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SOILS INVESTIGATION

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PROPOSED KALANI IKI CONDOMINIUM DEVELOPMENT HONOLULU, OAHU, HAWAII FOR ISLAND FEDERAL SAVINGS & LOAN ASSOCIATION OF HONOLULU

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Dame~ Moore

~ 'V.W!Ci?At liBRARY, RE ~GMT & BOOKSTORE

D ~partmen l omer Services Qty· Hall · · ~53 S. King Street

Honolulu, awaii 96813-3006

Job No. 3038-004-1 I

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ANCHOR~OE:. LOS ANGE:LE.S

ATLANTA NEW YORK GUAM CHICAG9 P-ORTLAND LONDON SYON EV

CINCINN.ATI SALT LAKE: CITY

DENVER SAN F:RANCISCO

MADRID TE!"iR..;..N

PERTH TORONTO DA!lR.."'Jl tiES 8 ~I!JJOC~t'E ~HONOLULU SEATTL.£.

.• HOUSTON WASHINGTON, D.C .

SINGAPORE VANCOUVER, B. C.

CONSULTING ENGINEERS IN THE APPLIED EARTH SCIENCES

2875 SOUTH KING S.TREET o HONOLULU, HAWAI.l 9681.4 o (808) 946·1455 CABLE_: DAMEMORE . TELEX: 63·4100

Hogan & Chapman Architects 1210 Auahi Street Suite I 15 Honolulu, Hawaii 96814

Attention: Mr. Donald D. thapman, AlA

Gentlemen:

October 14, 1971

Six copies of our report, "Soils Investigation, Proposed Kalani lki Condominium Development, Honolulu, Oahu, Hawaii, for Island Federal Savings & Loan As$ociation of Honolulu", are herewith submitted.

The scope of our wo~k was defined in our confirming proposal dated September I, 1971, and this investi.gation

i:e has generally conformed to the scope described in the ·proposal. The area of our cons,ideration was enlarged some­what during the investigation whsn the westernmost section

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of the project site was included in the area for possible development. However, no subsurface exploration was con­ducted in that area.

. Our findings andorecommendaTions are presented in the body of the report. For convenient reference, a summary is_ given on the fi~st page. Our recommendations have been discussed with Messrs. Chapman and Johnson of your firm and Mr. David Dawes of Island Fedora! Savings & Loan Associ­ation. Also, draft copies of this report were furntshed to you on October 6, 1971.

Se I e~ted soi I samp I es were used in I aboratory t e.s t i n g , a n d t h e r e m a i n i ~ g s o i I 5 a m p I e s a n d roc k co r e·s w i I I be kept for a period of time for possibl~ inspection and examination. Unless requested otherwise, they wi I I be discarded six months from this date.

·It has been a pleasure performi~g this assignment for you. If you have ~ny questions regardirg this report, please feel free to contact us for clarification.

Yours very t r u I y,

DAMES & MOORE

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SOILS INVESTIGATION

PROPOSED KALANI IKI CONDOMINIUM DEVELOPMENT

HONOLULU, OAHU, HAWAII

FOR

ISLAND FEDERAL SAVINGS.& LOAN ASSOCIATION OF HONOLULU

SUMMARY

Subsurface conditions were explored by three bori~gs and four tas~ pits.

Most of the project site is underlain by a mixture of expansive clayey si Its and weathered boulders. Previously placed fill apparently covers the .surface of much of the western portion of the site. Basaltic bedrock is exposed on th~ steeper slopes and generally was found in the borings within .20 feet of the surface.

T h e ex p a n s i v e s o i I s a n d r e c e n t f i I I p o s e p rob­lems r~gardi~g slope stabi I ity and foundation design: Low-rise structures generally should not be placed on existing slopes steeper than 5:1 and all footings should rest on natural soils, not fill. Design bearing pressures of 4500 psf are recommended for footi~gs on expansive sol I, but differential vertical movement between footings should be anti~ipated. Earthwork should be ke~t to a minimum.

Diverting all surface drainage away from struc­tures is cri~ical to minimizing ~roblems r~garding stabi I ity and footi~g movements.

I NT ROOUCT I 0~1

This report presents the results of our sol Is in-

vestigation at the site of a proposed new condominium

developrt,ent in Kalani lki Valley in Honolulu, Oahu, Hawaii.

Our recommendations r~gardi~g the development are presented

in the last section of this report. Detai Is regarding our

field work and laboratory testirg are presented in the

attached Appendix.

DAIIIIIES C IIIIOOAF-

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SCOPE OF WORK

Our investJgatlon was conducted with the under-

standi~g that the development would consist of low-rise

multiple-unit townbouse strut~ure$ located entirely on the

eastern side of the existi~g north-south paved road on the

property. It_ was suspected that a scar on the western side

of this road mJght have resulted from a landslide, and it

was believed advisable not to consider that area for

development. Howeveri present information. indicates that

the scar is from previous excavation, and the area west of

the road may be considered for development. Additionally,

the construction of one or two medium-rise structures may

.be considered as an alternativ.e development approach to

the low-rise scheme.

The scope of our field work was based on the

orJginal development approach and consisted of three bori~gs

and four test pits plus surface. geol9gical reconnaissance.

A review of previous development plans and draWings for

the area also was conducted in an attempt to establish the

extent of earthwork which h~d been performed previously at

the site.

Appropriate laboratory soi I tests were made and

evaluated to assist in developing our recommendations which

are presented lata~ in the teport.

A prelirninary draft of this report was submitted

to Hogan and Chapman Architects on October 6, 1971 for

their advance information.

DA.MES C. IMIOOAE

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SITE CONDITIONS·

SETTING

The project site is located in Kalani lki Valley

immediately upstream from the existi~g developed area.

The_general location is shown on the Map of Area, Plate I,

and a more detailed site plan is presented. on Plate 2.

The area lies between elevation +310 and +210

' in a zone receiving an apprbximate average annual rainfal I

of 40 inches. A large percent~ge of ~hiS precipitation

occurs as a few la_rge storms each year during the late fall,

winter and early spri~g. Duri~~ the remainder of the year

and between storms, the site is much drier.

SURfACE CONDITIONS

As shown on Plate 2, mos~ of the slte I ies within

the main val ley, but _the so~theastern corner occupies the

mouth of a tributary valley. The main channel is dry except

duri 119 heavy rai nfa II. It has been confined to a recta11gular

section about 10 to 15 feet wide and a~out 10 feet deep.

Sides of this channel consist of la_tge boulders with a

. gunite faci09 and possibly concrete mortar between the

boulders. The bottom of the channel is poured concrete.

Upstream from the develbpment site, the City and County of

Honolulu has constructed a low wler, ~ppare~tly for the

purposes of decr~asi~g velocity and volume of flow and

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possibly 1or contalni~g boulder$ bel~g ~ashed down the

channel. These draih~ge structures indicate that anticipated

runoff duri~g heavy storms is c6nsiderable. The tribut~ty

from the northea$t apparently has been replaced by a buried

72~inch corrugated metal pipe culvert.

The.gradient within the main ch.annel is between

I b a nd I 5 p e r c e n-t , w h i c h r e f I e c t s t h e . g e n e r a I s I o p e of t h e

ground surface alb!"J.g the axis of the main valley. Slopes

p~rpenditular to the drain~ge ar~ relatively flat for a

width of about 250 feet in the lowest se~tion ot the site,

but the fIat area tapers out about th ree-tourths of the way

u p s t ream tow a r d t h e p r o p e r t y I i n ~ "

The e9:stern boundary of the main valley' is a

steep cliff formed of basalt bedrock. The wes-terh slope

below the existi~g paved road is believed to be composed

of recent fill over boulderv. alluvi~Jm. The slope below the

road has an average inclination of about 2:1 (horizontal.:

vertical). Above the road is a scat which has $orne of the

appearances of a lands I ide, b~t which we believe to be an

old cut area, possibly for~ roadway which was not completed.

