i [a...7553 colburn street, suite 202 tom enterprises 72 wilikina drive wahiawa, hawaii 96786...
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lo-X· GEOL.AB S- :H .A '.N.A I I l'fo·
Geology. Soils and Foundation Engineering
7553 Colburn Street, Suite 202
tom Enterprises 72 Wilikina Drive Wahiawa, Hawaii 96786
Attention: Mr. Franklin C.C. Tom
Gentlemen:
Honolulu, Hawaii 96817
April 1, 1976 W.O. 630-00
• (808) 847-5064
Herewith submitted is our report entitled "Soil and Foundation Investigation, Proposed Wilikina Apartments - PDH, Wilikina Drive, Wahiawa, Oahu, Hawaii".
Our work was done in accordance with the scope outlined in our proposal dated February 19, 1976.
The site is suitable fbr the propbsed development provided our recommendations kre followed. A summary of our recoromend�tions is presented at the beginning of the report. Detailed recommendations are contained in the body of the report.
If there is any point which is not clea� in this report, please feel free to contact us to discuss it further.
Very truly yours,
GEOL�BS-HAWAII
�'7./(.;V� Bob Y.K. Wong P.E. President
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SOIL & FOUNDATION INVESTIGATION
PROPOSED WILIKINA APARTMENTS - P.DH
WILIKINA DRIVE
WAHIAWA, OAHU, HAWAII
TAX MAP KEY: 7-3-09
W.O. 630-00 APRIL 1, 1976 •
FOR
TOM ENTERPRISES
GEOLABS-HAWAII
1553 COLBURN STREET, SUITE 202
HONOLULU, HAWAII 96817
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TABLE OF CONTENTS
SUMMARY . . . . . � . . . . . . . . . . . . . . . . � . . . . . . . . . . . . . . � � . . .
INTRODUCTION � . . . . . . � . . . . . . . . . . . � . . . . . . . . . . . . .
SITE DESCRIPTION . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . � . .
PROJECT CONSIDERATIONS . . . . . . . . . . . . . . . . . . . . . ·• � . . . .
SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Subsurface Exploration . . . . . . . . . . . . . . . . . . . . . . . . .
Soil Condi tion·s • • • . • • . • • • • . • . . . • • • . • • • • • • • • • • • .
DISCUSSION AND RECOMMENDATIONS . . . . . . . . . . . . . . . '· . . .
Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . . . . . .
Floor Slabs . . . . . . . . . . . . . . . . � .. . . . � � . . . � . . . . . . . . .
Swimming Poe 1 . . . . . . . . . . . . . . . . . . . • . . . . • . •.. • . . . . , . .
Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . .
Earthwork and Grading • • • • • • • • • • • • • • • • • • • • • • • • • •
Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . i • • • • •
CONSTRUCTION MONITORING . . . . . . . . . . . . . . . . . . . . . . . .. . .
SITE l'LAN ' . . . . . . ·' . . . . . . . . . . . . . . . . ... . . . . . � . . . . . . ... .
APPENDIX A Boring Logs . . . • . . . . . . . . . . . . . . . . . . . . .. . . .. • • . . . . . .
APPENDIX B . . . . . . . . . . . . . . . . . .
. . . . ·• . . . . � . . . .
Field Exploration • . • •
Laboratory Testing . • . • • • •
Laboratory Test Data • • • • • • • • • • • • • • • • • • • • • • • •
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Plate 1
Plates A-1 thru A-4
Plate B-1. Plate B-2 Plates B-3 thru B-9
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SOIL & FOUNDATION INVESTIGATION
PROPOSED WILlKINA APARTMENTS - PDH
WILIKINA DRIVE
WAHIAWA, OAHU, HAWAII
TAX MAP KEY: 7-3-09
SUMMARY
The predominant on-site soils are very stiff clayey silt of highly decomposed basalt origin which will provide adequate support for the proposed structures.
Spread and line footing foundations can be used • .
Allowable bearing capacity up to 5, 000 p.s.f. may be used. ·
INTRODUCTION
This report summarizes the findings of a subsurface investig,ation
conducted at the subject site to evaluate the subsurface conditions
and to es.tablish recommendations for the design and construction
of the foundations to support the proposed 10-s'tory high structure
and for the ancillary earthwork.
SITE DESCRIPTION
The proposed project site is located on Wilikina Drive, north
of its intersection with Kunia Road in Wahiawa.
