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PROPOSED HECO MAKALAPA SUBSTATION SOIL EXPLORATION REPORT . ' .
SALT LAKE BOULEVARD HAI.AWA, EWA, OAHU, HAWAII TAX MAP KEY; 9-9-02: 25 & PQR. 2
To: HAWAIIAN ELECTRIC COMPANY,· INC. . .. . -- . . . ..
WALTER LUM ASSOCIATES, INC. CIVIL, STRUCTURAL, SOILS. ENGIN'EERS
AUGUST 28, 1975 I
FOR REFERENCE not to be taken from this room
-=it &75 $
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WALTIR LUM.
WALTER LUM ASSOCIATES, INC. CIVIL, STRUCTURAL, SOILS .ENGINEERS
' .
'I IDWARD WATANABE · EZRA KOIKE . WALLACE WAKAHIRO
3030 WAIALAE AYE., HONOLULU, HAWAII 96816 • TEL •. 73.7·7931
MR. HARRY STEWART Engineering Design Department
.Hawaiian Electric C9mpany, Inc. 900 Richards Street Honolulu, Hawaii 96813
Dear Mr. Stewart:
Subject: Proposed HECO Makalapa Subst;ation Soil Exploration Report (for site gradil)g design guidetines and foundation design purposes) Salt Lake·Boulevard Halaw~, Ewa, Oahu, Hawaii Tax Map Key: 9-9-02: 25 & Por. 2
August 28,·1975
Transmitted herewith is our soil exploration report for site grading and foundation design purposes for the Proposed HECO Makalapa Substation at Salt Lake Boulevard, Halawa, Ewa, Oahu, HawaiL ·
This report includes a Boring J,.oeation Sketch, boring logs, laboratory test. results, general site grading and fqundation desi,gn guidelines and limitatio11s. ·
Respectfully submit;ted,
WALTER LUM ASSOCIATES, INC.
By~/c.YY~ Ec:lward R. ·Watanabe
CM/EKW:vl
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C 0 N T E N 'I S
SCOPE OF EXPLORATION • • • . . . . .FIELD EXPLORATIONS •••• . . . . . . LABORATORY TESTS • • . . . . . . . . . . . . . . . . . SOIL CLASSIFICATION SYSTEM • .
GElllERAL SITE COND,ITIONS.
INTERPRETATION OF SOIL CONDITIONS
DISCUSSION AND RECOMMENDATIONS .•
APPENDICES:
. . . . . . . . . .
A. LOGS OF BORINGS .... Boring Nos. 1 thru 6.
B. SUMMARY OF LABORATORY TEST ·RESULTS - Table IA
C. BORING LOCATION SKETCH
D. SUGGESTED BOULDER FILL - Figure 1
.E. LIMITATIONS
Page
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PROPOSED HECO MAKALAPA SUBSTATION SOIL~ EXJ.'LQR,T~';tl:()N REPORT
Si\.1 T LAKE BOULEV .t\.RD. HALAWA, EWA, OAHU, HAWAII TAX MAP KEY: 9-9-02: 25 & POR. 2
SCOPE QF exELORAl'JQN
The purpose of tb.is. ·exploration was to evaluate general .soil con~:litioi;ls
for site grading and foundation design considerations .for the Proposed
HECO Makalapa Substation on Salt Lake Boulevard, Halawa, Ewa, Oal!.u,
Hawaii.
This report includes field explorations, labora:tqry tests, general site
grading and foundation design guidelines and limitations.
The site is located on. the proposed Plantation Drive Industrial Park. A
report, "Plantation Drive Industrial Park," dated May 28, 1974, was
previously prepared for the industrial subdivisiotL
FIELD EXPLORATIONS
Six borings were made at the site. The approximate locations of these
borings are shown on the Boring Location Sketch.
The borings were made with 4-in. giametet augers using finger type and
drag bits.
Soil samples were recovered with a 2-in. standard. split spoon sampler
driven with a 140-lb hammer falling 30 inches.·
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'LABORATORY TESl'S
Laboratory test;:s included: ilatural water coP,tent. and gtain-size analysis.
