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TRANSCRIPT
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MAY 1 4 ·i999··
SEARS, ROEBUCK AND COMPANY WAREHOUSE AND OUTLET STORE SQlL EXJ>LOM'riQ:t-I REPORT
WAIAU, OAHU, HAWAII . . TAX MAP KEY: 9-:-8-02: POR. 3 .
To: PACIFIC CONSTRUCTION COMPANY .
WALTER UJM ASSOCIATES,. INC • . . CIVIL, STRUCTURAL, SOILS ENGINEERS
APRIL 10, 1973 · .
fOR REFERE~!CE · · not to be 'tak~· fro~ this room
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. . ··.·······~ .MUNICIP}\l·· ...... A. EFERENC. E.··~··' . OR·.·D SC·E. NTER.· . . • .·· City & County ·. onolulu • · • . . City r.tetl Annex •. ~~ ... King Str~et •·. ·• .
. ·. Honolulu, ~:u 9&813 .· · .. .. . . ~- .. . . ·. ·~~·· ..... · ..
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. . WALiER LUM
WALTER LUM ASSOCIATES, INC. CIVIL, STRUCTURAL, SOILS ENGINEERS I
EDWARD WATAN48E. EZRA KOIKE
.WALLACE WAKAHIRO . 3030 WAIALAi AVE., HONOLUl.IJ, HAWAII ~6816, • TEL. 737-7931
MR. JON T. EICHOLTZ Pacific Coi_lstruct·:j.oi_l Company 4826 Kaihikapu Street Honolulu, Hawaii . 96819
Dear M_r. Eicholtz:
Subject:· Sears, Roebuck and Company Warehouse and Outlet Store ·
.. Sp_i_l Etrn:l;orat:ion Report ·. (for foundation design purposes) Waia.u, Oahu, Hawaii
Tax Map Key: 9...;.8-02: Por. 3
April 10; 1973
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Transmitted herewith is our soil exploration report for foundation design. purposes for the proposed Sears, Roebuck and Company Warehouse and Outlet.· Store at Waiau, Oahu, Hawaii.
In general, most of the soils foun:d at the site may be. classified as . silty clays or clayey silts with some boulders and. possibly. some expansive clay pockets. . · · . ·
. -.• .
Spread footing foundations may -be used for the buildings •. ·
·subdrains and surface drains are recommended, particUlarly over large . paved areas •
.,
This report includes a Boring Location Sketch, boriJ;tg logs, i~'bo~atory test results, recoiillllendations and limitations. ·. · ·
Respectfully submitted,. -. :.,,.
WALTER LuM ASSOCIA,T$S, IN(;" -
ByGt~ lc;~
BD/EK:rmf
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CONTENT§_
SCOPE OF EXPLORATION. • ••••• • • · •• •
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FIELD ExPLORATION.AND LABORATORY TESTS •
SOIJ. CLASSIFICATION SYSTEM
GENERAL SITE CONDITIONS . ' . •.. -~
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. . . . .• . . . . . .
INTER,PRET.A,TION OF SOIL CONDITIONS · • • •.• . ' . .• . •. . . DISCUSSION AND RECOMMENDATIONS . . . ·,. . . . ..
APPENDICES:
A. LOGS OF BORINGS ,... Boring Nos. 1 thru 12
B. . SUMMARY OF LABORATORY T~ST RESULTS -.Tables IA thru IE
C. ~LASTICITY CHART
D~ MOISTURE.,..DENSITY CURVES
E. CBR TESTS
F. BORING LOCATION SKETCH .·
G. SHOWING LATERAL EARTH P·RESSURE . NEXT TO SEWER - Figure 1 ' ' .
SHOWING FOUNDATION w/RESPECT TO SEWER LJ:NE - Figure 2
H. LIMITATI-ONS
·~age ·•.
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2
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3
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SEARS, ROEBUCK AND COMPANY WAREHOUSE AND OUTLET STORE SOIL ~XJ:lLORATION REPORT
WAIAU, OAHU, HAWAII TAX MAP KEY: 9-8-02: POR. 3
SCOPE OF EXPLORATION
The purpose' of· this exploration \VaS. to determine general so if conditions·
for foundation design purposes for the proposed Sears~ Roebuck and Compap:y
Warehouse and Outlet Store, Waiau, Oahu, HawaiL
This. report includes field explorations,· labo:ratocy tests,· general
recommendations for building foundation design and limitations.·
FIELD EXPLORATION ANP LABORATORY TES'l'S
Twelve borings were made at the site at locations shown on the Boring
.·. Locatioil Sketch. - .
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Borings were made with 4-in. diameter augers using carbide drag bits~·
Soil samples were recovered with 2-in. o. d. thin-wall tu1Je. and z.,..in.
standard split spoon samplers driven with a 14Q..,.lb hammer falling 30
inches.
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Laboratory tests included: natural wate.:r COI)tent, unconfined compression, ·.· . . . . ..
Atterberg limit, ~rain-stze analysis, AASHO T-180-,.57 density, expansion
and CBR.
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SOIL CLASSIFICATION SYSTEM
Soil samples were' visually observed and subjected .to appropriate tests
in the laboratory. Based on visual observations and laboratory tests, . .
the s~il descriptions given on.the boring logs are-generally made in
accordance with the "Unified Soil Classification System~ II ..
GENERAL SITE CONDITIONS
The proposed site for the Sears, Roebuck and Company Warehouse_and Outlet
Store is a triangular plot located o~ the west~rn sfdeof.new Moanalu~
Road at Waiau, Oahu, Hawaii. Interstate H-1 borders the. southern boundary
of the site. Kamehameha Highway borders the southwest cornerof the
· proposed site.
The northern 2/3 of the t:t:'iangular site is covered with sugar cane and the
southern 1/3 or base of. the triangular site is in a small dep'tess:i.on or
swale that. drains in a southwesterly direction.,
Some boulder stockpiles were noted. in· the southeastern portion of the site.
An existing sewer line is located along the southeastern corner and along
the souther11 boundary .of the site.
An existing lined channel whic:h collects the drainagewaterfrom the H-1 . . . . .
Interstate Highway is locate4 along the southern boundary.··
Electr:[c power lines run along :kamehameha Highway and along .the western
boundary of the site.
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The elevation pf the site generally varies from about 110 ft ?t the · J·
northern edge of the site to about 45 ft at the southwestern corner.··
The site generally drains from north towards the south and southwest
at a gradient of about 10% with local variations.
INTERPRETATION OF SOIL CONDITIONS .. . . '
·From the field e:xplorations and laboratory testresult~, thesoils '
encountered in theborings may be approximated as fo:J...lows:
Medium to stiff reddish-brown and mottled gray-brown
clayey silt and silty clay "MH'' with decomposed r.ock ·
to about 50 ft, · the maximum depth drilled.·
Except for Boring Nos. 3, 11 and 12, rocks or bo.ulders
were encountered in the borings at various depths
during the field exploration.
-Some expansive clay "CH" pockets were noted in Boring
~os. 4, 6, 9 and 12 •
. ·Water was not noted in the borings during the field explorations.
Variations to th~ e1bove soil conditions are to be expe,cted in localized
areas. For more .detailed descriptions of soils encountered ip, the borings,
refer to the boring logs. ..·
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DISCUSSION ANP RE{;QMJ:1ENDATION.S.
