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LABORATORY TESTING FOR SUITABLE. MATERIALS
KAOPA SUBDIVISION STORM WATER STORAGE BASIN
KAILUA, OAHU, HAWAII
TMK: 4--2-04: 1
for
HAWAIIAN-PACIFIC INDUSTRIES, INC.
MUNICIPAL REFERENCEAm:COADS CENTER City_& ~oun ~~onolulu
City Hat! Ann · ._· S. King Street Hono awaii 90013
June 12, 1972
W.O. 139
ERNEST K. HIRATA & ASSOCIATES , INC.·
::
·- ~· ~ .. - ····--·· ... ·-~--- --------~··-·--.----.. ·-----
-ERNEST K. HIRATA & ASSOCIATES, INC.
Soil~ and Foundation Engineering
1157 South King Street • Honolulu, Hawaii 96814 • Phone 531-5733
Hawaiian Pacific I11dustries, Inc. 1020-E Keolu Drive Kailua, Oahu, Hawaii 96734
Attention: Mr. William Rus
June 12, 1972 W.O. 139
Subject: Laboratory;Testing for Suitable ·Materials Kaopa Subdivision Storm Water Storage Basin Kailua, Oahu, Hawaii TMK: 4-2-04: 1
Gentlemen:
As requested, we have completed investigation and laboratory
testing for suitable materials to be used in the Kaopa Sub-
division Sto:rm Water Storage Basin project, and the following
e presents the results and conclusions of our testing.
,..
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SCOPE OF INVESTIGATION
The "Special Provisions for Kaopa Subdivision Stol"Jllwater
Storage Basin and Outflow Channel" by Mr. Y. Arakaki dated
February 14, 1972 was used as a guide in determining the
acceptability of the materials tested.
Three categories of m~terials a:re called for in the construe-
tion of the earth dam. The first category called "impervious
material;' will be used primarily for the core section of the
dam. The second category called "semipervious material" will
be used in the upstream section of the embankment. The third
-
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Page 2 W.O. 139
category called. "pervious material" will be used in the down-
stream section of the embankment.
Samples for the proposed embankment were gathered.from existing
and proposed subdivisions surrounding'the area. Mater:ials
from four areas were found to be suitable for use in the
construction of the earth dam.
LABORATORY TE.STING
Materials·were tested for their gradational size, maximum
dry dE:msity, Atterburg Limits, and rem<;>lded shear strength
characteristics of internal :friction value and cohes:i,on.
Gradational size was determined by the sieve analysis method,
while the ~aximum dry density was determined in accordance
with the Modified AASHO Test T-180. Laboratory classification ' was determined by the Atterburg Limit Tests according to ASTM
D423 and D424.
Shear tests were performed in the Direct Shear Machine which
is of the strain control type. The rate of de:formation was
approximately 0.03 inches per minute. Each sample is sheared
under varying confining loads in order to determine the Coulomb
shear strength parameters, cohesion and angle of ·internal
friction. Eighty percent of the ultimate value is taken to
determine the shear strength parameters.
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CONCLUSIONS ANJ) RECOMMENDATIONS
A. Impervious M~terials
Page 3 W.O. 139
Impervious materials were obtained from Enchanted Lakes
Estates Subdivision Kaopa Unit 3 and from the Dam Site
itself. Materials from each site were mixed together and
tested for their strength characteristics.
We find that it is i1_11possible to have a material with the
gradation given in the special provisions to have a minimum
dry density of 130 pounds per cubic foot. Past experiences
indicate that clays, considered as impervious materials,
generally have a dry density in the range of 90 to 110
pounds per cubic foot.
We there.fore recommend that the special provision$ be revised
to allow for a dry density range of 95 to 105 pounds per
cubic foot. Likewise the Liquid Limit for cohesive clays
generaily are above 50, and we·recommend a raising of the
maximum allowable to 60.
Direct shear tests run on a remolded sample at 90 percent
co1_11paction indicate an internal friction angle of 55° with
a cohesion of 2.28 KSF. Results obtained are above the
minimum requirements as called for in the special provisions.
-~ ... ·-··--··--···-;-·-----.--""·r·:-:-~·--:---·---.--_.... "":"'-·-:-~-~--...,..---·- -·""---··:::o--·r-... - · · -·· ··
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B. Semipervious Materials
Page 4 W.O. 139
Seu,iperv:i.ous materials were obtained from Kailua He:i.ghts
Unit 1B which is currently being graded, and f-rom Kailua
Heigh,ts Unit 8 which is in the prelim:i,.nary planning stages. I I
Both/materials tested were within gradation limits. The
dry densities ranged between 118.0 and 128.0 pounds per
cubic foot. These values are within the required ranges
as given in the special provisions.