A summary of laboratory test results.is given in Table IA.
SOIL CLASSIFICATION SYSTEM
Soil s~mples wete visual,ly observed and subjected to appropriate tests
in the laboratory. Based on visual observa.tions and laboratory te~?ts,
the soil descriptions given on the boring logs are generally made in
accordance with the "Unified·Soil Classification System."
GENERAL SITE COND.ITIONS
The proposed site is located on the southwestern corner o.f the intersection
of Salt take Bo.ulevard and the proposed Bougainville Drive. The site is
between Radford High SclJ,ool (north) and Plantation Drive (south).
An e~istirig Ha.waiianElectric Co. substation is located on the southeastern
corner of·the site. A concrete slab and an existingA.C. pavemeilt were
'noted along the easterly boundary. Some stockpiles of miscellaneous
materials were noted in the southern portion.
Calcite deposits at the surface were noted in the western portion of the
site. Mudrock outcrops were noted in some areas.
Waterline easements are located.along the northern and eastern portions
of the site,
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The southern portion of the site generally slopes·doWn toward the northwest
at gradients of about 10 to 20%. The northern portion of the site is
generally a depression or drainageway that slopes down toward the west at
gradients of about 20 to 50%.
The elevation of the site generally varies from about 100 ft to 60 ft.
The site is generally covered with small brushes and trees.
INT·ERPRETA,TIO~ OF SOIL CONDITIONS
From the field exploration and lab()ratory test ·results, the soils
encountered in the borings may be generally approximated as follows:
A surface layer, about 0 to 6 ft, of clayey silt, and silty
sand over mudrock (volcan:i,.c tuff) for~tion.
A drainageway cuts across the site .in an east-west; dir~ction.
The drainageway which covers over 1/3 of the.site was filled
·with a soft calcite deposit. The deposit varies from little
to more than 6 ft deep.
Water was not noted in the borings during the field explorations.
Variations to the above soil and water conditions should be expected in . ' . .
localized areas. For more detailed descriptions of soils encountered
in the borings, refer to the b9ring logs.
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DISCUSSION AND RECOMMENDATIONS
In general, the proposed plan is to clear and grade the site. to a: fai~ly·
level condition and construct.various pole foundations and· equipment pads
for an electric substation.
Tlie low~t, northern portion of the site will be f:i,.lled while the southern
portion will be in cut. Fills of up to about 3.0 ft and cuts of up to about
9 ft are planned.
Retaining walls up to about 12 ft in height ate planned· along the northern
boundary of the site.
· So~t ''calcite" deposits were. encountered in a drainageway th(:lt cuts across
the lower, northern portion of the site.
W(:lter.lirte easements are located along the northern and eastern portions
of the site. If l'racticable, foundations should be located outside of the
easements due to possible construction or maintenance of the water lines.
Site Grad:ing
Surface vegetation, ):'U.bbish, debr:is, concrete rubble, abandoned
cars, abandoned structures and utilities, etc., should generally
be clearec:l and removed prior to site filling.
Existing stockpiles of soils or bouldeFs or loose rubbish fills
should be stripped down to stiff natut(:ll ground before the
placement of fills in the area.
The surface clayey soils and ncalcite" should be. stripped anci
removed before construction of fills.
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Gradin~ work should be done.as required by the Revised
Ordinances of Honolulu, 1969 As Amended; and the following
·additional guidelines:
1. The site should be cleared and grubbed.
2. Soft pockets encountered during the site
preparat:i,.c;ms should be excavated and replaced
with select soils compacted in thin lifts.
3. Hard surfaces, such as pavements, in localized
areas should be scarified down to stiff .soils
and recompacted to match the density of the
surrounding soil.
4. The soft, c.alcite and other deposits .in the
drainageways should be stripped down to
·stiff natural.ground before the placement of
fills. S1.1bdrains with laterals in a
herringbone pattern should be placed along
the bottoms of natural drainageways.
5. Thin sidehill fills (sliver fills) on sloping
areas should be avoided •
. 6. Fills should be constructed ii1 approximately
level layers starting at the lower end and
working upward. Where fills are made on sloping
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areas steeper than about 5 horizontal to
1 vertical, the ground at the toe of the fill
shpuld be benched to a generally .level condition.
