Embed Size (px)
Citation preview
.;_-h
. ;:,-·�
,; . . ,, 1-• -
KALUANUI RESIDENTIAL DEVELOPMENT PR,J!:LIMJ:NARY SOli. REPORT
KALUANUI, KOOLAULOA, OAHU, HAWAII TAX MAP KEY: 5-3 .... 08, 5-3-09, 5-3..-10
To: PARK ENGINEERING, INC.
WALTER LUM ASSOCIATES, INC.
CIVIL, STRUCTURAL, SOILS ENGINEERS I SEPTEMBER 29, 197 5· ·
MUNICIPAL UBRARY, �.ECO�·:O . , , '
. . . '
E Oe!Jm� · ·',,)) · · ; · · ... , -., · .. ·: \. r?irn ''"+:- >. . ��' ,, .':; .. .. · · .>. > ... t,; Jt,£vt . ..
��c.d�J'.. :'<:.-�.{·r .. f�:;��·.::� .
7(ptf
e
·e
·: .. ! : ·�; ";·'· •'. :':. , ..
-
WALTER LUM
WALTERLUM ASSOCIA-TES, INC.
CIVIL, STRUCTURAL, SOILS ENGINEERS I EDWARD WATA_NABE
EZRA KOIKE WALLACE WAKAHIRO
_ · 3030 WAIALAE AYE., HONOLULU, HA'I(AU_ 96816 • TEL. 737·7931
G ooo s-o c;-c
Septei!lher 29, 1975
PARK ENGINEERING, INC. Suite 2085. Pacific Trade Center 190 South King Stre�t Honolulu, Hawaii 96813
Gentlemen:
Subject: Kaiuanui Residential Development P-r:�l-:tmin.;�.ry Soil Report (for site grading desl.gn coil_siderations fot residential development) · Kaluanui, Koolauloa, Oahu, Hawaii Tax :Hap Key: 5-3-08, 5-3-09� 5-3-10
-'fil�'; 3 .
11 t i f'h·1b �-.
Transmitted herewith is our preliminary soil report for site grading design considerations for single-family residential-lots for the proposed Kaluamd Residential Development at Kaluailui, Koolauloa,. Oahu, Hawaii.
This report includes a Boring Location Sketch, boring logsi laboratory test results, general site gr�ding design guidelines and limitations.
•espectfully submitted,
WALTER LUM ASSOCIATES, INC.
By �ke� SHL/EK:vl
.e
·-
e
Q O _!! ! ! !L'!. �
SCOPE OF EXPLORATION •
FIELD EXPLORATION . . . . '. . .
LABORATORY TESTS . •
SOIL. CLASSIFICATION SYSTEM • •
GEOLOGIC AND SOIL CLASSIFICATION BY OTHERS •
GENERAL SITE CONDITIONS
INTERPRETATION OF SOIL CONDITIONS
DISCUSSION AND RECOMMENDATIONS . •
PROPOSED SPECIFICATION FOR EARTHWOIU<
APPENDICES:
. A. LOGS OF BORINGS - Boring Nos. 1 thru 12
B. LOGS OF PROBINGS - Probing Nos. 1 thru 3
•. .
C. SUMMARY OF LABORATORY TEST·RESULTS- Tables IA thru IC
D. · PLASTICITY CHART
E. GRAIN-SIZE ANALYSIS CURVE
F. TRIAXIAL TESTS
G. MOISTURE:-DENSITY CURVES
H. CBR TESTS
I. BORING LOCATION SKETCH
J. LIMITATIONS
Page
1
1
2
2
2
3
3
4
e
·e
.'
-
KALUANUI RESIDENTIAL DEVELOPMENT :P�t.:I:MINARY SOIL REPORT
KALUANUI, KOOLAULOA, OAHU, HAWAII
TAX MAP KEY: 5-3-08, .5-3-09, 5-3�10
SCOPE Of EXPLORATION
The purpose of this exploration was to evaluate general soil conditions
for site grading design considerations for single-family_residentia.J,. lots
:t;or the proposed Kaluanui Residential Development at Kaluanui, Koolauloa,
Oahu, Hawaii.
This report includes field explorations, laboratory tests; general
recommendations for site grading design considerations and limitations.
FIELP �xPLORATION
Twelve exploratory borings and t·hree probings were made at the site.
The locations of the borings and probings are shown on the Boring Location
Sketch.
Borings were made with 4-in. diameter augers using finger type bits •
Soil samples were recovered with 2-1/2-in. and 3-in. o.d. thin-wall tubes
attached to piston samplers and with a· standard split spoon sampler dr.iven
with a 140-lb hammer falling 30 inches.
Probings .were made with a 2-in. diameter blunt point attached to ''A" rods
and driven with a 140-lb hammer falling 30 inches.
•
·e
e
LABORATORY. TESTS
Laboratory tests included: natural water content and density, Atterberg.
limit, grain-size analysis, specific gravity, triaxial compress�on,
ASTM D-1557-70 density and CBR.
A summary of the laboratory test results is given in Tabies I� thru IC.
SOIL CLASSIFICATION SYSTEM
Soil samples were visually observed and subjected to appropr�ate tests
in the laboratory. ·Based on visual observations and laboratory tests,
the soil descriptions given on the boring logs are generallyril.ade in
accordance with the "Unified Soil Classification System."
GEOLOGIC AND SOIL CLASSIFICATION BY OTHERS
From a review of geo�ogic literature and the U. S. Soil Conservation
Service maps of the area, the surface soils are generally described by
others as follows:
Stearns, H. T. and U. S. Geological Survey, "Geologic and
Topographic Map, Island of Oahu," USGS 1938:
Rs - Unconsolidated marine calcareous sediments
U. S. Soil Conservation Service, "Soil Survey of Islands of
Kauai, Oahu, Maui, Molok.ai and Lanai, State of Hawaii,"
August 1972:
JaC - Jaucas sand
Unified Soil Classification - SP
2 -
.e·
·-
\
e
Ge�ERAL SITE CONDITIONS .
Tbe proposed residential development sites consist of five narrow strips .
of land along the mauka side of Kamehameha Highway.near the outlet of
Kaluanui Stream. One strip of about 1,200 ft is located northwest of ' .
the Kaluanui Stream outlet. Four smaller separated portions are located
southeast of the Kaluanui Stream outlet.
In general, the sites are fairly flat at elevations 7 ft to zero, with
slight gradients down toward the streams and drainage ditches that are
generally located along the mauka border of the �;ite. The stream and
drainage ditches were overgrown with tall grass.. The. water appears to
be stagnant in places. Rubbish and miscellaneous debris were also noted
in some sections of the stream.
Existing houses, some occupied and some abandoned, were on.the proposed
development sites. Utilities and cesspools Il).ay be encountered.
JNrERPRE!ATION OF SOIL CONDITIONS
From the field exploration and laboratory test· results, the soils encountered
in the borings may be generally approximated as follows:
A surface layer of about 8 to 10 ft of m�dium ·silty sand
with some loose deposits followed by loose gray silty sand
with some medium dense deposits to about 20 ft, the depths
drilled.
- 3 .,.
-
·-
e
A c.oral layer was encountered at about 15 to 20-ft depths
in Boring Nos. 10, 11 and 12 near the southeast end of the
project site.
Cavities or soft pockets were encountered in Boring Nos. 1
and 5 at about 15 to 25-ft depths.
Water was noted at about 1 to 6-ft depths in the borings during the
field explorations.
For more detailed descriptions of soils encountered in the borings, re:t:er
to the boring logs •.
Variations to the above soil and water co�ditions are to be expected
between borings and in localized areas.
DISCUSSION AND RECOMMENDATIONS
Single-family residential lots are contemplated for the proposed Kaluai:tui
Residential Development. The proposed development consists of 5 separate
portions; each portion contains from one lot to 20+ lots •
. The development sites are proposed along the maoka side of Kamehameha
Highway.
The existing ground elevations vary from about 0 to 7 ft. Streams or
ditches were noted near the mauka border of the site with some stagnant
water.
- 4 -
e
·e
. -.� ..
:\' '
-
(''
In general, a surface crust of silty sands was encountered in the higher
sections. The underlying soils were generally loose to medium density
·silty sand with some coral fragments to about 20ft or more.
The preliminary sketches indicated grading of the site with mostly fills
over the low areas to about elevation 6 ft. In general, most of the
fills will vary from little to about 5 or 6 ft along the mauka ditch
and boundary.
Because the sites are generally situated in a low lying area with some
soft underlying pockets, free draining granular materials should be used
at or near the water level.
In general, grading of the site or construction of fills should be done
as soon as practicable to allow settlements to occur under the ;load
imposed by the new fills.
Settlemerit observations should be made during and after grading operations
to get.
an.indication of settlement rates and to estimate when the start
of surface construction may be considered. The construction of the
buildings may be delayed as long as practicable to lessen future
settlements and differential settlements that may occur.
In estimating earthwork quantities, allowances should be included for the
removal of the surface vegetation and organic deposits, and for settlement
of the fill as the loose underlying soils consolidate.
- 5 -
>':
e
e
. e
Guidelines· and recommendations concerning site grading, slopes and
building foundations are discussed below:
Site Grading
Grading work should be done in accordance with the Revised
Ordinances of Honolulu, 1969 As Amended and as discussed
below:
:I.. Vegetation,·rubbish and·soft peaty mud should
be removed. A working platform should be
constructed over the wet ground with fairly
well�graded granular material up to about
2.
2 to 3 ft above the water level.
The granular material should be fairly well
graded (6�in. minus sizes) with less than 10%
passing the No. 200 sieve for that portion of
the material passing the 1-1/ 2-in. sieve.
3. After placement, the working platform should
be proofrolled with heavy vibratory roller
a,nd soft spots that are detected should be
excavated and reconstructed.
4. Fills above the working platform and over the
dry ground may be constructed with selected
borrow soils generally less than 6-in.
maximum size •
- 6 -
e
e
.e
5. Fills should be laid in 6-in. compacted layers
to 90% of the maximum density determined by
the ASTM D-1557-10 test method. In roadway
areas, the top 2 ft of fill should be compacted
to 95%.of the maximum density.
6. Fills sbould be constructed in approximately
level layers starting at the lower end and
worki_ng upward. Where fills are made on
sloping a:reas steeper than about 5 horizontal
to 1 vertical, the ground at the toe of the.
fill should be benched to a generally �eve!.
condition • . As the fill is brought up, it
should continually be keyed into stiff
natural ground by cutting steps into the
slopes and compacting the fill into these
steps.
Slopes
In silty and·sandy soils away from waterways and wet areas,
cut and fill slopes of.about 2.horizorital to 1 vertical or
flatter may generally be considered.
For slopes along the mauka. boundary, particulay;ly near some
low or wet areas, slopes of about 3 ho.rizontal to 1 vertical
oy; flatte't' should be considered. The use of fairly well-graded
gravel blanket (6+..,;in. to dust sizes) or rip-rap may .be considered
for lining the .bank along the ditch to lessen the effects of
erosion.
- 7 -
-
·e
·e
Other guidelines for slope design may· be as fo.llows:
1. The surface of fi_ll slopes should be compacted
by c�t-tracking or with a sheepsfoot roller.
2. Slope planting is reconunended on cut and fill
slopes to lessen erosion.