The approximate 2.3-a�re developm�nt site is located on relatively
level ground. The ground surface slopes from elevation 870 feet
at the south to elevation 864 feet at the n�rth property line.
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ce ce Page 2 W.O. 630-00 4-1-76
Along the north boundary is the edge of a bank which slopes
down about 22 feet to the edge of Wahiawa Reservoir. The
slope ratio of this bank is about two horizontal to one ver
tical (2:1). Steeper �lopes up to one and one half to one
(1�:1) ratio is noted about 35 feet north of the northwest
corner of the �ropo�ed building location. The slope is covered
with dense trees. There was no visible sign of slope movements
or instability in this area at the time of our field reconnais-
sance.
The northern half of the property is covered with moderately
dense grass, fern forest and tall eucalyptus trees. On the
southern portion of the site which was probably graded recently,
� there are dirt roads extending from Wilikina Drive to the re
servoir bank in the back.
PROJECT CONSIDERATIONS
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The proposed development consists of mainly a 10-story high
apartment structure, 65 by 130 feet in plan dimensions. The
highrise structure will be situated in the reaf portion along
the bank of the reservoir. On-grade A.C. parking will be con
structed in the front faci11g Wilikina Drive. A swimming pool
is planned at the northwest corner of the apartment structure.
Maximum anticip,ated column loads are app·roximately 500 kips from
the apartment� Shear wall loading up to 200 kips per lineal foot
can be expected. ·Site g�-��ing will_ be minimum and it will con
centrate at the northeast portion of the parking area.
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SUBSURFACE CONDITIONS
Geology
t. Page 3 W.O. 630-.00 4-1-76
The site is underlain by decomposed basalt of the Koolau
Volcanic Series of Pliocene Age. This series, which is more
than 3,100 feet thick, consists of flows of pahoehoe and 'aa'
lava ranging from 10 to 80 feet in thickness. This highly
weathered basalt (saprolite), which includes all decomposed
rock other than the ferruginous bauxite, and residual soils
are rich in iron, thus produce shades of red and reddish
brown.
Saprolite is a soft, decomposed rock in which nearly all of the
original minerals have been replaced by secondary minerals, but
with most of the origin�! basaltic texture and.structure preserved.
Much of the rock at the site area has been so thoroughly weathered
that soil and clay textures replace the original basaltic textures,
in some places lumps and chunks of saprolite p«;!rsist in the soil
horizons.
Subsurface Exploration
The subsurface exploration for the proposed. building sites con�
sisted of drilling four test borings. The borings were drilled
at the locations shown on the enclosed Site Plan, Plate .1. A
detailed description of the 'field exploration methods and accom ...
· panying laboratory testing is given in the appendix along with
the boring logs and laboratory test results. ' ,._, ":· .
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Soil Conditions
Page 4 W.O. 630-00 4-1-76
The exploration disclosed essentially uniform soil conditions
beneath the proposed site. The soils are decomposed basalt
of brown and reddish-brown clayey silt, varying from stiff
to hard in consistency. The clayey silt soils were encountered
in all borings at ground surface to the full de·pth of the borings.
Groundwater was noted in boring nos. 1 and 2 about 25 feet below
the existing ground surface or about elevation 842 feet. The
boring water levels were approximately the same as the elevation
of the reservoir water level.
DISCUSSION AND RECOWoiENPATJONS
The subsurface conditions encountered during the exploratory soil
investigation were relatively g6od from a soils and foundation
engineering viewpoint. Spread and wall footings bearing on the.
undisturbed in-situ clayey silt will provide adequate support
for the proposed highrise and swimming pool structures.
Foundations
Spread and wall footing foundation bearing on the in-situ stiff
and undisturbed· clayey silt can be aesigned for an allowable
bearing pressure of 5,0�0 poQnds per square foot. The soils are
not sensitive to impact loading. The bearing value can, therefore,
be increased to 7,000 pounds per square foot when considering
seismic and wind loadings. Footing foundations should bear a
minimum of four .feet below the adjacent final grade.
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(e ( -Page 5 w.o. 630-00 4-1-76
It is estimated that the total settlements for the highrise
structure should be less than one inch, with a differential
settlement of.less than one half of an inch.·
Floor Slabs
Expansive soils were not encountered during the subsurface
explorations. S�ell tests on sample of the near surface soil
�esulted in less than one percent· of swell with a surcharge of
60 p.s.f. This percentage is generally considered to be a low
to non-expansive potential condition.
