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REPORT FOUNDA TIO;N INVESTIGATION PROPOSED MALIA TERRACE

DEVELOPMENT

KANEOHE, OAHU,

s,TATE OF HAWAII ~~O

for

· MALIA ENTERPRISES

WATSON LEE, INCORPORATED Civil Engineers

August 20, 1973 ·

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Project No. 194-001-01 ~~

MA URSETH, HOWF, LOCKWOOD &: ASSOCIAaS Consulting Foundation Engineers & Geo~o~

f1 jll ·,;~!tJ)

(} '-J)V . h'D ) .

I

' The Malia Terrace Subdivision

Erosion Control Procedures ..

1. The entire area will be cleared and grubbed to allow work on the lot grading to begin. This lot grading is a major portion of the work. Watez:ing of the cleared areas will keep dust pollution to a minimum.

2. Silting basins in the area of lots 3-A and 4-A will be dug w n'<'" ~ediments to settle before reaching the existing CRM ditch. The existing topography lends itself to this natural location. The high banks and slo~ channel runoff water/iowards these basins.

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3. · Lots 8 thru 21- will be cut to grade and excess fill materials Will be used to build up the lower areas ih lots 1 thru 7, and 1-A thru 6-A. . .

4. The hollow tile walls will be constructed as soon as feasible to minimize the chance of bank erosion.

5. Once house pads have reached final grade, berms will be placed at the lowest points to tempora;ily pond water runoff.

6. Drainlines and dratnmanholes and ca.tch basins will be protected from silt collection with filtering materials at the inlets. As· these structures become completed, further erosion and sedimenta­tion will decrease.

7. \'le will do all we can to prevent any fore$eeable dust, erosion, or sedimentation problems that may arise as the job progresses.