3. If practicable, runoff water from rainstorms
should be controlled by berms or other approved
methods for protection against erosion during
construction.
Building �oundation
In general, light, short-span, single.;..family residential
structures are contemplated.
Becaus.e of soft or loose pockets of underlying soils, some
differential settlements maybe expected. To lessen the
effects of differential settlements, beam-on-post type
foundations ate generally reconunended.
Other general guidelines for hous� foundat·ion design are
as follows:
1. For li,ght, short-span residential structures,
be�ring values of about. 1000 p.s.f. may be
considered for footings on stiff natural
ground or on compacted fill.
- 8
e·
e
-
2. Because of the downhill creep effect of soils.
on a slo'{le, some settlements may occur near
the tops of slopes. Buildings near drainage-
ways or near tops of slopes should be.set back
about 15 ft from the tops of slopes •.
.3. In general, beam-and-post foundations are
recommended over slab-on-ground construction
because beam�and-post construction are less
sensitive to settlements and differential·
settlements. In cases where slab-on-ground
houses are considere�, each lot should be
treated individually. ·Each lot should be
probed for underlying soft or loose spots
and proofrolled with heavy construction
equipment. Lc;>ose or soft spots should be
removed and replaced with select materials.
Site grading design, drainage, location of
buildings near slopes or waterways, etc.,
should be considered carefully.
4. Even though much of the settlements are
eJ{pected to occur during and within a short
period after construction, building construction
should generally be delayed as long as
- 9 -
I�UNIGPAt UBRARY, RfCO�DS MGMT & .BOOKSTORE D•J;Jfirtmeilt of Cu3!omrr S-:pf.ces
G''! p"·: .::�.:;·:�. s. v:1nSrre�t �ie::c;���'.:. ; ; .. :·:;�j �·62: l��..::r.�D6
e
·e
e
practicable and preferably until settlem�nt
gages indicate tn_itl.imal or ·.tolerable rates of
settlements� particularly for slab-on�ground
construction.
5. The structures should be flexible to
accommodate some differential settlements.
6. Good surface draitl,age aw-ay from the
foundations should be maintained. The
building areas should be designed higher
than the surrounding ground to allow for
surface drainage even after some aerial
settlements occur.
E}Cisting Cesspools
If cesspools are encountered within the building site, they
should be located on the plans. Sludge should be removed from
the bottom and the cesspool backfilled with well-graded granular
materials. The materails should be placed in thin layers and
rammed into place or compacted with vibratory equipment.- The
top 3 ft of fill should be compacted in 6-in. compacted layers.
_Foundations near cesspools or underground utilities should
be designed to span over the cesspool or trench. Footi�gs
should e�tend below the bottom of the cesspool or trench.
- 10 -
·.,\
t •·
e
-
e,
Utilities
Underground utilities should be installed after the fills are
constructed. Utilities should be constructed with flexible
·joints.
Roadways
Roadway pavement construction in the lower area should be
delayed until the settlement readings indicate tolerable rates
of settlement.
In general, for light automobile traffic and drained subgrade
conditions, an estimate of the roadway pavement thickt:less· may
be as follows:
1. Wearing course - 2-in. asphaltic concrete.
2. Base course - 6-in. base course.
The need for a subbase and borrow will depend upon the materials
used to construct the fills at the site. This section of .the
pavement will depend on field conditions.
Local adjustments regarding subbase requirements can be made in
the field in accordance with the design standards of the City
and County of Honolulu as the various soil conditions are
encountered at subgrade levels.
- 11 -
e
·e
e
It is recoiillll:ended that subgrades be compacted and shaped to
drain. To avoid the pondipg of water and softening .of the
subgrade at J.ow points, we�p holes should be placed at
subgrade levels thru the walls of the catch basins which are
placed in these low areas�
Unforeseen Conditions
Becauseof the variability of soil deposits, site·
improvements, designs and construction techniques, existing·
or changed conditions tnaY be encountered that cannotbe
foreseen with even the most exhaustive studies of site· and
project conditions. These unforeseen conditions. should be
recognized when encountered and then evaluated so that_the
designs or the construction methods may be modified acco.rdingly,
if necessa:ty.
Unforeseen or changed or undetected conditions such as soft
spots, existing utility trenches, underground structures,
pipes, voids or cavities, boulders, expansive soil pockets,
seepage water or water level changes with weather, etc., may
occur in localized areas and will have to be adjusted and
correcteq in the field as they are detected.
Site Regrading
After mass grading work is done and cuts and fil-ls are made
according to the grading plans, regrading at some future date
.should be avoided unless done under the guidance of a soils
engineer.
- 12 -
e
· e
.. :e
PR.QPOSED SPECIFICATION FOR EA.l{THWORK
·p:ROPOSED l<.ALUANU:t RESIDENTIAl. DEVELOPMENT
I. GENERAL GR,ADING REQUIREMENTS
Grading work shall conform to Chapter 23 of Revised Ordinances of Honolulu, 1969, as a!llended.
II. SPECIFICATIONS FOR ON-SITE EARTHWORK
A. Sc()p� of Work
B.
The work to be performed under these specifications includes the furnishipg of all labor, mate�ials, tools, and equipment for the earthwork at the proposed Kaluanui Residential Development. The work includes the preparation of the site, the excavation of materials, and the placement.of fill materials in accordance with the specifications and applicable plans, ·
together with guidelines included in the preliminary soil report for this project.
Soils E11gineer
The services of a. soil testing firm: shall be used. A soil technician shall be present at the site on an intermittent basis to observe grading progress and to take density tests.
A reasonable tiril.e sh.\111 be allotted to perform field and laboratory tests prior to the placement of additional fill.
The density test results will be transmitted to the Contractor and to Park Engineering, Inc.. Where low density test results are noted, the area shall be rerolled by the Contractor and retested by the Soils Engineer if, .in his opinion, a test is necessary.
If the field observations and test results, in·the opinion ·of the Soils Engineer, indicate that the earthwork is not in general conformance to the intent of the ·plans and soil report, the 4iscrepancy will be reported to the Contractor and the project representative of Park Engineering, Inc. for corrective action •
PS-1
e c.
·-
D.
E.
:e
Clearing, Grt1bbing and. Preparing A:r:�a� to be Fille.d
Vegeta·tion, soft peaty mud, rubbish and miscellaneous material . shall be removed and disposed of, leaving the disturbed area with a neat,. debris-free appearance.
In. soft, wet ground neat the ditches, veget�t:i,.on and soft peaty mud shall be removed and replaced with granular material up. to 2 to 3 ft above the water level to form a working platform. After placing, the working platform shall be proofrolled with a heavy vibratory roller and soft spots that are detected shall be excavated and reconstructed.
·
In dry ground, topsoil, stockpiled soils and localized soft pockets shall be stripped to. stiff natural ground before the placement of fills. Loose surface soils encountered at finish grade shall be scarified and recompacted.
Where fills are constructed on sloping areas steeper than about 5 horizontal to 1 vertical, the ground at the toe of the
·
fill shall be benched to a generally level condition� As the fill is constructed in approximately level layers, it shall continually be keyed into the stiff natural ground by cutting steps into the slopes and compacting the fill into these steps.
Materials
Fill material shall consist of on-site soils or approved borrow soils. The soils shall contain no more than a trace of organic and deleterious matter.
Granular fill material for the working platform shall be fairly well graded, generally .less than 6-in. max·imum size with less· than 10% passing the No. 200 sieve for the portion passing the 1-1/2-in. sieve.
Fill above the working platform shall consist of selected soils generally less than 6-:i.n. maximum size, with about 30% or more fines and a plasticity index generally less tban 20.
Selected fill material placed in the top 2 ft of fills shall genera�ly contain less than 30% graveL
Placing, Spreading and Compacting Fill Material
The selected fill material shall be placed in ·level layers which, when compacted,· shall not exceed 6 inches. Each layer shall be spread evenly and blade-mixed during the spreading to attain uniformity of material and water content within each layer.
·
PS-2
e
·e
e
Rocks or cobbles shall not be allowed to nest and voids between rocks shall be filled and compacted with small stones or earth.
When the water content of the fill material is well below the optimum for compacting purposes, water shall be added until the water content. is near the optimum.
When the water content of the material is well above the optimum for compacting purposes, the fill ma,terial shal_l be aerated by blading or by other satisfactory methods until the water content is .near the optimum.
After each layer has been placed, mixed and spread evenly, it shall be· compacted to 90% of maximum density in accordance with ASTM D-1557-70 or other comparable density tests. For fills in roadway areas, the top 2 ft of fill shall be cotilpacted to 95% of t�e maximum density.
Compaction shall be with sheepsfoot rollers, multiple-wheel pneumatic-tired or other acceptable rollers which shall be able to compact the fill to the specified density. Rolling shall be accomplished while the fill material is at the specified water content. the rolling of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired de11sity.
Field density tests shall be made to get. an indication of the compaction of the fill. Where sheepsfoot roll,ers are used, the' soils may be disturbed to a 'depth of several inche_s •
. Density readings shall be. taken.as often as necessary in the compacted material below the disturbed surface. When these readings indicate that the density of any layer of fill or portion thereof is bel,ow the required density, that layer or portion shall be reworked until the required dens::i,ty has peen ·
attai11ed.
The fi-ll operation shail be continued in 6-in. compacted layers, as specified above, until the fill has been brought to the finisheq slopes and grades as shown on the accepted plans.
PS-3
e
·e
F. Boulder_ Fil:J..s;
I� boulders are used for the construction of fills, they" shall be generally placed along the toe sections of slopes and outside .of probable building sites. The subgrade shall be stripped to s.tiff natural ground, shaped to drain and a transition layer of select granular material (6-in.· to dust sizes). shall. be placed on it. Earth fill may be used in the void spaces between boulders. A transition layer of select granular material sh.;l.ll be p:J..aced against the boulder fill before construction of fills.
G. :Backfilling of Old Cesspoc:>ls
The following procedures shall be followed for backfilling:
(1) Sludge rempval
Remove the sludge or debris from the bottoms of the old cesspools by pumping, ot by c-lamshell, or any other suitable way. The material shall be disposed of away from the site. The removal of sludge and debris shall be verified by probing and shall be less than 12 in. at·the bottom.
(2) Gra_nu;Lar fill (be]_pw 3 _ft from finish grade)
Use granular tilaterial, graded from 3 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. ma_ximum) and compact-ed with vibratory
·equipment. Ramming ea.ch layer into place with a ·clamshell bucket will be allowed. The granular
fill shall be wetted before placing into the cesspools. Suffic.ient compaction tests shall be conducted from 3 ft above any existing water level to verify that 90% compaction is obtainable by the construction method selected.
(3) Top 3 ft of �ill
Linings encountered i� the cesspools within the top 3 ft from finish grade shall be removed. The fill. within the top 3 ft from finish grade shall be con�trueted from on-site soils in thin layers (6;..iri. compacted thickness) to 90% of ASTM D-1557-70
density. The material at finish grade shall blend ·
e with the surrounding soiL
PS-4
e
.. .. . � ."
..
·e
·1,.
"!·
·e
I. Ex�a:vatiqn
Suitable material from excavation shall be U:sed in the fill and unsuitable material from. excavation shall be disposed of.
I. Unforeseen Conditions
J.