Slab-on-grade construction can be utilized without special
provisions for expansive soils. It is recommended that the
subgrade be protected from drying and kept moist during con
struction. The subgrade should be. compacted to a min�mum of
95% of maximum dry density .established by ASTM .Designation
D:l557-72T. "
No base course layer is required. Slab-on-grade with floor
covering sensitive to moisture should be· proteQted by a plastic
vapor barrier.
Swimm,tng Pool
For the. proposed swimming pool construction, the walls .should be
desigrted to resist a lateral pressure equivalent to fluid pressure '
of 35 p.c.f.
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The bottom of the swimming pool_should be kept moist and·
compacted wet of optimum to a minimum of 90% of its maximum
dry density. A 4-inch layer of 3/4-inch minus crushed rock
drainage base should be used ·below the pool slab. Positive
drainage should be provided below the pool structure.
The proposed pool deck should be pl�ced on a m�ist compacted
subgrade and a 4�inch layer of S4C cushion material.
Pavements
A surface sample of the on-site clayey silt soil was tested.
The laboratory result indicated a CBR value of 5% with an
expansion of less than one percent. Based on the present
data, the following pavemeftt section may be used for designing
the parking and driveway :areas:
Z" Asphalt Concrete 6" Base Course 6" Select Borrow
14" Total Pavement Thickness
The base course should be crushed rock or other ·granular material
with a CBR of 85% and conforming with section 31.2 Standard Speci
fication for Public Work Construction o:r; equivalent. ·The select
borrow should be crusher run quarry waste, mudrock,_coral sand
or cinder and compacted to 95% of its maximum dry density. The
subgrade soil should be scarified down to a depth of 6 inches,
moisted and compacted wet of optimum moisture to 95% compaction.
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Earthwork and Grading
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The proposed site grading will probably entail some cuts at
the northeast portion of the p�rking lot. In general, the
· highrise structure and the parking lot will be constructed
essentially at grade. Trees and debries.within the building
and parking areas should be removed. Disturbed soil conditions
due to removing of trees should be replaced with compacted layers.
It is anticipated that new fill varying £rom 2 to 6 feet in thick
ness might be required at the northeast section of the parking
lot. Th� red clayey silt soils at the site are acceptable fill
materials. Where fill is to be placed upon existing slope ex
ceeding five horizontal to one vertical (5:1), the exist�ng slope
surface should be benched to properly keyed the newly placed fill
to the existing slope.
All areas to receive fill should be undercut to remove the surface ' -·
vegetation and topsoil. Prior to the placeme�t of new fill, the
exposed surface should be scarified to a depth of six·inches,
brought tQ near optimum moisture content an,d compacted to minimum
of 90% of the maximum dry density. Additional fill should then
be placed in 9-inch horizontal lifts.and compacted to the 90%
density.
Slopes
The steepest natural slop� at·. th:� : existing reservoir bank is . ·.- '• . ' 1 · .. : ·· ·" · . .
about one and one half :t0.9J1e (l�:l).s1ope ratio. At this
area, the calculated facto� of�afety for the slope stability
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is about 2.0 which is considered adequate.
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W.O. 630-00 4-1-76
Proposed fill slope should not exceed two hori�ontal to one
vertical (2:l)j The ori-site clayey silt soils can be cut
at essentially vertical slopes for short term construction
conditions up to 5 feet deep. Beyond that depth, unsupported
excavation should be sloped back at one horizontal to one
vertical slope ratio. Perman�nt cut slopes should be no
steeper than one and one half horizontal to one vertical
(1�:1).
CONSTRUCTlON MQNITOIUNG
It is recommended that the :toundation excavations for the
apartment and swimming pool structures be inspected prior
to the placement of concrete or reinforcing to assure that
adequate bearing has been obtained and that the subsurface
conditions are consisten,t with the findings of our subsurface
investigation .
The utility trench backfilling and earthwork operations should
be monitored by the soil engineer. Constructidn inspection
should include the necessary testing to assure that the proper
degree of compaction is consistently achieved.
The recommenda,tions given in this report are contingent upon the
above inspection•·
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Should you have any questions concerning our findings or
conclusions·ot need additional clarification of any portion
of this report, please do not hesitate to contact us.
