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PAL! VIEW ESTATES - PRELIMINARY SOIL REPORT.
KANEOHE, OAHu, HAWAII TAX MAP KEY: 4-5-98: l
FOR REFERENCE .. . . . tot to b,a taken . from . tbi~ room .'. . . . ..
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To: PARK ENGINEERING, INCORPORATED
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. WALTER LUM ASSOCIATES, INC •. CIVIL, STRUCTURAL, SOILS ENGINEERS I NOVEMBER ~. 1971
.· .. MUNICiPAL REFEREN Ctty &
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WALTER LUM ASSOCIATES, INC. CIVIL, STRUCTURAL, SOILS ENGINEERS
WAL. TER LUM EDWARD WATANABE
EZRA KOIKE
1030 WAIALAE AVE., HONOLULU, HAWAii 96816 • T.EL. 737·7911
PARK ENGINEERING, INC. 1149 Bethel Street, Room 710 Honolulu, Hawaii 96813
Gentlemen:
Subject: ~ali View Estates Preliminary Soil Report
November 9, 1971
· (for reside~d.al development) Kaneohe, Oahu, Hawa·ii Tax Map Key: 4-5-98: 1 Chapter 23, Revised Ordina~ces of Honolulu, i961 As Amended
In accordance with your request, soil explorations were made to determine general soil conditions at the proposed residential development site for Pali View Estates at Kaneohe, Oahu, Hawaii.
The surface soils at the site are part of a volcanic ash deposit and may . be generally described as stiff. brown clayey silts (''MH". soils) to about 2 to 9-ft depths underlain by clayey silts with decomposed rocks to
.about 15 to 25 ft, the depths drilled. ·
The proposed light residential houses may be supported-either directly on stiff existing ground or on compacted fills constructe4 from on-~ite soils.
Some grading of the site involving :tow cuts and fills is contemplated. ·The earthwork should be done in accordance with the requirements of · Chapter 23, Revised Ordinances of Honolulu, 1961 As Amended and the recommendations contained herein.
· . This report includes a Boring Locatio.n Plan, boring logs, laboratory test results, recommendations and limitations. . . .
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Respectfully submitted,
WALTER LUM ASSOCIA'l'ES, INC.
C~<t;~ Ezra 1\.oike Professional Engineer 1Iawaii No. 1450
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SCOPE OF EXPLORATION • ·• . . . . . . . . . . . . . . .. . . . 1
FIELD EXPLORATION . . . . . . . . . . • • 0 1
LABORATORY TESTS . . . . . . . •. . . . . . . . . . . .. . . 1
SOIL CLASSIFICAT.ION SYSTEM . .... . . . . . . . '. . . . . .. 2
GENERAL SITE CONDITIONS • • • • • · • • ·• • · • • . . :... . . •. 2
INTERPRETATION OF SOIL CONDITIONS • • • • • .• 0 . . . : . 2
. DISCUSSION AN-D RECOMt{ENDAl'IONS • • • • • • • • . • • -. -. . • • ·• • . 3
PROPOSED SPECIFICATION FOR EARTHWORK
APPENDICES:
A. LOGS OF BORINGS - Boring Nos. 1 thru 10
B. SUMMARY OF LABORATORY TEST RESULTS . - Tables IA and. IB .
c. . PLASTICI',I'Y CHART ' . . . . ·.·
D •. MOISTURE,.,.DENSITY' CURVE · . ., ·... . ..
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E. CBR TEST
F. GENERAL TESTING METHODS
G. LIMITATIONS
H. BORING '.t.OCATION PLAN : ·.' · .. ... · .... :
I.. PROPOSED BOUJ;.P~ FILL - Figure 1
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PALI VIEW ESTATES - PRELIMINARY SOIL REPORT.·. · .
KANEOHE, OAHU, HAWAII TAX MAP KEY: 4-5-98: 1
SC.OPE OF .. EXPLORATION
The purpose of this exploration was to determine general soil conditions
for residential development for the proposed Pali View Estates.
This report includes field ex-plorations, laboratory tests and general
reconunendations for site grading and residential foundation design.
FIELD EXPLORATION
Thirteen exploratory borings were made at the site. The approximate
locations of these borings are shown on the Boring Location Plan.
Descriptions of the underlying soils encountered_are sho~ on Boring
. Logs Nos .• 1 thru 10.
Borings were made with 3-in. diameter augers using carbide drag and
finger type bits. Soil samples were recovered with 2-in. tJlin-wall tube
samplers and a st::aP.dB:rd. split spoon sampler driven .. with a 140-lb ·hammer
· falling 30 inches~
LABORATORY TESTS
Laboratory test:s il)cluded: naturcal water content and density, unconfined
compression, Atter'Qerg l_imit, sieve analys-is, AASHO T-180 ... 57 density,
expansion and CBR. ·
.e
A list of the standard field and laboratory test methods used for this
project.is given in the Appendix.
A summary of the laboratory test results is given in Tables IA and IB.
SOIL Ci.ASSIFICATION SYSTEM
Soil samples were visually observed and subjected to appropriate tests
in the laboratory. Based on. visual observations and laboratory tests,
the soil descriptions given on the boring logs are generally made in .
accordance with the "Unified Soil Classification System."
GENERAL SITE CONDITIONS
The proposed site is located about 500 ft west of Kamehameha Highway
and 1. 3 miles north of the Castle Junction at Kaneohe, Oahu, Hawaii.
The site is a pasture crossed with cow trails and access roads.· Soil
stockpiies 3 to 5 ft high 'were noted. There were two abandoned quonset
huts on the southern sect~on of the site .at the time of the explorations.
·The existing ground consists of relatively low dips and rises of ,\lpou~.
5 to 10 ft.
INTERERETATION OF SOILCQNDITIQNS
F:rom the fielQ. eXplorati()ll and laboratory test result~:~, .the soils may
be. generally described as fol,lows: ·
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Stiff brown clayey silts ("MH" soils) to about 2 to
9-ft depths underlain by clayey silts with decomposed
rock~ to about 15 to 25 ft, the depths drilled.
Water was not noted in the borings during the.fi~ld explorations.
For more detailed descriptions of soils encountered in the borings,
refer to the boring logs.
DISCUSSION AND RECOMMENDATIONS
In general, the present plan is to clear and grade the site for
residential development. Cut and ·fill slopes should generally be
limited to less than 10 ft in height.
In the opinio~ of the Soil Engineer, the on-site soils, in general, .
have sufficient strength to support the fills and proposed light
residential structures, provided the site is cleared and grubbed,
drained and localized soft spots are removed·.
High moisture soils may be encountered in the deeper cuts. If used
for the construction of fi·lls, compaction may be difficult and will
require special treatment.
Cesspools may be encou~tered near the abandoned quonset huts. They
should be located on the grading plan prior to grading operations, if
practicable. Sludge should be removed and the cesspool backfilled with
granular material. .. ·
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Soils with decomposed rocks were encountered at about 2 to 9-ft depths
in some borings. Because of the shallow depths to decomposed rocks,
boulders will probably be found interspersed over. the site. As the
excavation gets closer to decomposed rocks, the quantity of boulders
will be greater. These boulders may be used to construct fill slopes
outside of houselots. See Figure 1.