The upper end of the prop~rty wf_thin the main

val ley is a relatively flat zone about 20 feet abo~e the

bottom of the channel. This flat probably was formed when

material removed from the <:~rea of construction of the wier

~pstream was dwmped here.

DAMES B IIVIOORE

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The ~action of the property ·at the mouth of the

tributary valley is composed primarily of bouldery alluvium

with slopeS aver~gipg approximately 4: I downward in a

westerly direction. At the base of this area, a steep road

cut at least ten feet hJgh has been excavated durirg pre-

vious earthwork operations.

Some s~gns of sol I cr~ep were Observed on the · .. "

western slopes above the exavation scar beyond t~e property

boundaries. Indications of slow downward ~ovement of

surface sol Is are also s~ggested by lon.gitudinal crac.king

In the ~sphaltic concrete.of the north-south road. This can

be explained as consolidation of fi I I materials under the \

outer edge of th.e road and thus would be an indica~ion of

relatively poor soil conditions in that slope.

SUBSURFA~E CONDITIONS

Detailed subsurface conditions were explored by

three borings and four test pits at the locations _indicated

on Plate 2. Addition.ally,_ geol~gical reconnaissance was

conducted to evaluate overall subsurface conditions. A

. generalized cross-section across the main valley is presented

.on PI ate 3.

Along the eastern edge of the main drainage

channel and in ~he area between the channel and the north-

south paved road, most of the existirg surface soi I appears

DAMES 2 MOORE

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to be recently placed fi I I. The approxi~ate I imits of the

area underlain by more than two or three feet of n11 are.

shown on Plate 2. We believe that this fi I I was placed

duripg road construction, duripg dr~in~ge channel construction

and as waste f.rom the City and Coun~y wier upstream,

Thus, the fi II material probably was deriv~d from adjacent

areas. It consists of a mixture of weathered basaltic

boulders and clayey si It fines which is simi Jar but possibly

rockier than in-place material. Overall density of the fill

material is suspected to be low, and the material is not

recommended for support of structures unless reworked.

Undisturbed sol Is consist primarily of dark brown

expansive clayey si Its of the type which locally is refer-red

to as "adobe 11 • This material surrounds weathered basaltic

·boulders up to at least one cubic yard in volume.· Normally,

the sol I constitutes about two-thirds of the material and the

boulders about one-third. On the east side of the main

channel at Boring 3, ihi~ material extended to a depth

of about 17 feet at Which point basaltic bedrock was

encountered. Or1 the west si·de of the chanhel at Boring I,

dee6mposed basalt was encountered at about I I feet, but

unweathered bedrock was not encountered to the total depth

exploree of 25 feet.

DAMES C I\IIIOORE

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In ~he southeastern corner of the property, the

sci Is also consist of weathered basalt boulders and clayey

si It fines. Th~ fine material appears to be less expansive

in this area. The boulders. generally comprise the bulk of

the ma'terial, altho~gh much of the_granular material is

very weathered or decomposed. Basaltic bedrock was en-

countered in this area in Boring 2 at a depth of 19 feet.

Weathered basaltic bedrock has been exposed along

the western e~ge of the property by exdavation at those

I o cat i o ns s h ow n on P l a t e 2 • S i m i I a r mate r i a l i s expos e d

naturally on the eastern margin of the property alo~g .the

cliff line also shown on Plate 2.

No water was encountered ih any of the borlrgs or

test pits. The. ground water ~able can be safely assumed to

be within the basaltic ~edrock wei I bel.ow the,stound surface - .

and v1lll not be a factor in design considerations.

PROJECT .CONSIDERATIONS

The exact layout of the development has not yet

been determined. At the st~rt of our investigation, the

deV~Iopment was to consist of approximately 60 condomi.nium.

units, possibly in dupleX and quadruplex confJguratlons.

The contemplated design was to use "pole" structures up to

four ~tories hJgh with s~~ggered levels paral lei ihg existing

slopes. Wooden poles would be the principal vertical

DAMES C IMIOOIRIE

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members, and frame construction would generally be used.

We unde~stood that the r~sults presented in this report

would assist in deter~ini~g final siting of the structures.

At. the time of writing, we understand that fewer

structures of taller corif,igurations may be co.ns idered as

an alternative to achieve the same density of unlts on the

site.

DISCUSSIONS AND RECOMMENDATIONS.

S I Tl NG

Because of the unknown, but probably poor, quality

of fills placed in the slopes below the existing roadway and

near the upper end of the site, we re~ommend that structures

be located so that they do not lie on these slopes. This

recommendation is made for two reasons: I) footi~gs founded

within the fi I I materials couid be subject to large settle-

ments, and 2) the expansive soi Is underlying the fi I Is could

eXhibit a marked decrease in strength if ever saturated.

Since the original. ground surface under the fi II was a

slope at about a 3: I inclination, ·decreased soil stre.ngth

a I o ~ g t h i s s u r f ace co u I d c rea t e a s I o p e s t a b i I i t y p rob I e ~ •

Within that portion of the site adjacent to and on

~ither. side of the main drainage channel, we recommed that

alI low-rise structures be constr~cted on existi~g slopes no

steeper than 5:1 if spread footings on soi Is are used.

For steeper areas, foot~ngs should be extended to intact

bedrock. DAMES 8 IMIOORE

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In the southeastern corner of the property, low-

rise structures may be sited on the existirg slopes, although

minor r~grading may be appropriate.

Structures several stories high could be located

on the eastern sidB of the main drainage channel where

appears to be under1ain by material suitable for sup~ort

of t~l ler structures within about 20 fe~t of the surface.

EARTHWORK

We recommend that alI eatthwork undertaken at the

site be as l.ight as possible. As a,guide, we recommend that

cuts or fi lis higher than five feet. generally be avoided.

All fill slopes should be no steeper than 2:1, but cut slopes

in existi!lg soi Is may be as steep as I: 1- yp to ten feet high

if the final plan calls for no structures within horizontal

distances of 2Q feet above the cut or 10 feet below the cut.

Cuts In basaltic bedrock may be made at t~ I.

C u t a n d f i I I s o i I s I o p e s at 2 : I ca n b e r e v e g e t a t e d

so as to avoid erosion; steeper slopes wi II be more difficult

to rev~getate and cut sl~pes at I: I of steeper probably

will erode.

NIUNIC!PAl UBRARY, RECORDS MGMT & BOOKSTORE O~pnrimant of Cus!cmer Services

Oty H~ll Annex, 553 S. King Street Honolulu, Hawaii 96813·3006

DAMES C MOORE

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When used for fi II, the on..,.site materials should

have all boulders greater than six inches removed, particu-

'larly if the fi II wi II be in support of structures or pave­

ments. We recommend such fi lis be compacted, depending on

purpose and location, to a minimum relative compaction of

85 or 90 percent of the maxlmum dry density determined by

AASHO Test Method T-180.

Excavation can be accomplished with normal earth-

~ovi~g equipment, but the larger boulders may pose some

difficulties to excavation, particularly for footi0gs ~nd

utility lines. On-site fi II materials should be placed with

footed or grid-type rollers, and addition of moisture to the

materials may be required to achieve adequate compa~tion

duri0g dry periods. ~arthwork duri~~ periods of heavy r~in­

fall shoul.d be avoided, because compaction would be very

difficult, and loss of soi I ·by erosion would occur.

