-~~~~~-C~l~JL~A~&e.k_:~ter L;~=~~:~-;;~~~=t=-:c ·--=~~~- ·I·- -~ SAMPLER:_· -~"l ... 'i?-;-;;-_1".51".&1'1\7~-=:?rt;It~roG~~ . --. _c_~- D.,.-:_ 4~1jillij · ·.. >- . -:

c • PENETRATION DATA

i ~ 4 i ii i J :; ,, Standard. - -• ] . =!i DESCRIPTION ';;. - ] . _.!! ~ ~ ::. ..: ,;; 1 ..: f Penetration Test r:!:-• - Q... .C. ·- "" "U ~··• V) .. r. ~ o.!!

1 • • •· • e- e e· ; .. · 1!.# "5 e ~ • "! -

:::1 "' v · . ..,.., -c.,~-=--.-..--'-~: . ., .. .Jk--...,. o . :1. Jl ;:;: ~ !Z . c A. Iii .._ · N (Blows per foot)

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.::~oM::ft.At-t.:t f"~o-flt.:..f. .. MA ---pf~.WAI AWA ... :c-HAJ.JtJG t;. .. :.: ....

.... :::1 > 0 10 20 30 40

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-470 ..

_WA\AWA···INDU?TRIAC-PARK · e>RfOG'G- :~~

, .. TAB~E I A ---- . SUMMARY OF LABORATORY TEST RESULTS -

BORING NO. SAMPLE NO. DEPTH BELOW SURFACE

t '2 3 . . ___,3~-t? E. E ®M.) __ f

'2.S;~'lre - _ :,o·~~,.s· '1~':.:%.s' ~o·;..s1.f>' ----- . ______ :~ __ R\o1"1"tt0 •n• --~~~- .. n -- • - •. • - . .. • • •

. : '1'110\i\..B-0 -_-. G:>RP..t _ .· _· MOii\..t'::D ~W . iP.~-t>ROINN --- -

DESCRIPTION __:~:_:e>~O'NN ::~::.~- ~P.'f ~ ~\~1-~: ~ TAN'eROw_ 11-t - Cl.l>.'iE'/. ?\\...\ , -

.· __ . $\1.;.!}1 0~~k (\?W)Mf';1(o~-- (,l.P..'f ·-· ... Wl2fLOMf;£OCK

GRAIN-SIZE ANALYSIS (% Passing)

Sieve 1" 1/2" 114 /110 1120 /140 . 11100 .. ·

.11200 '·.-·

A'l'TERBERG LIMITS -Air Dried or Natural ..

. Liquid Limit· Plastic Limit

. Plasticity Index ·

Dilatancy Toughness

·· · Dry Strength · ·

UNIFIED SOIL CLASSIFlCATION

APPARENT SPECIFIC GRAVITY

EXPANSION AND CBR TESTS (Surcharge-51 P.S.F.)

· -Molding Moistur~, _%

Molding Dry Density, P.C.F. Swell upon saturation, % CBR at 0.1" Penetration

' MOISTURE-DENSITY ~LATIONS Of SOilS

(AASHO T-180-57 Method___) Dry to Wet or Wet to Dry Max. Dry Density (P.C.F.) Optimum Moisture (%)

-REMARKS:

. '

.:lli·O ]~.0

"1·0 41·~ ~0.0

~~J 1t:t.C, ~S.<P

HAJURAL... ~'I '?~ ~I

NOH~· SLOW · S Ll &1-\:f Mt,O. ~l..t(;:,I:\:T-Me9.

GM

!00 \00.

~C(),(p ~.e

14.~ 112.0 ~0-.'?

-~j{2

NP.IURAL \'2..0 -M 1(&,

llil~'e \'v\t;0,-\4\C::IH Hl<f.\..\

c..\-\

100 \00 \00 100

ru jq.o 4eJ,q

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

--470

BORING NO. SAMPLE NO.