If unforeseen or undetected soil con.ditions such as soft spots, existing lil;::i,lity trenches, structure foundations, voids or cavities, bo•.llders, seepage water or expansive soil pockets, etc., are encountered, corrective measures sha.ll be 1llade in. the field as they are detectec:l •
Ra:i.ny.weather
Fill material shall no_t be placed, spread or rolled during unfavorable weather conditions. When the work is in.tetrupted by heavy rain, fill oper.;ttions shall nG>t be resumed until field tests indicate that the water content and density are as previously specified.
PS-5
e
"
-
e
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 in accordance with the 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 i'MH" is used, the soil sample was classified from either the Attetberg limit or grain:..size analysis test results.
'"
!'
e ..• ;. . ill (').
"" u) (�
:) -z ·<1 :J .J <{ ':L
e
-
I
WALTER LUM ASSOCIATES, JNC. I 3030 WAIALAE AVENUE • HONOLULU, HAWAII 96816 o PHONE. 737-7931
Boring Log BORING NO. L Sheet No. of
PROJECT KALUANUI RESIDENTIAL DEVELOPMENT Driller V·-I.LUM AS'?OG.,!NC., Dare .ALIG.. 14- 1'115
LOCATION Kaluarmi, Koolauloa, Oahu, Hawaii Field Parry __ A..,. _ _ s_A_T_O...,....:;,_K_J>-_u__,... _____ ...,_.;._ .............. _ TMK: 5-3-08, 5-3-09, 5-3-10 Type or Boring AUC,E:R( c�e !7S) · Diam. 4" . · . . c·� �
HAMMER· Elev. ___:...,.._ __ -...,._ ____ _ • I 4-0 � Drill Bit . fl N� E.R T"tf'.f;,
Datum . 0 . •· .•
Weight - .. . �O" · · ·· ·· Waterlevel ,!;._;_I· 1 - 1 · · I Drop · · · · -- . · ·
Time 11: �OAM SAMPLER: 'Z".?TANI?AR.t7 <Of'l.IT_?POON H - Date B·I4·1SI I I _I
c: .2 � -a ; . ! . ·;;; �== :5J!u
$W�sM
?W:SM
I
DESCRIPTION
E:..l.A�V. -:. G. 't J- * .ME.I71UM 17f:NSII1
_ BLAGK t TAN, <;.ll.T'f $A.Rt7 �'�ITI'AC£:.?. Of cof,.AL- ...
- ME::t71l.lM V'E.NS! T'1 TAN SANI7 W/Tf\AL;t:;.'? 'Of
- _CO"AL
.. . IV\E::t'IUM t?E:N.$1 f't, TA,.t.J c�M)I-=--.-:stt...f1 CO('{,AL 'f-I/SANI7
I
_ _ �DOSE;, G,RI\.1 (Gttv\)j . GOP-AI.. Wf..;,ll-1''1 $ANI?
- E.N\7 Of !3'0P..I NC. � '21.5 6·14-·75
*Elevation estimated from Advanced Plan dated 9�8-75 by Park Engineering, Inc.
0
f, t D
� "' Ci E
�
0 Z· "' Ci E
�
n iu.: �� ""' ==
I l'l·A
:,
I -10
---
'2.0 �--
-
.
..
I."'
, .
�·
- n :_ . � '
I 'Z.· c
'2.-D' -
'I.· E.
'2.; f' -
� u � .. t.g� ;:
5 -!:1
G.
7..0
'2.&
3S
33
w ;u.; D U . �a: c
ci. E (J ..:u.; ""' 0 • Ul>. <: :;)
/
� �
..r: ·• .,u. .,.n ;a: >
PENETRATION DATA
Standard Penetration ·Test
N (Blows per foot)
I 0 10 20 30 40
t11 ,_ f--J
ttJ
l
- b
-LtJ
l : ;
:• 1.,
c e 'J �-
::1 -:/. <1 ::J 'J 4. � : l
- -
e
WALTER LUM ASSOCIATES, INC. I 393.0 WAIA_LAE AVENUE • HONOJULU, HAWAII 96816 • PHONE 737·7931
Boring Log . . . BORING NO. 3 Sheer No. of
PROJECT KALUANUI RESIDENTIAL DEVELOPMENT Driller N.L..UM;-\'SSOG.,ING. Dare Auc,. 14 111�
LOCATION Kaluanui, Koolauloa, Oahu, Hawaii Flel_d Parry KAKL.I, cHov-� (MOe>l�t;) +" TMK: 5-3-08, 5-3-09, 5-3-10 Type ot Boring t--uc,E;(\v 'l>·�o - Oiam. · ·-_.;...---..!.-· _..;._ __ . .
<;,'-t'"X' -HAMMER: Elev. _ _ · . · Datum .,.._ ------
IA-0'*___ DriiiBit fiNGE-r<:. TJ'f'E. Weight I - · -
•
3> 0 " · Water Leve l_..,..+..:.;-·:;-'.;!:7�. -l-----:�o---+--_.;...-1-__... __ Drop - ·
SAMPLER: 'Z." 7 TAN 1/ A� P �fl.. IT -sPOON
c -�
"t'l --� �'= i ::�Jlu
(-sM) (! )P·SM
(sM)
�· DESCRIPTION �
- , � g. E.Lt'\JI - c., ±. J Oo L.oa s e. I 1?1'\0 �-'-�"" 1 Sll.-'!'7. SAND
:. MEJt71UM I?E:NSif1 .......... __
TAN 1 INI·IIT� S!L..\1 5ANI7
. .:_·_w/ Sotv\f:. COf'AL;. Mf::.OtLIM 17E'.t-1SI\j
_ _ i'AI'--1 � 11'-JI-ItTf: _ .:Sil-11 SA!--117 W/ CD�AI... -� so lY' e:. _sHe t-L-.s
9
-..,.. --
10 1----
( I
(,O.OSt:;, 'Til.l-l � .L-l�r-lrG.RA"'/ ?M) Stt..l'f_ SA.rJt7 '�-�/CDR,A.v _ ...,
1.? --
� 1 Jl
, \
ci z .. a. E .. "'
3-f:>... I
?-�!
�-c. I
?·[7
Time -z:7.; i"H Date s - 14-- 15>
ci PEN�TRATION DATA
E � Standard =l c: 0 .. .. . o .. u .. , Penetration Test " .. ..: u c ,.: ...:� �u; �c.!' .. .. 50. L<! CJU .. "l �Q. >-0: �Q. 1ij "'- N (BI!>WS per fool) 3: c 40 ;:') > 0 10 20 . 30
-I " I - I - I -
- I 'Z..l I - I - I -- l-�� I - I. - I -
'2.b 1--=1. 5/lo .. s ,-lh,;o. s · . : .
,_
. ��II?-e I - I �a I - I - -I - tJ \-"2. V"\ --. C) �-<--
1-
1..-QOS E. I ·c... f\./>.'1 (4M)I--:::-:--cor-AL �'�/.SIL.-T7 SAI'--117
f;t-.117 Of f.IOR.It:4� tV. 'lB.?' 8·14-'-75 ·
*Elevation estimated
from Advanced Plan
dated 9-8-75 by Park
Engineering, Inc.
--1.0 .
1----
'l, -
-
� J .(, , .. I
j -�1 ���I •-F 1- I H I - I - I -
.I
���wts/�--�-1 l'Jl.O�·l S/ )?. �
-:1-:;z \1\· <;) :l
7.> -..) ol-e '-<-<{ . ..>I!. -:z.\-e·�·1).1=
·'t. 'Z "' 3��
· .. -J
.b,. S/o I-· 1 1 ·turz l==t rlfo�
r\A.Mfv\E::" �OUNC.(:;']
I l
'7" ,i) �
e
V"' � -:> 7. 4. J J -.i ':t:
·-
-
WALTER LUM ASSOCIATES, INC. II 303P WAIALA_E AVEI\IUE • HONOLULU, HAWAII 96816 ·, PHONE 737·7931
Boring Log
PROJECT K.ALUANUI RESIDENTIAL DEVELOPMENT A-
BORING NO. 1 - Sheet No. --- of ·----Driller IN. L..UM AS?Oc;., t�0. Date AUG1.14 1q75
LOCATION Kaluanui, Koolauloa, Oahu, Hawaii Fi_eld Party .. ASATO, KAU �������--�----� TMK: 5-3-08, 5-3-09, 5-3-10 Type 1)1 Boring AU�I:'.-f\.(CME.55_).Di am. 4''
. <D.+ .X. . . .
__ .;...__...,....-__
HAMMER: Elev. - Datum �.,.---�-----.
Weight. \40 # ... Drill Bit . FINC!E:-1' rtre
Drop �0" .. ·· -· ::w-:-.-,.-r :-Le-:-.,..-:-,-_-47 _ _ -:.4�':-, __ -.T� -- _ _:_'"II-. ---.� �. ---�� ---
" Time:z:oorr� SAMPLER: 'Z STM·Il7A�r? '5PLI T SfOON. Date ei�I4·1S
c .!! 1 ] � =··5 ::>c&u
(-s M)
DESCRIPTION
. E:, L_-E<-J • _-=- �It:_ :J '* M�li'u.lM pE.t-�s1r1 t'AR.K ��Ov-!N .
··- -- --
'Sit..T7 SANiil lt. -., . : ME;171UM 17E:NS1r1. TAN <;;r=_SMI ·:·· -'711.T"t .. FIN.t �ANY'
(�I') ME.I?lc../M i?�NSIT1, TAN '>AI'Jr? (<::.o�t<..-s t.) �/Tf,;\CE;S Or r.o�AL..
� � ..
oc r-
-
-
-
-� -
-
-
-
-10 �--
-. � {...OOSf. .. --
( I . ·-.TAN. G.RA1 .. · uM) - �� L..r1 cor;.AL.._�'-'/7ANI7
(�M)I L-a05E:;, �f<...A1 I.<.!Hl'ft CO�I\L.. v..; ?tL.T1 ?ANI'
-
-t.!l --
-
-
,� -
-
·'2.?
-:.o E;NP Of 60�ING. eJ�o· I-�·14·1S
*Elevation est�ated from Advanced Plan dated 9-8-75 by Park
'Engineering, Inc.
� .. c. E .. "'
We' !
.
··�.
� ·I
0 z " c. E .. "'
4·AI
4 · �
4·C.
c M 0 r:: .. ..: u � �·· �� � ... .;::
I II -'I
- '"
- 1.(,
�114-·DI - I '?I
·"\
\ / \ � 14-e. ./ \ I
4. .
"'"j I
\ . n .14·F·· -
1·u:� I'
'? I
'.ll
ci. E 0
� u.;. u �u.:
au 5� >.0: �� c :::>
- -
- -
- -
PENETRATION DATA
� Standard I ----
1 _. , Penetration Test t.t) .LL: " "' :ii ..: N (Blows per fool)
> 0 10 20 30 I
- t--'l ' !----"
-l
- r-n
-tJ
- b
I 40
- 0�!:11..�11\Jil.o' lt--lT. Of H !V\�i\':P,/1· :;'
1 t.o /o -� I 4- iH.o sJol.s"
J i 1--
\-- I
I I I I I J so � � i ------kY
. -z "Z
11 I I
.J• 9 J . :J\- _,
0 <{ .li! :s� -z �--� i=- U) =-.:r.."Zt-1 (J �� ... , r>- il'
..,e �.
i V' ·.v �
or;)· -::J.· <1 ":::J J .<( '£.