A$ the fill is brought up, it should continually
be keyed into the st;:iff !'latural ground by cutting
steps into the slopes and compacting the fill
into these steps. ,
7. Borrow material should .generally be less than
6-in. max:i_inum size with a plasticity index
generally less than 20.
8. If boulders are proposed to be used in the
construction of fills, they sho.uld generally
be placed ,Ellong the toe sections of fill slopes
and outside of probable foundatiol)s. Before
placing any boulders, the subgrade should be
stripped to stiff natural.ground and shaped to
drain. A transit·ion layer of select granular
ma.terial (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 boulders. A transition
layer of select granular material should also .be
placed against the boulders before any earth fills
are placed .Elgainst the boulders. See attached
sketch, Figure 1.
6
e· 9. In general, fills-should. be laid in 6-in.
. ' . (
compacted _.layers: to 90%. of the maximum
density determined by the ASTM D-1557-70
test method.
10. Provisions to drain the site should be
included during and after the completion of
filling operations •.
Slopes·
In. general, cut and fill slope~ of 2 horizontal to !.vertical
or flatter should be useci. •\
Cut slo.p~s of about 1 horizontal to 1 vertical may be considered
e where fairly continuous mudrock is encountered.
To reduce erosion, the runoff from rainstorms should be diverted
by berms or ditches away from slopes whenever practicable.
The surface of fill slopes should be compacted by cat-tracking
or with a sheepsfoot roller.
Slope planting is recommended on cut and fill ~lopes to reduce
erosion.
Slope adjustments or other pr~cautions may be necessary if
seepage zones or expails:i;ve cl,ay pockets are encountered in
localized areas.
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- Foundations
In general, for. the proposed poles and e.quipment, spread
footing, continuous footing, or pier foundations on mudrock
o.r compacted fills may be conside.red •.
Because of downhill creep, effects of soils on a slope; some
settlements may occur near the tops of slopes. Structures
placed in the creep zone may be·subjected to movements. To
lessen the effects of creep, structures should .generally be
·placed away from the tops of slopes as follows:
' Fills without retaining wall: Distance from top
of slope equal to height of fill with a minimum
of 5 ft.
e Fills w;!,.tl:l retai11ing wa;J..l: Distance from top of
wall equal to total height of wall and fi-11.
Good surface drainage away from structures should be maintained
and the site should be graded to prevent the pending of water.
Sp:re_ad or continuous footing foundations
Guidelines for spread or continuous footing.foundations
follow:
1. The footi11gs may bear on mudrock or
compacted fill.
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2~ The following allowab.l,e bearing values
may be consider.ed:
Footing bearing on mtidrock:
Footing bearing on compacted fill:
5000 p.'s.f.
.3000 p. s. f.
3. The bottoms of the excavations should
be recompacted prior to placittg of
concrete.
Pie.r foundations
Guidel:i.nes fot p~er foun,datiotls follow:
1. Piers may be constructed in compacted
fill or mudrock.
2. Filling operations should be
completed prior toexcavation of piers.
3. The piers shot.1ld bepoured against
neatly excavated holes.
4. For pier foundations, the following
allowable pas$ive resistances (equivalent
fluid) may be considered:
Piers in mudrock:
Piers in compacted fi.ll:
~ 9 .... "•.
500 p.c.f.
300 p. c. f.
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Retaining Wall
About 245ft of retaining walls,. up to.about 12ft in height,
are plai).ned along the nortl:u~.rn pouil,dary of the site.
The bottoms of the walls may rest on mudrock or on compac.ted
fil,l.
Subdrains should be placed behind the walls below the footing
l~vel and should be daylighted at low points.
Fairly well-graded granular ~teri~l or select granular
material should be used for backfilling against the wall.