S LOPE S T AJH L I TY

The unfortunate occurrence of a fe~ landslldes

in HonoiLJIU in soil conditions similar to those found at

the project site has led to the supposition that hillsides

underlain by "adobe" soi Is are unde.rgoi!lg a slow downslope·

movement referred to as "so.i I creep". This continui0g move-

me n t may b e a c c e I e rate d by c u t s a n d f i I I s m a de i n as s o ci a -

tion with development ahd, in the worst case~, become active

landslides •

DAIIIIIES C IYIOORE

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Normally, the soi Is at the site wi II lose strength

if, given access to a sufficient amOunt of water to expand.

This condition is hot anticipated under normal circumstances,

but sxcessive irr]gation of lawns, poor surf~ce runoff drainage

~atterhs, or water leakirg from utility I ines alI can

introduce more ~oisture jnto these materia.ls than they now

possess. It is likely t~at most of the landslidas which

have occurred in Honolulu have been tr.t'ggered by similar

changes in sol I moisture conditions.

the only signs of existi~g slope Jnstabi I ity noted

at ~he $ite were on the western slopes above the excavation

scar where the top two or three feet of soi I appeared to be

slow.ly movi11g downward, probably CIS a reaction to the re.moval

of support by excavatton. Cracki~g on the north-south

.roe~dway pavement may i.ndicate that the roadway -fi II is movl11g·

siJghtly relative to yndeflyfng ih~place sol 1$. To avoid

potential slope stability problems as much as possible

and ~ti 1.1 make use of th~ propsrty, we recommehd that no

low~rise struttures be founded on existlrg ~lopes steeper

than 5:1 which are underlain by expansive soils. This

recornmendation applies primarily to that section of the

site on both sides of the main drainage cbanhel and east of

the existillg north-sou~h paved rOad.

The sl.ight possibility of a boulder rolli.ng from

outside' the property down into the development wi II always '

exist. Low walls along the property l.ine could provide,

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some protection. Also, a flat parking area above any struc~

ture would also provide a potential catchment ar~a for a

boulder. Erosion -and minor sliding of sol I immediately

above cut slopes also are possible, pa~ticularly if the sol I

is poorly v~getated.

FOUNOAT IONS

The priMary consideration for foundation desJgn

of low-rise structures at the project site is to minimize

the effects of potential ~xpansion and contraction in the

expansive sci Is. Two primary recommendations can be made

in thls r~gard. These are:

I) To impose as heavy bearing pressures as is

possible under conscientious ergineeripg

design and

2) To place the ~as~ of the footi~gs on material

where moisture chapges wil I be minimal.

We believe that design bearfng pressures of 4500

psf may be used for fcoti~gs on the bouldery alluvial soils

at the project site. AI I such footings should be founded

on in-place materials, not on fill, and should rest a

minimum of three feet below ffnal outside. grade. Plate 4

is an illustration of our recommended footi~g configuration.

Additionally, the material at the base of all footipgs

should be as hom9geneous as possible, i.e. not part boulder

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andpartsoil. In this r~gard, we recommend that all foot-

ing excavations be inspected and approv~d by a sol Is e~gfneer

during construction. Backfi I r around the footings should be . .

compacted on-site sol I~ with no rock fr~gments larger than

two inches.

Since the sol Is at the site appear to be vari~ble

rn their expansive properties, it is possible that some

sl!ght settlement could occur under footings loaded to 4500

psf. Such settlement would be mos~ prob~ble if the und~rlying

soi I were saturated. ThuS, we believe that differential

rnovement between footings could be at least as. great as one

inch, dependi!"lg on actual loads, soi I variability and sub-

sequent changes in soi I moisture.

A ~esJgn feature which can be considered to mini-

mi~e the effects of differential movement is that of

adjustable column-to~footlns connections .. Under the best

desJgn and construction techniques, it is sti I I possible

that some ·e~pansion and/or contr~ction may take place under

the footi!"lgs with resulting distress to the overlying

structure. The ability to adjust the structure supports

wi I I help to correct this situatlon, should it occur.

Two approaches are possible:

I) Leavi~g a break between the column and

footi~g where shimmi!19 may be i~serted or

removed i,n order to I eve I .a structure, and.

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2) Providiflg adjustment capability in the form

of screw j~cks a~tached to either the footings

or the columns in order to adjust the struc~

ture to a _level configuration.

For footi~gs of any low-rise structure founded on

b~saltic ~edrock~ we retommend that they be embedded a mini­

mum of IZ inches Into in-place rock as i I lustrated on Plate 4 •

Should design beari~g pressures hJgher than 4500

psf be required, we recommend that footipgs rest on basaltic

bedrock. This material is recorrtmendec:l in any event as the

beari~g medium under hJgher structures in order to avoid

the p~oblems assoeiated with the expansive Sol Is. On the

bedrock, des.ign bearif19 pressures of at least 10,000 psf

are--feasible provided at least five feet of overburden is

avai table above the base of the footings. Drive~ piles could

not penetrate the bouldery ~I luvium and thus are not recom-

mended. Instead, pre- cast pi I es . in pre;.... d r i I I e d hoI es or

cast-in-place piers are recommended. The preferred construe-

tion method should be determined only after vertjcal and

horitohtal design loading conditions have been determined.

Inspection of footing exeavati6ns by a soi Is ehgineer arso ' .

is recommended for pier foundations.

DAMES C MIOORE

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L.:

r' !:<:

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i!

- 15 -

DRAINAGE

We understand that slope runoff can be considerable

at the site and has caused some problems in the developed

area futher down the valley. Diverting such runoff a'v1ay

from alI foo~Lngs is extremely important to ~inimize erosion

and moisture changes in the underlyi~g soi I. th·erefore,

all.gradlflg should be des_igned with the intention·<:>f diverti!19

surface drain?Jge away from the structures. Small concrete-

lined ditches at the foot of any slopes ebove structures

should be considered t6 carry away slope runoff~ Special

provision to carry roof runoff away from buildings should

also be provided .

We particularly recommend that the condominium

organi~ation institute procedures to check periodically for

leak~ge in.water and sewer I ines so fhat any such leek~ge

can be detected quickly and remedies effected immediately. . ~

- oOo -

.DAIVIES C IVIOORE

i i l

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- 16 -

The followi!lg Plates and Appendix are attached

and complete this report.

DCL ORR mw

Plate

Plate 2

Plate 3

PI ate 4

Appendix

/.J

Ma.p of Area

Site Plan

Generalized Cross-Sec~ion

Recommended Footi!lg Detai Is

Fi~ld Exploration and

Laboratory Testi~g

. Respectfully submitted,

DAMES & MOORE

~~c.~·-David C. Li u

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u.s~G~s. ~uADRANGLE MAP

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FILL

II LEGENO: j'

e9 DAMES B MOORE BORING

5l DAMES B MbDRE TEST PIT

I :1

REFERI:NCE: t SURVEYEDIMAP

. PREPARED BY . TRYCK, NYMAN a HAYES

DATED 9-30-71 l

SITE

j I

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PROPOSED KALAN! IKI CONDOMINIUM \ DE.VELOPMENT

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40 ro o ;:o 40 ! eo 120 160 FEET ~z:-3.;;r":~--.~- -- -co=·==,-o.~:i<---::.-::-::::--:r-~--~-:+r'z-•""-1

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WEST

REFERENCES: I. ToPOGRAPHI~AL MAP

BY TRYCK, NYMAN, & HAYES DATED 9-30~71

2. GRADING PLAN BY MUHODA l~ TANAKA, ·J tJC.

DATED lt-lB-Gtr

A

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ScALEs - VEfn 1 CAL: I"= I 0' HoR 1 zoNTAL: 1 ", .. lw•

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VERTICAL EXAGGERATION IS 4:1

'· ,.