//

Pr-e.pnsec.\. . D4.: H\qhw.a.~ LO)'StfbL"Tio\i\. u., L-tc_\ ·

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MAIN OFFICE

1138 WILSHIRE BLVD .. LOS_ ANGELES 90017 • 213 • 48_1-3990

1636-M EAST EDfNGER STREET. SANTA ANA. CALIFORNIA 92705 • (714) 543.3411

540 EAST THOMPSON BLVD .• VENTURA CALIFORNIA 93001 (805) 643.·3438

~~~~~~~~~~ixxxx~~x£*~~x 2828 Paa St. ,Ste. 1150, Honolulu, Hawaii

MAURSETH • HOWE • LOCKWOOD & ASSOCIATES 839-9071

RAY 0. MAURSETH, C. E.

J.OHN B .. HOWE, C. E.

"ROBERT D. C.OUSIN.EAU

CHARLES S. HOWE JR., C. E.

R. BRUCE LOCKWOOD, G_EOL..-P.E.

RICHARD A. M.ARTIN, P.E.

ALBERT BACA

R)CH~_RD'P, COUSINEAU, R.E.G.

Malia Enterprises 926 Bethel Street Honolulu, Hawaii 96813

-Attention: Mr. Watson Lee

Gentlemen:

A CORPORATION

Consulting Foundation Engineers and Geologists

Honolulu, Hawaii August 20, 1973

Job N;o. 194-001-01

The attached report presents the data, conclusions and recommenda­tions of an investigation of the subsurface conditions at the site of the proposed residences to be construct.ed at Kaneohe, Oahu, State of Hawaii.

The details and scope of this investigation were discussed with Mr. Watson Lee of Watsori Lee, Incorporated.

Based on the findings of this investigation, it is concluded that the site can be developed for the intended use. A slab-on-grade, with thickened edges may be used for the support _of ·the woodframe residences.

This investigatiot1 was made in accordance with generally accepted engineering procedures and it1clU.ded such field and laboratory tests con­sidered necessary in the circumstances. In the opinion of the undersigned, the accompanying report has been substantiated by mathematical data in conformJty with generally accepted engineering principles and presents fairly the design information requested by your organization.

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This investigation was performed under the supervision of the undersigned.

CSH/rlk

Very truly yours,

MA URSETH, HOWE, LOCKWOOD &: ASSOCIATES

~~ ~- ··~ . ~- -:~F"'! ~~-==~ ---~ ~:==-..-;,C~

Charles s. Howe, Jr. - . ( \

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TABLE OF CONTENTS

PAGE

LETTER OF TRANSMITTAL -• -------------- ______ ~- __ --.,. ___ __ i

INTRODUCTION_. _____ ---_---_--- _____ -----------_- _______ ---- 1

SCOPE OF WORK.------------- ... ---.,.-------------------------- 1

PROPOSED DEVELOPMENT __ --- _ ------- ._ _______ ----- __ ------ 1

SITE CONDITIONS ____________________ ~----------------------- 2 Surface. ___ -·--- _____________________ --·- _ _ _ __ _ __ __ __ _ _ _ ___ 2 Subsurface ---·--- ___ ----- --·-- __________________ -- ___ - ... ___ 2

CONCLUSIONS AND RECOMMENDATIONS----------------------General __________________ -·- -·- _________ -·- -·- _________ . ____ _ Site Preparation And Grading _____________________ .,. _______ _ Fou,ndations _____________ ... __ .,. _____________ -·- _____________ _

3 3 4 4

Firm A rea: ''C'' _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 4

Moderately Soft And Soft Areas: "B" And "A"------------ 4 LateralLoads------------------------------------~--- 5 Retaining Walls __________________ . ___________________ ... 6

Slopes ----~---------------------~-~----------------- 6

INSPECTION ____________ --- _____ -----'.:._---- _______ .___________ 6 ..

R. EMA RKS ____________________________________ -·- _-- _ -· __ -·- -·- -·-

APPENDIX A Field Investigation Laboratory Testing

APPENDIX B· Specification For Controlled Earthwork

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INTRODUCTION

This investigation was made for the purpose of obtaining information

on the subsurface soils on which to base recommendations for foundation

design for the proposed residences to be located at Kaneohe, Oahu, State

of Hawaii. The general site location is shown on the Vicinity Map, Platel,

attached to this report.

SCOPE OF WORK

The foundation investigation was discussed with Mr. Watson Lee •

. Basically, the following information is provided for use by the Architects

and Engineers:

Q

1. General soil conditions of the site.

Z. · The physical characteristics of thE: soils encountered.

3. Recommendations regarding the most suitable type or

types of foundations for the proposed structure.

4. Recommended allowable bearing pressures.

5. Estimated settlements of foundations subjected to design

pressures.

6.; Recommended values for av:ailable resistance to lateral

loads for the recommended types of fou]ldations and

retaining walls.

7. Opinions on possible.construction problems.

PROPOSED DEVELOPMENT

, It is understood that the site will be developed for twenty-f~ve, single

family, residential units. Grading will consist of cutting the high knoll to.

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the southeast up to six feet, then placing the excavated materials, as com­