Respectfully submitted,
GEOLABS-H,AWAII
By � �k.��· Bob Y.K. Wong P�
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GEOLABS- HAWAII W.O.- 630-00 DATE: 3-23-76
ACTUAL UVILDING AREAS
, . FLOOR AREA TAUULAT IO:;s:
l ST Fl.J.)f)R: 1 - 1 BP. C_n l t s � 5�r1sqr T '"' 1 X 550SQFT "" 3. 850 SQFT 4 - 2BH Cn_l t.s o 7fE .. )SQt'T ::::1 ·I X 705SQFT = 2, 820 SQFT lst Yloor A11artment Flour A1·�a
Laundq', Office. Elevatl)r, Stairs bit Floor Tot a 1
2t;JJ - I OTU FLOORS: 8 lBR Units JJ fl50SQFT = 8 X 550S(JFT "" •1 - 2BH Un 1 t s �r 5.SOSQJ-'T =- •l X 705SQFT
6,"670 SQFT
1 657�QFT
8,327 SQFT
•1 ,·TOO SQFT
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// NOTES: 2nd - lOth Floors Apartment Flr. 1\r"a ""
2, 6�W SQFT '7,220 SQFT ..L<.2_2:_!!!2_r s)
6-1, !lEO SQFT � BORING LOCATI O N
' SURFACE SAMPLE
REF ERENCE: PLAN PREPARED BY PETER HSJ a ASS OCIATES, INC. WILIKINA APARTMENTS - PDH
Llt�\'ator, Sta1ro, Corridors • �.�65 SQFT
2nd - lOth Floors Tntal
Z. TO'f,\L APA'RTlJ}o.;-iT FLOOR AREA:
3. 1"lYfAI. Fl.OOit AREA:
•i. TOI:i\1. ::t:M!IJ';H Of-" AJIAH'OIE:-oT UNITS:
• 74,915 SQFT
71,650 SQFT
83,272 SQH
711 - I BR: Units -10 - 2 BH l'nil.b
tY2f'fe7l_<.�_i N(;-:-,)7 UnitE>
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PEI!T I SE1rJ' IJATA
TUK : LOT AREA: Pl!�SENT ZONI�G:
Or;T,\1 I. LAND WAP: H!:.ZO:l I NG TO:
SETBACKS
7-3-09;(4 thru 13 and 50$ of 3) 98,681 Sq. Ft. 7-3-09: J ........... R6 7-J-09: 4 and 5 ..... 02 7�3-09: 6 thru 11 .. :oa 7-J-09: 12 and 13., .RG Medium Dt-!nsi ty Apt, A-2 (PUD) ifilikina Drive 10'-0" Side aud backyards 10' -o··
CZC REQUIREMENTS
ZO�£ A-2 (PUU) IJJT AR!:,\ BO,;l'S LOT ,\l!EA "A" (ST. FHO�TAGES X 1/2 St.\l'idlh) Bu�:IJS LOT AREA "D''.(Rear Property f-�runtagt- x 1/2 LUI)
TO'Bl. COMPUTED MAXIIIUU I.AI\0 AREA
Lri RATING: FAll OSR LSH HSH
70 1.60 0.43 0. 27 0.07
ALLOWABLE FLOOR ARI:l\ (FAR X Computed Maximum LHnJ Area): 1.60 X 151,482 .,. 242,372 S
ACT!'.\ I. FWOH AHEA PllOV IDED: 83, 272 S I. Hf:QUIRW lollNI�Uiol OPE� SPACE ( OSR X FA):
0.43 X 83,272 SQF� = 35,807 S 2. Rl:QUIHE!l I.IINI"UII 1.1\'ING SPACF. (I.SH X FA):
.
0.27 X 83,272 S<;I'T • 22,483 S" 3. HEQt;l RElJ HECREAT ION SPACE ( RSR X FA):
0.07 X 83,272 SQtT • 5,82n S
I. ACTUAL OPE� SPACE PROVI OED: DO, 354 S
2. ,\l"fUAL LJ\'lNG 0PE!'l SP,\CE PROVIDED: 5�,301 S
:J. •\CTUt\1. RECREATION SPACF. PROVIDf.O: IO,OUO S
i'.\Jli:l�li IH'Jl IHrHf.�\TS: lJ1 Apunm• nt Untts 1.:15 Stall:./l'nlt • 1•1'1 Stull R•.>'Juir,_.t1
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Sample -------,
Dry density ( pcf)
r- Depth (feet)
rGraph
. Surface elevation 8 6 7 x
9 Blowe per foot !SO 40 30 20
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9 s:1 t 6" = 0.4 K �F
I •
I I I, �
T<*VP>NE �HEAR I= 1.01 KSF
I
1�9 1
10 0
I I
82 II IJI s-
74 l lT JllO-
SOIL DESCRIPTION usc
R ED CLAYEY SILT, T RACE OF IMH ROOTS, VERY ST I FF
IMH . , "
I
R EDDISH BROWN CLAYEY SILT, HARD •
GRADED T O BROWN COLOR I I
I '
I 1 i r
!