A t~porary storm water retention basin about 6 to 11 ft deep with a
spillway at the northern edge is planned for Lot 24.· Three horizontal
to 1 vertical slopes are recommended for the basi~.
The inlets, outlets, and spillways should be lined with boulders. There
should be a layer of filter rock between the natural soil and boulder
lining. Boulders and other bard spots should be removed before filling
the retention basin for houselots. The inlets, outlets and pond~ng basj,.n
should be maintained and repaired, particularly before and after a rainstorm.
Site Grading
Surface vegetation, stockpiled soils and miscellaneous debris
should be cieared and removed prior to site filling. Localized
soft pockets encountered during tbe .site preparations should
be excavated and backfilled with compacted select material.
Provisions to drain.tbe site should be included during and
after the completion of filling operatio~s •·
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Because existing buildings were noted in. the southern section
of the site, cesspools, concrete -slabs, footings, pipes and
other conduits may be encountered. If practicable, they should
be located in the field and removed.
In general, the on-site soils .may be used for the construction /
of the proposed fills. Grading work should be done as required
by the F.H.A. Data Sheet 79-G; Revised Ordinances of Honolulu,
1961 As Amended; and as recommended below:
1. The area should Qe cleared and grubbed.
2. Topsoil and stockpiled soils should be either
. (a) str.ipped to stiff natural ground or (b)
scarified and recompacted befo-re the placement
of fills.
3. The bottom and sides of dips or natural drainage-
ways should be stripped down to stiff natural
ground or scarified and recompacted before the ·
placement of fills.
4. Subdrains.should be placed in a herringbone
pattern along the bottom and sides of natural
drainageways before·the placement of fills •
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The locations of subdrains should be determined ·
in the field after clearing and grubbing.
5. Hard surfaces along access roads should be
scarified down to stiff soils and reconipacted
to match the density of the surrounding soil.
6. fills should be constructed in approximately
level. layers starting at the lower end and
working upward.. Where fills are made on
sloping areas steeper than about 5 horizontal
to 1 vertical, the ground at the toe of the
fill should be benched to a generally level
condition. As the fill is brought up, it .
should be keyed continually into the stiff
natural ground by cutting steps into the
slopes and·compacting tbe fill into these
steps.
7. Fills should be laid in 6-in. compacted
layers to 90% ·of the maximum density
determiried by the AASHO T-180-57 test method •.
However, the on-site soils from t11e d~eper cut
areas. generally will have relatively high water
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contents and may be difficult to compact. In
such cases, the construction of fills should
be compacted in one-foot layers to the maximum·
density obtainable in the laboratory at the
water content approximating the field moisture
condition. In addition, the relative density
of the compacted soil should be greater than
85% of AASHO T-180-57 density.
Existing Cesspools
Cesspools may be encountered during the site preparation
work where the quonset huts are located. When encountered,
they should be flagged and indicated on the plan_s. Sludge
should be removed from the bottom and the cesspool backfilled
with fairly well-graded granular materials. The materials
should be placed in thin layers and rammed into place or
compacted with vibratory. equipment. The top 5 ft of fill
should be compacted _in ·6-in. compacted layers.
Building foundations should be designed to bridge over the
cesspool.
Slopes
In general, cut and fill slopes of 2 horizontal to l vertical
or flatter should be used.
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If slope heights (top to toe) of greater than 15 ft are
considered, 8-ft-wide benches should be placed at·about
15-ft height .iptervals.
To minimize 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 reconunended on cut and fill slopes to
. minimize erosion.
Slope adjustments or other precautions may be necessary if
seepage zones or soft spots are encountered in lo~lized ·.
areas.
Foundations
If earthwork is carried out as specified, the stiff natural
groupd and compacted fills should develop adequate bearing
values to support the proposed light residential structures. ·
For light one and 2-story. houses, differential settlements
will probably be negligible and within.the settlement
tolerances of residential structures •. ··
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General :reconunendations for foundation construction are as
follows:
1. For the proposed light one-story residential
st~uctures, conventional -house foundations .
such as slab-on-ground construction or p.ost
and-beam construction may be used.
2. Bearing values for a given soil usually vary
with the size and depth of footings. For
light, residential structures, beari11g values
of about 1000 p.s.f. on compacted fills and
1500 p.s.f. on stiff natural ground may be .
used.
3. Soft spots or pockets of loose material
encountered in footing excavations or below
the building area should be excavated and
the excavation backfilled with well-graded
granular material such as S4C or other
approved material.
4. Because of the downhil.l creep effect of soils
o.n a slope/ some settlements may occur near
the tops of slopes. Bu-ildings should be
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placed generally about 15 ft from the tops
of slopes. This distance may be reduced for
lower slope heights, e.g., 10ft for 10-ft-
high slopes, but generally should not be
closer than 5 ft from the top of an:y slope.
5. Construction of retaining walls on slopes
generally should be avoided.
6. Good sur:face dr:ainage away from the foundation
of structures should be maintained, and the
site should be graded at all.times to prevent
the pending of water •
Concrete Slabs on Ground
For concrete slabs on: grou~d, a base course of 4 in. of·
well-graded gravel less than 3/4-in. and greater than
1/4-in. in size is recommended. . - - . -
The subgrade should be compacted and shaped to drain, if ·.
practicable. The subgrade should be kept slightly higher
than the finish g~ade outs·ide the building.
Roadway
In general, a rough estimate of the roadway pavement thickness
for the light automobile .. traffic· anticipated is as follows:
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1. Wearing course - 2-in. asphaitic concrete.
2. · Base course - 6-in. base course.
3. Subbase course - 6-in. subbase course
over a prepared subgrade.
Provisions should be made in the contract documents to allow
for local adjustments regarding subbase requirements in the
field in accordance with the design standards of the City and
County of Honolulu. In fill areas, the use of select soilS
within the top 2 to 3 ft of the subgrade may reduce the
thickness or eliminate the need for the subbase course.
The_ subgrade should be compacted and shaped to drain. To
avoid the pending of water and softening of the subgrade
at low points, weep holes should be, placed at subgrade
levels thru the walls of the catch basins which are placed
in these low areas.
Utilities
Utilities should be placed af:ter the fills are constructed.·
Utility lines should be designed with flexible joints,
f
particularly where lines are connected to structure~. Gravity
flow lines should be made as steep as practicable. The bottoms
of utility trenches should be daylighted and graded to shed water.
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Unforeseen Conditions
Unforeseen or undetected conditions such as soft spots and
abandoned utilites may occur in localized areas and will have
to be adjuste4 and corrected in the field as theY, are detected.
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PROPOSED SPECIFICATION FOR EARTHWORK
PAL! VIEW ESTATES
General Description
This item shall consist of clearing and grubbing, preparing of
land to be filled, excavating and filling of the land, spreading,
compacting and testing of the fill, and subsidiary work necessary for
grading the site.
Clearing, Grubbing and Preparing Areas to be Filled
Vegetation and rubbish shall be removed and disposed of, leaving
the disturbed area with a neat, debris-free appearance.