.A war.ehouse about 316 by 820 ft. in plan· is proposed in the southern
portion of the triangular site. The finished floor elevation is
proposed at abotJ,t 68 ft.
. A basement or lower level room will be· constructed at the southwest corner ·
of the building.
A moto:t pool building about 50 ft by 60 ft in plan is proposed to be
located centrally in the eastern portion of the site. The proposed
finished floor elevation is about 63.48 ft.
A parking area is proposed in t:henorthern half of the triangle and
southwestern corner of the site for about 331 car stalls.
Tl:le entrance drivewar from Kamehameha Highway to the warehouse site will
probably be subjected to heavy traffic.
Site Grading
The preliminary grading pl<ui show.s fills . of ~bout · 2 to· 25 ft
in the souther:n half of the site and cuts up to about 20 to
30 ft in the northern. portion. ·
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'The site gr~ding or cuts should be designed so that lateral ~· ·,
supports for the tower for the high tension'power lines
are not removed, particularly at the nortlt, COJ;'p.e'[' of the
site. "f{0Jrr<i1rrt ~· . "fo1~.·
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e The. proposed warehouse will be on a fill over a natural
depression •. Subdrains should be installed in the low
area to minimize the build up of ground water seepage
at a later date.
The COI;li;;tructioil of fills, particularly over a swale at·.
the southern portion of the site, should be done as soon.
as practicabl~ to allow asmuch time as possible for
·.settlement to occur prior to the. start of construction.
Grading of the site, particularly construction of fil_ls,
should be done prior to building construction. · .. The site
should be graded to . prevent pending of \vater and to .·
provide positive drainage away from the proposed structures. --- Care should be taken that non-expansive materials are used
for the top 2 ft of fills, .particularly under the warehouse
slab.
· Other general guidelines .for site grading follow:
.The site should be cleared and grubbed. ·Surface
vegetation and miscellaneous debris should be
cleared and removed p:tior to site filling •
. Loose surface and stockpiled soils should be
stripped to sti.ff nqturc,ll ground before the
placement of fills. . Loose surfac-e soils at
finish grade should be scarified and :tecompacted. -- -s ... •·
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Localized soft pockets encountered during. the
site preparation should be excavated and replac~d
with compacted select material. \.··
Loose soils along the bottom and sides of the natural
. drainageway should b~ stripped to stiff ground. ·· Soft
spots should b~ removed and drained, and the excavation·
backfilled with select materials in thin lifts~
St1bdrains a:nd laterals should be placed along the_
bottom of the drainageways and swale before the con- · 1 ·
f'!truction of fills~ The locations of subdrains should
be determined in the field after clearing .and grubbing.
Fills should be constructed in approximately level
layers starting at the lower end and working upward.
Fills should be laid in 6-in. compacted layers to 90%·
of maximum density in ac<:ordance with AASHO T-180-57
density.
Slopes
From the preliminary plans, it appears that cut slopes of about
20 to 30 ft ar§ proposed along the boundary of the J;J.6rt_hern
parking area. ·
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After the grading plans are.developed, the plans should
be checked to verify >vhether or not lateral support for
the power line tower is available.
In general,· cut and fill.slopes of 2 .horizontal to 1 vertical
or flatter should be used.
For slope heights (top to toe) greater than 20 ft, 8-ft-wide.
benches should be placed at height intervais o:f; a,bout .t5 ft.
· . To minimize erosion, the runoff from rainstorms shou.td ·be ·
diverted ·away from slopes by berms ot ditches 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. slopes to
minimize erosion.
' . ' . · ..
Slope.adjustments or.other precautions may be pecessary if
seepage ?Ones, expansive clay p<;>c]!.ets or soft spots are
encountered in localized areas.
Foundations
The main floor will be several feet below the. natural ground
at the east end of the tvarehouse and over 18 ft of fill . . .
about the middle of the building.
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Retaini:ng walls ate propo$ed along the southern side of the
building to retain 15 ot more feet of fill.
In general, spread or conti:nuous footii).g foundations may be
used for footings on the existing ground ot on recompacted
fill except i:llong the southern boundary of the site where . /
retaining walls are proposed.
The following may be used as a guide for footing foundation
design:
1. The bottom of the footing should be about
2.
2 ft belm-r the finished grade.
If a loose pocket or soft spot is encountered
at the bottom of the footing excavation, the
loose pocket should be removed and replaced
with select compacted on-site soils or well-
~rad~d granular borrow material. The backfill
·should be placed in thin level·layers and
•rammed tight against the sides of the excavation.·
3. · Bearing values of 3000 p. s. f. may be used on
stiff soils near the surface or on compacted.
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4. ·Deep gra<:le beams b~tween columns.and.around
the perimeter of the. building will 11E:Hp
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stiffen the superstructure and reduce the effects . . . ' e of differential settlements.
5. The bottom of excavations should be compacted·
before placing concrete.
Retaining Walls .· . _ . . -
Retaining walls are contemplated for the south ahd ,;est sides.
of the warehouse building. Retaining walls over 20 ft are
conte~plated for the south side boundary.
Because of the soils at the sit_e and a sew~r trencl:t. along
the southE!til boundary, it will be difficult to restrain the
lateral movement of the building v1all. · The total lateral
·~--~arthpressure may be greater than the 20ft of fill contem-
plated. The building wall may move outward and the -floor
may crack and settle if the wall is not: restrained laterally.
See- Figure 1 showing lateral earth pressure with relation to.
the sewer line.
To m:i,nimize the lateral movement ·of the southern wall, ·· ·
several alternatives may be considered:
1. Move the southern wall away from the sewer
line a i3uf£icient distance so that the ba,se
of the w~ll -.;q·ill be below a l:f.ne drawn upward
at a 2 horizontal to 1 vertical ratio from
the invert of the sewer (see Figure 2-A).
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2. Construct the ';vall along the sewer easement
with the footings tied back to deadman anchors ···
(see Figure 2-B).
3. Construct the wall along the .sewer easement
with pile foundations and with tie-backs to
deadman anchors (see Figure 2-C).
Lateral Pressures Against Retaining W.all,.s
Fairly well-graded granular material or select granular
material should be used for backfilling against the .wall.
Retaining walls re_strained at top should be desig~ed for.
earth pressures approximating "at-rest" conditions.
A lateral earth pressure ofabo:ut 50p.c.f. equivalent
fluid plus surcharge load allowance should be used for
the wall design. The above fluid pressure asswn.es the1t . . . . .
drainage of the backfill i!:> provided. ·
Good drainage behind the foundation wall shouldbe
provided.
Concrete Slabs on Ground
· Concrete slabs in the warehouse will cover a large
area. Because of the high_ f:i.l.ls and. slightly expansive
nature of the soils, some waving of the floor.slab may
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be expected. To minimize the-effects of waves-on the
surface of the floor slab, the fill should be constructed ··
_as early as practicable and the construction of the floor
slab delayed as long as practicable.
For concrete slabs on ground, a base.course of 4 in. o:f
well-graded gravel less than 3/4-in~ and greater thari
1/4-:-in. in size is recomme~ded.
Ro<ld.WaY and Parking Areas
.. :J:n general, for light automobile traffic and drained subgrade
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conditions, an estimate of the roadway and parking area pa~~ent
thickness is as' follows:
1. . Wearing course - 2-in. asphaltic concrete.