.For lateral earth pressures, assuming a select well-drained
bacldill and drains are provided, an equivalent fluid pressure
of about 45 p.c.f. approximating "at rest" C:C?nd-it:i,ons plus
allowancesfor surcharge loads for sloping backfills and
vehicular traffic ni,ay.be used for walls unrestrained at the
top. For a sloping backfill, the le1teral pressut~ may be
increased according t.o earth pressure charts by Terzaghi ·and
Peck or other similar accepted theory.
The center of pressure should be considered to act somewhat
above the lower third of the triangular fluid pressure diagram.
Bearing values of about 5000 p.s.f. may be used for wall
foundations resting on mt1drock and 3000 p.s.f. for compacted
select fill. Toe pressure may be increased 'about l/3 where a
trian,guJ,ar pressure diagram is used along the base of the wall .
.,.. 10...;
.\
e For sliding resistance between the base and subgrade, a
coefficient of friction of 0. 5 for mudro.ck and a coefficient·
of friction of 0. 30 plus an ultimate cohesion of 250 p. s. f.
for silty-clayey materials may be used ~rovided the base of the
w:all :i,;_s well drained, arid there is s~fficient (2 .times _the
base) stiff material in front of the toe of the wall.
A.C. Driveway
For light automobile traffic and drained subgrade conditioiJ,s,
the driveway and parking area pavement section for the general
soil conditions may be as follows:
1. Wearing course - 2-in. asphaltic concrete.
- 2. Base course - 6-in .•. base course over a
prepared subgrade.
The subgrade should be compacted and shaped-to drain. Outlets
should be provided at low points of the paved areas to avoid
water pocketing at the subgrade level. Where cat.ch basins are
-placed in low areas, weep hol,es should be placed at subgrade
levels through the walls of catch basins.
E;l!:isting: Gesspc:>ols
The site appears to have been previo:usly developed and cesspools
may exist on the site.
If cesspools are encountereci w:j.tbin the site, they should be .
e located on the plan.
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Sludge should be removed from the bottom of the cesspool and
replaced with fairly well-:-:graded granular material. The granular
material should be placed in thin layers and rammed into place
or compacted with vibratory equipment. The top 5 ft of fill
should be compact;ed in 6-in. compacted layers.
Foundation!; should be designed to span over tbe cesspool.
Footings should extend below the bottom of the cesspool. . . .
Unforeseen Cond;i.tions
Because of the variability of soil deposits, site
~provements, designs and construction techniques·, existing
or cbari$ed cond:i.tions. may be encountered that cannot be
foreseen with even the most exhaustive studies of site and
project conditions. These unforeseen conditions should be
recognized when. encountered and then evalu_ated .so that the
designs or the construction methods may be modified accordingly,
if 11ecessary.
Unforesee11 or changed or undetected conditions such as soft
spots, existing utility trenches, l,lnderg:tound structures,
pipes,.voids or cavities, boulders, expansive soil pockets,
seepage water or wate:t level changes with weather, etc., may
occur in .localized areas and will have to be adjusted a.nd
corrected in the field. as t:hey are detected.
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e BORING LOGS
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The stratification lines shown on each of ·the boring logs represent the a,pproxinuite boundary between soil types and the tran_sition Iilay be gradual. ·
Smb9_l:s
Syffibols used generally are in accordance with tbe Unified. Soil Classification System.
Where a parenthesis "(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 gra:i.n,....size analysis test results.