THE CONDI~IONS ILLUSTRATED BETWEEN BORINGS

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'~ :,~. 7 _,REV .. 6 •• q I ~y /.tW OATE. ; - ./~ ,.

~. ...... REVISIONS ...

"0

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WitHECKED DY VC-R FILE .:!!<t>38· --, BY DATE ·•

:BACKF'I LL

i~E~E~~~)E ON

SKETCH

8ACK~ILL WITH COMPACT~D ON-SITE SOILS, ALLOW NO ROCKS LARG~R THAN 2 INCHES,

.,..

FINAL GROUND SURFACE

3FT, MIN,

'fj;::. s ti--. /11: /1,

FoOTING TO'BEAR ON HOMOGENEOUS IN~PLACE MATERIAL.

F 0 0 T I N·G.

a ) s m U)

I' 3: 0 0 jj m

0 N·· - S 0 I L

ALL FOOTING EXCAVATIONS TO BE INSPECTED AND APPROVED BY SOl LS ENG·I NEER.

FOOTING

RECOMMENDED FOOTING DETAILS N 0 S C A L E

0 N.

BEDROCK SURFACE

MIN.

BEDROCK·

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APPENDIX

FIELD EXPLORATION AND LABORATORY TESTING -- -. . -

FIELD EXPLORA~lON

Exploration of subsurface conditions was conducted

by drilling three bori!'lgsand excavating four test pits at

t h e l o cat i on s i n d i cat e d on P l a t e 2 , S i t e P I. a n , i n c l u de d w i th

the body of this report.

The borings were dr:-i I led on September 2 and 3,

1971, by subcontracted personnel using a truck-mounted dri I I

rJg. Each boring was advan~ed by means of ~ continuous

fl.ight a~ger in soils and an NX core bit in bedrock.

Re l at i ve I y u n d i s t u r b e d s amp I e s of t h e s o i I s v1 e r e o b -r a i n e d b y

usins a Dame~ & Moore type U sampler, described on Exhibit

A-1. NX core samples were recovered fro~ the coring

operations. AI I samples were returned to our laboratory

for subsequerit examination ~nd testi~g.

The test pits were excavated on September 16, 1971

usihg a subcontrac~ed backhoe and operator. Relatively

undisturbed samples of the soils were obtained by u.sing a

Dames & Moore hand-drive sampler. Samples were returned to

our laboratory for testing.

A I l borings were dri I I ed and test pits excavated

und~r the,general supervision of one of our engineerirg

geol~~ists who mairitained a field l~g of each boring and

test pit. These l~gs ~re pr~sented as Plates A-lA to A-IC

and A~2A to A-2B. Our geol9gist also assisted in obtaining

DAMES c MOORE

~.--·;

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r-·-: I :

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l .,

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r···· I·. I

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rA ./., l: ...

I '--'--'

f.~

' '

I ., ~::

- A-2 -

the relatively undisturbed samples of soils and classified

these samples in accotdance with the Unified Soi I Classifi-

cation System presented in Plate A~3 .

Field reconhalssance of the area was conducted on

several dates by our personnel while prepari!lg the proposal

for our services, whl le selectipg the bori~g and te~t pit I

locations ~nd subsequent to subsurface exploration in order

to verify certal n detal Is of our observations.

The exact Joc~tions of Boring I and Test Pits I,

3 and 4 were determined by the survey crew from tryck, Nyman

and Hayes. The other bori~gs and test pit were Jocat~d ·

by pace-and-compass methods by our personnel.

LABORATOR_1_ TEST 1 N~

~~-Genera I - 'Labor('ltory tests were conducted on

relatively undisturbed samples of soils obtained from the

bori0gs in order to evaluate the ergineeri~g properties

of the soils.with regard to strength and expansiveness.

Laboratory tests performed inc 1 uded the fo I I owing: moisture-

density determinations, unconfined and unconsolidated/

undrai~ed tria~lal shear stre!lgth tests, double direct shear

tests~ expansion tests, and Atterberg I imlts determinatibns~

These tests are_ described individually in the following

subsections~

DAMES C IYIIOO'AE

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- A-3 -

Moisture~Density Tests~ ln~place moisture content

and dry density deter~inations were conducted on mos~ of the

samples obtained. The test results are presented on the Log

of Bori~gs, Plates A-lA thro~gh A-IC, and Lpg of Test Pits,

Plates A-ZA thro~g~ A-28.

Unconfined and Ynconsol !dated/Undrained Triaxial

Shear Strength Tests- Fbur unconfined and three uncon-

'olldated/undrained triaxial shear strength tests were

performed on selected samples of the soi Is. The test pro-

cedures ar~ described on Exhibit A~2. These tests wete

performed to evaluate the shear strength of the various_

soil's at the site in order to calculate allowable design

beari~g pr~ssures and to evaluate possible slope stability

problems. Results of the unconfined and triaxial tests· are

presented below:

Bori~g No.

3

T. P. I

T.P.3

Depth ( ft)

9

I I • 5

19

24.5

2.1

4

3

Confining Pressure Peak Shear S~rength (ps f) _(psf_}

.. , .. -

0 1870

1000 2810

2000 6805

3000 7750

0 8085.

0 2390

0 2460

DAIMIES C MOOnE

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- A-4 -

Direct Shear Test- One direct shear test was

co n d u c t e d o n a s o i I s amp I e w h i c h w as of i n s u f f i c i e n t h e i g h t

to perform an unconfined or trixial test. The purpose 'of

the test was the same as for the Qther stre~gth tests.

The test method is described on Exhibit A-3. • Results of the

test were:

Boring No.

T.P.4

Depth (ft)

7

Normal Pressure ( QS f)

2000

Peak Shear Strength ( QS f) .

4100

Expansion Tests - Four expansion tests were

condu~ted on selected samples in order to evaluate th~

amount of expansion which could be anticipated from the

soils if thoroughly saturated.under a range of pressures.

A I I samp I es were chosen from reI at i ve I y s h a I I ow depths to

represent those soi Is which .would be found below footings.

Results of these tests are presented on the curves shown

on Plate A-4. These curves show the relationship between

~

the amount of expansion and the l~garithm of appl led pres­

sure. The test procedure is simi Jar to that of consol idatfon

tests as described on Exhibit A-4. However, for the

expansion tests, the material was allowed to expand under

100 pounds per square foot unt'i I about 5 perc~nt expansion

was reached. Further expansion was inhibited by increasing

the applied pressure i.n order to minimize any loss of sample.

DAIIIIES C II/IIOORE

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l::rl

., 1~,

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e

- A-5 -

The dashed portions of the curves shown on Plate A-4

represent fhe ra~ge of pressure in whi~h th~ sample was

not allowed to expand fully.

At t e r b e r g . L i m i ts __ De t e rm i n a t i o n s .. At t e r be r g I i m i t s

were determined for each of the samples on which expansion

tests ·were performed. The. resu Its of these tests were to

determine the plasticity characteristics of the soi Is and

the relationship, if any, between these characteristics and

the potential for expansion. The results of the tests were

also used for classifyipg samples in the Unified Soi I

Classific~tion System. Results are presented below.