·e
-
w �LTER LUM ASSQCIAT�S, INC. I
Boring Log
303() WAIALAE AVENUE • HONOLULU, .HAWAII 96BI6 .• PHONE 737-7931
BORING NO. 5 · · · Sheet No.. of ---PROJECT _KALQANUI RESIDENTIAL DEVELOPMENT Driller·!Al.L.UI'v'•A<?·Sou.,li'·.\t... Date AU<:;. I?, 1'11!7
LOCATION Kaluanui, Koolauloa, Oah1.1, ij<!_wa.i.J Field P�rtv- A�_ATO, KAKU. KALI
TMK: 5-3-08, 5-3-09, 5-3-10 Type ot Boring AuG.t:;r-._(cM£:; S>S) Diem. __ 4-.!..·-"·-�--HAMMER:
Weight _I 4-0 _It
Drop- �o"
"
SAMPLER: .· . '2. STAI'lt'Ar-?.0 Sf/... If ?f'OON
c: .!! 1 � ·- ·;;; :-!:::: :§�u
; DESCR.IPTION
t::.L.E:'/ 0 � 4-' ! :]. ..,11;-
.c
01 L00'.7t--:-- ·· -- -
( ?M )I ·.TAN E>ROINN .�11-1'1 $A�Ii:-
Mf:.t71UM t7E:.NStf1 (sM)I TAr-.IG,"A7,Sit,T1:SAtJD .
"'11'1\A.vE.s of' &.oi\.t-t.-1 stl u..t.� :;
., Sf·SM
(s.c.)
(�c.)' 0
Mt.VtUM t7eHSIT1. r;,r-..A1 -5\l/1'1 ?AtJt:? w;c.oP..Av �
-
-
I.!Q_ ·· Laos e. J C... F--A-t .. .. C.LA7f:.."1 .�AN\? .. WjC.Of\Al.. I -.- (FA� TL.J' ORc.,ANIC. ). ___ . _
-
LOOSE;;1 C..f<A""/
.·1\!?-. GLA1e"t COAAL. w; ?ANO -
. (PAI'Tt..7 OR�ANlC.) . _
-
c.t-.vi 11 �- 1.1Q__
' .. ! 0 - 0 0
tGiM) _ ..:�.:: t7ARK PJROI.NN 71 Lil' co"AL- w;-?ANC' (P,b\�T\..'1 ORGANIC.)..: .
. ·eND Of��Ofo\INGt e'Z.!?' f>·I'?·.7S
*Elevation estimated from Advanced Plan dated 9-8-75 by Park Engineering, Inc.
-
1.L_
� " a. j
�� ,.,. \
� -� :A
i /· t;; lli
..,.
: 1 I
0 z " a. E .!ll
S·l:\ I
�-e. I
S· c. I
!H7
s- e.
�-F
4-'± -:�t,' Elev. -���.,....,--,::-....,.,.=---DrHI B;t , £.1 NGf:.. "- T"if'C;
Datum ---------:-:-
Water Level �- '2' .. Time ; ; ?o ft'l Date. 8+� .. 75
..: � c:: c: .. 0 �"': U ' ... � � "
� ... 1;;#! 5:
- I 'll I
- I �'l I �a
- I '1.1 I
Sl
c-. a
44-
.; c:: 0 ""'
c u �..:
c
-
-
-
I
I I
ci E 0
u ....;U.: c:: • oil! � ... ::I
-
-
-
I
I I
� .. .. .c 0 "'"' . "'
PENETRATION DATA Standard =l Penet,r'ation ·Test · ·
01 0 iij ,., N (Bio�s per foot) >· 0 10 20 30 40
-
-
-
., IP.>L-o�/l'·o' b I fH .. olw/ o. r:;
b
ISI/o.s. I IBt..oh-.1/ll.o
• p.. "' ..u t;£ -·
:J -:1.. ..ct. :1 J 4. -:?
-
e
WALTER LUM ASSOCIATES, INC. -� 3030 WAIALAE AVENUE � HONOLULU, HAWAII 96816 • PHONE 737-7931
Boring Log PROJECt KALUANUI RESIDENTIAL DEVELOPMENT
LOCATION Ka�uanui, Koolauloa, Oahu, Hawaii
TMK: 5-3-08, 5--3-09, 5.,-3-10
··G> BORING NO. Sheet No. of
D.11 \1'-l.LUtv'\A??OC.INC. . .
D }\U�"-1.��- l'l1S n er - _ ,_._ _ ate .. '
Field Partv A ·S· AiD ' 1<. A I:' L�
Tvpe of Boring . ;.\U (l E 1' (6"' E:. S:>) Diem
·. __ ...;+:..._" _ _..:.,.-..._-.
-
'?' ± ::){
. . ..
Elev. · · ·
· · Datum --:----------
0,;11 RH : flt"'GIE::� I7FE:; HAMMER: Weight 14-0 # ....
.
D �0' · - · - Waterlevel \.\ rop '2"-5?-'2." �rANt?AR.I? -Sf'l,I'(Sf'OON - Timeln•oAM
SAMPLER: �" ? · . .;_,·· O. D. IH.If-l IA-lAt.,L- rue>f: - -
Date·B·IS.-7$
. -
-� "'0 � .!! ·� �== :5Jlu
DESCRIPTION � Q; ..r; 1i.
I Q. E E:-LE:.\/.:. "? ± { * o � Jl
. - ..... ?off, 17AR.K Gf\A 1 .
"'��(<..; (OHJ1----$ANI71 ?JJ..f (ORGt-.1-liG.) -h'�? . "'IT!\Ac.e-") Of {\Oof? . .
.;.,
(?M)
(sM)
__ Mtli'IUM coet-iSIT/ 0:1f'....A./ 5i(.. T'1 $AI-IP . '
w;ii\AC.fi?'of 7!lt:l-t..-S ME:!?IUM li'E;NSI 11 I � 1!-.A 1 :;;11-1'1 $ANI? . 'WfGOF..AI.. fl\.A-c;,l¥\t:;NT-7
l�''$
s
I -"-I '2."$�
-
·_M E;OtUIVI pe!-\�1 T1, &.M-e:·�� - - . •• - ,. • . I . . N.t? . (sM)I ___ :slvT:-t . sA . . 1 '?"s �/r...o�f>-..1.. FR..A.�Mf:;N f? -
(sM) ·-
·
SM
I .
. HCPILW\ tiC:NS\ T't ,. C.. f... A./ '5Wt'1 :>1\Nf? (fiNt)
17E:t-\SE; I ��A 7 51L1'1 "5A�ll7. W/jf!J\(,E;') Of 4 l\A:-1 t.t... e.ND Of I:>OF.IN� f3l '20.8 8·1:0-15. . ·· - - .
*.Elevation estimated from Advanced Plan dated 9�8-75 by Park Engineering, Inc.
-
IS>
1'2"7$
. , '20 ��"s
!1·_�-� WI 1
(),• (j
1./ ·.·e.
0 z " 1i. E
,)!J
c,.p..,
.; c:: • ......
�q """ 3:
G.·!!> I 11�
G.·(, • -
.?; .. -� ·11 c..· t7
;· 1:-.-
u.�·· G>· £:,
� .. • D
-' c::
8 3!� �
I I'?
?"
�I
?I
41
l; � t-0 i G.- f . I 114-l 4?
�
�--� cu
-�.,: ·c
�?
1�
0. E 8 ....:....: c:: • o"! �0..
:I
� ::
..r; • ., ....
�� ..
>
PENETRATION DATA
Standard I �··o. o. IH1i'l Penetration Test INA L \... TU e E;
N (BI<?WS per foot) 0 10 20 3_0 40
I lf'JLOI!N/ll.o
�AIY\fLE;l\ .
H"i!?f-.6-.U\..lC. rr..e.-,7ur>-E; ioo.r�l/i.s
-r=
r\it7fo\i\UI..li. f(\t-o.'7Ui\£: �oo f51 1 1.£-: IUf>t SMM�tp
-t=tJ
l�'!ti[I..,\U\..tv fl\E:?SI)I'l.t ,
1oo r_sl / o.a
• "' t.1.l �
J i. <S: J J <( �-
-
-
��-------------------------------------�----------------�--�--�-----------.
WALTER LUM, ASSOCIATES, INC. I 3031) WAIALAE AVENUE • HONOLULU, HAWAII 96816 � PHONE. 737-7931
Boring Log BORING NO. l Sheet N_o_. of ----
PROJECT _KALUANUI RESIDENTIAL DEVELOPMENT Driller N. I,..UM A�<;OC.. !NO. Date AU<:..IS I lq 1:7
LOCATION Kaluanui, Koolauloa_, Oahu,. Hawaii Field Party . Gl-\01"-l 1 KAU .. · (MOe>ILE:") 4 "· TMI(: 5-3-08, 5-3-09, 5..,.3-10 Type or Boring AUGf;f. e>·'iO Diam. -�· J..-____,_;,;,;...._....,....
7'± � -HAMMER· Elev. . _ Datum _;....___.......,.... _ ____,--:-• i 40 !1- DriU Bit · fLt-i.C._E;. f-.. I/' f'E:
Weight . ____ ..;._...,,____,.,....----'--.-____,---'---..-....._----:-----�0" Water level __ !._\ Drop . ·"-z.•• -?S· 7.''-�TAN!7A!Zt7 SPt.IT .SfOOi'J Time.\!'-4-0AM
SAMPLER: ... ?./.;."'> • -z'� o. t?. Tn IN INA.l..l.. TU E>t .. 'Date ;..;· B:..·�J !:1:..·.....:7..:5-'-----';...._--.J.--.....;......J....--·;"? � "J" o. D. 1r\IN IAA/...L- 1U Bt:.
c: .2 -g � �= ·i · ::l.l!u
' ( SM)
� ..c: DESCRIPTION
E:.f...E.\J.":. '2.'-+., -*' ! - v 0
� .. a. E "' "'
l.OO?f:, . .. \.,l&.t-11� G.!V\i �l.l-'1'1 $ANI7 \/��00��- :��fv..-�� -·�7 r .. �.� J , -·�? I··! �\-,i .=L.00'5E:.,GJ�A'1._ .. . . __ lot-\) l .... : ... o�Gif'\�lv_ �ANV'771L.L
!7 ! :.
_I ?/'7 sr .... L005E:;, 4RA1; 5AtJI7
M t:'.\71U M _t7E';NSIT'1 .. ..... \..I Col 111' � r<.A:-1
. -I - fr
0 z .. 1: " .. ..: a. �c..! E ..... "' � "'
1-J>..
1-�
1·C. I lo I
-' 1: 8 � :0# 3::
'>1
4-1.
1'2 1(,
ci. E 0
i �- u ...:u.: 0� 5"! � ... Ull. 1: 0 ::l
r;71
PENETRATION DATA.
� I Standard · . 'l :-�" �- '?" 0 · [? · j ..: , Penetration Test __ Tl-lt.N WALL. � uj TLI�£; .SAMrt.e:R. iii 11. N (Blows per fool)
> 0 10 20 30 40
- u '2-IP.>t.q 11-1. �/I"P I
- b· HJ't7rV\UL.Iv. Pll�H /1.:;'
· '(sM) 'Z."S"J --�:'II 1. D I - I q I I � I � ·I - tb -:SIL-T"t ?A.Nt7 ¥JfSOMFJ Pe-c.oM�o?€;.17 WOO!?