'· Vegetable matter shall be removed from the surface upon which fill
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of fills. Loose surface soils encountered at finish grade shall be
scarified and recompacted.
The bottom and sides of natural drainageways shall be stripped down
to stiff natural ground or' scarified and recompacted before the placement
of fills.
Subdrainf; shall be placed along the bottom of natural drainageways
before the placement of fills. The locatio11s of subdrains should be
determined in the field after clearing and grubbing.
Acces.s roads shall be scar.i:fied and recompacted 'to match the density . . .
of the surrounding .~oil.·~.·
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Mater,ials
Fill material shall consist of selected on-site soils or approved
borrow soils. The soils shall not contain more than a trace of organic
or deleterious matter.
Borrow soils shali be select so;l.ls generally less than 3-in. maximum
size, with more than 30% fines and a plasticity index generally less than
20.
Fill material placed in the top 2 ft of fills shall contain less
than 30% gravel.
Placing, Spreading and Compac_d.ng Fill Material
The selected fill material sball be placed in level layers which,
when compacted, shall not' exceed 6 inches. Each layer shall be spread
evenly and thoroughly blade-mixed during the spreading to insure uniformity
of material and water content within each layer.
Rocks or cobbles shall not be allowed to nest~ and voids between
-rocks shall be carefully filled and compacted with small stones or earth.
When the water content of the fill material is much below the optimum
for compacting purposes, wate:r shall be added until the water content
assures a thorough bonding during the compacting process.
When the water content of the material is above the optimum for
compacting purposes, the fill material shall be aerated by blading or
.. by other satisfactory met:hods until the water content is near the optil;n\.un. -.
After each layer has been placed, mixed and spread eve!lly, it shall
· be compacted to. 90%. of maximum density in accordance with MSHO ·Test No.
T-180-57 or other comparable density tests~. Compaction shall be with
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sheepsfoot rollers, multiple-wheel pneumatic-tired rollers or other
acceptable rollers which shall be able to compact the fill to the
specified density. Rolling shall be accomplis,hed while the. fill material
'r., is at the specified water content. The rolling of each layer shall be
continuous over its entire area, and t~e roller shall make sufficient
. passes to obtain the desired density.
Field density tests shall be made to get an indication of the
compaction of the fill. Where sheepsfoot rollers are used, the soil
may be disturbed to a. depth of several inches. Density readings shall
be taken as often as necessary in the compacted material below the ... '
di~turbed surface. When these readings indicate that the density of
any layer of fill or portion thereof is below the required 90% density,
that layer or portion shall be reworked until the required density has
been obtained.
The ~:i.ll operation·shall be continued in 6-in. ·compacted layers,
as specified above, until the fill has been brought to the finished slopes
and grades as shown on the accepted plans. ,
Compact·ion of High Moisture Fill Material
The on-site soils from the deeper cut areas with relatively high
water contents will be difficult to compact.
When used for the construction of filis, these soils shall be
compacted in one-foot layers to the maximum density obtainable in the
laboratory at the water content approximating the field moisture condition.
··In addition, the r~lative density of the compacted soil shall be ·greate'f
than 85% of AASHO Test No. T~lSQ-57. ' \'
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·Backfilling of Old Cesspools
The following procedures shall be followed.for bac~illing:
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· (1) .Sludge Removal
Remove the sludge from the bottom of the old cesspool
by (a) pumping or (b) by clamshell or any other suitable
method. The material shall be disposed of away from the
site. The completeness of removal shall be verified by
p~obing, and the sludge shall :be less tban 12 in. at the
bottom. ,
(2). · Granular Fill (below 3 ft from finish grade)
Use granular material, graded from 6 to 0 inches. The
fines passing the No. 200 sieve shall be less than 10%.
The materials shall be placed in thin layers (12 in.
maximum) and compac~ed with vibratory equipment to 90%
of AASHO T-180-57 density. Ramming each layer into
place with a clamshell bucket will be allowed. The
granular fill shall be wetted before pl~cement into
the cesspools. Compaction tests shall be conducted
to verify th!lt 90% compaction is obtained by the.
· construction method selected.
(3) Top 3 Ft of Fill
Linings encountered in.the cesspools within the top
3 ft from finish grade shall be removed.· The fill · ..
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· .. ·e within the top 3 ft from finish grade shall be .
· . constructed from on-sit.e soils in 6-in. compacted
layers to 90% of AASHO T-lSQ-57 density. The
material at finish grade shall blend with tQe
surrounding soil.
Excavation
Suitable material from excavation shall be used in the fill and
unsuitable material from excavation shall be disposed of.
Boulder Fills
If boulders are proposed to be used in the construction of fills,
they shall be placed along the toe section of slopes and at locations
indicated on the plan. The subgrade shall be stripped to stiff natural
ground and shaped to drain. A layer of granular filter material shall be .
placed on it. All voids between boulders shall be filled with smaller
granular soils. A blanket of filter material shall be placed against
· the boulder fill before construction of- earth fills behind or above the -·
boulders.
Unforeseen Conditions
If unforeseen or undetected critical soil conditions such as soft
. spots or seepage water are encounter~d during the field operations,
corrective measures shall be made in the field as they are detected •
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Rainy Weather
Fill material shall not be placed~ spread or rolled during unfavorable
weather conditions. When the work is interrupted by heavy rain., fill
operations shall not be resumed until field tests indicate that the water
content and density are as previously specified. ·
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BORING LOGS
The str~tificat-ion lines shown on each of the boring logs represent the approximate boundary between soil types and the transition may · be gradu~l.
Symbols
Symbols used generally are in accordance with the Unified Soil Classification System.
Where a parenthesis "(MH) 11 is used, the soil sa.¢ple wa~; classified · .. '· -· by visual observation of tb,e sample recovered.
Where no parenthesis "MH" is used, the soil sample was classified from either the Atterberglimit or sieve analysis test results.
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WALTER LUM ASSOCIATES, iNC. 3030 WA_IALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931
Boring Log BORING NO. ~et No. __ ......,..._ of ----
PROJECT __ .=.P.!.!.A~L.:,I_V!...:I:.:E::!W.:......::E::::S..::,T:.:ATz..:E:::S:::....,... ______ _ Drill•r W. LUH ASSOC., Jgc... Dote SE:.f'T. !S,l"11
LOCATION _ _:Ka=.:n::e::o:..:h::e:.!,~O:..:a:.:h.:..:u::..:,~H:::a:..:w:::-a:..:·~:..:·J;:... ,.,.....----Tax Map Key: 4-5-98: 1
Field Portv . 1::1 U 1. U 1..:. I • l<.A. K U
Type ot .Boring All6!:C\(;:;j}J:}r\~"1t.iJ) Diam. ___ '3~"----28'S' ~ .,(-
HAMMER: Elev. ___ ...-:;... ___ .,....-_
1 +o". Drill s;r : ft NC.ER 'T'1'r-e Datum-------
Weight---.-------------- ----:-;A,..---;----r ......... .._--r-----:----~ o'' · Water level ~~~~~E.t:'
Drop ~ .. S • 'Z- o.P. IHII-.1 WA\.1. TU[!.e. Tim•-~~--+---+------1----+----SAMPLER: •:" <;? - 'Z~. ?TANPAI't7 .5rl.I:T sr:-ooN Date _");;..·..;.I.:;.S._·1.:..:1....L.--.....J-...--....L----'----
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DESCRIPTION o£ ~ ·. 2-EL.E.\J·"' 'loSS 'ij ~- _ 0 c Jl
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PENETRATION DATA
Standard I .. 1. '' 0 • P. · Penetration Teat .:THIN WAL.L.