Bori pg Depth Liquid Plastic Plasticity Unified Expansion No. ( ft) Limit Limit Index <%> Soil Classi- Under

<%> (%) cation 400 psf <%> --83 2.6 "

_..,

71 33 38 CH/MH- 7.9

TPI 2.5 58 35 23 MH 4.7

TP2 4.7 90 37 53 CH/MH 3.9

TP3 5.0 7i 38 33 MH 3.2

oOo

DAIIIIIES C NIOO""IE

.( -I

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l·c ;

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- A-6 -

The fol 16wi~g Plates artd Exhibits are attached

and complete this Appendix.

Plate A-dA

Plate A-18

Plate A-IC

Plate A-2A

Plate A-28

Plate A-3

Plate A-4

Exhibit A-I

Exhibit A-2

Exhibit A-3

Exhibit A-4 -.

.. \

L~g of Bori~gs, Boring

Log of ·sori _ngs, Bori!lg 2

L~g of Bori ~gs, Boring 3

L~g of Test Pits, Test Pits I and 2

Log of Test Pits, ·rest Pits 3 and 4

Unified Soi I Classification System

Expansion Curves

Soi I Sampler Type U

Method of Performi~g Un~ortfined Compression and Triaxial Compression Tests

Method of Performing Direct Shear and Friction Tests

Methbd of Performirtg Consolidation Tests

DAIIIIES C IIYIOORF:

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...... 0.. :l: > u z < 0 w z (/) 0 Q: ...... - w 0 z :z ~

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.:::l w ..._ < w ...... 0 (() -' (() ~ w n.

)- 0 Q: :l: .0 Q: -' 0 < ::E. 0 .CD u (/)

25.01 I 45 I ~·

38.8118.31 ~o I b

.•I ~2. 41'68: 61 4o I 6

:14o~:6!71 ~5[ 30 I r I

42.61 74.8! 50

NOTES:

.. BORING

...... w -' w 0 u.. Ill

z :l: )-- (/)

:X: :X: ...... n. n. < w Q: 0(!}

5

-' 0 Ill ...,. >= (/)

Q: liJ ...... ...... w ...J

SuRrACE ELEVATION +246 FEET

DESCRIPTION

REb~BROWN CLAYEY AND SANDY SILT TOPSOIL WEATHERED BASALT~C BOULDERS WITH SILTY FINES

fh~~\7Jt}:}1L I BROv/N SANDY s 1 L T \>/I TH A FEW SMALL ROOTs, MEDIUM STIFF

BROWN ~LAVEY 51 [T, VER~ S~ffF LJ BASALTIC BOULDER

MH MOTTLED BROWN CLAYEY .SILT \>liTH SMALL

IOi WEATHERED TO DECOMPOSEb BASALT FRAGMENTS,

. II Ill STIFF

ML- MULTI-COLORED CLAYEY SILT, VERY STIFF TO

MH HARD, (VERY ~EATHtRED TO DECOMPOSED BASALT, PROBABLY IN-PLACE BUT POSSIBLY BOULDERS)

I 5 -111111\1111 I L E s·s WEATHERED I 4 • 5 T 0 I 8 . 0 . FEET

1111111!111 I - ~

20

•.

2 5 uqtl!llll tNO WATER ENCOUNTERED IN· BORING

BORING COMPLETED AT 25.0 FEET ON 9-2~71

LOG OF BORINGS

rn-DEPTH AT WHICH UNDISTURBED SAMPLE WAS TAKEN ~-DEPTH AT WHICH DISTU~BED SAMPLE WAS TAKEN

· 0-DEPTH AT WHitH SAMPLE WAS LOST DURING EXTRACTIO~ I-DEPTH AND LENGTH OF CORE RUN DRIVING ~NERGY- 300-LB WEIGHT DROPPING 30 INCHES IDAMI!lilQ 8 li0'3~1:-l0

PLI\TE A-I A

~~

~-~-I 1.

i ..

(I) g i;)

~ >

w ~ 0

w>­o:m

,_

I [ ___

I I

' .... L_, ~

:{. ~ '· I I '-- w

..J 1-. &i: l_

l :. -~

_.c. f· ·i

I I 'i::J ,.!\:-\ .. gp

r·.

Lib

I. w

1

0

L ~ ~~.

'l ... -or·.' ~ ....

·l ~ .~

' ~ ~ f .

~ rl i_

'\R. a::: II)

z I&J >- I&J L.. ,;.1 a::: 0:: u Q. I&J 0

t.- 0.. ~ > u z < 0 I&J z CJ') 0 a::: 1- - I&J 0 z z 0:: ........ 0 >- 0 0 u 1- '\R. z - . - < I&J II) 1- 0 a::: z L.. z II)

:::> I&J ........ < I&J 1- 0 'II) ,;.1 II) ): I&J Q. - >- 0 a::: ~ 0 a::: ,;.1 0 <

::::E 0 CD u C/)

C/5"

0/2'i

27.7173. 0130/6" ·;;;

37.0179·81 50

29.5190.0170/1 f'i

~ ....

NOTES:

1-I&J ,;.1 I&J 0

.L.. m :l:_.

z >-- C/)

:r :r 1- Q. Q.· < I&J a::: O(!)

5

10

15

25

LOG

. BORING 2

,;.1 0 10 ~ >-C/)

a::: w 1-1-I&J

....1

SURFACE ELEVATION +244 FEET

DESCRIPTION

BASALTIC BOULDER

YELLOW-BROWN SILTY MEDIUM TO COARSE SAND, DENSE, SLIGHTLY CEMENTED

WEATHERED BASALTIC BOULDERS OF VARIOUS SIZES WITH SILTY FINES

DARK BROWN SANDY AND CLAYEY SILT, HARD

(DECOMPOSED BASALT BOULDER) BASALTIC BOULDERS.:WI.'TH SILTY FINES

MULTI-COLORED SILTS: SOFT PINK CLAYEY SILT, · HARD YELLOW ASHY SILT,, AND HARD DARK BROWN

SANDY SILT, (PROBABLY ALL DECOMPOSED

BASALT) DARK BROwN SANDY AND CLAVE~ SILT, HARD

(DECOMPOSED TO VERY WEATHERED BASALT) HARDER ZONE 16.5 TO 17.5 FEET

~RAY SLIGHTLY VESICULAR BASALT. SLIGHTLY WEATHERED ON JOINTS FOUND AT 4" TO 12" I NTEiWALS

No WATER ENCOUNTER~D IN BORING BORING COMPLETED AT 25.0 FEET ON 9-3-71

OF BORINGS

0-DEPTH AT WHICH UNDISTURBED SAMPLE WAS TAKEN

~-DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0-DEPTH AT W~ICH SAMPLE WAS LOSt DURING EXTRACTION I•DEPTH AND LENGTH Or CORE RUN DRIVING [NERGY- 300-LB WEIGHT DROPPING 30 INCHES L'JIAMt:tG 8 I'."JQ>,t:;z::li:J

PLATE A-lB ..,....... 4

.... -

.e

I --

I-·

\ ..

~ \1\

. ~ ·CI)

I LaJ ..J

I -&5.

~

't" It) \_'.

~c. 0

I I .~-~: .I w ' ~ i .. ~

!~ i ...

..0 l'-.;&· . . > '--· w 0: -": 1,, . ..0 . ·oc- I

-J¥.'10CI~.'•·· ·rr.•:l':·~ !.";' , .. :•-:-.r>';..·.·~;~ r;,-:;:,.., ::·~ •••• ~····.