2. · Base course
3. Subbase course
- 6-in. base course.
6-in. select materialover
a prepared subgrade.
Where expansive clay pockets are encountered, the clay should
be removed to a depth of 18 in. below the subbase·course and
replaced with non-expansive on-site materials compacted in .·
thin li£ ts ~-
Where truck traffic is antic·ipated, the thickness of the .
wearing course may be increased to 2-1/2-in. asphaltic
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concrete and 12-in. select material may be used for the
subbase course.
The subgrade should be compacted and shaped to. drain. To
avo~d the pending of water.and softening of the subgrade
at low points, weep holes should be placed at subg:tade . . . . . .
levels thru the walls of the catch basins which are placed,
in these low areas.
Subdrainage
The main f·loor of the build:i,.ng will be below the natural
ground surface at the north and east sides of the building.
Surface and ground water seepage from the upper areas will·
be flowing toward the building.
Subdrains around the perimeter of the building will minimize
the ground water seepage effects. The it1vert of the sl,lpdrains
should be below the bottom of the floor slab •.•.
Subdrains should be placed around the basement walls •.
Subdrainage should also be provided at the lower end pf
the parking lot where traffic will be relatively heavy.
Utilit:i,es
Utilities should be placed after the fills are constructed.
Utility lines should be designed with flexible joints,
particularly where lines are connected to structures. ·
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Unforeseen Conditions
Unforeseen or undetected conditions ~uch ~s soft apots,
seepage water or·expansive soil pockets may occur in
localized areas and will have to be adjusted and.corrected·
in the field as they are detected •
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BORING LOGS
The stratification lines shown on each of the boring logs represent the approximate boundary between soil types and the transition may be gradual.
Symbols
Symbols used generally are i~ accordance with the Unified. Soil Classification System.·
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Where a parenthesis "cMH)" is used, the soil sample.was classified by visual observation of the samplerecovered.
Where no parenthesis ''MH" is used, ·the soil sample was ciassified . . from either the Atterberg limit or sieve analysis test results.
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WALTER LUM ASSOCIATES, INC. .I Boring Log·. SEARS, ROEBUCK AND COMPANY PROJECT _ WAREHOUSE AND OUTLET STORE
3030 WAIALAE AVENUE • HONOlULU, 1-!AWAII 96816 • PHONE 737-i931
BORING NO._-:~~~ '2-:~:: --She&t No. of
Drill.,- W. LUM As'7ov:;-~t-.~c.-·. · o~t~ .MAr<-.:14 ti s··r 'l1~- =: LOCATIO~ Waiau, Oahu Hawaii . - ME::1e." OStitKo - - -- · ·------- -----------. . .•. . . . .. . , . . ... , F1eld Party · 1 - -, --- - ---------- --- ----- ----------------·-
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WALTER LUM ASSOCIATES, INC. I 3030. WAIALAE AV-ENUE • HONOLULU, HAWAI-I _96816 • PHONE 737-7931
Boring Log - - -____ 3-- SEARS, ROEBUCK AND COMPANY BORING NO. - - Sheer No. of ----
PROJECT WAREHOUSE AND OUTLJ!T STORE_ - Drill_,-w. Li..IM .6..ss6C.."If.;4C.:~-~~;~ -MAK;toJl4; l"'i1~--· . . - --Me/e.~- osHI~o- c\-\ow-- -----
LOCATION Wa~au, Oahu, !lawai~- ~--Field Parry·· _- - • ____ - ~-~- -~~ --- --- - ,, - - --- A:'i lr.: pj(;,~.,it~-:51~,, - - - ' 4,,).! - -----~- tli:;
Tax Map Key: 9-8-02: Por. 3 Type ~t Bori"V, ..-.--"~-· ·\ ;>,•:;u ' Oiam. • - -- __ - - s~ -t "* - - -
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WALTER LUM ~SSOClATES~ INC. . fl· 3030WA.IALAE AVENUE • HONOLULU, HAWAII 96816. • PHONE 73_7-7931'
Boring Log· sEARS ROEBUCK AND coMPANY . . ' ' ' . '
PROJECT WAREHOUSE AND OUTLET STORE
BORIIIIG NO. ~~~-4 -.~-.- Sheet No. of _.... __ _
Drm.r ~w_:~;ur~tN6oC.)Nv .. ···~ ... Date .MA~-1.4-. 1'11?
LOCATION Waiau, Oahu, Hawaii Field Party -~_ME:;/f;K,.Q?f-IJK.Q'·-.-.:::-.-:-~:-~ -. - __ -_-_ -~--~----~:·=:!. , . . . ·.-- . . A" 1 Hol'51CE ) ........... ____ ..::. __ ,, ____ ..
Tax Map Key: 9-8-02: Por. 3 Type of Boring · u~e~, l'J·?o Diam. .. .. 4' ........ =:~:~::~ ~;. HAMMER: , . Elev. - .<#9 ,-t ·~--~·: ·· :: .. :.::.::.Datum -
. Weight 140. ~--~-: . Drill Bit :.:1- c.. DR:A'Gj . :::· .. - · - ___ .~ ...... ~_ .... ____ .... ___ -_-:_--.. --~-... -__ ._-_--' --::._-_::.:::
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PENETRATION DATA
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.· WALTER LUM ASS'OCIATES, INC. ·a·· 3030 WAIALAE AVENUE • HONOLULU. HA.WAII 96816. • PHONE 737-793l
6o ring Log ··· . . . . . . . --r::~---SEARS, ROEBUCK AND COMPANY BORING NO.·--- ::J - ... , Sheet No. of _,__,..........---.
PROJECT WAREHOUSE AND OUTLET STORE Drill..- W~L.LlM As~ot..1 itJC.. oat• .Mb.~.-l?,l ,1 ?:...
LOCATION Wa:i,a1,1, Oahu, Hawaii Field Party-- M~ter<..',osl-itM,.C'Ho~ .... Tax Ma~ Key: 9-8-02:. Por. 3 .· Type o~ Boring ~l\l.lCae~~g_~~~,~J~;~.-~~-~:-===~+·~---~::.~ .. ~:~:.::.~--
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. WALTERLUM ASSOCIATES, INC. I . .
3030 WAIALAE AVENUE • HONOLULU •. HAWAII 96816_ • PHONE 737-793_1
Boring Log - - ..c.-:.> - ------ - -SEA:RS, ROEBUCK AND COMPANY B6iUIIIG NO. ----''..P - ·-· -· · Sheet No. of ____,...____
PROJECT WAREHOUSE AND OUTLET STORE Drill., W: t;;ury\.6.-ssou. ,I ~c;~_:::~~~~--MA~-.--j-?;T<=i 1 ?>:~::::·-· Waiau Oahu Hawaii Field Partv-~MB··n~-~-;:·ost:\t~a--;-~Hov;;r:-::--:~=:::~_::·_~~=-~::_.
LOCATION ' ' -- - --- - · -_ '--<"'-"""' r~o-b\·1,..~) ------------------A..."------=----------Tax Ma Ke : _9-8-02: Por. 3 Type of Boring 1,-\. ....... 5::"\ .l'rzO -- .. Diam. . .. - ... - ---------~-,
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PENEtRATION DATA
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u 'ii -~ ., c: . U) -
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WALTER LUM ASSOCIATES~ INC~ I·' . :i030 WAIA~AE AVENUE • HONO~U~u; HAWAII 96816. • PHONE 737~1931
Boring log SEARS ROEBUCK AND COMPANY , . . .