I , �-j
. I ToRV�NE s�EAR 1= 1. 61 K S F 1 lil S- GRAY-BROWN CLAY EY SILT, HARD .. ., I M"' �
U (HIGHLY DECOMPOS ED BASALT) t ____ ,. � l -! I i \
� 0/4" l 19 ' I ! , I
j 1 I !
. , I I i i
91 •
•
I• 9 ' ! i i
• JI2Q_
�I I2s_ 1520 1-iRs . 3-10-�6
I3o_
I35-
BROWN CLAYEY SILT, HARD
I ' � ; lMH I
(
�1---i �
GRAY-BROWN CLAYEY SILT MH (HIGHLY DECOMPOSED BASALT)
GRADED TO BROWN COLOR
GRADED TO REDDI SH BROWN COLOR
:/·:�.:�:);' •
0 Moieture content LEGEND WILIKINA A PARTMENTS - PDH
I 2 .o" 0.0. eptit- a'poon aample 11 Undieturbecl ring aample I Dieturbed ring aample I Core eampte
�,a;t:c limit - . - LOG OF BORING
Liquid limit ___.A � Tavl ENTERPRISES
Natural w�t�;- content . a.:a:ox...A.:e&-HA.VV�x�-- -� rc,anrtauon ll:n••n ... r"'• • &"'It: P:n������� -�-��··�Mj
4 P Sampler puehed Q!j�tll�···:�•:��_rgy�!..,.����',�;-�,t;'}'30"drop W.O. 630-00 AP�I1... 1'17�. -·�
I I 1-I I I I I I I
� I I
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e ----------=-=---------�----�,--------------------�------------------------�
• BORING B-1 (CON T 'D)
Sample ----�--,
Dry density ( pc f ) 9 Blowe per foot
!SO 40 30 20 · 10 0
r-- Depth (feet) Graph
. Surface elevation 867±
SOIL DESCRIPTION
REDDISH BROWN CLAYEY S ILT, VERY ST�FF
usc
MH
• 9 I 40
��� (HIGHL Y DECOM P OSED BASALT) I j
I I
8 Moitture content LEGEND I 2 .o" 0.0. split- epoon sample II Undieturbed ring eampte
I Disturbed ring eomple I Core eomple P Sampler pushed
-
-
-
-
-
-
BOR ING TERMINATED AT 40.0 FEET ON 3-10-76
WILIKINA A PARTMENTS - PDH
Ptoatic limit ·· .· .. LOG OF BORING
Liquid Natural
limit _A · � TQ\1 ENTERPRISES
wate;• COntent .
G:U:O�A.EIB-HA."'UV"A.:n ·--�
. . . ,
r"''""•""'" "'""'"-""" • A"'' "'"""·-: ·�:�.
� ··--:··•· ·•� j Drlvtno enoiglt:�40 tb.wt.,30"drop W.O. 630-00 .t,\P�IL 197f')
' - t.:". · ' · •'7
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• 'e· ·-· _. BORING B-2
Sample --------,
Dry density ( pcf) ,-- Depth (feet)
r-Graph .Surface elevation 868±
9 Blowe per foot 50 40 30 20 10 0 usc
89/ l p " • p 1 ,. 70
I• I I t TOR:V�E s� = 11.7 KSF
REDDISH BROWN CLAYEY SILT� HARD
MLMH
TOR'.t1ANE tEAR I =1. 6 I KSF 89l li 1o...
GRADED TO STIFF HARDNESS MH
1�6. ,. 9 lPRV ANij SHEAf;
70 = l.U KS ts-
92/10 ..
'ORVfWE S� = 11. 8 K�F I•
9 I • ii2Vni\JI= sHEAR = 11 • a K�F
92l l 2a...