pacted fill, in the lower easterly portion of the property. There will be

several retaining walls, ·with a maximum height of six feet, in the area of

lots 11 through Z 1 and a three foot high wall designated as Wall "A" along

the property line of lot 5.

SITE CONDITIONS

Surface

The site is presently a vacant parcel~ ranging in elevation from +4

along the easterly property line to an elevation of +48 in the southwesterly

portion of the parcel. The higher portion of the property is covered with

trees, while the lower elevations are covered with a dense growth of

buffalo grass.

Subsurface

The subsurface conditions at the site were explored to obtain engineer­

ing data by means of eleven ( 11) test pits, excavated with a backhoe to

depths ranging from 4 to 13 feet. Detailed logs of the. test pits and the

test results are presented in Appendix A. The location of the test pits are

shown on the Plot Plan, Plate Z, attached to this report •

. The soils encountered in the higher portion, represented by Test Pit

No. 1 through 4 and No. 10, consisted of firm, silty, sandy clays. The

area at the base C?f the knoll, designated Area ''B", was explored by Test

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e ·Pits No.5, 8 and 11 and is comprised of firm to moderatery firm silts and

clays underlain by highly weathered basalt. Test Pit No. 8 encountered

moderat~ly soft silt below three feet. The·lower area, designated A rea ''A",

and shown on the Plot Plan as a soft area, consisted generally, of very

soft days, underlain by highly weathered, fractured basalt at depths rang-

ing from 4. 5 feet to 7. 5 below the existing surface. . .

Filled ground was encountered in both Test Pits No. 5 and 6 to a depth

of three feet. The fill in both test pits contained debris.

In the lower area ground water was encountered at depths ranging from

5. 0 to lZ. 5 feet.

e. CONCLUSIONS AND RECOMMENDATIONS

General

Based upon the findings and observations, it is concluded that a slab-

on -grade with thickened edges will offer adequate support for the structures.

Withip the moderately soft, and soft areas designated on the Plot Plan, it is

estimated that the proposed fills will cause areal settlements varying from

two (Z) to four (4) inches.

Provisions should be made to protect the foundation soils from mois-

ture infiltration. It is recommended that exterior grading provide for

adequate drainage. away from the structures.

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· Site Preparation And Gradin2

It is recommended that the site be prepared in accordance with the

"Specifications For Controlled Earthwork" as contai11ed in Appendix B. I

Foundations

Firm A rea;· "C" ~

A reinforce'd concrete slab with thickened edges may be designed

for an allowable bearing pressure of z, 000 pounds per sguare foot. This

. bearing value applies for footings founded on natural soils or on compacted

fills, and is also applicable t·o the proposed retaining wall footing in this

area.

Mggeratelx Sgft Ang Soft Areas; "B" and "A 11

A reinforced concrete slab with thickened edges may be designed ·

for an allowable beanag press,l;lr..JL.R( 1, 000 p_ID.mds per square fqo,t. This

beariilg value applies to footings founded on at least three (3) feet of com-

pacted soil. The slab and foundations for residencea and utility lines in

this area. should be designed to accommadate anticipated areal settlements

·caused by the weight of the fill.

Total settlements are estimated to vary from two (Z) to four (4)

·inches. if the proposed compacted fills are in P-lace six months :erio:r to.

developing these area.s,. 40 2erc~nt of_ th~_!~ti.s,iEate~ settl .. e_w~~~ should

have occured. It is recommended that the settlement be monitered

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e . with level readings periodically made from th-ree or four settlement plat-

forms. These platforms should be founded eighteen inches below the

original ground surface prior to placing any fill.

The three foot high retaining wall, designated as Wall "A", may

be designed for an allowable bearing pressure of 1, 000 pounds per square

foot, providing it is supported by a minimum of three ( 3) feet of compacted

soil or crushed rock. The supporting compacted soil or crushed rock

shall extend from the heel of the wall footing to a point three (3) feet

beyond the toe.

The bearing values presented in~this report are net bearing values

- and the weight of the concrete foundations, below the lowest adjacent final

grad'e, may be ignored in determining the foundation loads. The bearing

value may be increased by thirty~thr~e ( 33) percent for momenta·ry loads

due to wind or earthquake •. If any foundation .is eccentricaily loaded, the

maximum edge pressure shall not exceed the bearing pressure for perma-