- UARTL:t .Q��At·-11 c.) ..
L'M) M£:;t7t�AM V' E;rBt-:1'7 I.. I Col HT �KA'"i <Sit..'\"f 'SANt' w; H,t-.c.e? of' C.ORA�- fl'\t\GoMe.NjS
E.ND Of �01\.ING. e> 'Z.J.S S·lG·1�
*Elevation estimated from Advanced Plan
,dated 9-8-75 by Park :Engineering, Inc.
-?.l.z.6 U 1· E.. I I 1 4-1 4'? I &o · - · -
J>l ' ' �" - 2 . -
0 -I�
-1 z'�? b . . -���1-f'l - 4-'2. 1
;/ . 'l 1 • 111 • ro.:, · lo.; ro.$
�-•J" u,} <L
J -�. 4. ':l _.l -4 ':{.
·e
-e
WALTER LUM ASSOCIATES, INC. I .. 3o;lP WAIALAE AVENUE • HONOLULU. HAWAII 96816 • PHONE 737;7931
Boring Log \0 BORING NO. · Sheet No. of
PROJECT KALUANUI RESIDENTIAL DEVELOPMENT D.11 [N.L,UM A�?oCJ-,iN0 D P..u<�J. IB 1'115 nH · . � I
LOCATION Kaluanui, Koolauloa, Oahu, Hawaii
TMK: 5-3-08, 5-3-09 5-3-10 . ,
Field Partv ASATO . KAKU
Type of Boring .AUGtt::"(cME; ;5) . ...1 " · • ; 1 + *
· Doam. ___ -r...,:..__,....,:. __ _
HAMMER: Weight 140#.
Elev.. -
DrHI e;, :· FIN<=if:.F<. T'if'E:; Datum·. ___ -:_-:_ ___ _
Oro ?/0 '' . . Water Level. 4- 7.'. I I I . I p . 'Z11 7�· '2" ST.6..Nt?AI\V Sfl-11 <?fOON Tinit t'2.:oo!JOM
SAMPLER: '>;" ? - �" Q. P. T;-\IN Y-V'•L.I... l\.11'!1!:; Date B·i21·1_i7
c .!! 'D ] �=5 ::l.&iJ
(sM)
(sf)
SM
DESCRIPTION
E.LE.\1. :- sI-t � * l.-0 0'? f; I i' AN . SII...T1 5ANP (fiNe) W/Tf\Ac,e� Of" COl\AL..
___ l...-oo�e.1 TAN _ . -··
SAND w; Ti'\AC.t'.S Of $1-\eLL7
ME;171'-IM !7f;NSIT1, G.�A"i 51L.I'1 SAN.!?. w; T�AGL? Of Srt�L\..'�
L.OOSf:..- ty\E;(71UM C'eNSif'f
(�M)I·--·d'o�Z )(J/sii-Ti ·�ANt? -
(c;,M)
·"'.:
C'et-l-se, 4F-A1 co�At.. �'�!Tr\.P.C.E;? Of ?IL-1'1 $ANti
t.ND of BtOF.lN� �tJ. ·ns;' 8·1f!>-1.S
*Elevation estimated from Advanced Plan dated 9�8-75 by Park Engineering, Inc.
� .J:. � c
0
S>
� 0. E Jl
0 z " 0. E
Jl
� " . ....... �t.! ..... �
r::
8 �
�� �
ci. E 0 .; u � j � � • 0 • � CL � 0.. c ::::>
�
:ll tSu.; Gl"! r::o.. .. >
PENETRATION DATA
Standard I :3". O. P. TI-ll N , Penetration Test NA L 1.. T U f1 f: . ·
SAMf'L.(.f\ N ·(Blows per foot) 0 10 20 30 40
IHI - I 1 I - I - I - � 10· �I - I 15 I - I - I -
I I I I H717"AUL.-ICJ to·ul 111 1 4? 1 1e I .., I - I I I I. I I'F.f:SSUfl.t .
. '/00 P?l/1.5 .
--l I 'I )
---
1 n ( '2.'' -s s- / u 1 '110·17 \
I :1. �
-;''.; . n .IIO·f:. · I · U <
� '. !'. �'·
?11
�Q
. I I BLOI>--4/ 1\.o'
H'tt'F-A�t..IC.. \" P.f:.77Ll F�� '100 lSI I,,,;'
I� _1'2."�$
"') ' 1'. . : . -I 1�4'liO·f· - 1.4- - 1-1-1--D -
• :;. 1).) �
"' � t:!
J -z 4 -:;:) _l, <i �
· e
e
WALTER LUM ASSOCIATES, INC. I 3030 WAIALAE AVENUE • HONOLUlU, HAWAII 96816 • PHONE 737-7931
·Boring Log BOR_ING NO. I \ Sheet No. of ,........,._ ......... _
PROJECT · KALUANUI RESIDENT:[.Al.._ DEVELOPMENT Driller N. LU M A'7'70C..11N6. Date AUG. I 5 1'11!'7 V .-::� 1,,�n,,,..; .LOCATION .-. ... ... u .... .-u ... , Koolauloa, Oahu, ijawaii Field Party A?AIO , KAI<-.U
. TMK: 5-3-08, 5-3-09, 5-3-10 .
Type oHo..,rin_g_A-:-U-GI-E;;- ·IZ,-!-;( e-M.,.._ -� -:S-:G-:-)--Di.,am.;.,..
_ _,_..,._+--:'1', -..,..-,---
. . . . . . ;,t t "* -
HAMMER: Ele:v. • . - . --Datum _____ ...,.....__
W . h !40 1:1 Drill e;1 - FJNGE.r' TiFe e1g t · · .
·Drop _'?10' _ _
Water Levei �. 7' I I· , I· T ,rL", SS· '2." ?TAt-l17.AF\0 5t'l-ll ?f'OVN Timi'?'.OOFtJ\
SAMPLER: -;• 6 - �·· 0.!7. -n-.Jp-..� V--IAL-L. 1�..:\B& Date B-1�·1S· �������--��--�-----
1: .!! � '"0 ;
.! ·;; ��= :5.llo
(7M)
(c.t-)
(sM) \
(�u)
�c,
DESCRIPTION
-e,L.:e.\1.� s't-:}.. * l...OOS!:> l?L.AC:K .SI\..T)I SAHP ""/ C1�A'i 1'. L. i T!Zt..C.E;S Of 1\0G'fS" $It f f..- Mtt71UM GtK./>.:1· Br\.0 ·N 1--11 GL.A'i.
. Wf�A.Nti' i CoR..h.v . MeOILI M 1?�\-iSll'i G.R.A1 'SlL.1''f . S A.i-117 �- CO�L..
- ME:t71UIVI \?E::N71ii I C..f'\A."f CtL.A'i't.'1 COI"AL 'N/ ?/I.Nt7
---·l7E::NS C; I C4K.A...,- "'� 1-\ I TE; CL./>..iE::'i �Ar-117 W/ C.Ot::.A..L-
t71St-lst, TA.N !NI-\tTl; COR. At..
a
;,
� t Q. _., c
li a. E �
-
'?''?
19
I:;.N17 Of !!>ORIN� e_.. o·IB·1S
. I � I �·
-zo.3·1 _ 7.''$� �a\
*Elevation estimated from Advanced Plan dated 9;...8-75 by Park Engineering,· Inc.
0 z " a. E �
I\· A!
\\·� I
.; " . ., ... Q . -� � ...
,....
.;..
ci. � E 0 0 . � u; u u· ...;U.:
�� g� QU �a.:. � ... :!: Q :::1
l l G> I - I -11
I l1 I I - -. ;c.,
1\·C.II'Z.'Z.I ?? I cto I -
ll· 17 I II G> �1 S<}· -
\H� ";'7
ll·f ��
� I Standard ·
PENETRATION DATA
j U.: , Pen�tr�tion -Test Cl) • G>"! iij ,., N (Blows per foot) > 0 10 20 ·30
I ;."o.r, THIN, NAL.L. TLlf>E; :S.A.MfLl';.� .
40
I - l=r I -
I -1:;1 Ov-1 I I·C
1/o. S
r+ ,, I l-\'117F\I\Ut.lu ft't::.7SU �t:' �oo rs1j1.'!?'
H717f'-.f\U :..tv \'I\.�'7SUI'.8 400 f$ lji.r;,.
H"117�AUI..I6 rl\e:ssur\e
• ;;oo rsljo.4-'
I= I I I I :j �%. ?. H;\l'-1\MI:;r-, \?OUNC._f;.S
I .I .
--� . c. "' "" !{:
J ·-z � -;:j ..l <t ':l..
·-
e
WALTER LUM ASSOCIATES, INC. I 303P WAIALA.E AVENU.E • HONOLULU, HAWAII 96816 • PHONE 737-7931
Boring Log PROJECT . KALUANUI RESIDENTIAL DEVELOPMENT
LOCATION Kaluanui, Koolauloa,_ Oahu, Hawaii
TMK: 5-3-.08, 5-:-3-09; 5-3-10
HAMMER:
BORING NO. · I 'l. Sheet No. of ----Drill"r V-4. LU M .t\'770(,. l N 0. Date ;\ur.1. l 'l ,l_"\15 .
Field Party· tv\E;-{E;f-, i<.AKL\. A?t\.'fO . - ( \ '!
Type ol Boring 1\Lk.f;l\ C.Mt; :'>?I Diem. ___ +..:..__......:.... __ ·c,t+ '* Elev. · -
Drill Bit . fl NGtE.�. TJ'FE Datum --��-:--...,...�
Weight 14 ° � ·-
Oro · ?;()' Water Level G._.<:>' I I I . I p '2." 'S-S · . '2 " '5TANI7ARI7 Sf'L-1 1'. Sf'OON. Time 1\:oOP..M SAMPLER: '?" ? · � '' . 0.\7. THIN NI\LL TU �B
.. Dete,:;:B�·""l'l:...·...!1 .::::;....L...--......JL...........,_..L._--..,-L __ _
c .!! 5
] � �== :5Jlu
r�r·$l'JI
?f
DESCRIPTION
----· .. eLE.V.:: G.'± 1,. -'k -� t..oO�E; . F.li'\0\NN
. . �IL-17 5ANI7
t...oo.;e, TAN. SANt7
. ME:OluM-P€:-N$11'�/ ·TAN v-..!Hii'£;; .
CsM)L: 51Lii �AI\.Ifi' w;c.aF.A\...
(Mtl) 1'-.�-. ;���1.13��i''t. ··---·
Ml.'Mtll . ..... 50FT, P.IKO'NN I Cil.A"f E:..i ?I \...T i/SoME:. ?.1\NV ). COAAt.... i
. 'V'C-NSE:', TAN. NHtlt- . -. SIL-T'1 GoF,A.!.. '�-�/7A.Nt?.
E..NP OF !'JOI\IN� !:!> '20.1' fl·l4·1S
*Elevation estimated · · . from Advanced Plan
dated 9-8-75 by Park Engineering, Inc.
� .i:. 0. " ·c 0
�
\0
0 z � " .; c ., ..; Q.. Q.