761 ! 25-..5]_
-:-
•
MOTTLED BROWN CLAYEY SILT� HARD (HIGHLY DECOMPOSED BASALT)
MH
1015IHRS. 3-10f76
aollf · J:
BROWN CLAYEY SILT� HARD (HIGHLY DECOMPOSED BASALT)
MH
1�6 • .. TOR�E sijEAR = 11. 6 KSF
64 ••
I
0 Moisture content LEGEND
I 2 .o" O.D. eplit- apoon aample
IT Unditturbed rint tample I Disturbed rlnt eample
I Core sample P Sampler pushed
Jl3o-
L� REDDISH BROWN SILTY CLAY� HARD IMH (HIGHLY DECOM POSED BASALT)
WILIKINA APARTMENTS - PDH
Pl�ari� limtt · · LOG OF BORING Liquid limit__) �, :>, TOM ENTERPRISES Noturol wcite� content a.:a:oLo.A.:ea-HA�Axx I
P'oundat.aon Kne,n ... r1n• • El•..,ll Enau,..,..Pnc •. ��� _Drivino eneroy:l40 lb.wt. ,3011drop W.O. 630-00 APPTL I 37;;
�,: : -· - �·� 1\ ••
I
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t
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- · e e -----·
BORING B-2 (CONTI D)
·-
Sample ------.
Dry density (pcf)-r- Depth (feet)
.-Graph
.Surface elevation 868±
•-'
II� 90
9 Blowe per foot �0 40 30 20
-I 9 .,. ,
10
•
.4 TORYANE �EAR � 0.8 KSF
1
0 Moieture content LEGEND I 2 .o" O.D. eplit ·spoon ealftpte
II · Unditturbed rinG eomple
I Disturbed rinG aomple
I Core eample
P Sampler puehed
0 SOIL DESCRIPTION
GRADED T O BR OWN COL OR ·
I SILTY CLAY, HARD (H IG HLY DECOMP OSED BASALT)
40
I4s-RED SILTY CLAY, ST I FF
MOTTLED RED - GRAY CLAY EY 65 llf SILT, VERY ST IFF
1SO (HIG HLY DECOMP OSED BASALT)
-
-
-
-
B OR ING TERMINATED AT 50.0 FEET ON 3-10-76
usc
MH
I I MH
MI-l
WIL IKINA APARTMENTS - PD H
Plastic· limit LOG OF BORING Liquid limit __A · � TOM ENTERPRISES
Natural water content . o:a:oL.A.:ea-H:.A.VV".A.x:r: I 1 P'oundatoon ltn••n-nn• • Bnn "'"••n-nn• • n:: ·�•_"_
.J
Driving ·•"•aroy=�40 lb.wt. ,3011drop W.O. 630-00 j .. ,.:.:.- .
APPTL 1'jJ�. PLATE ,')., /
I
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--· • "- . e ··�
BORING B-3
Sample-------,
Dry density ( pcf )· ..- Depth (feet)
.-Graph
; Surface elevation 8 6 8 ±
70 9
9 Blowe per foot eo 40 30 zo
�·
.,
•
•
•
10
9
0 Moiature content LEGEND
I 2 .o" 0.0. eplit- epoon aample
II Undieturbecl rinv aampte
I Di1turbed ring •ample
I Core •ample.
P Sampler puthed
0 SOIL DESCRIPTION usc
RED CLAYEY SILT, HARD MH
I 5-tlllllll I I
110._
BROWN CLAYEY SILT, HARD
GRADED TO STIFF
I 15-
85 IJI REDDIS H BROWN CLAYEY SILT
20 (HIGHLY DECOMPOSED BA SALT)
-
-
-
BORING TERMINATED AT 20.0 FEET ON 3-11-76
NO GROUNDWATER ENCOUN TERED
MH
MH
WILIKINA APARTMENTS- PDH
OF LOG BORING Plastic··· limit
Liquid limit _jl. � ="� TOM ENTERPRISES
Natural wci't·ir content ...... ���=:���.-.H.:,:--::�..!.�, . . ·:::::J
Priving .:_.'!&rgy =�4;0 .lb.wt,. ,3011 drop W .0. 630-00 r .:. :. ·<,. ,;t,���:1 : i�·l.f!::,: .. � .. ' ' .. ( :.�. :f .
APPIL lr.l7F"l -� A ... 't- /.\- ,,
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•
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e ----==-----�·�-:--;:----�----.. BORING B-4
Sample ------'"" Dry density ( pc f )
r--- Depth (feet) Graph
Surface elevation 8 6 8 ±
62
9
60 •
"
9 Blowe per foot
!50 40 30 20
•
. , .