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WALTER LUM ASSOCIATES, INC. ·I 3030 WAIAlAE AVENUE • HONOlUlU, HAWAII 96.816 • PHONE 737-7931
Boring Log 1 • BORING NO. ----'---'-- Sheet No. of
PROJECT PROPOSED. HECO MAKALAP A SJ.JB.STA_r;I:QN . Drille~ 11"-l. LU M AS'50C. INC.. !)ate JU L 'i 11 I'll S
LOCATION Salt Lak~ "BO\~l~ve~.rd Field Party __ K_A_t-<_,_u-.:.;-, 71A;:-':>;;-:A;:;T~Or-----~-.-...:...--. · · A. £ r'itf\.$t>..' 4'' Halawa, :E;wa, Oahu, Hawaii . Type of Boring .. U~<-!\li7KILI... ) D.iam. ~.,........~----
HAMMER: Tax .Map Key: 9-9-02: 25 & Por. 2 Elev. '14'± * Datum--"--------
. ·. 140 #. Driii.Bit T.c,. DRAC. Wetght ·· ----.:rnr-...,----.-----.-----,--_;.;_-Drop "?0' Water Level ';\~~'GfJC7 j I I I
SAMPLER: 7.'' 5TANr7AR.r-> 5FLIT SPooN
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DESCRIPTION
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PENETRATION DATA
Standard I Pel}etration Test
N (Blows per foot) 0 10 20 30 40
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HAMME::.F'!'oU·NG C.~
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END Of f,O"INC. -~ 20' 1·11·7S
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WALTER LUM ASSOCIATES, INC. I 3030 WAIALAE AVENUE • HdNOLULU, HAWAII 96816 • PHONE 737-7931
Boring Log BORING NO. 7_ Sheet No. of
PROJECT PROPOSED HECO MAKALAPA SUBSTATION Driller N.LUM A'77D&.y.Jc.. Dote JUL{' 14, 191 S
LOCATION Salt Lake Boulevard F.ielci Party Mc7cf:... l<.AKU , CH0~'\1
H 1 E 0 h H. · · · . .AUGJE.f'.(CME ~;) .J..''
Datum----------
a awa , W a~, _ _ ?. : U, aw a11. Type of Bot~ng . i .:k, · • Diom. -.,..-...:..' ---:---
HAMMER: Tax Map Key: 9,.,.9-02: 25 & Pot. 2 · Elev. qc.. t . · \40 ~ Drill Bit f\NGE.f'... T'"iPE:
Weight. ... . . ---~::v--,.....,------,----..--------
0 ·· · 30''. Water Level JjgfiGf:t' I . _ ··1 !:. . 1· .. · SAMPL::~ .. · '2" STA.t-lPAlZD SPLIT 'SPOON . ::: i- ~- 7 s -.. ~- . . ..
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PENETRATION DATA
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WALTER LUM ASSOCIATES, INC:. I 30JO WAIAt!I;E AVENU-E • HONOLULU., HAWAII 96816 • PHONE 737,7931
Boring Log PROJECT__ _ _ P.RQ_POSED HECO ~,t\PA SUBSTATION
. -- 3 BORING NO. __ _. ____ ---- Sheet No. of ---,----Driller-1-":'l,Lt,JM A7'?0C.,\NG, Daieq JUL.-:7 \I \'11S
Fie.ld Party _f<.AKU- A'SATO LOCATION . Salt Lake Bouievard _ Halawa, Ewa, Oahu, . HawaiJ _ _____ _ rvpe .;;i BQrinli AU~E:;f'. ( ~~~£:) tliam. 4''
HAMMER: Tax Ma:p Key: 9-9-02! ·-zs -& Por. · 2 - · Elev 1 & '+ ~ ___,__::.,:_ ____ _ · _. · Datum ---·-----
Weight __ ! -±0 "II_ _ __ Drill Bit T· G. DR..A~ Drop _ - :?_?:~·- -- _- __ _--- _ w.i~r -leve1--S~l.c.:t-D
SAMPLERi - ___ ?.'' _'S:TAN~AKD . SF'Llt spooN
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DESCRIPTION
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WALTER LUM.ASSOCIATES, INC. .I 3030 WAIALAE AVENUE • HONOLULU. HAWAII. 96816 • PHONE .737-7931
Boring Log A-BORING NO . ....,..------'----'-- Sheet No .
. PROJECT . PRO_:(>QSEI;l H_ECO MA.KALAPA SUBSTATION. D .11 \t-4. LU-M A':J':JOG. INc, -. --
of __ _
-. t1 er ' Date JUL:1 14 \'{15-
LOCATION Salt Lake Boulevard . Fie.ld Party ME."tl:f\ 1-<.At<,U -~-~--~----_;__--~_;__-
. ·Halawa, Ewa, .Oahu, Haw?ii. Type "I Boring AU6tr,...(CME..S?.) Diem. -'--,"-.4-'-.'-'--,..---Datum . _____ _, ....... __ _ HAMMER: Tax Map Key: 9-9-02! ·25 & Por. 2 Elev. lOO' ± ~
Weight I 40 =t ~D:••I~I ~Bi~r ~~F~l N~~~e~R.~T=·t=f=E:~---:.,.-----'---. .,._0'' I
0 Drop "-' Water Love NOf!G!:-t:>.
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DESCRIPTION
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I Standard =l·· P.enetration Te_st ..