PROJECT WAREHOUSE AND OUTLET STORE
BORING NO. ]_ -· ····· : .. Sheet No. of __ _;.._
. JI\I_;_LUM:AS?Z:t~~n~----r;.;ft.;K:Tz.· ·1 "'-1·,._;------· •·· · l)roll.r ·. · __ -- 1 Date--------· ·· ·· c---'-- .. ;.I ---·---··
LOCAT.IO.N Waiau Oahu· Hawaii · --M~/e~-·-os"i·rlftO __ ...: ...... ,-----~-------------.• . , . , Fteld Party · · . ,,_ . - .. · ···· ······ -·-·· --
Tax Map Key:. 9-8-02_: Por. 3 Type ot ao,;,;;~fL.lGtt~(~-'~;?4'ot:o). Di~m. ·- 4·"~:-.: -------------·
HAM~=~ht \4'0 M :;;· ~"- }~l~t~:-~=:_::::<1'~: .. --------0rop ~o·~:::_.- Water Levei-~~C:l-r.~· - __ .
SAMPLER: :z "_::_:$TANtl.&Rt2:~-=5f'CI :T.:: _sp~ql'-1·- - · .: ---·__ · ::: :-~;;~~-1:~: ~=~~~:: -~-
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WALTER LUM ASSOCI'ATES~ INC. I 3o:io WA.IALAE AVENUE • HONOLULU, HAWAii 96816 • PHONE 737-7931
. Boring Log SEARS ·ROEBUCK AND coMPANY . . . ' BORING NO. · ·. · 8 She.t No. of ~---
PROJECT WAREHOUSE AN:D OU'f:LET STORE ···-- ·-- .
Drill.r ".~.~. t..UCVI A'?7ov., INv.·· 0~,~qMb.t<..: l ~ J 17.?.::=~:.: ..... LOCATION Waiau, Oahu, Hawaii Field Parry··. ~t:;-te~.-:~:HlR:O~CI-\oW·· -~:.:~~:~-~::~.-:---~:=~·~~~
T M K 9 s 02 · · 3 · . t..u~e~(Mo,,ll...e) · .· · Ll.,;······--· ··· ····· ·--··· ··· ---· ~ ap ey: - - : Por. Type of Boring P,-c,;q Diam. . . I .................. -.~ . .
. . . -~---- . ; T I -r- "'*··-···· ........ : ... : -HAMMER: Elev. · ···· · ·:- ·•· •·· ····· ·· ······Datum ___ _,_--....,..--
Weight . \40 ~-~~:·. Drill Bit . r .. c:t:'~;6.Gj" --=--=· :.:.:·:~·::~:~~=-~~-~~:::==·=~~=-.. ~0 .... . .. . Water Level-ilo T- --~- ... n • • • I I I
Drop · · ·· ... -- . -~~>1'" seO
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PENETRATION DATA r:i. E
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WALTER LUM ASSOCIATES, INC. '!.
I 3030 WAIALAE AVENUE • HONOLULU. HAWAII 96816_ • PHONE_ 737:7931
Boring Log SEARS ROEBUCK AND coMPANY ' .
PROJECT WM¢1iOUSE AND OUTLET STORE
· BORI_l\IG NO~ ~- --'9 :-~ ~:- ~::·Sheet No. of .- -,i,.L-.UMA~LO':-Ii~C:·----.__.h.. --~-,_----,.,-. -------·---Dr~IIIPf' .Y'i - ._. __ 77 v., -·· Date _!VI_ R.. :"" • '- •1? ..... -
LOCATION Waiau, Oahu. Hawaii Field Partv··::.,_fY!C;'"'te~·, OS\-\ I !Zo--:--~:_--:··-_··
, "l'uc.,"'"'(~'-~" ~~~-e::)--- --------- A.." Type·of Boring)..' · ·~-'''- !!>-So"-· ·Diem..- - ·· -'- -- -----.--,-· · Tax Map l(ey: ___ 9-8-02: Por. 3
HAMMER, \4'D ~ _ · ;,: :-, ~. ~:·:u: :c _;: ;,;;.,.::: : .--:. ::::::.": .... ~--··. Weight -- ----·--
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WALTER LUM ASSO'CIATES~ INC~ I' 3030 WAIALAE AVENUE • HONOLULU, HAWAII 96816. • PHONE 737·7931
Boring Log l • ·· ·-t·o·-------· · SEARS, ROEBUCK AND COMPANY BOR.I.NG NO. -- -- ··· --- --- Sheet No. of WAREHOUSE AND OUTLET STORE · . -,,' -j--. 1":n_ ---~o.-~t:.. -,---.r-~c,-----, . .-A A ------ ~-r·Q- . .,. .. _-----~----PROJECT . . -.. - _Drill"' r<· .... u~v' ,~o»-.no .... ' IN • Date - l"ll""'f'. \'Z. '. _,J _J. .
LOCATION Waiau, Oahu, Hawaii,. Field Pa,.;~ Ne(e:;"· 0 :?\··H~-(:f~=----·- --=-~::-:-~·=:=~---~::: Tax Map Key: 9.,.8-02: Por. 3 Type of Boring ·}\u~-eK(t--1g.._~~~f[);~m. - ·;f ''::~:~::-:: .. ·:
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WALTER LUM ASSOCIATES, INC. I 3030 WAIALAE AVENU-E • HONOLULU, HAWAII 96816. • PHONE 737-7931
B . L onng OQ SEARS, ROEBUCK AND COMPANY BORING NO. -~~-~J~I :--::--.:~~ -Sheet No. of ----PROJECT WAREHOUSE AND OUTLET STORE D~ill« 'Jt--Ll.l.l M A'77o G:,U{C,.n_ ~~~. • M,t.;"-;:--1 -z:;-r~n ~---.:..-::~~=-
LOCATION Waiau, Oahu, Hawaii Field Party ::::Me::t.E;~=~~O:'?~~~~~~::-.:-==--~:.--_:~:-~..-:-::_:_ :_-.
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WALTER LUM ASSOCIATES, INC.. I 3030 WAIALAE AVE!:OUE • HONOLULU, HAWAII 96816. • PHONE 737-7931
; .
Boring Log SEARS ROEBUCK AND coMPANY ' . . .
PROJECT _ WA.~HOUSE AND OUTLET STORE BORING NO. ~---~ z~=-=-- Sheet No. of .;....,..-----
Drilll'l' ~'AI- t::.L!M--A,S:$cfc:-;rf'lc.~ oate-~1\1\Af':J 1.,_15.1 ?·-·:-·:: ... LOCATION Waiau, Oahu Hawaii · ~-M f;'"fer:r-.. ::_o_5MI~o-------------------------------
Tax Map J<ey; _ ~~8-~02: Por ~ 3 .. :::: :;·:in;P;tlG~B-C~!~;t:)~i);;;;;=-.:~~:-4-0~_: __ ~-_:·_--~~~~~~~-- -
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_:SE-ARS ROSBUCK § COMPANj __ WA.RSWOUSt:. § OU\LE-1 S!OR'E.