:TulbE: ~AMrl.f:ll.
N (Biowa per foot) : o 10 20 30 "q.·e,L.o~<.~S/o.:,'
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WALTER LUM ASSOCIATES, INC. 303P WAIALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931
Boring Log 80.RING NO.· I A Sheet N!). of __ __...._
PROJECT __ ~P~A~L::;I~V!..;l!:.:E~W:!.....;E~S~T~A~T:,E::::::,S __ .,.... ______ Driller ·:~~J.L.UM AS~OC.,I\o.IG. Dote '?E.PT. ~e.. i'J"11
LOCATION __ .::K~a!..!:n~e~o~h~e:.s., • ....:O~a2.!.!h~u:..a·~H~a~w!..::a~i:..:i::...-_____ .,......, Field Porty · :, U 1. UK 1 ' T S u K A '1. A I<. 1
. , "-ci\(Ko.e.•Le \ . .,. .. 4 5 98 1 Type ol Boring AU'"' Mi14"1CHA.Y'Diem. _. ___ . ., ___ _
Tax Map Key : - - . . : -----.--~:.!:!.::!....:~-.t:......=:;.Z_:..:..__;:!.....:;:_..::..:~..::.,.,....----- ... '2 .j I ; -t * Elev. ·· · -
HAMMER: Drill 811 : f\1:-lC,.E;~ T"'(Pf: Weight· _..:..14~o_11_· _________ ___,;, __ ~~~~;==::;::::::::.:,_.,.--~~,..,...-......... --
- ~ O'' Water Levei_~·~::::':.::J1T.:.:••c.::,::e..::.,:o:,_l----+---+-----li---Orop•--......:.--::......-----------"----..- Time:
SAMPLER: __ ....:~:.·_· ..;;.o_. D;.;~,..;i;.;.I-I..;.;I..;.N.;,.;·.;.L-l.;.;A...;.I....;;.I..;;.: ....:i..;.U....:~..;;G-;.._ __ .-., _ _..._ o.,.-. ~'J--'2.-1!>~-~J.~I+--.;._-1------1-----+...---
Datum-------
PENETRATION DATA ci.
I 0 ..: E ~ Standard 'Z."O.P.
0 z .. " ~ . u .. Penetration Teat 11411-l Wh..t.l..
" (j " .!· .. ..: ~·.&: .&:: •
c . .,.., .,..,
TUllE:. S.6.1-1P"~oe~ . Q. ~I.! !if! cu ~"! a"! E ~,., ~~ ~A; I C::· A. N (Blows per foot) Jl ~ g ::1 ~ 0 10 20 30 40 f:>I..OW~/o.;'
DESCRIPTION
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WALTER LUM ASSOCIATES, INC. . I 303P WAIALAE AVENUE • HONOLULU, HAWAII 96il16 • PHONE 137-7931
Boring Log, .BORING NO. "2. Sheet No. ----·of --:----
PROJECT __ .:P.:A.::L::l:......:V:...::I:.:E:;;W.:......:E:.::S""T:.:. ~~T:;..;E::.:S::..·---.---:-----.---- Drill•r w. t. u H A., soc .. INC.. Date ":! e P'T. '2. 4- . I '711
LOCATION __ .:.Ka:::::.::n:..:e:.:o:.:h:.:.e~·-=O:.::a:.:.h:..:u:.:•z..· ....;H=aw=a:.:i:.:i=------------- Field Party· SU'Z.Ut<,t • KAt_<.u J>..u~ei\(Moe>r~;e · ) ? '' ·
Tax Map Key~: 4-5-,98:. 1 Type or Boring Mr~o~urt>MII-1:1 Diem.----..,----_ __; ___ _::.:::::.:....::=s;_~;.t;;.;;--......;....::.,-.:....;;..;;;_,;;;;.__,...,...,_.___ '2.1"' I'! .j(
Dat_um -------HAMMER:
!40 ...
Elev. __ ..;._;_....:, ____ _
Drill Bit - fl 1-.\C.. f. R. T"'{ re __ Weight __ ..,.,.,..-------------- ----:"':"::::r--.....----r-----r----:----
·~6" Water Levei_H.!:l.H::..~1u''J<.:C.~~t>::..· +--.--+----11----+---Drop -z..·· 1- "Z. "O·P. 'THII.J Wb.t.L. 1ue6 Tim'
SAMPLER: ~'Z.~ C,7 • 'Z • .. ':.TAI•II7A~P SI"LIT SPOOH. Dete""-.. -_,..._,::..--·..:'2.:+:·-1.:.;.-:-I._-+1--:::::_4J...-:::::_-1::_-:::_-+:::::.:
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DESCRIPTION
e.t.a\1. __ ;. "2.1~ '± 1 * __ .SOFT TO ME.t'ILIM,._ei!-OWN _ ,Gl.A."'{E"1' ':tiLT. _ ........ , __
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PENE_TRATION DATA
Standard ~- 'Z" Q.P. -Penetration Teat _'THIN WAI.I.
. Tl.le>E. SA.MI't.el\ N (Blows per foot) 0 . 10 20 30 40_ f!>l.OI-lS/O•S
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WALTER LUM ASSOCIATES, INC. 3030 WAIALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737·7931
Boring Log· BORING NO .. .....;'2_A ___ Sheer No. of _....._ __
PROJECT __ _:P:..:A~L:;I::.,_V.:..;I:.;E:;W:.:,_;E:;S=.T::;A:.:T::;E=S--------- Drille,' W. LUM AS~OC._., 11-lC., Dare ':>tf'1. 'Z.S, 1'>71
LOCATION __ .;;.K;;;;a;;;;n::.;:.e;.;:o;.;:h.:.;e~,~Oa;...;;.;h;.;.u.;;;.z., ...;;.;H.;;.a;.;.;w.;;.a;;;;i:.:i:._______ Field Parrv. . '5 U 'Z.. U I<. I L 'T S U I<.A. 1..6.1<.1 AUC::tE;P.' M051L.IO 1 ' ~ ..
Tax Map Key: 4-5-98: 1 Type of Boring \K!!JUJ!i.HA.H lam • ..;.· __ ..;;._ ___ __;_
zss.' -t ~ Datum-------Elev. _.;........:;;_;;_:;._;;..__ ____ _
Drill Bit ·. FI~C:a~R j.,..f'E; HAMMER: 140#. Weight ______ ..,...,... __________ ---.......-::::----;----r----.,.----;---~o" Water Leva_! ~~; t..t;P
Orop1--~~,_...~ .. -=--=--=,.~,"l"':":' ou":"""':.~_,,.-:-;--::1:-:-:-:,_::-e~------- Tlmo ·. ,'Z:"--7- 'Z o. D. ,., I,... ..,...,..l.l. U '" .;._--::---1----1----+----f---
SAMPLER: ·."2." S7 ·"2." ~1Ar-lt='ARD '? l"l.l1 ~POOI-J. Date ... ·:'>..:,_·'2...:::.8:::.·...:1~1L--...--'----.1.....---'----
DESCRIPTION .l o .