nent or for momentary loads. '

Lateral Loads

Lateral loads, such as wind, seismic forces or active eartb. pressures

behind retaining walls, may be resisted by friction between the footings

and foundation soils and the resistance can be assumed to be equal to 0. 4

times the dead load.

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R etainintil Walls

Retaining walls with drained, level backfill may be designed to resist

an active lateral pressure equivalent to that exerted bx; a fluid weighing

thirty (30) pounds per. cubic foot.

Slopes

Fill and cut slopes of 2 : 1 (horizontal to vertical), are recommended

·to a maximum height of fifteen ( 15) feet. Preparation of the site prio;:r to

construction of filis shall be as described in the "Specification For Con­

trolled Earthwork", Appendix B. Buildings or structures shall l;>e placed

no closer than five ( 5) feet from thef.c.rest of a slope or a distance equal to

thJw!.lo.P ... Ue..ight. whiche,x,er. is greater,.~

INSPECTION

During the process of construction, so as to achieve the desir.ed

results, it is recommended that the Soils Engineer be present to inspect

the following operations:

1. Site Preparation

2. Placement of Fill and Backfill

3. Inspection of Footi:ng Excavations

REMARKS

Ar·eas .between and beyond explorations are assumed to be consistent

. with those sampled and tested. While no major changes in strata depths

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or thicknesses are anticipated, it should be realized that the depths to the

various soil and/ or rock layers will vary over the site, as indicated by

the findings.

This report has been compiled for the exclusive use of Malia Enter­

prises. It shall not be transferred to or used by a tb.ird party or to

another project without consent and/or thorough review by this facility.

Should the project be delayed beyond the period of one year from the

date of this report, the report shall be reviewed to consider poe siol.e

· changed conditions.

Samples obtained in this investigation will deteriorate with time and

will be unsuitable for further laboratory testing within one month from the

date of this report. Unless advised otherwise, the samples will be dis­

carded at that time.

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The following are included and complete this report:

Plate 1 - Vicinity Map

Plate Z ... Plot Plan

Appendix A - Field Investigation and Laboratory Testing

Appendix B - Specification For Controlled Earthwork

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Site Location

(""'

MALIA TERRACE

0 I

VICINITY MAP

SCALE IN FEET

4000 I

REFERENCE' USGS Topographic Survey Kaneohe, Oahu Quadrangle Dated 1959

PLATE NO 1

MAURSETH HOWE LOCKWOOD & ASSOC. FILE NO 194-001-01

DNI~S3:.L X. 1!0~ V1IOS:V'1 aNV NOI~ VDI~SaANI aFf3:IJ!

V XIaN3:dd \f

- FIELD INVESTIGATION AND

LA BORA TORY TESTING

Field Inyestiflation .•

The subsurface conditions of the site were explored by excavating

eleven { 11) backhoe pits to depths of from 4. 0 to 13.·0 feet. The location

of these test pits is shown on the Plot Plan, Plate 2. Detailed logs of

the soils and rock encountered are presented on Plates 3 through 13.

Relatively undisturbed samples/ were obtained by driving a sampling

tube into the underlying soils at various intervalS below the surface by

means of a heavy driving weight. The sampling tube consists of a steel

barrel, 2. 50 inches inside diameter, with an interior lining of one ( 1)

e inch long, thin brass rings. The sampling tube h driven approximately

eighteen inches into the soil and a section of the central portion of the

sample is taken to the laboratory in a closely fitted, waterproof container

in order to retain the field moisture until completion of the tests.

Laboratory Testing

Samples were selected for laboratory testing following a review of

the field investigation. Tests performed included unit weight and moisture

content, direct shear tests, expansion and consolidation tests.

Moisture Density Tests

The in-pl~ce moisture content and density tests of samples obtained

were made to correlate between similar samples. One or more one ( 1)

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inch long sections of the sample are cut, t~immed, weighed, oven dried

and reweighed. From these measurements, the unit weight of the sollds

in pounds per cubic foot and the percent of moisture are calculated. The

test results are presented on the Log of Test Pits, Plates 3 through 13.

Direct Shear Tests

To determine the strength characteristics of the soils encountered,

direct shear tests were performed. Shear tests were performed on un­

disturbed samples in their natural moisture content. Each sample is

.sheared under a normal load approximately equivalent to the existing over­