TABLE LA _. SUMMARY OF LABORATORY TEST RE~ULTS
BORING NO. SAMPLE NO. DEPTH BELOW SURFACE
DESCRIPTION
GRAIN-SIZE ANALYSIS (% Passing)
Sieve .1" 1/2" 114 /JlO 1120 #40 11100 11200
ATTERBERG LHHTS Air Dried or Nat;:ural Liquid Limit .Plastic Limit Plasticity Index
Dilatancy Toughness Dry Strength
UNIFIED SOIL CLASSIFICATION
APPARENT SPECIFIC GRAVITY
EXP Al.~SION AND CBR TESTS (Surchatge-51 P.S.F.) Molding Moisture, % . Mold!ng Dry Density, P.C.F •. Swell upon saturation, % CBR at 0.1" Penetration ·
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MOISTURE-DENSITY RELATIONS OF SOILS · . (AASHO T-180-57 Method .. ) A Dry to Wet or Wet to Pcy Max. Dry Density (P.G.F.) Optimum Moisture (%)
DB{"rnW~t
12,~----
e1 REMARKS:
Date ?-~'-13>
3-470
WALTER LUM ASSOCIATB, INC. I CIVIL, STRUCTURAL, SOILS ENGINEERS
1 . . I
I
I.
3-470
.. SSL:\R5 RO'E.\?UCK ~ C.oM Pt--Ni Wl.\r-('E.-\-IOUSS. ~ OU'TLSI STORS
TABLE I~ -SUMMARY OF LABORATORY TEST RESULTS
BORING NO. SAHPLE NO. DEPTH BELOW SURFACE
.DESCRIPTION
GRAIN-SIZE ANALYSIS (% Passing)
Sieve ],11
1/211
114 no· 1120 /140 tllOO 11200
Ai'f'ERBERG LIHlTS Air·Dried or Natural Liquid Limit Plastic Limit Plasticity Index
Dilatancy Toughness . Dry Strength
UNIFIED SOIL CLASSIFICATION
. APPARENT SPECIFIC GRAVITY
EXPANSION k~D CBR TESTS (Surcharge-51 P. S.F.) Molding Moisture, %
· · Molding Dry Density, P. C. F. Swell upon saturation, % CBR at O.l".Penetration
. MOISTURE-DENSITY RELAT::t:ONS OF SOILS (AASHO T-180-57 Method_) Dry to Wet or Wet to Dry Max. Dry Density (P.C.F.) Optimum Moisture.(%)
REMARKS:
Dat
'2 6
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. WALTER LUM ASSOCIATES, iNC. I CIVIL. STRUCTURAL, SOILS ENGINEER$ .
e
~~-S"E:AIZS ROSl?U GK ~- COM PAN'/ . "~WARE~IDtJ?t::.. ~- OUT\...8\ S-roRB
. TABLE Lc:- - SUMMARY OF LABORATORY TEST RESULTS
BORING NO. SA1-1PLE NO. DEPTH BELOW SURFACE
DESCRIPTION
GRAIN-SIZE ANALYSIS (% Passing)
Sieve 1" 1/':!." 114 //10 /120 //40 /1100 11200
ATTERBERG LI~1tts
4
t;>U.Rf"p.;~
•- RE:..-00151-1, e_, 'R. QY-! N
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Air Dried or Natural Liquid Limit
l:::l ~IlJR~L. t::JA"TJ.! ~~\... . NPtTURAL,.. . WATLI~L
Plastic L:i.JI~it . Plasticity Index
Dilatancy Toughness
.. Dry Strength·
UNIFIED SOIL CLASSIFICATION
· APPARENT SPECIFIC GRAVITY
EXPM~SION AND CBR TESTS (Surcharge-5.1 P. S. F. )
· Molding Moisture, % Molding Dry Density, P.C.F. Swell upon·saturation, % CBR at 0 .1" Penetration
MOISTURE:...DENSITYRELATIONS OF SOILS (AASHO T-180-57 Methocj.~ Dry to Wet or Wet to Dry Max. Dry Density (P.C.F.) Optimum Moisture (%)
4-'? . (,:,1 so 54 1.~ -?Jo '2.J 15 \IS "b\ 1'; ?;4
QUICK SLOW ·BOHE NONE· M~OIUtv\ t-A-eO\UM tv'\f,tf\UN'I . ty\~0\l)tl\ Mf:.VIUM \..\ .\b'-'. -~- · :~~0.·\-\_tC;oH · ~~e:,~
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WALTER.LUM ASSOCIATES; INC. I I trvli. STRUCTURAL, SC)ILS ENGINEERS .
Dat
3-470 ···-· : ........ ··~--- -· ----- ...... ~.. . ...... ~--~~
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·- '5 EARS RoS0\JCK .. -~ . COM P{).;H'f . W . .t\.R~\-\OUSE. ~-- 01.X\\.,S.1. S:tCRE.
TABLE IV - SUMMARY OF LAl30RATORY TEST RESULTS
. BORING NO. SAMPLE NO. DEPTH BELOW SURFACE
DESCRIPTION
· GRAIN-SJ,:ZE ANALYSIS (% Passing)
Sieve 1" 1/2" 114 1110 1120 1140 11100 /1200
ATTERBERG LH1ITS
)
Air Dried or Natura]. Liquid Limit Plastic Limit · Plasticity Ind~:?C
Dilatancy Toughness Dry Strength
UNIFIED SOIL CLASSIFICATION
APPARENT SPECIFIC GRAVITY
EXPANSION AND CBR TESTS. (Surcl1arge-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 _) Dty to Wet or \~et to bty . Max. Dry Density (P. G. F.) Optimum Moisture (%)
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(p q q 9-0 ·e c 0
\0' .... l0·f7'. . ~~- s.&' \O'~ \\' \S'-\S.S T
RE.00!$1-1-. 'RE-001'5\..\- · R~DD!S~- . ·. -- ~-----~-e;,Ro\1'-lN .. ....... ~ROWN E)C<..O'NN .. . l:>~O\NN . --·-···-
-- ~1\....T~ C.~'f ... vt_b..j ~\1,...-J"'f Cot.&:>i?f __ :'bi\.-T'f CL.A'J -- ~-
N ~\V(.?PrL tjA1'URA\., N~"'lldRAL N~J:V.RA-L 41 (pt'J..- - . 4<' 51 1/b 1'2.~ t,!S ?>I
'~ '?;>~ '~ '10
NOH E. J:::!ON~ ~LON J:::loN~.