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Standard I '2 "0 .17. Penetration Test ... THIN 1-lA.L.L.
. TU&e 7AI-1Pl.e.~ N (Biowa per foot) , o 10 20 30 "~-- ~L.OW~/D. 5o
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WALTER LUM ASSOCIATES, INC. I 300P WAI.ALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931
Boring Log BORING NO. ~ Sheet No. of ----
PROJECT __ .::.P.!.!A:::::L::..I _V:..::I:!:EW:.:.:......=.ES::;;'f:;;:/\:.::::T:..:E:;:S ______ _ Driller W.L.UM A C,t,oc,.,l 1-l.C::,. Dare ~ erT. '2.S, 1"'11
LOCATION _ _::K~a::..:n~e~o!..:h~e~,_:::.O:::.a.:.:h.:::u~,-'H:.::a:::.w:.:.:a:::.i:::.;i:_ ___ .....,. __ Field Party. SU"Z.IiK.I. 1<..6-.I<.U ,"Tr,Ul4A.t..6-.l<l
.. . A. (HOP.>II.f: ) ? " Type ol Boring ,...UC!f.f\ HI~UT~r1A.H Diem. --------Tax Map Key: 4-5-98: 1 Eiev. "Z 84- '-± ~ Datum -------
HAMMER: 1· c.. Dl\b..C. 14 * Drill Bit
Weight_....---_0 ____ ---" _____ .;.;....;...._---' ......... .-- ---~r:.;----.---r--~T---;----. ~0" Water level ~~~•Gf:.P Drop a. - Time, ~~~~ ........ ---4-"'-'--.-+----"'!1-----
'Z." -~. '2." o. O.ll-\1 K WAL.L. IUI!>t; SAMPLER: 1." o;c;. 'Z" ?i.b-1'4PAr-..P ? rL.IT c, ro~_~-o~ 0118 .,">.;.·...:"L:.:5o:...·.:..1 ::...I .1-----L---..L....---'----
DESCRIPTION
E.L.e.". = 'ZS+'-t J ~ ___ <;."TIFF, 1\t:.VPIS~ &1\(IINH -
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PENETRATION DATA <i.
I c: E .. Standard 1." o.p. .. j~
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i~ .. &"i .. "l iU&e ':I.Jio.MI'Lt..R, e.,_ ~~ ~A. C:A. N (Biowa per foot) i .. ,
a :I > 0 10 20 30· 40' ~L.Qilo4~/0·c;, .. ...
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WALTER LUM ASSc;>CIATES, INC. 303P WAIALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737·7931
. Boring Log BORING NO. - 4 Sheet No. of ----
PROJECT PALl VIEW' ESTATES Driller W.l. u M AS";,OG., INC. Date.· <; e_Pi. 'Z.'7, I '7 71
LOCATION ~-K=a:.:n.=e.::::o:.:h.=e·..z.• _.::::O.=a:..:h~-~:.r.•---""I:i:=a:.:.:W~a;.::i:.=i:...._ _____ _ Field Party S U 'L u 1< I • 0 ".r H ; R o · t1 (MO~l<.e; ) - '?"
Type of Boring A. -'•rot'!. MI141.1T6Mt.lo4 Diam. --------Tax Mcl.P Key: 4-5-98: -1 7."> I 't 4C:
HAMMER: Elev. · Datum --------
~ ~:·ii~I~B~'·-·~-:r;l~N~~:e~~::·~~~::f:e:::_T-___ r---~-----. !4o~: Weight, ___ ~.;._--~-------------...... --- Water Level. ~~T,_; "" ....
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WALTER LUM ASSOCIATES, INC. I ' 3030 WAIALAE AVENUE o' HONOLULU, HAWAII 96816 • PHONE 737-7931
Boring Log' . BORING NO . ._ .. '-4::....· ...,A...::..... __ Shoot No. ---- of
PROJ ECT _ __..;P::...:A~L::.:l:......!.V..::l=.EW::.....:E:.:S:.::T.:.:/\.:::.T=.ES=-------.=-;--...-...- D .
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lOCATION _...:Ka=n:.:.;e:.:o:::.:h:.:.;e::.:a~O::.:a:.:h:.:u::.:•t.....:.H:::a::.;;w:..::a::.:i::.:i:__ _____ _ Field Party ..;._s:;._u_'Z.._·u_'"-....,1~· '""0,.,..,.,"',...H_I -=-1\_o _____ :------A c.e.. (Mol!>rL.e ) ?''
Type ol Boring 1..1 1\ MIKU1£t1b.l-l Diem.-'---------'-Tax Map Key: 4-5~98: ~ ~oo'-±. ~
Datum ------~-HAMMER:
Elev. ---,,--_,..;~-,......,.,,.,---Drill Bit FINC.E;f\ "T'f'PE..
VVeight __________________ ~------------------- ------~~~.~1--~~-----T---~---~------Water Level...::~o.~~o..~,;TI•w;:<-~'-£....'"'+----t----,1----+---
0rop Time --~--~------4-----~------+------SAMPLER: Date ., · t•H i
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DESCRIPTION
.. 0- 1.00~~ (l'rt."'t')~e.t'PI~H ~I'.OWN Ct.A"'t'e,. ~l!.T (FII.!.)
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WALTER LUM ASSOCIATES, INC. I I
Boring Log l
3030 WAIALAE AVENUE • HONOLULU, HAWAII 96.816 • PHONE 737-7931
BORING NO. , E) Sheer No. ---- of ----
PROJ ECT __ ~PJilA>=L!.:!:I...-!V..:I>=EwW:... . ..:E~S~T:£ili..~T..:.E!.!=S:-_ ........ ______ Dra1.,' w_. _L._u_M_A_s_s_o_~...:.·,_1_14_c_. _.. Dare ..,s_t:_r_T._I_+_..:.... 1_")_1_1 __ C:,u7.UI<.I KAKU
LOCATION __ ..;Ka~!!n~e:!::o:!.h!.::e:J•.......:O~a~h~u:.a•--!H~a!!wl!a~i:.i:_ _______ . Field Parrv _ ........ "--...,..,.-:-:-:~:':"'1'!-~-----":':"'"----ALJ~~~(Moe>IL.f: \ . ~ ''
Tax Map Key: 4-5-98: 1 Type of BOring · MIHU1't.M.A.HJ Diem. __ __:;.... ___ _ - ~I 'Z. I 't it
HAMMER: Elev. :..· --~~~~~-~- Datum --"'----...... -14-0~ Drill Bit _fiN41:!\ TYf'l:;
Weight. --.--....... ,.,,....--.,.._.;.--,r-----r-----:----'? 0 •• Water level '8~~C,pp I I I I
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SAMPLER: 'Z~SS • 'Z." SiANPA1'17 ~f"l.IT SPOO.N Dato-,-.-·1""'4-,.-·1..,.14----4---.. +----+----
(MH)
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DESCRIPTION
SI..S\1,: ~ I'Z. 1 'i "J il.