E E .. .. II) II) i�
j::::tf: ',:·: . ";''? -
·-n .---Y. I
-�-'. '{
\U, I "'I
c 0 u �
.! # :!: e, (..
lO
?I
ri. E 0
� ·. u ., .., ..:u.: cu Eu? �0.: - uo.. c: Q ::>
10. -
1-_I'?"S -�:II 11·1? I t'J.O I 'l<D 1· 9? _1 II /,
l il 11·!1 ;''.; ., :! "5'�1' . ,M
I?.· f. 1'2· f
L 11 �"s$ ·r\�- l 11'2· 11 • -
-
Gi�. '?G.
'2:?
PENETRATION DATA
:=."o.t7. THIN. � . I Standard 1 U.: , Pe��fration Test NA.�L TUBE; ': �. SAM ft..!:;.. F.-. � o.. N (Blows per foot) > 0 10 20 .30
�R 40
l·h'!7MULIC. rF-.e:.7�uf'e r;oo r-s 1 1 o. 'I '
H'/t7KJ\ULli fl\e:�uf'£;- ·
700 f� 1/1;<?'
1-\ltl�AU�Iv PI\C';?UI\E; ' '7�o r�l/ o.-; .
l l 1 50/o.·-;..' 1=1-1-· - . Hb.MMt.('.
�OUNC.(:;$-
1---1 I I I · 9%.1'
�-� D.. .J. � .c·
J -:z -<( '-:::1 _) <:( ':£.
·-
e
WALTER LUM ASSOCIATES, INC. . I 3039 WAIALAE AVENUE • HONOLULU, HAWAII 96Bi6 • PHONE 73;7,7931 . I
Boring Log
PROJECT
LOCATION
f'KO�INGi 6GRJfiiG NO. \ Sheet No. of ----
KALUANUI RESIDENTIAL DEVELOPMENT Driller IN. LUM A77au:, 11\IG. Date Au�. t4,l HS
Kaluanui, . Koolauloa, Oahu; Hawaii Field Party __ 1<_A:::-=-:K�U�· .. G;";t:;-;-l;-:o�v--.t ______ -::-.,..._---. . . · · . . col'lr•t:JuoL.t5 1." TMK: 5-3-08 · 5-J-09 5-.3'"'10 Type of Boring · f i';; NE:.11'.1\'fiON Diam. . '-' '
. s'+-* -Elev. · · - · · - Datum -------HAMMER:
Weight !40 11 Drill Bit
Drop ?;O ·• • -=:w.=ter-;-:::Lev::;- el.
--.�� ----,.� '�--.,.......,�r--��,__....:...:._
SAMPlER• :-z" t71AMron"<. I?LUN1 ro•N1 : : : :
c: 0 ·� "C ; .! ·;; �··�] :::lcnU
� DESCRIPTION .c Q.
E:.LE:.� .. = s't l "* .. Q 0
! I 1 -
-
5 -
-
-
-
-
10 1-
-
-
-
-
IS
�0 ,_.
'Z.5
. t:.N.\7 Of f'f:;�E:.Tr\t,TION e,'l.�.i��o-8·14:7'?_ . .. .
*Elevation estimated from Advanced Plan dated 9-�-75 by Park Engineering, Inc.
� .. c. E ., "'
.
ci c:i E
.; c 0 z c: 0 ;; u .. .. ..: u · c:..; ....:u: Q) " " c. c · ·
!� QU s� �I.! E GIO.. �0: uo.. � � � c: Q ::;l
PENETRATION DATA � I 'Stanl:!a� CONTII\Il ou� 1 u=·. , Penetration. Test
"' .. · en .. .. c:o.. N (Blows per foot) .. > 0 10 20 30 40
1
� d.;,lws /1 o
I
I 0 L() /,'J I o. So I Hrjl.o
··--·� e1.. v·l 1.o' I �l.O tAl}. o. 7
'2.1 B L' y:.J, I I. • 4 &f.:...o�-s/�o.�
4- e 1.o • J�" ,:!; ' ?:>lt?L.O v�s t.o'
� 1B�oJ� $r,.o I P.l\;dt�-l/ \.0
IL
I �'I i\c•l""?[/l:o
I I I I I 1�: :�" ::r�.i,o. SOja. 'I.'
• Do '..f\ u.> �
·-:J •J. <t "::1 J . ...{ "£,
·e
e
WALTER LUM ASSOCIATES, INC. I 3030 WAIALAE AVENUE • HONOLULU, HAWAII 96816 o PHONE 737-7931
Boring Log
PROJECT KALUANUI RESIDENTIAL PEVELOPMENT
LOCATION . Kaluanui, Koolauloa, Oahu, Hawaii
" 0 ·= � ] � �== :;,Jlu
TMK: 5-3-08, 5-3-09, 5-3-10
oi DESCRIPTION ?; 0.
'E.LE;\J.: t::.'t J, * 01!!.
�
.s _ ...
E-1'111 Of !'iHE.T((.A.ifON e; l �· e>·l'\·1�
*Elevation estimated from Advanced Plan dated 9-8-75 by Park Engineeri�g, Inc.
10 1-
-
.
� .. ii E ,;j
6 z .. ii E Jl.
M
!'KOB!NG . ':7 . "eoRmG NO. Sheer. No. of
.Driller N.L.UM A?70v-,ll'iv. Dare Auc1. l''l 1'11!7
Field Parry Me:.,:���K\��t�U ... A?ATO. .. Type .:�1 Boring
. f f;N 6I "'i\110 N . Diam. . 'Z . <;;'+ *
Elev. -
ci. E c 0 0 u
Datum --------------�--�
PENETRATION DATA
" .. ..: u �LL .. .. ...:u.:
·� 1 ·� CONflt-.IUOU<;, 1 U: , Penetration 'Teat "' . au �(#! au 5·ui
�.,: �.,: go.. � a :l
GJ"! fii o.. N (Blows per foot) > 0 10 20 30 40
L-
UJ....!i..!::!4':�r-T-----, .;;o/o,!Oi HAMM�F-. i",O Ul'�C��
e
·e
-
?.-77 .5
kb.\..UD.N.UI R�?\Q�t-.\\lt\L-- ll€-�f:-I,..Of"""SN1
TABLE I A. - SUMMARY OF LABORATORY TEST RESULTS
BORING NO. SAMPLE NO • .
DEPTH BELOW SURFACE
DESCRIPTION
GRAIN-SIZE ANALYSIS (% Passing)
Sieve 1-1/2" 1" 1/2" lf4 1110 1120 #40 11100 1/200
ATTERBERG LIMITS Air Dried or Natural Liquid Limit Plastic Limit Plasticity Index
Dilatancy Toughness Dry Strength
UNIF IED SOIL CLASSIFICATION
. APPARENT SPECIFIC GRAVITY
CBR TEST (Surcharge - 51 P.S.F.) Molding Moisture, % Mo !ding Dry De.nsi ty, P. C. F. Swell upon saturation, % CBR at 0.1" Penetration
MOISTURE-DENSITY RELATIONS OF S OILS (ASTM D-155 7-70, Method_) Dry t.o Wet or Wet to Dry Max. Dry Density (P.C.F.) Optimum Moisture (%)
. REMARKS:
Date q.q·\S, By �l .
�-tt� Rf t..C:.� (?Row� 71\-l'i 7�0 'NitoQAI.- � f(.001$
\00
q4.1 . q�.o
q,.,
- e4.1 40.e �o.'l. .\0·\
?3.4
f;..IR ORI'E;D
�101--1 -\?lt\�T1t�
0'N, St/1
1.1S
\l.o' \ q1.�
0-� 40.0
. 0
Qf?( 1"0 '1'1�\ i04 \1
.fl. c.
q-b.!?'
,. t\\-\ '?b.":\ 0
V'-11\Rt-{..�S or '=Al:ll2_
)00 iOO
cvz.1 .. · - _· �1-� --0?:>.�
01.1 !7'2.\ \1.�
�.�
7'/'J- �IV\
�
�VIRt=ue.
v��\( t?Qolf-.lt-1 t711..-i'/ c?�NO IJ:!\GORf:\v
"-\'2..� qtz..'?J qo. \ 10ro.1· B9.\. (o\.1 44.9 'll2,(o \q,{P
f>..-1� 0R1�0 41 40
l<t-�\0 W'Cb.'<. B (;;>Of1
�M
'2. .1\
. '2.\.1 '1�-'?
1/l. IS·S
D
OR::f "T0 V\IE.I . \GO --
1..o
WALTER LUM ASSOCIATES, INC. , CIVIL, STRUCTURAL, SOILS ENGINEERS
e
·e
__ I
2-775
k.t>L.U{?:NU\ R02\Q'St-\:flP..\.. P£-'J�'vOfM0to\1
TABLE I-2_ - SUMMARY OF LABORATORY tEST RESULTS
BORING NO. SAMPLE NO. DEPTH BELOW SURFACE
DESCRIPTION
GRAIN-SIZE ANA LYSIS. (% Passing)
Sie.ve 1-1/2" 1" 1/2" 114 1/10 1120. 1/40 11100 11200
ATTERBERG LIMITS Air Dried or Natural Liquid Limit Plastic Limit Plasticity Index
Dilatancy Toughness Dry Strength
ONIFI�D SOIL CLASSLi!TC.t\TION
APPARENT SPECIFIC GRAVITY
CBR TEST (Surcharge - 51 P.S.F.) Molding Moisture, % Molding Dty ·Density, P.C.F. Swell upon-saturation, % CBR at 0.1'' Penetration
MOISTURE�DEN SITY RELATIONS OF SOI LS (ASTM D-1557-70,- Method __ ) .
Dry to Wet or Wet to Dry Max. Dry Density (P.C.F.) Optimum Moisture (%)
REMARKS:
Date q .q.'\S By 0\.
(p f
'Z.o ':- 'l.o!�· ��11��NO 'N(I .. c..€h Cf (:zfi'l\'10\... .
}00 \00 \00
q;t:!? q·co q(a.S> . 90.� . 0�·� \1-0
01'1\
1 G
0'-!o,S'
0��rl $C..tj ..
}00 \00 \00
��·:1 qq.1 C��.4 g4.'2. 14·(; .,,'2.
.ti 1'--1\J. � p., '-
H O\'\ .. fl\. t\S\' c.
. �f
q
0\A « rP-.<-t. .
\P.\4 21:\'NQ
\00
wo _qqA qq .'2. qto.1 lo'? . \ "?? .�
0.0. "; .,
N.C.\\)Qt-.L
J.l�·?lPh\"1(.,
0P
\O.q j0\.4:
N\\.... 4-'?; .0
\0' --c.
�'.;.(o.S 6f<(j . . . t71\.-1 0t>.\'\Q . 'NJWN.£r;7 or· <? �L\b
..
\00 . \00 \00 �q.� �fl.� q(Q·1 �1·1 4o.o ,�.t
f,'lV'\
I .