Direct shear tests conducted on remolded samples at 90
percent compaction indicate internal friction angles of
44° and 58° with cohesion values of 2.66 and 1~39 KSF.
c.. Pervious Materials
Pervious materials may be·obtained from the same sites
as the semipervious materials. However to meet gradational
requirements, we recommend that #3.Coarse B select material
having the following gradation be added: to the semipervious
materials in order to be acceptable as pervious materials.
Sieve Size
1i" 1" 3/4" i~' 3/8"
% Passing
100 70 ~ 90 35 - 50
3 - 7 0 - 3
·-·-------- -------.-,---~-------·-·- ---~-- -----
:~
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Page 5 W.O. 139
The #3 Coarse B material can be obtained from rock quarries
of concrete companies.
We recommend that for pervious materials, the dry density
range be between 115 and 125 pounds per clJ,bic foot. This
density requirement will allow sufficient permeability and
dissaption of residual pore pressure while also helping to
support and stabilize the core portion.
Enc:
Respectfully submitted,
Ernest K. Hirata & Associates, Inc.
~e~ Ernest K. Hirata P.E. 2732
Gradation Curves Plates A1 through A3 Maximum Density Curves Plates B1 through B3 Shea~ Test Diagra.Jils Plates C1 through C3
\
J
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> ......
'.
• 1
: 90
80
70
I~ lii .II:. W• !50 ! ..... z lj.a
~
30
20 L
10
0 500
Sample No.
Rocky Ma Rocky Ma
ENG FORM - 2087 1 MAY 63
e \o
u; S. STANDARD Sl~ OPt:NI, IN I~CHES U. S. STANDARD SIEVE NUMBERS 6 4 3 2 1 1 3 4 6 8 10 14 16 20 30 40 !50 70 100 140 200 I I :'"""'l , I il• 1 r TT If ~- ~ I 1.·
- .. ··- :- -- .. ··--- .. ···-··- --- -
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---
~-· 100 50 10 5 1 0.5 0.1
GRAIN. SIZE IN MILLIMETERS
COBBLES I GRAVEL I SAND I I COAIIS[ I fiNE I COAIIS[ I MEDIUM I: FINE I
Elev or Depth Classification Nat w% LL PL PI
erial from Unit 6B ML 36.5 31.2 5.3 erial from Unit 8 ML 37.7 25.7 12.0
GRADATION CURVES
REPLACES WES FORM NO. IZ41,,SEP 1982, WHICH IS OBSOLETE. ('THANSLUCBNT)
• SEMIPERVIOUS MAT'L HYDROMmR
0 .~
10
I
20 will 1 g road a :~p
30
401 lii
~~ !
-~ ~
70
80
-I
90
~-
100 o.os 0.01. 0.005 0.001
SILT OR CLAY
~~ Kaoua Storm Water Stora~e Basin - Dam Site
Area W.O. 139
aortn• NO. Rocky Material from Unit 6I 4-20;_72 and Unit 8
Date
c 3-4~·
Plate A1
"d. ..... IU· r+ CD
~
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90
80
70
~~ li ·15 .!50 ! § ..,_ 40 .It
30 lJ..j
20
10
0 !500
Sample No.
Dam Site Kaona #3
ENG FORM 2087 1 MAY 63
e
U. S. STANDARD Sl~ O~NING IN fCI:IES & 43 21.1f 3 4
U. S. STANDARD SIEVE NUMBERS & 8 10 14 16 20 30 40 50 70 100 140 zoo
.. [I 1 :r-1- !- .!. -~ .!. ....!.... ...-!...!.... I I I I' -~-- ~ ... -.• . - -- ----- . ···-·-·- ----. ~ f' \. ~ ..........
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GRAIN SIZE IN MILLIMETERS
COBBLES I GRAVEL I SAND I I COAJIS[ I fiNE I COAJIS[ I .MEDIUM I ""' I
Elev 01' Depth Classilic.tion Nat w" LL PL PI
Material MH 51..a..7 36 5 15 _2_ .
Material M'L -~
- 47 0 2 33.9 13 3
I
GRADATION CURVES '
REPLACES WES FORM NO' 1241, SEP 1!162, WHICH IS OBSOLETE. (THANSI.UCBNTJ
e
IMPERVIOUS MAT'L -HYDROMMR
0 ,")
~*' b 0 I> all- ~a tJ le ll rae atio ~ ., . ·' i•v
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--= i
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60§ ~· I
70
80
90
·100 ().()5 0.01 0.005 0.0~1
SILT OR CLAY
,Pfl\ject Kaopa Storm Water Storage
Basin - Dam Site
Area W.O. 139
~XlliJI!X Mixture _of_clav & siltv cl y
'Date 6-3-72
c :uae
l i
'its 1-1
·j:a) t+ <D
> Col)
e e e
PERVIOUS MAT'L U. S. sTANDARD SIEVE OPENING IN INCHES U. S. STANDARD SIEVE NUMBERS
00 6 4 3 2 1l 1 f . -t ~ 3 4 6 8 10 14 16 20 30 40 50 70 100 140 100 . 0 1 . 1 ._ · fl . I !I I . I fl I I I I 11 I I I ,'I , .