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PENETRATION DATA
Standard -~ Penetrallon Teat J
'Z."O.P. THIIoJ .WAl.l. 1Ue.~ ~AMPI.~~
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W~LTER LUM ASSOCIATES, INC. 3030 WAIALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931
i Boring Log;
BORING NO. ·- G, Sheet No. of ----
PRQJECT _ _..__,!P..!AL~l~V:...:l~E::;W:.:.....E=S.:.T.:..:f.;.:,:T..::E~S~-------- Driller W.LUM A.SSOC..,INC.. Date :;E.l"T. 1~. 1">71
lOCATION __ ~K:.:;:a;:;n:..::e:..::o::..:h!.:e::.,_l.• _:::.O:::a!.:h:..::u:J•t.....,.:H:.:;:a::::w::.a=i.::i~------ Field Party - Su1.Ul-<.(l Mo~~~I<U )
4 98 1 Typ. Of Boring AUC.~R MIHUTf.HAI-I Diem. -'--__ ?.;__ ___ _ Tax Map Key: -5- : - -
------.:!;.;2~~UL~S.l..!-.....::l'-=::!.::::!..!:!..!-.=...------ Elev. · '?.")") ·~ * Datum-------
HAMMER: .II Drill 811 . FII-.!Gf::.!\ T'il'e_ Weight __ l4_0 _ ___. __ -'--___ .....,.. _______ ---__,.,.,..---,---.----....----~--
:?O" waie; Level_~:::;~~~~~~:.!f-:,::t>;___,.l----+---+----ll----~p ~me '2 '' ~ • ?. ' 0 .p; TI-ll N WA. l.l. jU t!l e. -----,4---,._---+----+------
SAMPlER: ..... S!:. • 'Z" ~TA'-IPAI\P SI"LIT ;,roo~ Date ">·1~·11
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PENETRATION DATA
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. .., >~ IL N (Biowa per foot)
o 10 20 30· 4o:·
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WALTER LUM ASSOCIATES, INC. I 3039 WAIALAE AVENUE • HONOLULU, HAWAii 96816 ~ PHONE 737'7931
Boring Log BORING NO. 7 ·· Sheet No. of ----
PROJECT PALl VIEW ESTATES Driii~;W.I..UM AS~Dv., INC.. Date ~~f"T. 1&. 1'?11
LOCATION Kaneohe, Oahu, Hawaii 1
Field Part; -~U'"l..UI-<.1 , 1-<.A.K.U --.!!:::.!.!..:::.:::..::!.::..L-=:.:.:.:::...L.....:;:;===-------- . AU~ e ~c M 0 !bl r..Ei \ . -:,"
T M K 4 5 98 1 Tvpe of Borinn · HII~UTCHb.tf,biam. ___ ....._ ___ _ ax ap ey: - - : . . ..
- - .. 'ZS'? '+ * Elev; - ·Datum -------Drill Bit . FING.E;.f' T'i re HAMMER:
Weight ____ 14_
0 __ ~~-~·------~==~------~------~--~----~----~~ .. --~----~-----
~.o" Water Levei;..;.\:1::::.;'~~,.~~ ... ~·~::.::!>~~-----+---+----I---Orop·----,'Z;.;,.,., .,.~-_-..,.'Z,.;;·,:.-0.,......,· t:~=.-=T:-:-H,-r,. I~N,... ~w~A:-:_ l..:-:L.-=i~U~b'"='c;,_--~- Time -
SAMPLER: --""""'"•.-z.:..·--· ~._s ....... -_ ..:::'2:....' --.;--~::....,...;.;A.~N;.;;P...;.A..;..I'f...;.;:. :;..~,.... _..;;~...;.P..:I..;.;.'..:..'T_~~r:;..· o;...o....;'"'---
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PENETRATI.ON DATA
Standard I Penetration Test
N (Biowa per foot) 0 10 20 30 40
1-
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WALTER LUM ASSOCIATES, INC. 3~30 WAIA_LAE AVENUE • HONOLULU, HAWAII 96816 o PHONE 737·7931
Boring Log BORING NO. - 8 Sheet No • .....,..___,.-- of ----
PROJECT __ ~P!!A::::L~I~V...::I:.:E:..:.W.:....-...:E:.:S::..:T:..:};.:.::T::.;E::,S:::, __ ...,...,,..--------- Driller · W. LU M ASSOC., l N C. • Date S e; P1 · 'Z-4, I "111
LOCATION _......::K.::a:.:n~e=.o:::.h=e~,_·..::O:..::a:.:h.:..:u:.-.z..• -.....::H::::a:.::w..::a:::i~i=--------- Field Party <:. U 'Z. u I<. I ' 1<. A I .C. U f.. C.,~fl,(MO~II..~ \ :,"
T Ma K 4 5 98 1 Typo of Boring U 1"\INUT&l"l~HJ Diain. --~-----'--------~a~X-..J.:!sO~--.AeSy;x....t...; ___::r.;-;;;,~-:-;;;..~;,__.!:...------ '2. 8 ~. "±. *
HAMMER: Elev. - Datum -------
~ 40 _-If_ _ uo:ril:l ~B~it __::F;;;:Il-I;;;C.:E;.:P..=T;:-"(:P:f:=:_T"" __ _,,_---:----Weight __ .....,.... _______________ --.,- l'!oT -- --
"bo" Water Level'. ~o~i>+ 1 ~e;c:r Drop ·.. ~~~+----1-------+--------+---:z." S · 'Z.= o.p, T~ll-l WALl... TU!?E .. Time· -
SAMPLER: __ __:'Z;...".....;s;...~;...:_"Z.;;.'.;..' o;;S...;.T.;..J>...;.;.I-.I.....;P.....;A....;,;,.;!\;;..;.·ti'-.· .....;~;...r.....;· !-;...'-.;..T._':I.;;..P.....;o;..;o_t-1.;._ _ __,..,... Date _'l· "-"i'., 1
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3: .. I
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WALTER LUM ASSOCIATES, INC. 3031) WAIALAE AVENUE • HONOLULU, HAWAII 96816 • PHONE 737-7931
Boring Log i BORING NO. 0) · Sheet No. ---- of
PROJECT __ ...::P...:.;A::::L~I_V.:-.:-I::.:E:.:;W:......=E.:::.ST.:.:/\:.:.:T:..:E:::S:..._ _____ _ Drille;.W.LUM ASSOC.. \NC.. Date Sf:I"T. 1'?,1':111
Field Party S U 1.U I<. I • !<.~ !<. U_ - -AUC.f.l\ ( ~Dt'>\ \..C ) ~ "
Type ol Boring · NII-\UTtH~I-t. Dlam. ;.,..,...,. _ __;;;,........;_ __ _
Elov. · ~ "2 '?. '-: '* -Datum --------
HAMMER: !4o1- Drill Bit -__ FIN~Cl' T..,-Fe;
Weight_~-.~~----...-.----....,.,.'=""----- ~~~:; ..... ~o~T=~-::;::=::::_~.:::_-~----:----:~o· Water Level_>:;:.l:.,.o-l.l..1 r:;:..l~~..::·~:...-+---+----.,----+----
Drop •. -- ., .... .. To'me· ."Z." 'il· "Z. 0-P .. THI,.... WAL.I:. ,ue;... ...,........,....-...,.j----._--+---+---
SAMPLER: ·-z.•· ~~ • 'Z." ?TA.NV'At~;p ~rLIT ~ f'OOJ-.1 Dete _-'>.:..-·..:.i~~-·1.:..:t:....L.----'-------'----'----
LOCATIQN_.......:K:::!a::!n:.::e:.::o:.:.h:.::e::.J,~O:.:::a;.:.:h:.:::u:.z• ..... - -~H::::a~w.:::a:.::i:.::i _____ _
Tax Map Key: 4-5-98: 1
PENETRATION DATA d. .,
0 c E ~
Standard "2." 0·17·. z .. ~ c 0 2 . ... Penetration Test THI~ WAI.I. .. ~~ v ...:u.: ..c..: ' a. ..... "' . Tue.E. ~AMrt.fi~ ;;..4 !·~ QV g"i 41C'! E ~ ... ~a: Cll. N (Biows per foot) ~ ;:: c"" ... .