•
c
l
10
•
• Moisture content LEGEND I 2 .o" O.D. aplit- apoon a ample
IT Unditturbecf ring tample
I Ditturbed ring tample I Core tample
P Sompler ptiehed
0
Is�
I 10-
87 ·x 15-
72 'I
Plostic
Liquid
Natural
20-
-
-
-
SOIL DESCRIPTION usc
RED CLAYEY SILT, HARD MH
BROWN CLAYEY SILT, HARD IMH
GRADED INTO REDDISH BROWN COLOR
REDDISH GRAY CLAYEY SILT t MH (HIGHLY DECOMPO SED BASALT)
GRADED INTO MOTTLED REDDI SH BROWN COLOR
BORIN G TERMINATED AT 19.5 FEET O N 3-11-76
NO GROUNDWATER ENCOUNTERED
WILIKINA A PARTM ENTS - PDH
LOG OF BORING TOM ENTERPRISES
,., .. ������.�.-;'!!����:-.:] Drivin,g. energy :140 lb. wt. ,30" drop W .0. 630--00. APP.IL lrHF
;•'•'-'"t":•''· ' ''<"O:."t!·•t� -f:�4�if:\:.<::.·-��.�
... � . ..
8
-��-;; ·l •• .. ' "•
.. ··.
,;-::·�?:··· '.' .
. .
�1�0 1531 A�01�09V1
'3Nil531 A�01�09V1
NOI1�0ldX3 0131�
X I 0 N 3 d d
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A P P E N D I X
FIELD EXPLORATION
e
PLATE B-1 W.O. 630-00
The subsurface conditions at the site were explored by drilling
4 borings utilizing truck-mounted equipment. The depths of all
the borings terminated at 20.0 to 50.0 feet below the existing
ground surface. The locations of the borings are shown on the
enclosed Site Plan, Plate 1.
The soils were classified by visual and textural examination in
\',
the field by ou�r engineer who continuously supervised the drilling
operations. The classifications were verified by visual inspection
and testing in the laboratory. All soils were classified in accor
dance with the Unified Soil Classification System. A graphic
presentation of the soils encountered is presented on the Boring·
Logs, Plates A-1 through A-4.
Soil samples were o.btained by driving either a 2.4 inch I.D. ring
samplers or a standard penetration sampler with a 140-pound hammer
free falling a distance of 30 inches. The blow counts to drive
the sampler the last 12 inches are shown on the logs of borings
at the appropriate sample depth •
. ·.
e
LABORATORY TESTING
e PLATE B-2 W.O. 630-00
Moisture content determinations and Atterberg Limits were
made on all the samples as an aid in the soil classification
and in evaluating soil properties. The results of these tests
are pre.sented on the Log of Borings at the appropriate sample
location.
Three swell tests of one-inch thick ring sample were conducted
on near surface to ten feet deep samples for measuring the swell
potential. The swell test results are summarized on Plate B- .3.
A California Bearing Ratio (CBR) test and a modified proctor
compaction test were performed on a surface sample of the on
site soil to evaluate the suitability of the soil as fill and
pavement support. The results are given on Plate B-4.
A total of two direct shear tests and one unconfined compression
test were performed on se;J;ected samples, to evaluate the strength
characteristit:s of the encountered soils. The test results are ··
shown on Plates B-5, B-6 & B-7 respectively.
In addition, Torvane Shear tests were conducted on undisturbed
ring samples. The test results are shown on the boring logs
at the appropriate sample location.
To determine the consolidation characteristic of the on-site
soil, a total of two consolidat ion tests were performed. The
consolidation curves are showh �n Plates B-8 and B-9. ' '
.. �:
. ' . ·�"' . � . �··, . L.· . ...r-�. K� .... ,: ·"' !-_., ...