/ "" -1'-~- -····- -- . ··•.--- -~ - . - ·- ---
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ao' . ' I' . ~ t\... ·. - -- . , . 20
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HYDROMETER
I\
70 II• ..ilJ I\_" 30
i 10
~\ \ • . . t-1'-.. r . . •. ,. i i . \ ' ......... ~ ~ li - - ....... - Ill:.
150 i ~. 50~ II: • - ' a ~ - . -e . , ~tr-r- u·~it. 6~ Ma \ Ia. e ~ 40
I -~ r.!! X 3d j\Vl. th ' '. ~ ' 1\ I" ......... I"" ........ i.. ........... ·•t
II 1\ . - 1 1111 I I I I 170 30 tl I I I I J\ I . I Ill ' ! 1\ ''
201 'I I I I I I I I I I ~' I . II II 'II f"k I 1111111 I I tl ~ I I I I I Ill 11 I I I I lBO
'j ILJm1t8 ofiiJUJW~~~et;di;W 1-f:&l Am Ill I 111111111 j: 500 100 50 10 5 1 0.5 . 0.1 0.05 . 0.01 0.()05 1
T GRAVEL COBBlES r COAIIS£ T
GRAIN SIZE .IN MilliMETERS T SAND T SILT OR CLAY I COARSE I 111£DIUM -----r fiNE '1 fiN£
Classification Natw" LL PL PI Storm Water Storae:e
- Dam Site
I I I - I .. I I I ~~:~~;k;3:aterial from~ mixe~ oate 6-3-72 with #3 Coarse B
ENG FORM I MAY 63
2087
GRADATION CURVES
REPLACES WES FORM NO; 1241, SEP 1982, WHICH IS OBSOLETE. (TRANSLUCBNTJ c :..• sa
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'S3:J.VI~OSSV 28 V.LVlliH • :>r .LS :lllll!'!I
g 0 .., 0 0 " " ~-0
•
.\ ERNEST K. HIRATA S ASSOC~ Date · 4-28-72
e Job Kaopa Storm Water Storage Basin W.O. 139
'2.4 ...
2'.1 /
1.8 lL. CJ)
~
.c .,._ at 1.5 c:: Q) ~ I .,._ e(f) 0 c. ...... 1.2 ~
0 Q) .c (/)
0.9
0.6
0.3
e 00
· $HEAR TEST DIAGRAM
i '
I v 0 = 58°
c = 1.39 KSF
I ... . .
i
-- -· --
I
'
o-.3 0.6 0.9 1.2
REMOLDED Rocky material., from Unit 6B
\
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. .
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.
- ~-- --
Normal Pressure KSF Plate Cl
..
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ERi\JEST K. HIRATA a ASSOC. Date 6-8-72
Job Kaopa Storm Wat~r Storage Basin W.O. 139 .
e
3.9
3.6
LL. en ~
.&: .... "' 3.3 c::: CD '-....
CJ) eo c ·--'-0 CD
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· SHEAR TEST DIAGRAM
' /
/ ·-·.
/ v
/ v
--
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I
; ·-
- ··-
.
0.6 0.9 .1.2
/
REMOLDED Rocky material ,, from Unit 8
0 = 44°
c = 2.6 ~ KSF
\
-·
Normal Pressure KSF Plate C2 :·~-····-··--..-. ..-·-··. ·-.:·;:-~---~:----.-':··-------.-~---·-·_- --:--~-----,:~·,_-.. "-:---;: . ---·--:·
. "
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ERNEST K. HIRATA ·a, ASSOC. Date 6!'"'3-72
Job Kaopa Storm Water Storage. Basin W.O. 139
e REMOLDED · SHEAR TEST DIAGRAM Mixture of clay and
4.2
3.9
lL en ~
.&:
c. 3.6 c Q) .. ,._
·U> eo c: ·-... c Q)
.&: en
"'
e
3.3
3.0
2.7
2.4 v 2.1
0
----
v I
..
0.3 0.6
~; t: .. r ,.., !:In , .. ~
. -·--...
(
f.
--·- ..
0 == 55°
c == 2.28 KSF
i
..
I
', ~
,/
0.9 1.2
Normal Pressure KSF Plate ·c3
--------- ·-·---~--- --·-- - ----- ·---...-:-~; ---------~--------.-: -------~ .... --.... -.- - ···-·.-:---.-..---.. -.... --.-----·---~-
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. ,,.. '··
1
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