WALTER LUM ASSOCIATES, INC. I CIVIL, STRUCTURAL. SOILS ENGINEERS
• I
e
e
e
'1-775
K�\...Vt.::>�U \ R'f!.?IPS"'\1 J:.\.. IJ�\JS\,.O?Mt-t-\1
TABLE I C. - SUMMARY OF LABORATORY TEST RESULTS
BORING NO.SAMPLE NO. DEPTH BELOW SURF ACE
DESCRIPTION -
GRAIN-SIZE ANALYSIS (% Passing)
Sieve 1-1/2" 1" 1/2"
. 114 1110 1120 1140 11100 11200
ATTERBERG LIMITS Air Dried or Natural
- Liquid Limit Plastic Limit P las ti city Index_
Dilatancy Toughness Dry Strength
UNlFIED 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'-155 7-70, Method_) Dty to Wet or Wet to Dty Max. Dry Density (P.C.F.) Optimum Moisture (%)
REMARKS:
Date q .q- \�f? By 0:j
I I s. ·
1!7'- 10A-·- -
_ 6R�-'N\.\\� vi.A" -;l ��t{O
- W\ R '-- -
)00 \00 q4A Bl. I i�A (o�'l. (r/}..0 41·� '?I.!.P
7C.
1'2.. \'2., v
0t.M<.�p...c,€, 2'-s.�'
'ORD'N1--\ "'T'I>-N 0\I..I:::J ���Q ���Q
100 \00 tOO 100
&JCJ .!? q�.1 qCJ.\ Cj 0.1 -
�f.>. C., qo.q �0.1 1'2 .<P
41l.'l ,s,0• \4·1 1 'e> \fJ.. 6 4.f7
0M �f
\�A �'\.I
0.\
4'1.9
. WALTER LUM ASSOCIATES, INC. , Ovll, STRUCTURAL-, SC>ILS ENGINEERS
e
X w c z -
> 1--(.) 1-en ct ....J
- I a..
I
e
8-872
90
eo
70
60
50
40
30
20
10
PLASTICITY CHART
PROJECT= Kc-.LUb.N\J I .. R'0S\ OE-N\1�\.:.- 'Qt;.\l'0U>fti\W1'
LOCATION I K�L.iJ.P-NU\, 'KOC\..D.l)LOt:>. I O�:>.�U, �b.'N�\\
-
· - -
CL- ML /
. -
CL
/ .; -
. -
/
v
ML .
y
CH
/ v
/ /
� 0 0 10
v 20 30
• 4 sv �ft--C 'b.
40 50 60 70 eo
LIQUID LIMIT
DATE q,q.\S BY 0-"f __ ....:.__ ___ _
11A
1 LINE
y v - ·
v /
y "'
90
MH 8 OH.
100 . 110 120 130
WALTER LUM ASSOCIATES, INC.
I CIVIL, STRUCTURAL, SOILS ENGINEERS
i -'' ·.j ,:)
e
1-X C) LLJ 3: >-m
a: LLJ z I.J...
1-z LLJ u a: LLJ a..
e
GRAIN-SIZE ANALYSIS CURVE
PROJECT= - - Kt:-..LUP.NU\ R�0I00'N\1D.'- 1/�'fE:.\..Df'Mt.�-·n
LOCATION=_ Kt-.1..\J�Nu\; ·l,(oO\..A.UUJP.., OP.!rlU, 1-\t..WAI'
U.S. STANDARD SIEVE SIZE 100 3" 1.s" 1" 112" 4
·Ia 20 40 100 200 I
- -I"'- ' T � ....... " ! '
90 II :--.._-� !'... \ 1
80 l . � t-.... . ........... ",\ i T \ ! r . I .I ""-... ;\ '\ I � I i I '\_ \' I I :
70 I I . : , , -- I-\ :let (,_0
60 ·I I I \ . 1'1:1 T !
- I . I : I I �tir�r--i '
.I I I I \ i� \.T I 50 I I . I :1 1\
I I I I.. ..
40 I. . I I' I !'-. 1\ l}lt-1 I . � I � "'t� t-Ai (91'-i.t;r I \i r\
30 i !. I I '� .\ I i I i. i \\ \"\ I
20 I I Tf T\' \ " I I \ \\ \(
10
0 1000
I
COBBLE
DATE q.'l,-15
� I -i.
. I 100
GRAVEL
COARSE I
BY . �
i : q I
10
U�fM II
1.0
' ' ./ , ...
GRAIN SIZE - IN MILLIMETERS SAND
FINE COARSE' MEDI·UM I
\ \' ,'\' �< '!f� �
-
o.r
FINE
e
l
, .:.__
,M,
I . !
0.01 0.001
! SILT OR CLAY - . ,
e
·e
e
� ·"·-· '17'1
0
0
STRESS- STRAIN cul¢Es
\0
H
.. � �
-
t;IS
� H
-�
.. tl.l tl.l
� E-4 tl.l
� � tl.l
KEY
rz.o
MOHR DIAGRAM FOR FAILURE COND1TIONS
-
SAMPLE DESCRIPTION
GRAY SAND
MO. NO. DEPTH
�· 1 c. lo .
w.0
TEST.
TYPE
Q
. .
LATERAL PRESSUt£
P.8.,F.;
1440
'
SAMPLE SIZE
fl%'' '>(
(&, •I
DEVIATOR STRESS
P.S.F.
'?q�
DEVIATOR STRESS ( <J,- (" ·�:,) x \ 00 o P�-f . '
12. ..
NORMM STRESS,
ATTERBERG ·LIMITS
LL=
PL= �.fl. PI =
WATER C:OitTENT %
INITIAL FINAL
1o -
REMARKS
DUREE 01' _$ATURA'nON % INITIAL FINAL
- -
?:;>
r·�··
j__:H
KALUANUl RESIDENTIAL
PEYELOPMENT I
I AXIAL TEST TYPE ST':,tfN
c...o "Q"-UNCONSOLIDATED, UNDRAINED
WALTER LUM ASSOCIATES, I NC •
..
o .
e
�
STRESS-STRA,IN CURVES
-\0
M ..
� � &; \!?
=i1 H �
1.0
·-
MOUR DIAGRAM FOR FAILURE CONDITIONS
..
..
Ul Ul � E-t Ul
� � Ul
SAMPLE DESCRIPTION . ·
GRAY SILTY SAND
_,e \v/TRACES OF
. SHELL.S TEST LATERAL
KEY DEPTH PRESSURE NO. No. TYPE P.S.f:
0' IO
c. fo., �.0
Q 1440
10 n.,.,
I
SAMPLE SIZE
rz?lf)' 'I (c/
DEVIATOR STRESS
P.8.F.
'2m!?
DEVIATOR STRESS, ( ()\ - <f �) X \060 f'�f
--r-.
· ·--t-�Y �
' ,.� ..
-
- - ·
1'2
NORMAL STRESS,
ATTERBERG . LIMITS
ll= P-L= P! =
WATER% CONTENT
NITIAL FINAL
4� -
REMARKS
DE8ftEE OF SATUftATION, % INITIAL FINAL
--
,. 3
' .
-·
KALUAmJ:(. RESI.PENTIAL
DEVELOPMENT
AXIAL TEST TYPE ST�IN
\\.0 'Q"-UNCONSOLIDATED, uNDRAINED
WALTE� L� A_SSOCIATES, T�C.
I
e
e I
e
1 3-ns
130
120
110
-a.L 104 0 a: 100 - q9 >-1--
. �- q4 LLI c 90
>- 88 n:: c
80
70
60
MOISTURE- DENSITY CURVE (ASTM 0 ... 1557-70, METHOD Q) PROJECT 1 K.t>;t..U�NU\ �010€:.�\\,l).L 9B�'(.,I,.oft-A�
LOCATION: . K�LU.t\NU\' I<:QOLA\.J\....OP>, OA\-1_\)' 1-\A\"'l\11
SAMPLE NO. : 1 01..-1«<-f�c.'E. ·
SAMPLE DESCRIPTION: \'2ROWN ?\1. .. 1'/ ?�N.O "Nic.o�\... � RooT? . ·
- .
-
"
AGGREGATE: 3.4 MINUS MOLD SIZE: G 'fl?,4.S84''HICJII· HAMMER: IOLBS. ��r'pRop LAY-ERSI 5 BLOWS: S'-/LA't'E_RS.
-.
I I
100 "7,., �
� \ �7:E� 0 /:>..If<. '-./OIOS CUR.'\1�;..
/ q�"'Jn' � - /
/ -·--
. � 'tO'?o � -·- --- -
-
B5'� tl' ---- ----- -
--
�� a
- � '£ � h -(
0 10
1- --
·- ···----
--·
1\. .
-�-"· -----
��� .
\ ...... -I\_ . .
"'
. _. ,___,__�.
� ,...._ (\{
(I � � 0 \i""
!cArle. �'II\'- - 'l.1S
'\\ \.""--\. f\ .......
� -
� -- -
<'( ...... :$ ' ��� \.f)!.
()Ji
20 30 40
WATER .CONTENT (0/o)
I
I
I I
!SO 60
WALTER LUM ASSOCIATES, INC.
I c1vA� siiuci-uiiAi:.- 5()1[5 ENGiNEERs------------·--------.------DATE 15-20-75 BY f.?./�.
e
·e I
e
3·-77 5
130
120
110
-u.: 0 a.: 100 -
� t- <15 Cl) z lU c 90
� 0::: c S5
80
70
60
MOISTURE- DENSITY CURVE (ASTM· D·l5t;7·70, METHOD Q) PROJECT I
LOCATION :
KALUL\�UI \<:60100-\\I�L Q�\l�rl'l\0-ij:
1<-AU .... ID.NUI I I<(OOL,D.ULOP.., Ot\\-\1,..\' \.HW�Pd\
SAMPLE NO. : 4- c;u�Ft>-c.� SAMPLE DESCRIPTION:
-- --
:pb-RK �OWN t;\\..,'fj $t>.NQ : - 'N! GORt:>.v ·
\( l.E.�c .b-1 R ' 010.7 ( 1-\Q..'.Je.
J()Q?, 1-v-
.3_5_2<! tk
�' t3-_
'O t""•'J --- ��r..: :3�
0
--··
------
...
-
. ---·- ·-
... - -- --- .
/1 I
- - --- ··-· ----- -·-
f\ \
� ... -- . - .
�f€-C..\ 1C: 61<
\ \
/'\' 1\ \.
'I\�\ - - -·· -- ---- - ---· - --� · - " .
. . -- . ---
� 2 N � 1/l a :2::!
I
,tj 0!
..... - -- --
. I �� � � � ' 8' l? I �I
.... "' _.,
I
�I .-:. �
\f) CJ-1 - 001 I
�'liT'/ -
·-
1'\ "
10 20 30 40
WATER CONTENT (0/o)
'2.(1
3/''. AGGREGATE: /1 MINUs MOLD SIZE : 6''CPd.5a4''1-f!6H. HAMMER : 10 LBS.' . ts" DRQP LAYERS: ____ �-�-----
BLOWS: Sb/Lt;'(GR •
·�o
.. -
I
I
60
WALTER LUM ASSOCIATES, INC. I . civlt� srR'uc-ruR':O:[:- soi[.S ENGINE-ER-s
-- - . ------- -·- . ----- --·-
DATE �-q-\S BY-_-- _ ??1 .-_
e
·e
e
10....,4?0
:z.oo
I�
r�o
/� o
11-0
v; Q.. .._ 100
Q ct 0 ..J eo
(.0
40
2D
CBR TEST
PROJECT:
LOCATION:
K�LUANU\ �.:E:./:710£,�\IP-L. 0�'-IE.-UJrM.D-l.\
KC>.L.Uc-NU\ I \<.00\..P..\J IJ)f;;>. I
OC>.\.\ u I \;.It:>. 'A.! A. I I
SAMPLE NOr I ?'-'Rr�c.�
SAMPLE DESCRIPTION: ��Qo'N� t;l.�vi''{ .SP-NO 'N!CO�Zb.v � �oO\�
D
..