Borin&_
B - 1
B-1
B-2
e e
SUMMARY OF SWELL TEST RESULTS
Depth
o.5-z.o•
8.5-10.0'
8.5-10.0'
.,
f :. ,,
(1" Thick Ring Sample)
Soil Type Swell
MH 0%
MH 0.1%
MH 0.9%
Ini t.ial Final Moisture Moisture Content Content
33.7% 40.0%
39.9% 49.5%
33.1% 39.7%
PLATE B-3
WILIKINA APARTMENTS - PDH
WAHIAWA, OAHU, HAWAII
W.O. 630-00 APRIL 1976
e e
CBR AND COMPACTION TEST RESULTS
LOCATION
SAMPLE DESCRIPTION
SOIL CLASSIFICATION (USC)
CORRECTED CBR @ 0.1"*
PERCENT EXPANSION
INITIAL MOISTURE CONTENT
FINAL MOISTURE CONTENT
MAXIMUM DRY DENSITY
OPTIMUM MOISTURE CONTENT
NATURAL MOISTURE CONTENT
LIQUID LIMIT
PLASTIC LIMIT
*ASTM Dl883 WITH 10-POUND SURCHARGE
,.,
Surface Sample #1
(See Site Plan for Location)
Red-Brown Clayey Silt
MH
5 Percent
0 Percent
34 Percent
36 Percent
89 PCF
34 Percent
30 to 35 Percent
49
45
PLATE B-4
WILIKINA APARTMENTS - PDH
WAHIAWA, OAHU, HAWAII
W.O. 630-00 APRIL 1976
I I I I
,......
�
I � 1. f:-1
· �
I e � rll
I : t-(..!:)
I �1. I �
-
a:::;
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:!<�
s·
0
sv
v
BORING NO. 1 DEPTH: 3.5-4.5 Feet MOISTURE: · 32.3% DRY DENSITY: 92 pcf
/
v v
/
- -
/ v
v
� -
/
NORMAL PRESSURE ��.� IK.INA APARTMENTS - PDH . , .
. . ' '
� q�
I I ,.,. , "- � -� -'"�'·'
DIRECT SHEAR TEST GEOL.A.l3B- H.A.V'V'.A.:II:
� • �1 Jl::nct,..._.l:nc • OeolCJti17
DATI 1 w.o.6 3 0 - 0 0 APRIL 1976
' PLATE B-5
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I � U) �
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I � 0:::: <t:
I � I I .
o. c
I I I I I I I
17
0.5
BORING NO. 2 DEPTH: 4•0-5.5 FEET MOISTURE: 30.3% DRY DENSITY: 93 pcf
/ v
1.0 1.5
NORMAL PRESSURE �YfiKINA APARTMENTS - PDH
(� DIRECT SHEAR TEST
G::&:OL.A.BB- H.A.VVA.:U:
rouac�•••- • 111011 JiCntrlneerlnc • oeoaoc:r
q� DATI I w.o63o- oo APRIL 1976
PLATE B-6 .·...,.
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I f= <..!:) 5 z
I � I � 4
(/) LLJ
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I � -
u._
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�<r.O!Of .. .....
BORING NO. 2
DEPTH: 1.5-2.8 FEET
MOISTURE: 32%
DRY DENSITY: 88 pcf
rn
STRAIN PERCENTAGE
(c;4 . �J] .q�
·�;¢.$�'n.:}.lo,.;:j,*"".a!.· i ,.; ��,;l.i�L .. t\r,..
WILIKINA APARTMENTS - PDH
UNCONFINED COMPRESSION TEST
GEOL.A.J3B- H.A.. """VV .A. I I
lrOuDdAII_, 6 80U Xntrtneertna • OeOlOIIrJI'
DATI I w.o63o- 00 APRIL 1976
PLA1E H-7
r
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NO PR���URE IN �IPS PER SO�FT.
0.1 0.2 0.3 0.4 0.6 0.8 1 2 3 4 5 6 7 8 9 10 ---, I
• I I
T I
1 -
8 s D s
2
3
4
5
DKY UtN�!IY 7U p MOISTURE 49% LIQUID LIMIT 66 PLASTICITY INDEX 20
1-
I I I I I
T
I I I I I
T I
T I
. I I I
I I I "'I I I I I
I I I
I I l I
I I
-- I �
H-1--
I I I
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I
I T I
I I I I I I I I I I I
I I I I I
I I
I I I
I I I
I I I
10.637
l I
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I -I
I I I I I I I I '
- I I
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I I I I I I I
I
� I � I I I I
1 �
IT I I � I I I I ............ [T I I I If' �� I I I " ..._ I I I I "
T I I I I I I , I I I ,I I I I I
I I rr 1·-
I I I I I II I . I . I I I II I I I I I I I I I T I i -
I I I I I I I I I
l -, II I I . I I I
l I rr I I I I I
1.273 2. s'46 5.093 I
10.1 86
(KSF) CONSOLIDATION CURVE
WILIKINA APARTMENTS - PDH
GEOL.A..l3S-::H:AV'V..A.J:I
Founda.t.1on &. soU Eng1ne.,rlng • Gor>lORY
PLATE n-e