burden pressure. The axial load is-transmitted to the end o£ the sample

through porous disks,· which allow the sample to drain during loading.

·The results of these tests are present~d on the Log of Test Pits, Plates 3

through 13.

Expansion Test

To determine the expansive characteristics of the soil encountered,

an expansion test was performed ori a representative sample of the firm

clay taken from Test Pit No. 3. The sample was air dried, then saturated

under a confining pressure of 144 pounds per square foot. The results of

this test showed zero expansion.

Consolidation Tests

Two consolidation tests were performed on representative, near

surface samples. The tests were performed under a saturated condition,

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on a one ( 1) inch high sample. Incremental loads are applied to the faces

of the sample, and the deflection is measured to 1/10,000 of an inch.

Drainage of the samples during consolidation was through the porous disks

that are placed against each face of the sample. From the data collected,

settlements under the anticpated loads could be calculated. The test

results are presented on Plates 14 and 15.

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LOG OF TEST PIT NO 1

DATE July 23, 1973 EQUIPMENT USED Backhoe ELEV OF SURFACE 45. 0 '>',c

0 ESC~ I P 1·1 0 N OF SOILS

f"' I -'"~ r- - •- "' ~c.::- t-- >- :1 z rc , := ::> n: e> c· t- u 11.1 0

. ;: ., ~ "' z ~1;; iii ~ 0 ... ~c..,, liJ w' o- Ill o: f/) =: W lO :C 0: c.J W LL1 O 8 g: ·- f/) t; ·- Q ~ A. :e .w ~ -

• 40 I Z. 14 I 67 ~

37.7

r.: h.l Q.

(/) :;... -0 .J CD

w t- ..J 0 n.

·•·: 0

.... c:4 ... f/)

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---::ct-I 1.11 -w a.. 11.1&&. 0

0: >-(J

0 (/:. z j w

.J .... t-0

(/) 1/) - (f)

(,) 0 z

CLASSIFICATI 0 N I I -. ..c· 0 (.J

'CLAY, silty, sandy lbrown !moist hrm

.. ·.

(CL) I

, _______ _Jorange

less sand .frown

"-·-

& blue grey

a End;.o£ TestPi.t@ 5. 0' No Waterr Encoqn.tered .

1,

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Ref. Elev. from Grading Plan by Watson Lee, Inc., Civil Ene:ineer Undated

MALIA TERRACE PLATE· NO ~

.

MAURSETH HO\\fE LOCKViOOD e. ASSOC. Fl LE NO 194-cxn -01 ;_·: !\ ··:. ..

,•::o' ; ·!· •i! ."(' , •' I, i ~ i 'I • ,' .' ~ ' '.' •. 1 ··r· t' •... : ,:1,. I<·''.·) !•.' . i . ~ ', ·-,;'

LOG OF TEST PIT NO 2

DATE July 23, 1973 EQUIPMENT USED Backhoe ELEV OF SURFACE 39. 0'

e 0 ESC~I P1'"10N ' OF SOILS

- G!· cc: IJJ >-(.!)Ill- :x:- .... ..... (.) ·~ ~ ... ....- >- ;:I ·- 11.1 hJ w:: 0 Ct:. z

·=:::l~ ~C)c z cc: Q. ... ..J 1- ~ LtJ

.·:.. (I) ..:( ..... n . )'"!:: u hJ :::>

en o. ~ :cw ;..J t- 1-ii: (/)' l&J w'- 0: (/) ... 0 t- ... : 1-w Ul !!! :;: w ,., :X: 0:: II) cffi ~ a: 0 :;.. 0 <a.. 0 - tl) 1.&1 - - . (/) IJJ &&. 0 0 0::0 w...,o 0. 0 0 .... () z u 0.~ Q ,, _, .Q CLASS IF I CA 1 .. 1 0 N -. 0 fi):X .0 ::s ..c· - Ill ' -. u

1- CLAY, silty,. some sand prange moist firm ~ .. (CL) lhrown .. ,,

' f- . 1-

1- 2 • !

' i.- ... , '

. zs 1. 64 68 41.4 ' __ .;..._

• orange

I. 4 ' or own

' . ! ._ &

blue . f- I O'l"PV

r- End<of Test Pit@ 5. 0' . ·• ' '

e· ~ No Wate-r Encountered ~6. ..

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r--- l

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I MALIA TERRACE PLATE· NO 4

i'' ·i:·. . · MAURSETH HO\\'E LOCKVJOOD a ASSOC. Fl LE NO 194-an-m

..

LOG OF. TEST PIT NO 3

DATE July 23, 1973 EQUIPMENT USED :6ii~kb.oc ELEV OF SUr~FACE 41. 5'

e 0 t:::SCr-H P1.10N . OF SOILS

- a: " ld >-(!) il.l- :x::- ... - u -G.: ... ... ... >- ::J ~ ~ hJ w::: 0 14 z . :::5~ ~e>c ">-!:: u a. t- .J t- ::> w • -.:.. (I) 1.1) <.C-n liJ :::>

t/) 0 t'.: ::cw .J .... .... ~ (/) ....... ww, 0.: (J) ... 0 ... ...: 1-w (/1 !1 -• W tO :X: 0.: Cll affi ~ 0: U) ::: 0 <0. 0 - (f) oo.:o l&.l - 0 ... (I) 1.11"- 0 (/)t-O 0. 0 (,) z u a.:;,c Q '" .J Q CLASSIFICATION -. 0 m:; .a :;: ..C:' - m \ u

1- CLAY, silty sandy orange moist firrn :-- (C~) brow!) '. - • I

~ I

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.' !- .. f--.

, '

' . ..

1-. 1-1-4 ..

• 40 · •. 94 64 34:z . . .io

' ' ' . '. 1- ·#C.. ...... '. . '

End of 'test Pit@ 5. 0' f-.e. f-6 • No Water .E;ncountered 1--

'· ·, 1-'' .,

1- . ' . . . ' .

·.

f-- ' . ,. . · ,· :, 1- • "

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: ,• -,

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.. ..

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!-' ··.•

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MALIA TERRACE PLATE· NO 5

- '~ '· MAURSETH HO\~E LOCKVJOOD a ASSOC. Fl LE NO 194-cxn -m

,•. ' .·~ ....

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LOG OF TEs·a· PIT NO 4

DATE July 23, 1973 EQUIPMENT USED Backhoe ELEV OF SURFACE 28. 0'

D t::SC~I P.i .. ION OF SOILS