0
i)
� )
� /
') �-� 9·2."
v 1/r )
lrBR @ 0./h PG.NE T'RATIC
/ l/1
' /
/1 I .
P ENE TR ATION (INCHES) ADJ"US TED COORPINA'f£5 TEST RESULTS•
MOLDING MOISTURE, %. J{,. I
MOLDING DRY DENSITY, P.C.F. 11.:3 CBR,@ 0.111 PENETRATION 40.0 DAYS SOAKE.O 4
DATE 8 -3C)-75 BY L Y.
DATE 'l- Z - 75 BY RH. . . . : _
. -
�
D£1'(�T
N�4
....,.... v
fiATIO� . .
9/,o -�
- .
�
x'% 4"?. '?;>
.40.0
5
.. CBR PENETRATION DATA
PENETRATION LOAD . LO,lD l
(INCHES) (LBS.) (PSI)
0. 02 5 /2.5 -12 0.05 0 39Q 1.�0 0.0 7 5 7/6 238 0.1 0 0 IOo.5 335 0.1 2 5 i 2'-.!5 4 2.?. 0.15 0 . 1500. 5PO 0.1 7 5 /700 5&7 0.2 00 1�60 (-11
. 0.2 50 _2._! ':5_() 711 f-:· 0 .300 :2450 '<'11 . 0.'315 0 2{:-!'SO 683 0.400 2B70 0/:7 1). 4 5 0 30SO /0 z. 7 0.5 0 0 32'tCJ /0 ?71
AGGREGATE �-� \1 I �J U.s,
HAMMER WEIGHT. ID LB .s,
HAMMER DROP /S 1�1'5
No. OF BLOWS St./LAVER No. OF L,AYERS _ S:
WALTER LUM ASSOCIATES, I,NC.
I CIVIL, STRUCTURAL,. SOILS ENGIN-EERS
-
·e
·-·�
10-4,0
5QO
A·so
-'\00
350
.300
CBR-Tt:ST
PROJECT:
LOCATION:
l<AL Llt\t--\ U \ \Zi:}]\ \JE.-"'\1\t-.\- 0���\..D'PMt:.N\
K,A\...\).�N.\...1\ I KOO\...t:>.U\..0� ' ON.\U I Uf:..,WI>-11
SAMPLE NO:.· 4 i?V.f�:;::�c.t. SAMPLE DESCRIPTION: OA�K �o'NN ?l'v!'f ?�l'\�- W/GO�t.·
'
�
v-
/ v
L�
/ BRe· 0.211 F-£N£TR �TIDN
2:% 1':: tS
,If /
. ______ ,. __ - -· · · · ·· - · ·· . -�� .-,£ -7 _ ___ .
(/)
-'/ 0.. 260 0 <( 0 I
lc ...J 100
IGO
/DO
SD
II 3Re:c I _2£ NETA"t :TI Of\J ·
!/I
/
v I
PE NETRATION (INCHES) .APJ"U5!£D-
..
.. CODRDIH4T£5 ..
TEST RESULTS'-
MOLDING MOISTURE, %. 2 b7 MOLDING DRY DENSITY, P.C.F. 'fB.3 ·
CBR@ 0.111 PENETRATION.
15.5 -l1�'Y.:S ___ __ _ _ $_9AM ED 5
DATE j'-'3-75"
DATE q- 9 �7-s
BY . G.O
BY RH
. _15-? / :; , _?. : /()_ � I
I
I 5
CBR PENETRATION DATA
PENETRATION LOAD LOAD (INCHES) (LBS.) (PSI)
·-0. 025 {,L ;;..Z.
0.0 5 0 -·I f:-8 5G I 0.0 7 5 2.'<?1 9(, 0.1 0 0 4D3 !.3."1 0.1 2 5 . S II /1C'
0."1 50 C:.5(,. "2.1'1 0;1 7 5 77fc '2 �/'{ 0.200 g_c,<::; ZB'I 0.2 50 "1'15 332 !--0.300 f{Df' . 3�? o.se o ti64 £1 Of
0.400 I z. 'i·) -4 32. 1). 4 5 0 I ?•(..�( 45C.
0.5 00
AGGREGATE · V-4 ''r'•!•\li)";, HAMMER WEIGHT /0 LBS HAMMER D ROP 113 I �15. No. OF BLOWS !.5 '-/ U<)'Cl:; No. OF LAYERS !_;
. WALTER LUM ASSOCIATES, INC. I CIVIL, STRUCTURAL. SOILS ENGINEER?
e
·e
-
10-4 '0
CBR TEST
PROJECT: KALUANU\ R_�t;\QE-,1'\\1�\.. . O���WY'N\Wj
LOCATION: l(£:-..L\Jt.'>.NUI 1 '!<ool...�ul,oc-.. , oA.\.\U, �r->-v\IP..I\
(/)
·SAMPLE NO: q c.:;v.�r�� SAMPLE DESCRIPTION: \�N ?�NO
fjf;(/)
"> ,toO
) \(J)OO
I) 1400
1100 ) .
. ..
I v--- .
fr_. \OOD
)
0 <( 0 ...J too
) �(/)
I ¥0
I 1(jiJ
0
/ v
X: ......., v�l<
·v /
v ·/
� v·
(i/ o . .l" I f'a..� t:: I'
Gl o/2
. .
P.\tOI'\
PENETR ATION (INCHES) �OJ u<:.'t'"-0 C.OORO\I'IP.\'6-S TEST RESULTSa
MOLDING MOISTURE, %. \0.5 ... MOLDING DRY DENSITY, P.C.F. 10\.4
CBR @ 0.1" PENETRATION __ ll.fb.?]
DATE �-12·'?;. 1,.7 BY �JV\. . --�-�--�--
DATE � .. � .. i.S BY 0 ('. ---'--!��-
..
L.---v--
------
'f�t::;: RP-Ttot-1 �&1% �4-:0
..
�-;:=4�/1 b. 4!:'.
I
I
5
CBR PENETRATION DAtA
PENETRATION LOAD LOAD (INCHES) (LBSJ (PSI)
0. 02 5 � 'lT 0.05 0 1�0 ft, ":>. .• 0.0 7 5 0�0 111 0.1 0 0 1?� '2-e'? 0.1 2 8 \12o0 4oo 0.18 0 \%0 S>l\ . 0.1 7 8 ��o ([)()() 0.2 00 'liS>O 111 0.2 8 0 1ss:J tJ!?O 0.300 'lB� �'?.� 0.38 0 ?01P \ 02'?.
. 0.400 . o/2-fiO I Q€,?; 0.45 0 ?400 I\'??; 0.5 00 '?0!0 1111 --·---
AGGREGATE ?/�/ �AINV1 ·
HAMMER WEIGHT \0 \.l??S•, HAMMER DROP ) f> \�C;. No. OF BLOWS 01P/IJ\j�f<.. No. OF LAYERS v� . --
WALTER LUM ASSOCIATES, INC.
I CIVIL, STRUCTURAL. SOILS ENGiNEERS
·-
··•••
·;·-·
10-4,0
CBR TEST
PROJECT: \(.p._L.Ut>-NU \ R�t;H)�N(,� · Q�'j���\'r\
LOCATION: l<t:)...L\.lt>.NU\ I KOOU\UL..Ot\ I Ot�;�U I. �()..\f-1/).1'
SAMPLE NO: 11 �v.Rf�t-�
SAMPLE DESCRIPTION:. - �R.o�� c,,vN �t:\�0
z.ocO
·.I sco
Jf:,OO
J4o0
)200
(/) e; 1000 0 � 0 ...J 600
r.oo
40t.'
too
-(7
..
/
�{cs
/ ./ I
o.\
. ---.
v
/
R�D.t
�
,.
Pl:.Ne
. I
0.'1_
/
/ /
· I Reo. PHI
l.-RATI o jl-.1 := 4
..
PENETR ATION (INCHES) AD :JUS T£D COORD/NAT€!;. TEST RESULTSa
MOLDING MOISTURE, %. I '3.1 MOLDING DRY DENSITY, P.C.F. 'f<=i. I CBR @ 0.1" PENETRATION 1 �. o DAY .. s·:·:·:.soAKED . .E
DATE B-26-75 BY C.,.J../.
DATE . B-- .2(..- 75 BY g.B.
l/
TFMTIO
f1Yto �
/' v
v
� .� 85), v !s--:.;5f:1.7
4<7.0 I !
I I I
0.5
CBR PENETRATION DATA
PENETRATION LOAD LOAD (INCHES) (LBSJ (PSI) 0. 0•25 tqo <,;.j 0.05 0 540 LBO.
0.0 7 5 q.so 317 0.1 0 0 !300 143 0.1 2 5 '" 70 5...!il 0 . 1 50 zooa C.6L 0.1 7 5 z.zso 7bP 0.2 00 2520 _B_1Q_ 0.2 50 3000 1000 o .3 oo· 3-;>,70 II l" o. 'S 5 0 3�0 12 2_2
0.400 !.>770 ll.3 2� 0.45 0 4350 146C 0.5 0 0 1c;.so 15.0:0'
AGGREGATE 6,.4 1MINIJS. H.AMMER WEIGHT /0 LB.<:> HAMMER DROP /6 INS
No. OF BLOWS S b/ LA 1r't-'":: ' .
No. OF LAYERS______§_
WALTER LUM ASSOCIATES, INC., CiVIL, STRUCTURAL, SOIL.S EN(;INEERS
4/75
In general, soil formations are connnonly erratic 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 times designated on the logs and may not represent conditions
between borings, at other locations, or at other dates. Soil conditions
and water levels niay 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, or otherwise indicated,
we should be advised immediately to review or reconsider our reconunen
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 operat-ions at or adj.acent to the
site, it is reconnnended · tha.t this report be reviewed to determine the appli
cability-of the recommendations consi"dering the time lapse, changed conditions,
and changes in the state of the art of soil engineering.
Our professional services were performed, findings obtained and
recommendations prepared in accordance with generally accepted soil
engineering practices. This warranty is in lieu of all other warranties
expressed or implied.
Limitations - ,Page 1
•
8-75
�IMITATIONS ( cont' d.)
Contract documents and specifications often prescribe superv:i,sion by the
soil engineer. It sbould be understood by all parties that the soil
engineer's actual scope of work is very limited. We as the soil engineer
do not assu1ne the day to day physical direction of the works, nor minute
'examination of the elements, nor do we as�ume ·the responsibility for the
safety of the contractor's workmen. Supervision, inspection, control,
etc., by the soil engineer generally mean taking of soil tests and mak.ing
visual observa.tions, sometimes on only an intermittent basis relating to
earthwork or foundations. for the project. The soil engineer does not
guarantee the contractors' performance, but rather looks for general
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 the project engineer or architect or contractor for action.
Although the soil report may comment or discuss construction techniques
or procedures for the design engineer's guidance, the report should not
be interpreted to prescribe or dictate construction procedures or to
relieve the contractor in anyway of his responsibility for the construction .
Limitations - Page 2