-M~Otutv\ -tA @, ~\-t tc,'rl M~Oit.tM __ tv\~0\UM. ?Ll b\41"-MED· \-\\(=>\1 M~OIUM ~EO\UI'II
MI-. C.L\ c-L-ML M'-\
· e I REMARKS:
Date ~ -?1 · T~ By
3.;..470
P:>1
WALTER LUM ASSOCIATES, INC., tf~lL, S!RUCTURAL, SoiLS. ENGINEERS
. ~ 5E-AR6 -~OB.B\JC.K ~· COMf>t>.N.'{ _ --wt>-Rf:~ou SE ---~- ot..rn .. ,;:r s:roRe: ·.- - ----"
TABLE LE - SUMMARY OF LABORATORY TEST RESULTS
BORING NO~ SAMPLE NO. DEPTH BELOW SURFACE
DESCRIPTION
GRAIN-SIZE ANALYSIS (% Passing)
$ieve i" 1/2" 114
· fflO · 1120 1140 IFlOO /1200
ATTERJsERG LIMITS Air Dried or Natural Liquid Limit Plastic Limit Plasticity Index
Dilatancy .Toughness · Dry Strength
UNIFIED SOIL CLASSIFICATION
APPARE:NT SPECIFIC GRAVITY
EXPANSION AND CBR, TESTS (Surcharge-51 P. S ~F.) Molding Moisture, % Moldin,g Dry Den$ity, P.C.F. Swell upon saturation, % CBR at 0.1" Penetration
MOISTURE-DENSITY RELATIONS OF SOILS (AA_SHO T-180-57 Method_· ) Dry to Wet or Wet to Dry
. Max. Dry Density (P.C.F.) Optimum Mo~sture (%)
1\ _..,!.1'7...,.::....__~ t; tA f;; ;:.p, c.; _ _;e=--...,....,..-. O.S' .. l:S' ~'-CD.~'
RE.DOIS.I-\. f>RC\NN
- Sl\..-'i'j cu;:..,'/ ... f>ROV'IN . ""ft?UtlMf' . · - c.t.n. 'I Rb~ ~~~--
-
~~;ruRAL- N~iUi"ZAL.. 41 1"' 1.1 ~\ '10 ·_..AS
!:jON E. ~Ot-l~ . --t::6WI V!V\ MW\UM M~OtU.M ~' (:,\-\ - - .
C.L-Ml.. C,Jd
'11.~ q'\ ,_(p .
'?.tl -;._~
\ '1. \12. . c;·- f
\ Q'--1 \ .E? -'1.-S..:...' --'2,-(e.-,-5'"~"'/ ~'j-BROWN-· };/\OTTl-9!::>
. ?\1,.,\'f o..A'f . t?f<OWN . __ ·. , WI~MP,- -_ $iL1'{.'S.~"'!_Q:..:_
ROt!(·- --·---- ~. 'N/QELON'\1~; @CK.
\00 ··--·-·· \00
. 41·2 !;'l.. \ (o1.~
~oA ;\.4-
- £\.(D.~
NATU~l::\'-(p4-:25 'l'i
NONE . t-Aw.:..~,~~
lV\001\..l tJ\
. ·M\.\- ~M
-1 REMARKS:
Dat~ ~"'?1-1?
3-470
WAJ,TER WM ASSOCIATES, INC.,. CiVIL, STRUCTURAl.. sOILS ENGINEERS
e
X UJ 0 z
>-t: 0 1-en < ...J -I Q.
I
• 8-872
PLASTI,CITY CHART :s 'C-ARS .. ROS'OUCK ··€, • CO!v'\PP>N'/
PROJECT=~-~·:wD-R~\-\OU~t:.. ···e' ·a\..rt~;BT.SToRE .
LOCATION ~=~:WArp.:u-~~~=-:o~~J.U ;·. · \4-A'NPil r _- -
90 - - - - ~ -------...
80
70
60
... . . . - - -- - ·-· ...
/ 11A1 Ll NE
~
/ /
. --- I .. r
CH / !
50 \'2..-" v •
• . I / 40
30
20
10
0 0 10
...
~ /
CL fD-C.. 4-e. -~
..
~ • \''2.-:. (p $ UR.rAce
II 5 UR.fAQ ~ _q_o
\ U.~fA(Ji - .. (:, -0
4-/ ~4 .... '7..-0 r:rM) SU~l=,ll.-(
~ ~r- e v - .,.'l.:e ,
CL- ML / ML /
.
20 30. 40 !50 60 70
LIQUID LIMIT.
~--
DATE ~-~1-1? BY_....,..:....,..l?+f----
:
...
MH 8 OH .. ------... - ·--
..
80 90 100 110 120 130
~~~ T:T~~~~R:L~S~~AE:e~~~=~·~
MOISTURE-DENSitY CURVE (AASHO. T-180-·57', METHODA.l._.
e PROJECT= ~ ·:-::-:~sE:Ar-<.s·· ROt:..eocK·pe, co: WP • •• _ ______ •
1 • · . ·
:·_ :-::.-·WAR.~J..I.OU$~. -~ OUTt..E:T. STO~~·::_. AGGREGATE: 1
4:" M\t>.\UZ
LOCATION:·····-·w;o..rAu · o~~w -----,~AW.t\ 1 r·· ··· ·- ... MOLD s•zE:4"~4.S'l>"+"ltt6H · · ·-·- ·•••··• · •- · ·:···· · ··-.p···.· : ' ·- · · · · · ----· • · · ·· · HAMMER : \0 t es I 2> '' DRoP
SAMPLE NO.=~~~=r~_:··suRrPic..e;;---~ · ·: ·· · · · :·-_----- .. LAYERs: . 2 ·- ·
. SAMPLE DESCRIPTION:j~tJOIS\4- et<OW~ ~{~T'f O..:.P.'j_ BLOWS: 1-7_ f 1-tj"(~P.
130 - ·--- . . - . . ---·· -
--- - . ---
120 -··
110
- .. I -u: ..
~\I E.. 1 ~Ro AI ~YO! ps Ct,H
~E.G\~! ~ t:::.'RA ~li'/- '2.f,O I d-•1 ~100 (!
..
~\ MAXI ~liM D. ~Y nc::M f>JTV-C1 la.o f'd:
(~
e
9-470
>i-0') z ~ 90
>-0:: Q
80
70
60
------··-
0 10 .. ·
DATE .,2- I 4-"15 BY
.. -
-·
/} \ i\ \
1\. ' I i "'\ ' .
~:'i \
~ ~-" -~ "' .. ~ ·"'. -~ ::::! .A.
t <S
20 30 40
WATER CONTENT ( 0/o) .
... I
i
I
I
- I . I
I
50 _60
WALTER LUM ASSOCIATES, INC.~CIVIL, STRUctURAL, SOILS ENGINEEiiS. .
e
-I
-9-470
MOISTURE--DENSITY CURVE (A·ASHO. t-180-·57, METHOD a) PROJECT:... 15EARS .. ROE.OUvK· e .. c.o :--·.· . . . t , .
\NAf-<~1-\0USf.. €-1 OUIL.€J 5TORE.~:~.~ ~~- AGG.REGATE: /4 MlNU.S
LOCATION~ ' WAIAU o.o.uu 1-\AWAII ... . ' MOLD SIZE:4"'d>X. ±.~'"IG . ·.· . ' " .. ' ·. ----· HAMMER :I0Le6 Io'' ORoP
SAMPLE NQ.:=::::_:~-4-: SURFll\C:~- .. , '... ... -:. . . . :LAYERS: .. 5 --.....-.....;:..,.........__ __ _ SAMPlE DESCRIPTIONL 'RE.-DDISI-t··eRoi/'JN StLT'f CJ..A'{ BLOWS: 2'5/LA.Y~R
130
-· . .
120 -
..
..
110 ---- - .
... \ r'l.~ ~0 ~If '{p\0 cw~ E. SP E._C-IFfc 6RA'i ~TV - 'l.B9 -u;
.. .
~r
IMA.XIMI U-1 DSN DENSti' It -tot.? PC.F -c.) Q: 100 \ (
I~ \\ ->-.... (J) z lJJ Q
>-0:: Q
90
80
70
60-0 10
DATE ,3-10-7'2 BY ,;)$> ·
b.
7~~ •\ !.(\ w . .t-
/ 3 \. 1\ Ul · .. ~
.. --~
·~ ..... ~
. ----
i ·~
..