I - 0: -(!)11..1- :c- - 1 .... lu w ..... hJ -- c.: - t- - >- :J :z r<: a. t- ..J :c~ .. ?. ::::> 0: <.!) c· >-!:: u 11..1 '::::> 0 n. .~ II) ~ .. z ~a:"' ~ 0 1- C/) ~ 1-w

~ 0 .... ~ (I)' UJ UJ' :z I1J 0:: C/) c.: ~la.. :L: UJ lO :C 0: Cll Q UJ ..., Q

0 Ia. (/) oo: (/)... Q tn A. .J 0 u G.·- Cl) ·- ,Q ::e lb .ac .¥ -

0: Ld >-u 0· fL. z

~ w .J 1- J-

0 (fl !!! - (/)

u 0 z CLASSIFICATJ 0 N -. .c;·· 0 u

CLAY, silty orange moist ~rm ( Cl;l) . brown

-~

• 30 I 1. o 11 67 40.7

lo ~ End of Test Pit@ 4. 0 1

No ~ter Encountered

.,

.... I ·, ' ·,.

I ...

B ~. I I I '

MALIA TERRACE PLATE· NO 6

MAURSETH HO\\fE LOCKV'JOOD Q ASSOCo FJ LE N0194-001-0l '{, \.· '(.' .. • ... : ~~· • t ·:,

LOG OF TEST PIT NO 5

DATE July 23, 1973 ELEV OF SURFACE 7. 1' EQUIPMENT USED Backhoe

e D ~SC~I Pi. ION · OF SOILS

I - G: a: w >-(!) ll.J- :c- ....

~ ~ - ~ (J

~ 0: ... ,_ ... -~ ::7 hJ w::: 0 _,

a. ... ...J ,_ ·:;:) "'-. ::: ::> C! n= C> c· >- t- o w h.J :::» o.. :cw _. 1- t-.·;.. (J) .n ~Zno.::u;._ 0 1- Cl) 0 ~ (/) ........ hJ w' - QJ 0: Cl) ::: 0 :: 1-w

0 en (f)

-• W lO :Cfl:ciiCQ:jo <40. - !f) oo.::o ..., - 0 II. {/) .... 1&. .o {/) ... oe a ,, a. 0 CJ z (J o..:,w .J 0 CLASSIFICATION -. 0 Cl)~ :2 ::s .c:

cu ' 0

14'T . T CLAY, silty, sandy, red moist firm

1---- \ so:tne- debris brown

f-(CL) '• .

f-.. 2 .

0 - ,. , .. - ' ' - - . --- CLAY, silty blue mod. .o

1-very

~-o4 • (CH) ·grey moist firm

1-"

0

lo ._ :- · .. "

I ' . ·:· •c;,.A.

1- •

e. - 1.6 • "--· '• ..

'· ,._ :

1-.,.

:- v i-8 - t--··-.. B,ASAL.T, highly - hard 1-

./ weathed-ed . . 1- . , . ..

0 I ~ .·.

.'

. ' .---; ' .

-10. ' 1-

1- '.

i_;_

1- ' 0

!-o 12· ~

i- 'o 1-

: !- End of Test Pit@ 13~ 0'

!o • Water Encountered @ 8. 5'

·Oe 1- I •'

'

MALIA TERRACE PLATE· NO 7

MAURSEi .. H HO\~E LOCK\fJOOD .a ASSOC. Fl LE NO 194-cm -01

' ·!·:.,·: ·.·' :,~ ·: ;.: /.1: ,· .... !

'. •

LOG OF TEST PIT NO 6

DATE July 23, 1973 ELEV OF SURFACE EQUIPMENT USED. Backhoe 4. 2' -

e 0 ESC~IP1 .. 10N '· OF SOILS

(!) Ill - :X: -] :: lLI G: 0:: >-- Ld u

~ c.:- ,_... >- ::s ~ rc: ~ w - fL. 0 z .• , ::> .. 0: .. ~ ..... u w ::> ... ~ :c ... :::> w

:= ~ ~::;: n o:in ... u t- Cl) 0 ~ ·w .J ... ,_ u.. UJ w' Q) cc 0 ~ o .... 1-w

0 u. !!l

a~'o~o:c,Offi w- ~ ... ~ a. - (f) IJ.Il&. 0 z u "":¥ t; :; Q ~ Q, ~ .J 0 CLASSIFICATI 0 N u :a·. 0 - &U u

TT T CLAY, silty, sandy, red I moist! flrm

I . some ~ebris brown (Ci...)

I I I .

. ,

silty gr:n::e~y t~ .401 .321.52 I 11.91 (CH) blue oist

I I .

• ~ . e

'· v ---=-- ---t . r

BASALT, highly grey hard . i • weathered . ·I

. i . . I I

.. I .; ;

.. . . . . ., .•

., I I . I I

.. I I .

End of Test Pit@ 13-. 0' I I I I i I

Water Encountered @ 7. 0' I I

. e .. , .

. f ·~·. I

I I . I r

MALIA TERRA GE PLATE· NO ·R

r MAURSETH HO\-\'E LOCK'IJOOD & ASSOC. Fl LE NQ194-<X>I-Ol I

.;' . . . ·.,. .: .~: . . .. J

•

-'·

. e

LOG OF TEST PIT NO 7

DATE July 23, 1973 EQUIPMENT USED Backhoe EI.EV OF SURFACE

4. 0'

~~--~--~O._[_s_·c~r~d~P~T~I~O~N~~··•-·-O--F ____ s __ o_IL_s ____ ·~--~ -(!) h.J i :X: _, :: ~~- .... - >- !:1 .I ::: :::> 0: (!) c· >- t- u .·:..<l>...,~zn - ... ll:CI>,l&Jw,a:~ IIJ ~. liJ ,., :r: 0::: .~· Q ~ Q oa: UJ w (J a.:;c ~:; Q :S

.25 • 28 I 50

"' \ ..

I I

. . I I I

..

0: 1- lll hJ :z cc a. 't­b..l ::> ot- CJ)O 0: (/) ::.: 0 l.a.l ... 0 II.. a. 0 ...I

:& m

84.2

'

30.9

i I ' .

I

-w:: ..J l­n. :cw --: 1-w ~ a.IL 011.1

\. Q CLASSIFICATION

CLAY, silty, sandy (CL)

silty (CH)

,.

rr. Ld

0 rL. =~

...I 1-

0 Ul -(J

0 -. 011:.

br~w" I mo-ist

very moist

E .. --1-1 BASALT,· weathered

.c,·~

End of Test Pit@ 6. 0' Water E,ncountered@ 5. 0'

lo ,•

..

I

. .

" grey --

>-u z w 1-~ UJ z 0 0

mod firm

'---hard

MALIA TERRACE

MAURSETH HO\\'E .. LOCK'IJOOD e. ASSOC.

·•.

PLATE· NO 9 J II

Fl LE N0194-(X)!-_()_d .. I

'

e

e '·

e "

-•' .. ·

LOG OF TEST PIT NO /~-...,

Q) DATE July 23, 1973 EQUIPMENT USED Backhoe ELEV OF SURFACE 7. O'

D C::SCr-21 P1.10N . 0 F S 01 LS :;-

I . I . I~ - - . .. r-·

(!) Ill - J: - :: l1J ::: c.~ - 1- ... >- ::J !:: ('

·• =: ::> 0:: C) ~c· ..._ 1- ~ w :> ··-c/)tQG':...,.. ,,-_ rc (/)' hJ w' a;~ ~ ~ t; :;.:~toJ:o:u•cw "'-8 G.:W (I) ti:x Q ~ Q;, ~

~ Ld G! - I (L. u

hJ w - 0 z - :=, 0. t- ..J :c~ w n. .J 1- 1-U) 0 ~ 1-w (A ~ ::: 0 ....

0 -<: a. (f) 0 II. (/) .... &&.

(,) 0 z -. .J 0· CLASSIFICATION .c:: 0 Cb -·

lJ

I

I

. • 2 o I . 82 I 61 I Sl. 9

I

I

• 60 I . 89 166 66.9

.,

I .. . I

I I I I I

1-

MALIA TERRACE

CLAY, silty lorange,moist jm.od. (CH) brown . £1rm

I I I .

. '', . .·~:1' ~ .:;-.

·. grey

.,

·;

End of Test Pit@ 13. 0' Water Encounter~d@ 12. 5'

·. 'I~' .,

v -.

PLATE· NO 10

I

MAURSETH HO\\IE LOCK'IJOOD Q ASSOCo Fl LE NQ194-an-m :.·.~ ·.Y. ··,, ...

~

LOG OF TEST PIT NO 9

DATE July 23, 1973 4. 5' EQUIPMENT USED Bas;khos= ELEV OF SURFACE

.e 0 ESC~IPi.ION OF SOILS I

I - G: " ld >- I (!) h.J ~ :x:- ... ... u -(C .... 1-.... )- ::J