N (Blows per foot) 0 10 20 30 40
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WALtER LUM ASSOCIATES, INC. I 3030 WAiALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931
Boring Log 1 s · BORING NO. ........ Sheet No. of
PROJECT ¥:~Q:f?QS_:eD ij.ECO ~11\KAJ,.AFA SUBSTATION. Driller N. LUJVI A-?7oc.,JN.v. Date .JLIL-t 14- 191S
LOCATION Sa . .lt Lake Boulevard Fie_ld Partv NE..I'E.~. KAKU, GHON · H 1 · E Oah H · · 1 1 8 . AuGa&l'(cMe &&) 0 . 4-" . . . a awa' :wa, . u, . -awal._l. __ .. - - . . . .. - . ype 0 . ormg . , .. .,i;( .... ~-- .... •a"1- - . . . . --· ... . --
HAMMER: Tax Map Key: 9""9'""02: 25 & Par,· 2 Elev. . a.+ ±. Datum---"--------
. · 140#- Drill Bit T-G- DR.AC:t We1ght ·· . . .. 0 --. ·-:_-: _ ___ . . D ?:>:O u Water Levei flo\ 1 (.(:' p I I ,. I
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PENETR,<ITION DATA
Standard Penetration Test
N (Blows per foot) 0 10 20 30 140
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WALTER LUM ASSOCIATES, INC. I 3030 WAIALAE AVENUE • HONOLULU, HAWAII .96816 • PHONE 737-7931
Boring Log BORING NO. ~ Sneet No.· of
PROJECT PROPOSED HECO MAKALAPA SUB?TATION Drilirr N. l-U(V\ A<;-?06. 1 \N6. [)ate JUL..."i \4 1 \'11S
LOCATION S.aJt L.ak~ l3oulevard
Halawa_, Ewa, Oahu, Hawaii 9-9-02: 25 & Par. i
Field Party ME-7C.F'.., KAI<..U 1 CHON
T f Bo . · · AUC.E:f{. (. GMI':. S&) D'. 4"
ype o r~ng •am. --------14'+ * .. -
Elev. · - · Datum --------Drill Bit fit-.!<:._ cR. _T'i fE. HAMMER: Tax Map Key:
#-Weight 140 Drop 3~ '' Water Leve.1. ~~f,c-1';17 I · I 1· I
SAMPLER: '2. STAt,I~A:Z~ SF'L.l"f ?PooH Time' -
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DESCRIPTION
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PENETRATION DATA
Standard Penet_ration Test
N (Blows ·per foot) 0 10 20 30 40
I 7.0 /o .. o·
HAMME:.R . f>ourJCC-7
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TABLE I A - SUMMARY OF LABORATORY TEST RESULTS
BORING NO. SAMPLE NO. ·DEPTI:l BELOW SURFACE
DESCRIPTION
GRAIN-SIZE ANALYSIS (% Passing)
Sieve 1-1/2" 1" 1/2" /14
. 1110 #20 1140 11100 11200
ATTERBERG LIMITS Air Dried or Natural Liquid Limit Plastic Limit Plasticity Index
Dilatancy Toughne~:Js
Dry StrEmgth
UNIFIED SOIL CLASSIFICATION
APPARENT SPECIFIC GRAVITY
CBR TEST (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 · (AsTM D-1557-70, Method_) Dry to Wet: or Wet to Dry Max. Dry Density (P .C.F .) Optimwn Moisture (%)
REMARKS·:tJ
Date fJ-l\-1'8 By .:. 0f.
. l. . .&.
o'-\·~·
~RO'v'lN MUQK.OCK. '(#!:7\t..?l t,~NO ( ILl,..