Q ::;, > :o 10 20 30 40 __ ~L.OWS./D·?
DE~CRIPTION
~;A ~'Z. 1--0 L..l.-" (.8 1--PL.· 4S. , ' "J-e ~~~ ~1 \00 l~b.?Ot . ·s;.~ IO/ &
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WALTERLUM ASSOCIAT~S, INC~ ·I 3009 WAIALAE ,AVENU.E • HONOLULU, HAWAII 96816 • PHONE 737·7931.
Boring Log BORING' NO.· I 0 .... Sheet No.,.,.---- of
PROJECT,....,.....,..--·=..P.:.:A:;:L;.::I;,_;,V.::I;.::E~W......:E;.::S.::T.;;./1:;._T_E...,.S_· ________ .....,.._ Drillwr W.L.UM A~SOC.,INC.. Dato <;.EPT. 14- ,l~il
LOCATION....-_::K::::a~I1~~~o:.;?:,:_e;:. __ :~t-O=a..:.:h:.:u:.J,:.....:H..:.:a::.:w::.:a=i=i......_ ______ Field Pariv- <;u_'l._UI<.I , \:"AI<.U
T M K . 4 5 98 1 Type ol B~ring-AU~!:r\miHuTet~u)Diom. · _ _... __ ,.,.-.,;;'b,.." __ ..;_ __ --.,.....,..--__,..::.:::a:.:,:x:_::..:::a::.~P;:....;::e:::y.L..:.:_.-.:....--=--....:::..=....:.=,.-;· :;;.. ........ ·· -------------- 'Z ~ ;,' -±. '*
HAMMER: Elev. _ _.::._.;;_ ___ ....._ __
Dotum ------=---Drill Bit Fl N4E." T't'F'e:
Weight_ ..... l_4""'0...,..-..".....,....,....,.....,--------....,---:.o"
Drop----~~~~---~~~~~~~~-----'Z." <; • '2" o. P. i!'llloJ. WALL. iU I;E';
W~ter Lever ';!.~':1f 1 .:.E>t>
SAMPLER: ___ .".:.~·_?;.;~:...·...:'Z.::..·...;·.:;."'.:,:T A~N..:..li';.;A~R:.;.t':-=5~P-=l.;;:..l T..:.._?::;..;P;..;O;..O;:;, . ..;_H;___
-~ .~ ] ·:t: DESCRIPTION
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PENETRATION DATA. ci .. E
~ Standard ~"0·17. c 13 "' IHIN WALl. 0 ~ .i
.. Penetration -Te•t u ....: u.:. ;:5..: ' i~ p~ -~-~ .,; "TUI!ot; ~A.Hrt.f.l\
~A. ~0.: N (Blow• por foot) .sQ. e.t..owsjo.;. ~ c ;::) >· 0 10 20 30
$& ..
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. '!'ABLE I_l_ - SUMMARY OF LABORATORY TEST RESULTS
BORING NO. SANPLE NO. DEPTH BELOW SURFACE
DESCRIPTION
GRAIN-SIZE ANALYSIS (% Passing)
Sieve 1" 1/2" 114 1110 1120 /140 11100 11200
ATTERBERG LIHITS Air Dried or Natural Liquid Limit Plastic Limit Plasticity Ind~x
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 or Wet to Dry · · Max. Dry Density (P.C.F.) Optimum Moisture (%)' · .-
\00 \00
·· M ~\URM .. -- ----- N"" IU~fllc··. ---- N ~WB~ \-. fztt;> f?b . . LPL 10 IPl\- txO \(.p 1.4 '7.\
_f/-0'.
..... Nb\IA~flr\..
~\
Qu\c..-~ Qu1~ Mw.-gu,c..v.., G?UICJ<. '7U0f\! 'z\-10\\\ t:;>\,\bi11·MY-11. tz\NaW(
!z'-'1&1·\"t'·Mf». ij\...1&\fi-MW. ~l-1&\!1-MW. &.>\.\G"\11-Mfq,
MH
0.\ 4.0
A
. e REMARKS:
By
3-470
WALTER LUM AsSOCIATES, INC. I CIVIL. STRUCTURAL. SOILS ENGINEERS I . '
I
/
. ·'·'
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,.,· .. : .
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···.·'' .
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3-470
TABLE I~ - SUMMARY OF LABORATORY TEST RESULTS
BORING NO. SAHPLE NO. DEPTH BELOW SURFACE
DESCRIPTION
GRAIN-SIZE ANALYSIS ·(; Passing)
Sieve 1" 1/2" 114 1110 1120 1140 11100 11200
.. ·, ... ·
. : . . .-.: :·
ATTERBERG LUiiTS Air Dried or Natural Liquid Limit Plastic Limit Plasticity Inde:lC
Dilatancy Toughness Dry Strength
uNIFIEP SOIL CLASSIFICATION
APPARENT SPECIFIC GRAVITY
EXPANSION AND CBR TESTS (Surcharge-51 P.S~F.) Molding Moisture, % Molding Dry Density, P.C.F. Swell upon saturatiQn, % CBR at 0.1" Penetrat~on
MOISTURE-D&~SITY RELATIONS OF SOILS (AASHO T-180-57 Metho4___) Dry to Wet or Wet to Dry Ma_x. Dry Density (P ~C. F .• ) Optimum Moisture (%): ' J
REMARKS:
Date IO·"il· I _By' B.
,,
\'>I Po. \\A\'\ I\ \.. .. l::;!~\URH.
f7tr LP'l (c;>t; 4-\ \t:t "2.\
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b£114 MI-t
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M'(;.2.-0-'~~-!2!.U:al-\!- M€.0.