1- Lu '" w:: 0 cc. z =:::>0' z rc a. ... ..J.I- :::> a: e> c· >- t- u 11.1 ':::> w o·:.. (/) .0 ~ ;: ,, a:<n ... u t- (/) 0 2:: :cw ... 1- t-rc (/)' ·1-w C/1 U) w LJJ' Q) 0: f/) ::; 0 <a. 0 -• W tO ~o::Kaffia - (.f)

8f~ 1.&1 -· 0 1&. (I) IIJ Lt.. 0

l ti·- Q 1/t Cb 0 ... 0 CLASS IF I CAT I 0 N () -. z

oia' :2 ::e ..c: 0 ID ' u

'· 1-- CLAY, silty, _sandy brown moist mod. f- .. (CL) firm :- ~ : ~ I

1-' 2. 0 ._ .. ,

1-' . - --~---·--1- SILT, organic dark @ID 0

(OL) very 1- grey mo1st t-4· 1- .

0

to. 1-

1-- 't' I i. c:.-'..

e -146.7 0 -fo-6 1-----

- BASALT, .highly weathered hard t---~ .. t-

1--End of Test Pit@ 7.0' ·.

1- Water Encountered@ 5. 5 1 · •

~ 8. '· ' . . .. e

.. :-r---- . I ;

1-' -~ - . 0

f-

1-I 1-

., I - 0

!'"' • . . ' - '·

- ~

I ~

........ ..

e !-.•

1--' • ,o

MALIA TERRACE PLATE· NO 11

MAURSETH HO\\'E LOCK'IJOOD a ASSOC. Fl LE NO 1~-m1 -01

: ''. . : ,· -~ ·.·-•. -,1 ,, '· .

LOG OF TEST PIT NO . 10

DATE July 23, 1973 6. 8 1

EQUIP~1ENT USED Bii);ckhoe ELEV OF SURFACE

e D G:SC~l P1.10N ' OF so:Ls

I - n: ~ IJJ >-(!)lu,:: :x:- .... - u

1- I.U I.U w:: (/-

:;::~0' t- ... >-::~ z cc 0 z . =: :::> a: (.') c· >- t- u 1.0 ::> a. ... ..J 1- :> lJJ

··~ (J) "' ""z tl - .... Cl) 0 "- ::c w _, 1- 1-

iL: (/)' tu w' a:~ QJ 0 t- :: , .... w Ul ~

::<! W lO :c a: .. , Q w 0. 0: f/) :::: 0 <40. 0 - (f)

oa:O. w -0 ""

f/)1~&&. 0

u O.:M tn ti .~ Q tl) A. 0 _, 0 CLASSIFICATI 0 N () -. z

~ :2 ::s ..c· 0 cu "

0

1- CLAY, silty, sandy red moist firm !-- (GL) 1-

f-·z . . -.. .. , - I .

•· 44.6 --4

., -lo -- c.·-., • - ..

e .. 6 I-

I

End of Test .Pit@ 6. O' '· ~ No Water Encountered

i-.. -. ..

• . .......__ . .

e !-;.... ..

.. .. I ;

~

:.......... .. , . - ------J /

. ..

i-..

.. . .. -

·. - '•.

-- .. . ..

• !-! ! ",• '' •. •'

- - --

MALIA TERRACE PLATE· NO 11 ---- -

MAURSETH HO\~E. LOCKVJOOD e. ASSOC. Fl LE N0194-ool-Ol ----

- ··, .. ~:·-. ,: \·. '~',: .

LOG OF TESr PIT NO 11

DATE July 23, 1973 4. 2 1

EQUIPMENT USED Backho~ ELEV OF SURFACE

·e D C::SC~I P1.10N 0 OF SOILS

- a: Cl: IJJ :.-(!) h.J- :c- .... ,_ 11.1 - 0 - 0: .... ... .... >- ::J

h.l w:: 0 rr.. z :=::>~ :z cc a. ... __. 1- :J O:e>c ')-t- u IJJ ::> w :::: (I) ..0 ~:;:n CJJ 0 2: ::.c w .J 1- r-~ (/)' ww, o: <n .... 0 ... .. : 1-w Ut (./)

z w '0 :c Cl: ., cffi ~ a:: f/) ::: 0 <40. 0 - f./) oa::o. lU - 0 .... fhiiJ&a. 0 0 .... ~ ·0 z (,) o.:w Q 1il a. :s .J 0 CLASSIFICATI 0 N (,) -.

Cia~ .a ..c· 0 - m \ 0

f- CLAY, silty light ver:Y.: t mors mod f- (c:q brown firm

' f- . . 1-

1- 2 • . 53 99.8

.. , I --.

.. - I

o.4 I

- . ~ - ~-~ ·-- ~ ~ /':)

I BASAL~, hgthly weathered grey hard -e. i-6 brown

f- End of Test Pit@ 6. 0' '· - No Wat~r Encountered

-- .. 1- • ., .

e :---f-

I . - ..

-" ... - . . 1-

f-0.

1-0 ..

. -- -f-

i- .. f- '

f- .. !- • - f-

' I -· ~ ...

.•

I

I MALIA TERRACE PLATE· NOn '

I MAURSETH HO\VE LOCK'IJOOD e. ASSOC. £1LE NO 194-00.1-01 I

• ·: ' • ·'· • ~. • :, ,: ; < : ' • ': ' ·, \ • '· ., .' .• ' .·· .

CONSOLI DATION TEST DATA

.e PRESSURE IN KIPS PER SQUARE FOOT i

.I .2 .3 .4 .5 .6 .8 I 2 3 4 5 6 1 o·

......... .........

...... """'- .......

5 ' ........

"' ....... . .

' 10 " " ' " "' z ' 0 ' ._ " <( ' a 15 " :i

e 0 '\. (I)

~-· " z " 0

u T

._ '"' z zo T LIJ \ u 0:

-

........ -LLI Q. .......... \ - ~ - ~

e ' 25 --- \

' -

30

Test Pit No. 6, Sample No. 1 @ 4. 0 1

e ..

MALIA TERRACE PLATE NO 14

MAURSETH HOWE LOCKWOOD & ASSOC. FILE NO 194-001-01

CONSOLI DATION TEST DATA

e PRESSURE IN KIPS PER SQUARE FOOT

o·l .2 .3 .4 .5 .6 .8 I 2 3 4 5 6 7

!-.....

....... """"""

"" ......

1 "'"

~ .... - -

' ' " " z "' "' ' ' z " 0 ' " ... ' c:t: c

3 . . " .J " 0 ' " Cl)

r ·- " z

• 0 0

" \. ... ' z 4 -IJJ -... 0 - I\. 0:: -- ' LLI -... \. Q. -~ --- - ' - _\. -I-

e 5 -

6 -·

I

--

Test Pit No. 8, Sam,ple No. 2@ 6. O'

·-e MALIA TERRACE PLATE NO 15

MAURSETH HOWE I...OCI<WOOD- -a ASSOC. FILE NOI94-CXJ1-0l

)IUO.M.HJ. "HV3: 03:'1'10"HJ.NOD UO.!£ NOIJ. V:::>I.!I:I:::>3:dS

S: XION3:dd V

SPECIFICATION FOR CONTROLLED EARTHWORK e General

The designation "Controlled Earthwork" is applied to cuts and fills

constructed and inspected by a Soils Engineer (a registered Civil Engineer),

who shall approve all foundation preparation, f~ll rn.aterial, methods of

placing and compaction, and perform field density tests and inspection

during grading. Written approval shall be issued upon completion of cuts

.~ and fills. No deviation from these specifications shall be made except

--./ . upon the written approval of the Soils Engineer, or other public agencies

having jurisdiction.

Clearin~ and Grubbin~

e All timber, logs, trees, brush, roots, grass, buried rubbish~ decayed

matter, existing fill or other deleterious material within the areas affected

by the grading, shall be removed or otherwise disposed of in a satisfactory

manner.

e Foundation Preparation