'R. 0: (/)

z LLI ,.. LLI Lo... ..J 0: 0: u 0.. LLI 0

1- a. ::E > u z < 0 LLI .Z (f) 0 0: 1- .... LLI 0 z z ~

.._ 0 ,.. 0 D u 1- 'R. z .. < w (I) t. 0 0: z z (/)

::> w .._ < w :;; 0 (/) -'

~ LLI 0.. - ,.. 0: ::E 0 0: -' 0 <

:::E:. 0 m u (f)

26.8192.01 15

32. 3179. 4122/6"

22.6192. 7130/6"

31/3"

~. ~

NOTES:

1-LLI -' w 0

LL. CD· ::E

z >-- (f)

X X 1- 0.. 0.. < w 0: 00

5

10

15

20

LOG

. BORING 3

..J 0 Ill :;: >-(f)

0: LLI 1-1-LLI -'

SURF" ACE ELEVATION +232 FEET

DESCRIPTION

BASALTIC BOULDERS

DARK BROWN CL~YEY SILT WITH A FEW BASALT PEBBLES AND SMALL ROOTS, HARD

BASALTIC BOULDERS WITH STIFF TO HARD SANDY AND CLAYEY SILT FINES

GRAY SLIGHTLY VESltULAR BASALT, SLIGHTLY WEATHERED ON JOINTS FROUND AT 2" TO 12" INTERVALS

VERY VESICULAR ZONE 20.5' TO 21 ·5'

No WATER ENCOUNTERED IN BOR I. NG BPRING,COMPLETED AT 22~5 FEET ON 9-3-71

OF BORINGS

0-DEPTH AT WHICH UNDISTURBED SAMPLE WAS TAKEN ~-DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0-DEPTH AT WHICH SAMPLE WAS LOST DURING ~XTRACTION I-DEPTH AND LENGTH Of" CORE RUN DRIVING ENERGY • 300 -LB WE I GHT DROPPING 30 INCHES DAMIIl'lG 0 MC·D;;;>O

PLATE A-IC

I

(

(/') ?. 0 ii)

>

r w ~ 0

liJ >­~co

~ ~ ~ ()

II) I

w ..J LL.

~ --~

~{

~~;,cl t- (I

. ~ _, ·I, .... , c: -- I~

-· -c ..(

> w 0: ..., .. _

...::

" ..-,;

~~ B q- :IIi:

' <.> w >- :I: CO<.>

e

~

z u.. u

1- 0... z w z 1- - 1-z w 0 )- w u 1- u.. -w (/) z 0:: z (/) -::> w w 1- 0 ..J :c (/) D.. 1-- )- ~ D.. 0 0:: < w

:::E 0 (f) Cl

34.rl85.2· 5

~ z.

u.. u

1- 0... z w z 1- - 1-z w 0 )- w

c..> 1- u.. -w (/) z ·o:: z. (/) .;..

::> w w 1- 0 ..J :c (/) D.. 1-- )- ~ D.. 0 0:: < w

:::E 0 (/) 0

4o.6178.5· 5

~-

NOTES:

..J. 0 co ~ )-(/)

:c D.. < 0::

(.!}

..J 0 co ~ )-(/)

:c D.. < 0:: (!)

TEST PIT

..J SURFACE ELEVATJON +219.6 FEET 0 co ~ )-

(/)

0:: w 1-1-w -l DESCRIPTION

MH-,DARK BROWN CLAYEY S 1 L T (vERYST I FF:--TOH-ARD) AND

BD SLIGHTLY WEATHERED BASALTIC BOULDERS TO 3 FEET IN DIAMETER. ABOUT 50% BOULDERS. {POSSIBLY FILL)

..J 0 co ~ )-(/)

0:: w 1-1-w -l

BELOW 3 riEET SILT BECOMES MORE PLASTIC AND BOULDERS DECREASE to A~OUT 35%. (PROBABLY IN-PLACE)

No WATER ENCOUNTERED IN TEST PIT

TEST PIT COMPLETED AT 7.8 FEET ON 9-17-71

TEST PIT 2

SURFACE [LEVATI ON +298 FEET

DESCRIPTION

MH-,DARK ~ROWN TO GRAY-BROWN CLAYEY SILT (VERY STIFF TO BD HARD) WITH SLIGHTLY WEATHERED BASALTIC BOULDERS TO

2 FEEt IN DIAMETER. FEW SMALL ROOTS IN TOP 2.5 FEE~ ABOUT 50% BOULDERS (POS~IBLY FILL) BETWEEN 2.5 AND 6.0 FEET, SILT .BECOMES MORE PLASTIC· AND BOULDERS DECRE;ASE TO. ABOUT 30%. (PROBABLY

IN-PLACE)

ABOUT 65% BOULDERS TO 3 fEET IN DIAMETER WITH CLAYEY

SILT FINES AS ABOVE NO WATER ENCOUNTERED IN TEST PIT

TEST PIT COMPLETED AT 7•1 FEET bN 9-16-71

LOG OF TEST _· PI.TS

C -DEPTH AT WHICH_UNDISTURBED SAMPLE WAS TAKEN ~ -DEPTH At WHICH DISTURBED SAMPLE WAS tAKEN 0 - DEPTH AT WHICH SAMPLE W_AS LOST OUR I NG EXTRACT I ON

I J

DAMES e MOoxrn I L-------------------------~----------------------------------~-----------------?~LJ\---~--~-~--~~~"-~?~. __ 7:._,---~

.e

w ... ~

1•-.·· Q

U)

15 '

ti)

> W>-Ci:CD

[

. ! .. ~

' ' ~ ~

w ...J Lt..

1-..

i ·'•v ~~u ~0 :

I 1ii

~~ I ~ ' u w

>- ::r; 1:. ,.

~ --c' I

'<-1

:> w c:: ....... rJ , . ..C· .... ...,,

.... ~-----~#W~::"'-::"!-:.,..'":'"A ... .,,..,n<.••••o•~,«-·-···•,- '';""~l':"":••·.,.~.:,-.= ... >c•,•'•••' ··~ o•O -·-:,••0

I '\R. z - I..L.

u ""'

0... z w ·Z

""'' - ""' z w _J

0 >- w 0 u

""' L,. 10 - :::0:

w (f) z >-~ z (f) - Cf) ::l w w

""' 0 _J :X: :X:

(f) 0..

""' 0.. - >- :::0: 0.. <

0 ~ < w ~

::E D Cf) D (!)

II~

5

r . w .J w 0

I..L. 10 :::0:

z >-(/)

:X: :X: r 0.. 0.. < w ~ D {!}

5

10

NOTES:

TEST PIT 3

_J SURFACE ELEVATION +253 FEET. 0 10 :::0: >-

Cf)

~ w

""' ·r w _j DESCRIPTION

MH- DARK BROWN TO GRAY BROWN PLASTIC CLAYEY SILT (VERY

BD STIFF) WITH SLIGHTLY WEATHERED BASALTIC BOULDERS, FEW SMALL ROOTS. ABOUT 35% BOULDERS

BD:J ABOUT. 65% BASALTIC BOULDERS TO 5 FEET IN. Dl AMETER WITH MH I CLAYEY SILT FINES. SILT IS STIFF TO HARD AND LESS

PLASTIC THAN ABOVE, FEW SMALL ROOTS

N6 WATER ENCOUNTERED IN TEST PIT

TEST PIT COMPLETED AT 9,0 FEET ON 9-17-71

TEST PIT 4

.J 0 10 z >-(/)

~ w r r w _j

MH-BD

SURFACE ELEVATION +249.5 FEET

DESCRIPTION

BROWN TO DA~i BROWN _CLAYEY SILT (~~~y SYI FF TO HARD

·WITH MANY SLIGHTLY WEATHERED BASALTIC BOULDlRS, FEW SMALLROOT~ (POSSIBLY FILL)