20 30
WATER CONTENT ( 0/o)
,. . -
.40
·-
50 60
WALTER LUM ASSOCIATES, iNC. I . CIV1~1 STRUCTURAL. SOI_LS ENGINEERS
e
·-
e I
-
10..,.4?0
CBR TEST r
PROJECT 1 -~------~-ss:&-_R5-·R.oE-0UC.K· $ co .. ~:=:::.::-_: We\ REJ40 USE. § . ou \ t..€-1 SiORE.
LOCATION 1 INC.IA\..L, PP.HU, HP.'/'1~\\
SAMPLE NO=- .. - \ ·su r<:rto.C~ ~ _·_ __ _ _ _ _ __ .. . ·· < : SAMPLE DESCRIPTION=--! 'K~PO\S"-:eROINN Sli...-!i t-L.~'/ __ _ ...
"lJ)O
' re,D
IVO
140
120
in ~-too 0 ~ 0 .J eo
&O
4:0
w
..
~ /
I~ [7
I
n
/ v ~ @l 0. " PE.t-.IE
/ -- .
- ··-
g,@>o l''p~ ETRAT ltoN-=4
I
AD:l\.l'ST C.CORDI ~ATE.-5 PENETRATfON (INCHES)
TEST RESULTS•
MOLDING MOISTURE, %. 2-G,, s MOLDING DRY DENSITY, P.C.F._li. 0 CBR @ 0.1
11 PENETRATION
DAY~ "50A K.E. D 4
DATE ~-l1-73 aY . ~5 -~EM
DATE ~-l<i::J..Z. __ BY t-.ll
...
-· -- /
.. v / v ·.-
/ v
.·
TRATIO li\.1-: '!Ofic; -:: G::..O
ofro: 4 .Co
5
CBR PENETRATION DATA
PENETRATION LOAD LOAD CINCHES) (LBS.) (PSI)
--0.025 2.0 7 0.05 0 40 15 0.075 ~0 2.1 0.100 trQ 57 i
0.1 2 5 150 50 0.15 0 160 (L)
0.1 75 e2o .13 0.200 Z-00, t03 -0.250 ~10 10.5-o.aoo 9eo 117 -
0.'550 400 1~"3 -0.+00 450 150 0.45 0 500 f{.,7 0.5 00 540 lf=;O
AGGREGATE ~·· M tN (.)?
HAMMER WEIGHT I 0 LB.S .
HAMMER DROP I!J '' No. CF BLOWS 5(,./LAy E&
No .. OF LAYERS___;~=---
WALTER LUMASSOCJATES, INC. I -.·.CIVIl. STRUCruRAL, SOILS ENGlNEERS I .·
e
e. -;;; 0..
1: ~-0 ..J
·csR TEST
~0
te t
IW
14' I
1'2 ')
IC )
~ fj)
u ;
4:0
w
PROJECT: --~'SEARS- RoS.eJJ CK e --· CDMPAN'f :· · ·- -m---
WARS:.HOU 5 E.- $ ou·n .... f:-1" STORE ---···-----· . . j .
LOCATION= __ ,Wt>.IP.U, .... ~ot:~..·.~u .~.Wt>,WA\1 . --· .. --- -~-·-·-·---.,. '
SAMPLE. NO: -~:-:.-'4--SURf~c,~ ____ ...... c .. ~.::·~- _-_-_:_- • . • .. -·- - --- <~~=~~- :·:. SAMPLE DESCRIPTION=--~EODISl-\ ~ .. \.ORQY-1~ s \'-1'1 O...A'/.' . •--
- --
~ -- --·- v l
/ I I
- .. I
/ I
/ I ..
/ ~ I t6) n.z" IPP"JJ~ f<ATIOI\ = ,-~:l2.frs
- I -.B.S I
v /
lt~ ... -- ...
~ 0,1" PB.l~T ~A"T"IOI\ = S5ftc .-= 8;5 . ·-- .
I ... ·--- ·--
1/ ..
_,, - -
/ /
- .
.l.t u
CBR PENETRATION DATA
PENETRATION LOAD LOAD (INCHES) (LBSJ (PSI)
0.025 50 1'1. 0.0 5 0 12..0 40 0.075 l'IO_ (_,3 0.100 2~0 17 0.1 2 8 300 !00 0.180 ~ II~ 0.178 ~10 I 2.3 0.200 ~0 1~0 0.2 !S 0 4tO 1'37
·- -~
0.300 440 l47 O.S80 4:9l0 lC,O
-0.4-00 510 L:Za -"0.450 550 1~3 0.500 560 lq3
AGGREGATE _Y4'' Mrty US
HAMMER WEIGHT 10 lB? HAMMER DROP. . . I Z,"
·· No. OF BLOWS 5fe/Lf4,VER No. OF LAYERS. __ 5·
Am us ~ · · • c.bOR Dl "--AT ES PENETRATION (INCHES)
e·
10-4)0
Te:st RESULTS• MOLDING MOISTURE, %. 2.?...5
MOLDING DRY DENSITY, P.C.F:. tt~.t
CBR @ 0.111
PENETRATION &:S DAYS ~OAK8D 4
DATE
DATE
~-24-1.3. BY C'? J ~f../1
_'Q-l&-1~ BY __ k.i~l __ _
WALTERLUMASSOCIATES, INC.J ·CIVIL~ STIWCTURAL. SOILS ENGINEERS I
'I
e
e
-10-470
CBR TEST · ·
PROJECTf==~:~:_:_~~ SBARS ROSeUCK § coMPt>.N'{ '- --- ·-- . ,,,_ ... ,,.,"'\J>{f:::,<:::>r.::• •ouc:·~ 6 . 0 1 'TL..B .. STORe
-.---···· ··''-1;;;..!4 -~ . v \... t;;... ___ . -. LOCATION:- -:~-=-~-'fJI:\T~\A ~-- Qt'.\4 u , ___ J.-I~W A-I\: .....
SAMPLE NOc==~:G"--:·:sv~_ft-.c.e_---- __ .... ·_ ...... -----···· ·· ·-· -.-·SAMPLE DESCRIPTIONCReOQ\SH~ e~ow~ SI'-Ti _-o..,~:j .~t-JIC,OM~ :~·:~ :~--- ·.
OU.OMf'0~~-!2~ fSOC:K,
lOCO
tKO
' ---fC(j
1CO
c.co
(/)
~ fiCO
0 < 0 ..J. 4-<JO
!;00:
teo
' .
100 v
·-
/ z v /
-- ---'-'
..
h -
. -
L._..-/ ./
~ ' ·-
~/ @ o. '' Pt;I-.H
-
16)) . 0.1 ". Pf2:1J ~T12ATI t'H\ I= 2. -----
0 0.1 0.2 0.3
PENETRATION (IN{;HES}
TEST RESULTS• MOLDING MOISTURE, 0/o. 1:2.5
MOLDING DRY DENSITY, P.C.F. 104.4 CBR@ 0.1" PENETRATION . fl"L7 OAY5;, SCAK~D 4
·.DATE
DATE
?J-27-73 BY • B? _f .e~.
~,. Z.S -13 . BY_--!.:"-l::..:l'-. ----.--
·-.·
_/ ./ .......
~RAT I( N=as~
.
1/,0::. ~ 2:~1''
0.4
-'"
v
-=~3.t?