Areas upon which fill is to be placed shall be uniformily scarified to

a depth of at least six (6) inches until free of large clods, brought to the

proper moisture content and compacted until the density meete; the require-

menta as hereinafter specified. All loose material shall be first removed.

Loose material to be considered on this project ·includes existing fill.

and soil disturbed by the clearing and grubbing operations. The loose

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material may be reused as fill, provided that it meets the requirements

for fill material specified herein.

Fill Material

When the material to be used as fill contains large rocks or hard,

cemented lumps that cannot be broken readily, such material shall be

placed in open, non-structural fill areas or removed from the site. If

placed in open areas, the boulders shall be well distributed thzooughout

the fill and surrounded by sufficient fine soils so as to fill the interstices,

and produce a dense fill without voids. No rocks over three (3) inches in.

greatest diameter shall be used in the upper one (1) foot of fill. All large

boulders, which cannot be broken down to a maximum diameter of six (6)

inches, shall be removed or stockpiled. for use other than as an engineered

fill. Jetting will not be permitted. All material to be used as fill shall be I

)

approved for that purpose by the Soils Engineer. No soils shall be imported

. to the site without prior approval by the Soils Engineer.

Compaction R eguirements

All fill shall be placed in uniform layers not exceeding eight (8) inches

in loose thickness. Each layer shall be thoroughly compacted cornpletely

to the edges before the next layer is laid thereon. Compaction' shall be

obtained with the use of conventional equipment designed for the purpose.

Th~ incidental compaction achieved by the pas sage of hauling units over the

fill shall not be considered adequate.

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- B3 -

Each layer of soil shall be brought tc:> a moisture content sufficiently

close to "optimum moir3ture" to permit the required degree of compaction.

The "optimum moisture" being determined by the ASTM D - 1557 Compa.c-

tion Test Method. If the soil's moisture content is too high or too low, it

shall be adjusted by suitable means before placing. Compaction of each

layer of fill including slopes, berms, etc., shall be continued until the

density, as determined by field tests, reaches a value of at least ninety (90)

percent of the maximum indicated by the aforementioned methods. In lieu

of cornpacting the slopes, the embankment may be overfilled and then cut

back to adequately compacted matedal.

In all cases. where the ground slope is steeper than five ( 5) horizontal

to one ( 1) vertical, the existing ground shall b~ benched as the fill thereon

is brought up in layerr. Provided, however, that existing ground s.lopes

flatter than five (5) to one ( 1) shall be benched also if the Soils Engineer

considers such to be necessary.

~

A 11 cuts shall be made to the lines and grades as shown on the project

plans. All cuts shall be inspected and approved by the Soils Engineer.

Where conditions encountered requi:ce, he shall direct. the necessary modi-

ficatioris be made.

\·,'

- B4 -

e Drainage

Care shall be exercised during rough grading so that areas involved

will drain properly. Water shail be prevented from running over slopes

by temporary berms.

Field Testin"

The Soils Engineer shall be notified at least two (Z) days prior to the

r start of grading. A pre-grading conference should be held between the

~-/ parties involved so as to discuss methods of operation, site problems and

scheduling. .Field density tests will be made by the Soils Engineer, subject

to the approval of ali publfc agencies having jurisdiction. When tests or

e inspection indicates that the density or uniformity of any portion of the fill

is inadequate, that particular portion shall be removed or reworked until

the required density has been satisfactorily obtained.

Supervision

e At all times the Contractor shall have a responsible field superinten-

dent on the project in full charge of the work with authority to make

decisions. H ~shall cooperate fully with the Soils Engineer in carrying

out the work. Any instructions given to him by the Soils Engineer or his

duly appointed representative shail be considered to have been given to the

Contractor personally.

Rainy Weather

e No fill shall be placed, spread or rolled during unfavorable weather.

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When the work is interrupted by rain, operations shall not be resumed until

field tests by the Soils Engineer indicate that conditions will permit satis­

factory results.

- 0 0 0 -

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