BELOW 6.0 FEET, SILt BECOMES MORE PLASTIC AND NUMBER OF BOULDERS DECREAS.ES (PROBABLY I N-PLACE)

MANY ~EATHERED BOULDE~S ~T 10.0 ~EET No WATER ENCOUNTERED IN TESt PIT TEST PIT COMPLETED AT 10.5 FEET ON 9-16-71

LOG OF TEST PITS . 8 -DEPTH AT WHICH UNDISTURBED SAMPLE WAS TAKEN ~ -DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0 ~DEPTH AT WHICH SAMPLE WAS LOST DURING EXTRACTION

DAM&SS C MOORe:=

PLATE A-<lLS

..... - ... ~-.:·:.:::.~ ~:~~·~:::::~:::::~·~.:.:;·::~.~·::·:::.-~::~~:··.:-~~:~~~=::~·:·: ~: ::~.;~~~-- -~-~--

-

e

e

---- ..•.• :~~::_.····--"- ·--·- ~-.-- --·-···· ....... :o··•- -- ------.- ------ ----- l ~ ~ ~·-· •, . lllllllltJJUIU!~· .. · ...... -·--- ___ ... ---.---·-

-...

;,,~

: .. , ..

SOIL CLASSifiCJ\. -k·N CHART

MAJOR DIVISIONS -G li;;-:,{~/.'f't:' T t£ R lsYMBOt._fMBOL T,"YPICAL DESCRIPTIONS

COARSE GRA-IN(D

SOILS

Mt'HH l~-tAN 50 "/o Of' WA1'f;ftt~l. IS

I..MtQ.IJt •••• •o .lOO Ill'/~ Silt

-GRAVf.l. AND

GAAVf.LLY SOILS

~-;;·;···r··;;·;:.:

~ ~ 9··~, CLEAN GRAVELS '·•P'!I ';. .... GW ILilll,f. ·Ort NO lft•\l. 6 f~"·

llhf.,l ,..,,.,,..,,,.unL••"'""'"If------,t---------------J· ·~rd.{:Jt~l ~~-; ......• : GP OOOOLY•OAAO[O OOAV[LS, OOAVEL• -. , \\\ft .. :.t\1 ol\ I :•No MIJCTURES, LtTTU OR

W(LL • ORAOEO GRAVELS, GR~VCL • SAND llillllftJR($ 1 LITTL( OR "'0 rtN[S

------------ ,. (\ :t.?v \ 0 fiNES - ·l\~1!J~;1f;t: ;::;: I WOA( HIAN !IQ 'Yo •• w ~~HIJ 1 Jii~11H: GM SILTY OOAV[LS, OlrAVEL·SANO• --.

or _COAl")( r···- GRAVELS wn·H fiNf.S 1 lt~l i"lrH:~ SILT MIUUO[S

110tf 8il-\!Jf(.Q lAPVftf.CIAIUE A.MOONf AJJ!ltl.J.h:..~ft----:-t---------------_J o• HI>. 4 """' or. <oNUI 11. •• .- ., I t ...... ~ 'l. ' ,

---------····----···-- -----···-···--~------···-·- !~~~:~;;f.::k: SAND ANO

"SANOY. SOII.S

C:Lf:I\N 9AN[I (UF1U: OPI NO

,INf I

.. sw ,_:··:··'.· .. Fi':::·:··.~ SP

SM

CLAYEY Oft41/(LI,· ORAV(L·SAND•

CLAY MIJCTUA(I

WU.L • GRAD£0 SANDS, ORAV[L.LY

S~NDI, L ITTLI OA NO FINES

POORLY· ORAD[D SANDS~ ORAY!t.LV

lANDI, L.:ITTL'[ OR ·NO ,IN(S

IILTY .lANDS, SAND·SILT MIXTUIIt(l

GRADATION CHART

PAIITICL £ -51Z£

MATERIAL SIZE LOW[R LIMIT UPPER LIMIT

tlllliM[T(H~ I· Slf.V( Silt• I MILLtM(f.ERt.-1 !ii€VE 51Z€•

-SAND

GRAVEL

FINE

MEDIUM

COARSC

FIN(

COARSE

.074

0.42

2.00

ta200•

•40•

ttiO•

0.4Z

z.oo 4. ~6

4.76 I 004. I 191

191 3/4". 76.2

COUULE~ I 76? I 3" • I 31l4.9 I HOUL.OER!:. ;, 304 ~ 12 • 9147

• U.S. STANDARD • CLEAR SQUARE OPENINGS

PlASTICI·TV CHART

•40• 0010 0

004.

3/4".

3".

12.

36"

MORf. '""~ ,0% I SANDS WIT'H flf-JE~l f>f' COAA!lf 'R4t;· ,,,_.f'Rl'CIAS.i.t: ANOUWr t~H~)J,JA.i,t.~.).~\!,}!l----4------,-----------t 'flnP!I e.o\.'JJHH.Y ''' flt4UJ .. ;' ... ~ ~~'" • •

HI). • '&ltYt ;., ::.·:.-.· : •• •• sc CLAY[Y SANDS, SAND·CLAY MIXTUOU LIQUID LIM/7

Itr\:;::h~i-::~·/ INOOOANIC IILY.S AND VERY ""' -----6001 101 7.10 301 401 501- 6<1! 701 801 Y/1 FINE

·GriAINED

SOIL.S

~0111[ TttAtt GO % Uf' WAT(AIAL I&

'U4.~.t_J3 ri!AN NO

roo atrvt attl

SILlS

AND CLAYS

SII.TS

ANI)

CLAYS

i.IOUtO l.f .. IT

kt!lj itfAN ~tl

l.lfJIJifJ LIMIT

flf'f..~:r.tJt TtotA.. ~0

Ml :~:::; ~~:,• s:~g~R·o:'~TL~Y~~ . ·. · , V I SILTS WITH SLIGHT PLASTICITY J . .

llniJ(]i: I C L INORGANIC CLAYS OF LOW TO MCDIUM

PLASTICITY, ORAY[LL'r CLAYS, SANDY CLAYS, SILTY CLAYS, L(AIW CLAYS

ORGANIC SILTS AND OROAHIC

SILTY CI.;AYS OP LOW P.&..ASTICITY

ffrfOROANIC SILTS, MIC~C[OUS OA DIATOMACEOUS PUt( lAND OR Ill TY SOIL I

·z Q 1--

~i ::~Ill ... o dt ..... ~~

·I- '

:~ :i: ...

' ) ~ MH 8 OH

1--i--1-1----- ·--r:·-:'T?:· I0~-~-1 rr.'C- I I I rll

!:;:-:>~~;~~:>:_..'>: ORGANIC CLAYS 0' MIDiUM TO HION - -- ..,;.~

. ~m?.;{;~} OH OLUTICTY, o•••••c SILTS . :CL·Mt .. .i~L a OL . : r-----"---_;..;._._ _ _,;.; ___ _..__~ * ............ ,....... ·--- oL.--...L..----~----L---"1---.J ___ ,__ -....1... -....1..---'-· __ ---J

PT ,,.,, HUMUS, IWAWP lOlLS

WITH ):4f0H OROA!NIC CONfCNTI HIGiltY ·ORGANiC SOII.!I

NOTES•

I. OIJAL. G't'MilO~S All~ UOr.D 'TO INOICAH DOrtOCIII.Itll·: ·r;LM:SII·IC• 2- WtiCN !li·IOWN 0'1 l til; llOIIItiQ l.OO~, Til£ .FOI..I.(IWI"'O h. liM!\ All( fro DESCRIBE tHE

CON~IST~:NC't' OP COII~OIIIf. SOIL~ ANII T'llF. Rl:l..llliVV.·COMI'ACHHt COHESIONLESS SOILS.

vr.RV !lOfT SOFT Ml':UIIJM ST"f n·r,, 11~1/:y ~"" WIHO

COII€91\Il~ -~OILS

!APPROXIMATE 9Hf: AIIINCl ...... ~If:l~;.~!!iT~ l!(~!i~.L ....

l.l::!l'J liMN :fo!' :.·. o.z~ ·ro o.5 Cl.~ lO 1.0 1.0 TO l.O l.o ro •.to Cortf.ATI!R liiAN.4.0

:~~-~~ESS SOILS '

Vl~fi¥ IJ)()!: 1~oo:;r; Mf.IJII.IM tJI~I lWN~W VEIIV IJICII~.