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01\...i''/ ~t\t-lQ y~/MVORo(K
100 100 ~~.0 ~5.lP S60 .r;,o.n::. .,;_ T.!-4~>.(p 'Q0. '? '!JO,"J
S~l\
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I?Mif:IN e., ...,¥:.N,.~~ Of V~l.\1\;G. tii\JOWOe( 1NjSili'! 'SANO
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WALTER LUM ASSOCIATES; INC., GVIL, .STRUCTURAL, SOILS . ENGINEERS
' • 9
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1!3 "± fl\.TI~P-. MME:R.IA.t.. (NE;I..L. C.RAI?t-1? C.MNU L.;.Aft. MAte"! AI.- G.'' . TO I? LlST ·~l'l.E;.~.)
Fit..\.. vat O'S i'tt~ E-E:-t-1 eo&Jt...I?C"S A~ MUvH AS PP..AC.flliA~L.e
. ( ?>''±. bol.iL..rJE:-1\.S)
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SeC liON. t-lor 1o · 'f;GA ~.;.~
FI·§U R E
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~UG~ t;.STE D BOU L,I7E,~ Fl L\....
~-FRQF05f:.l7 HE:CO MAI<.AL-APA 5UE>5TATION 5_AL-t L.AKB P.l ollL..cVAR.D
HA.L..ANA I !:..li-lA I OAHU I liANA_Il .T~X MAP K(1: 'l d- 01.: '2.S 1 FOI\. '2.
'
WALTER LUM ASSOCIATES, INC. I ·e:~;,;;L:sriucruR_ A"i:-·soiis·.·ENG-INEERs ..
-·-··-- ··--------··------ ---
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4/75
· LIM.ITATIO:t'J'S
In general, soil formations are coi!imonly errat-ic and rarely !Jniform or·
regular. The boring logs indicate the al>proximate subsurface soii
conditions encountered only at the drill holes where the borings were
made at the times designated on the logs and may not represent conditions
between borings, at otlier locations, o:t at other dates. ·Soil conditions
and water levels may change with the passage of time; construction methods
or improvements at the site.
·During construction, should subsurface conditions much different from
those in the borings be observed, encountered, o.r otherwise :indicated,·
we should be advised immediately to review.or reconsider our recommen-
dations in light of the new developments.
This report was prepared only for the indicated use of the site. If there
is a substantial lapse of time between the submission of this report and
the start of work at the site, or if conditions have changed due .to natural
causes, plan changes, or construction operations at or adjacent to the
site, it is recommended that t;his report be revi.ewed t.o determine the appli-
cability of the recorn111endations consider:i.IJ.g the time lapse, changed conditions,
and changes .in the state of the art of soil engineering.
. 1
Our professional services were performed; findings obtained and
recommendations prepared in accordance with generally accepted soil
engineeriiJ.g practices. This warranty is in lieuof al'l other warranties
expressed or irnplied.
Limitations - Page 1
'I
• LIMITATIONS (cont'd.)
Contract documents and specifications often prescribe supervision by the·
soil engineer. It shou.ld be understood by all parties that the soil
engineer's actual scope of wot~ :is vety limited. We as the soil engineer
do not assume the day to day physical direction of the works, nor minute
examination of the elements, nor do we assume the responsibility for the
safety of the contractor's workmen. Supervision, inspection, control,.
etc.; by the soil engineer generally ii.lean taking of soil tests and making (}
visual observations, sometimes on only ·an intermittent basi~ relating to·
earthwork or foilllc:l.atiol)s fot the. project. The soil engineer does not.
guarantee the contractors' performance, but rather looks for general
e conformance to the intent of the plans and soil report.. . Any discrepancy ..
noted by the soil engineer regarding earthwork or foundations will be
referred to tbe project engineer or architect or contractor for ~ct;i.on.
Althoughthe soil.report may conunent or discuss construction techniques
or procedures for the desigiJ: e11gineer's guidance, the report should not
be interpreted to p-rescribe or dictate construction procedures or to
relieve the contractor in anyw~y of his responsibility-for the construction •
. ·
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8-75 Linritadans - Page 2
Recommended