-~-WAIA~A-·!NDU?\Rf~k-?A~~ .'f)~IObe,· ---·,

T~LE I t1- - ·sUMMARY OF 4ABORATORY TEST RESULTS

4 --l4_. --A ...... o

···.·· ~0i~~it~~f~=====~~o~~~~~~~ DEPTH BELOW SURFACE -

. DESCRIPTION ..

GRAIN-SIZE ANALYSIS (% Passing)

Sieve l'i 1/2" 114

.. 1110 . 1120

/140 /1100

·. 11200

ATTE;RBERG LIMITS Ait Dried or Natural Liquid Limit Plastic Limit Plasticity Index

Dilatancy Toughness Dry Strength

UNIFIED SOIL CLASSIFICATION

APPARENT SPECIFIC GRAVITY

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

. MOISTURE-DENSITY RELATIONS OF SOILS (AASHO T-180-57 Method ) Dry to Wet ~r Wet to Diy Max. Dry Density (P.C.F.) Optimum Moisture (%)

REMARKS:

Date 4-'11-\'?

NA!UIZAL.. 1(., 41. -~-

·.?LoY'!· M~ · MeDIUM ?L\6\o\1'- Mw.

Ml-\

-100 \00 -\00 \00 ~.s

"~·J :tL.1_ ~

Ht;.TU~A\.. . ~0

44 ';~

~61'\E.·SL.~ }A~RHAM M~9\UM

_t1t.\

WALTER LUM ASSOCIATES, INC., CiVi~ STRU.CTURAL. SOILS ENGINEERS

''

.. ·

'-

. _PLASTICITY CHART PROJECT ::-:--.:~~---~~-V'JPi\ ~'>.V-IA _ \_N OU5iR \AC ?AR\< . ~\ t>G~ . - - c··-- -- ------·-

· -.. LOCATION,_. -~-'Nca.tP.~~-=~-:~wA·;-- Ot.\-\u, t+AV'IA\t-=. ---- .... _

90

80 ..

70

X "-1 60 0''' z·

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2' 40 1-CJ)o

ct _, 0. !0

20

10

r I I t I T I I l I - 1 I T I

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I 1 r:;7 . ML , J J I _J _ __j_ J. . ---~ - J - J J I J .. J 0

0

I

10 .20 . !0 40 50 60 . to 80 90 100 110 120 1!0

LIQUID LIMIT

DATE 4--'1..1·1'7 BY. r:r:[ WALTER LUM ASSOCIATES, INC. I

- C_IVfL, STRUCTURAL, SOILS ENGINEERS I

·872 '~---------~:--_____ .........., _____________ _j

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••• .· . .-:

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. 'LIMITATIONS

I~ ge~eral 2 soil formations are commonly erratic and rarely uniform or

regular. The boring logs indicate the approximate subsurface soil . I

conditions·encountered.only at.the.drili holes where the borings were

made at the ti.ines designate<! o~ the logs an4 may not represent.conditions

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

may change with the passage of time and con~tr~ction methods or·improve-·

ments at the site.

During construction, should sub~;~urface conditions much different from

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

we should be advised immediately to review or reconsider our :~;ecomm.en-

dad.ons in light of the new develop1Ilents • . .

If' there is a substant-ial.lapse of t:f,me between the submission of this ,.,_' . :;: .

report and the start of work at the site, _or _if conditions have chariged

. due to natural cause_s, plan changes, or .construc~ion oper<lt~ns at or ·. I ~

adjacent to the_ site, it is recommended that t\lis J;;eport be reviewed to ••• ·1

.. determ,ip.e the B.pJ>licab:f,lity of the recommendations con~idering the time·

' lapse and the changed conditions • ··'

-.... ,; , .. ".

,··.· •,

.. , -~

Our professional services were performed; findings. obtained a~d .. ·· 'r·'

recommendations prepared in accordan~ewith generally accepted engineeri.Iig

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

implied •. ·

·:.'

·.

.... · ... ,