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M14
WALTER LUM ASSOCIATES, INC. I CIVIL, STRIJCIURAL. SOILS ENGINEERS I
·:: •' , .. ··'·
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PLASTICITY CHART
PROJECT·.: : ______ ,.PAkl . .VI.EW E5TA:1'eS .......... ______ ,_ ··-------· .. -· ....... _ ·-··
90
80 . -
70 -
-60
50
40 -.·-·
CL
30 ..
20
10
v /
v . Cl-Ml ./ ML
0 - - V· 0 10 20 .• 30 ' 40
LIQUID
DATE 19-1\-lt BY t?>.T·
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~
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90 ' . ~ 100 ·· II 0 120 130
. ,, ·._. ·'. . ' ~ .
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WALTER LUM ASSOCIATES, INC. I . CIVIl, STRUCTURAL. SOILS ENGINEERS I -
.I·, •
\_. · ..
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9-470
MOISTURE-DENSITY CURVE (AASHO T;_IS0-57, METHODL) PROJECT• : . _.FALl VI 'OW 'BSTATSS
..• _ ·''". AGGREGATE: Yf' Mtl'!t.lt;. .. .. --- · .. · MOLD SIZE: 4" "t 491" tl\0~ LOCATION 1 .... KANB-O~'E- 1 OA\.\U 1_ \-\A'NAII_' \O n
. . HAMMER: Lt? I lb'' ?•·PP SAMPLE NO, I ... (p : 5UR[-AG'6- LAYERS: t;' .
SAMPLE DESCRIPTION: efW\NN C.LA'{IS.\f S\v1 W/I~A~e.$' .... BLOWS: '2!7{l-A'(€-t2. ... Of SAND
120 ~--~---4----+---~~-~--~-~--4----4----+---~--~~--4-~-4 ;
I C) i.:Eo
~~ 70~--~---4----+---~~~~~~.·~~~+:-+----+---~--~~--+---~
\ .
DATE Cf-3o-1t BY
~
. WALTER LUM ASSOCIATES, INC. I . CIVIL. STRUCT~RAL. SOILS ENGINEERS I
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10-470
,.. u; Q. .... 0 < 0 ..J
CBR TEST I I . .
·PROJECT • ~ -:-~-~:=:~:PAU -.-:\It e w ·:·t;,-;-TAT es :· I . . .
' . . .. - . ---........ ___ ........ , ............ ' . ~ ·--· .. - . , I
. LOCAT.ION•. :JKt-.NBO\-\ ~ ,. OA-1-:\U ,· . 1-\A'NA:\1 ··: ·_:. · __ ·--·~.:.'~:::·~:-.~~~~::::· .. i
., SAMPLE N0 1 ··.·_.-'<P·SURrAG6. .. ....... .
SAMPLE DESCRIPTION 1 .-:eROW'l'-\ Cl.tl.'(e\f t;,\1..-] ~~~t-\0 ..
'Z"c:> " ..
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l~" . - - .. ·-
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···-- v ...
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L /'~ ~ ~0 " ~r-\1?. {(lk"(tt>\o\ tlo\1o F-40
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0:+ --.
Q.2. I 0.3 0.4 .(f
/
0. s·
CBR PENETRATION DATA
PENETRATION LOAD L!)AD
(INCHES) (LBS.) (PSI)
o. 026 1.0 1 0.06 0 40 I? o.o 7 6 {,0 -:z_o - ..
0.10 0 ~~ 'Z.f!> 0.1 2 6 110 ?J1 0.16 0 I~S ~ 0.1 7 6 \(.?5 9t? 0.2 00 \qo 07 0.26 0 14-0 _eq
--0.300 11~ tt"Z 0.16 0 :;Is. (0~
0.400 ~te>O \'20 '0. 4 0 0 -,q~ \?i 0.6 00 4--?0 II\-'?
AGGREGATE Y4='' fV\1\'\U'J
HAMMER WEIGHT . !0.~ ..
HAMMER OROP_~I..:::..e_·• _
No. OF BLOWS ~(?!().~f(
No. OF LAY~_RS_· ___,~?~...,..
b o\ o . ..-z ·- ·. ~1:>~!;;.-{~W7 PENETRATION (INCHES)
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TEST RESULTS• MOLDING MOISTURE,%. ?.2?\-.'?--MOLDING DRY DENSITY, P.C.F. 1S.\ CBR @ 0.1
11 PENETRATION A.o
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DATE \0.- 91-1\
BY _ _c::.M,!,.;.0_· .;...___--...
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'WALTER LUM ASSOCIATES, INC. I . . CIVIL, STRUCTURAl. SOILS ENGiNEERS I
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GENERAL TESTING METHODS ·
EXPLORATORY BORINGS AND SAMPLING
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Method for soil investigation and sampling by auger bqrings (Tentative)
' Method for thin wall tube sampling of soils (Tentative)
Method for penetration test and split barrel sampling of soils (Tentative)
' ~ .. LABORATORY TESTING
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Grading Analysis
Sieve analysis of fine and coarse . aggregates
Amount of material finer than No. 200 sieve in aggregate
Atterberg Limits
Determining the liquid limit of soils · Modified as follows: Substitute
Casagrande grooving tool. Tests conducted from natural moisture content unless noted otherwise.
Determining the plastic limit of soils .
Calculating the plasticity index of . soils
Specific Gravitx
Specific gravity of soils Modified as follows: ~00 ML Pycnonieter
Expansion and CBR Tests
Expansion test and C4lifornia Bearitlg Ratio (CBR)
Compaction Test
Moisture-Density relations of soils using a 101/ rammer and an 18" drop
Unified Soil Classification
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ASTM Designation: D 1452-63T
· ASTM Designation: D 1587-63T
·. ASTM Designation: D 1586-64T
AASHO Designation: T 27-60
AASHO Designation: T 11-60
AASHO Designation: T 89-60
AASHO Designation: T 90-56
AASHO Designation: T 91•54
AASHO Designation: T 100-60
Section VIII - 'I'M 5-530 ''Materials Testing" by Headquarters, Dept •. of the Army
AASHO Designation: T 180-57
· Des.~gnation E-3 from "Earth Manual" by the United States Department of the Interior Bureau of Reclamation
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GENERAL TESTING METHODS
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Consolidation Test
Laboratory Shear Test
Laboratory shear test using the Torvane
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Chapter IX "Soil Testii1g for Engineers" by T. William Lambe The Massachusetts Institute of Technology
Brochure by Soiltest, Inc.
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LIMITATIONS
· In general, soil forn\ati.ons are conimonly errat-ic and rarely. uniform or
regular. The boring logs indicate the approximate subsurface soil
conditions encountered only at the drill holes where the borings were
· ' . made at the tin)es desigi!ated on the logs and may not repre~ent c~nditions
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at other locations or at other dates. Soil conditions and water levels
may change with the passage of time and construction met-hods or improve-
ments at the site.
During construction, should subsurface conditions much different from
those in the borings be observed, encountered, or otherwise indicated,
we should be advised innnediately to review or reconsider our recamnendations
in light of the new developments.
Our professional services were performed, findings.obtained and
.·recommendations prepared in accordance with generally accepted engineering
practices •
or implied.
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This warrantY: is in lieu of all other·war~anties expressed
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