.
'
0.5
CBR PENETRATION DATA
PENETRATION LOAD LOAD (INCHES) (LBSJ (PSI)
0;025 2.2.0 13 0.050 410 1~1_
o.o 7 5 555 195 o.l o D GOO '2.27 o.i 2 5 'C()5 2.G.S 0.1 50 l:!2.0 307 o.1 7 s IOCC '2,3 -:z
o.z o o !OSC ~C:C
0.25 D 1'2..\~ _4Q!:
0.300 1~15 4~
-o.aa o \41C 4qo -.o.4oo 15CfC 52:0 '0.450 t115 _5_1l o.5oo lof;'L.'= ~OA1
. AGGREGATE ~ "· &1\1 NV$
. HAMMER WEIGHT·. 10 · l6S . HA.~MER DROP I~,,
.. No; OF BLOWS 5t./LA.yf:R No. OF LAYER~ _5
. WALTER LUM ASSOCIATES, INC. I ·CIVIl •. STRUCTU~Al, SOilS ENGINEERS I
e
........ en
e I~ c < 0 ..J
e
10-470
· CB.R TEST
PROJECTs _. ~~ SSARS- ROE-BUCK··.·~-- COI'I\PAN't ··:=:· :'N~RE.BOUS'E.. § OU~l.~-T S\OR~
LOCATION: .:.=~~~\NA\b.U I . OAI-\U; .. 1-\Av-/D.\\
SAMPLE NO: -.--:-·11 .5\.\RrP--c;~. @-o.~'-1·~·-~·:: --·.:--::: .. · SAMPLE DESCRIPTIONr~-g~I/O\S\-\-eQowN '5\l.T"f Q...Aj p
.. W('b€-f..()_W\~· IROc.t< . -- - .
rro
qo - -
~:C
'-(()
frO
Gt
( ..,.. -
/ v -·· ..
~ ./ 'Bl> o.z· P£k!E.: / ...
40
lj)
zc
/ ~eR
. -
' [ol) 0.1 i• p~~t. TRATICJ t-1='~?;/r I
I - - ·-[7
10 I v 0 0.1 0.2 0.3
PEN~TRATION (INCHES)
TEST RESULTS' MOLDING MOISTURE, %. 2-2.4. MOLDING DRY DENSITY, P.C.F. qq,c, CBR @ O.f' . PENETRATION 2.?! DNIS -::,oAK£D 4 ·
·oATE
DATE
2- 2? -7~_ . BY ...-....:...::B=S:::_--. __ _
2- 2.(,-7~ BY _...!..;N~I ~--.,.,
...
/. V1 v /"" I I
I -·
l I
I ·.··. l 'TRAL.Il )l\...1"' 64/, :; ~ ~.&,I
-· - . l I '
C)::: ~.3 I
I -- I
l ..
.
·- -----·--- . -··
0,4 0.5
C::BR PENETRATION DATA
PENETRATION LOAD LDAO · (INCHES) (LBSJ (PSI)
o.o2.s
0.05 0
o,ots 0.100 -0.1 2 8
0.1 so 0.1 7 8
0.200
0.250
0.300
o.~s o 0 .. 400
'0.450
o.s 00
AGGREGATE. *" MI~US .. HAMMER WEIGHT !0 LBS HAMMER DROP If> 11
. No. OF BLOWS 5t./LA'/ER No. OF LAYERS _5
WALTER LUM ASSOCIATES, INC. I ·CIVIl .. STilUCTi.iRAL, SOilS ENGINEERS I
e
e
-
81 ~f,~L--J~-- r·~ ·E; J [ . · I< 1AIN>>I.;, "-'A~._.
4 ~ . I ~-~:;:;:,7/~k~<~~L~I~~~~~~--~
~ ~. . ,,,:.,.nA..q .. 9Q
~ .,.._ I..AIE:""'A /.. . . . :;t_~.-~1-,oos·~--~A-----. -...v · ~ ~ · · . . '' <KF!t..l.'cc-c··
· et>.<.TH. ri'.~S>Ut'.C" . . . ···--=~~--5 ewe"=:~~-::::::.~~~~:~ -:- _:~~--:-:::- ~-::-.-::--
- .. · fiC:.~~e;:-r-:·----<i?HO\VINGt --L..Ate-F-.A~ f:AKIH- F~f;',SLlR.E= _ Nexr·· To·- ?ewe~~-~-=-·.::::.· _____ ··-·- ... -- t4oi 'To .. SGAI.-1::; -
f FILl.. j
·- -z-~}i;:':~---- s· Pf\ e.A:P- -- poo11 N ~- ·:·---- --,~----:~::::-:-- ~-
,,
.. f ftt..L. f ...
ANGHog.:.··d- - - ./ -------------------- '/I _,.......::::::JI_
:_:s~w~-~:-.. -:--:::.:-::::·:~=:7:-----:-··::::- . / 2.
-~-: ~-~-Sf"REAP- fooTfN.-G, -"Y/ ANGHoR.;
-- -."' -~---• --rf'kk j _
.1'1e- /1-L.l '. ·' -~-~- >Y n "1.' IYr-- se. """ .... -- ··.·· ' ·--~------'-'----
/ / ~ 1
.. . .- I_ ~--po~P :IN -r~AG;~;:~:~~;~-~~s:~-:-~ -~,:~-~;~:=..:-~ .. ·z:c·:· rrt..~ --foul'lt7A110H --
.. fl<:iUR£;: '2 : · <5HOWUJ6! _fOL.!Nt?ATION ""'/Re?r~cT To ?~Wt;::f' L-IN~~~~~~--~-:~~.:. ___________ ... HoT -ro :-- 5CA L.~ --
. . ·. . ~
_____ •. S.eAR..S ~OeP.JllC.i-<. -A .. ND C:oMPAI'J""i :· WA~fZHOt.l~-e. ANt" oun .. er- . STo~E:: --~ :· ..... .
---~~----WAIA'-' . 1 OAI··H.l..,.HA.WAI1 ........ ~ -~-
WALTER LUM ASSOCIATES, INC. I CIVIL, STRUCTURAL. SOILS ENGINEERS I
··"Ae~u;;:::;~~t"l::t~~::=--=-==--=-=-- ·-·-
-
-
1-
LIMITATIONS
In general~ soil formations are commonly erratic and rarely un:i,form or.
regular. . The boring .logs indicate the approximat~ subsut:face soil ..
conditions encountered. only at the drill holes where the borings were . .· . .
ma,de at the times designated on the logs and may not represent condition~ - . . . . .
at other locations or at. other dates. Soil conditions and water levels . , - • .. I-
may change with tl).e. passage of time and conl;ltruction methods or improve-
ments at the site~
During construction, should subsur;face conditions much different.from
those in the borings be observed, encountered; or otherwise iiJ.dicated, ·
we should be ac;lv:;i.sed immeqiately to review or r~considet our recommen.;..
dations .in light of the new developments.
If there is a substantial lapse of timebetween 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 this repo~tbe reviewed. to ... ·
determine the applicability of the rec0iiJ!iJ,endatioiJ.s c,onsideripg the. time .
lapse and the. changed conditions.
Our professional services \Jere performed, findings obtained and
.••
. ·.
recommendations prepared in accordance with generally accepted engineering
practices. This warranty is in lieu of all other warranties expressed or
implied.