TIIESE ARE USuALLY' BASED ON·AN EXAMINA• TION Of SOIL SAMPLES, PENE1'RA TION. RESIST· ANCE, AND SOIL OENSITY OATA. i

I SAMPlES m INOICATCS UNOISfUAlll:o SAMf~L[ ~ ~UICATES OISTUAOCO SAMf'l.t:: Q INDICATES SAMPLING Al HMPT WITH NO RECOVERY

I NOICATES LENGT~ OF CORING RUN

NOTE• DEFINITIONS OF ANY ADDITIONAL DATA REGARDING SAMPLES ARE

ENTERED ON THE FIRST LOG ON WHICH THE DATA APPEAR.

UNIFIED SOIL CLASSIFICATION

-------------·-------··-_____ _..;. _______________ .;...;.;..;.....;;. ....... __________ ~-· -

SYSTEM

DAIMIIIllllil 0 IMIOOIIlUI:l

PLATE 1\-3

--:-- ·---.---~ ~---~ ._,.:::..:.:.;.:::..:;;; •• :.: ~--.:: ·. -- ·=".;..;:.!;;::..-,;;. -==--";;·.:.---- ... __ .. ·--~· _.._ ----- - --- ---· ' . ;

·- Cl • DATE ""-\!),I\ r· ' ( \ . 0

--... ~ : l ,r '

CD ·-"-CHECKED BY· D !Z.-IZ-··...,.,t

• FILE 3o ?I 8 • co4- • N Si fTI f :<: •· j

! ~

I PRESSURE IN LBS. / SQ. FT. 0 CD 0 0 0 0 0 I

Ul 0 0 0 0 0 0 0 0 0 .I

...... 0 0 - q ' .o 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 2 0 0 0 0 0 0 0 C\J 0 C\1 !() v 10 0 !() v 10 0 C\1 !() v 10 Q . i

tO.IO :

..

.. I

-;

+O.o8 '

v.' r-. ~ v· .)...

"" ~'- ~ i. ~ +0.06 "'

--.

( D~--< ~--- 1-'\ .. I

:·.··1 ' r----< ' . '·· h . . . ! ~.. i

; ( ' •. I . ' .... .. ·, \ .

( r-t h.. !-....... ~,,

. ---~ r-.... ~ rh +O.Ol

f-' k--- "' r--.... r--.... \. V"" I" \ h ~ ~-..... N ~ 0 ~ f'.. 1\ ( K ~ "'

' .. +0.02 1\. I

~ 1 ~

~~ -'\ - '

~ BORING 3

~ r\ f.\ @ 2.6 FEET

~ ~ l'\ ' . ·,

~ r--... 1\. r\ -0.00 ;---... ~

~ _,

\ 16 ,(

~ ~ 1"'-o ~ I\

TEST PIT I @ 2.5 FEET

;

1----j-.;._ ~ ..

~- ~ I\

-0.02 ' to . -;[;-- -- -------·. ---~

i"L 1----1-------- . ·- --- ·-· - \ ~ 1\. TEsT P1 T-- 2

... - ... -- ... - . -- ...

(.) ~ z

~ ~ @4.7 FEET

'\ fb ""' u f'll! '\

I

. z ov. . ' I . !

I l'K' - __ \ I

-1

' - I -.

- .. . . -- .. --~------ --·-· ---- -1-~ - -- f-EST ··p-j-f-'3 -_ ... ·--····- .

z .. .... . .

1\ I . .··. . .... ' .• .. ·• . .. . @ 5_.0 FEET

"" ..

z. .. o rf. 1\

:t

~ • ....--..J I ;'

....... ~I \

,,

a I . q ::i ~ :i

0 r--..... ~I ~ l

(/) I I d z . . .

I ll t;

·o ~ ~

u . n -o.·o8 I

·' '! .

I I !l .. ,•

I ;;

EXP_ANSiqN ·CU-RVES }:

. ' ·'

. ' .... ! ;\ . . ' .. . I .

:I •· , I

-0.10 I 1 ' ·t i

' I .- I ·''

n_ . I ·' ~:

0 • ~ I

% ·'

""' " .. - ' -..... ;,('' -~~,, ~- - ,. ~ . ·' ~ ; ·:-:·· - ! J t ..• J· ·; .a ' . \ ~ ·- J ' - "I ' . 0 ·'

r I I

;-I - I 0

~ I .. I

- I I :! 0

I I I

:z I I - - I

I I

-f I I ..

m ~

~ I . ·-i '. I I i

I ' . ' 0 I . I I •

-> ' '·

-f ! I

I I ' >· I I I

I I . . ~

~ tJ I I I ) I I ~ I 1 -f. m- I I I I

I

f!'l = I . I co . I I ~ I I

I I I I I -

I I > 0 I

I

I I I 0 I I . I I I I » I I I I I I I ' I'll I

I ' l I l I l ! . --'------- ------- ............. l .... --. I I

~--,

i : ' I I_J

~---l

1 i I !

I

... l

I I

i . '1 I I_

e

e

I:_~ e --- ~ I : I

L-"~ -~ 0\

r:·-• ~

..:t' II!!

11'1

i

NOTE1

WATER O_UTLETS

NOTCHES FOR 'ENGAGING

FISHING TOOL

0 HEAD EXTENSION" CAN BE INTRODUCED-BETWEEN 0 HEA0° AND "SPLIT BARREL"

SPLIT BARREL (TO FAC-ILITATE REMOVAL

OF CORE SAMPLE)

EXHIBIT A-1

SOIL SAMPLER TYPE U

FOR SOILS DIFFICULT TO RETAIN IN SAMPLER

C_HEC~ VALVES

VALVE CAGE

CORE·RETAINER -RINGS

(2-1/2° O.D. BY 1° LONG)

Ul COR~eR..!i~~INING RETAINER RING

REtAINER PLATES (INTERCHANGEABLE Wl'nt

OT_HER TYPES)

ALTERNATE ATTACHMENT$

sl:~'tr:."aL~Gge ---J:.f, i (INTERCHAHGEABI;E .. LENGTHS)

CORE·RE.TAINING DEVICE.

IDIAMES B MOORE

I . \_.

ie

j

r·-e r·--,

!

I

i I

r·····

I :

r-::

L:

.-~

l ,·.

['E I

1.0

[-:·; ; _,:!

[l J.·.·.·.

. ...... :::::1-

EXHIBIT A-2

METHODS OF PERFORMING UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS

THE SHEARING STRENGTHS OF SOILS ARE DETERMINED FROM THE RESULTS OF UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS. IN TRIAXIAL COMPRES­SION TESTS THE TEST METHOD AND THE MAGNITUDE OF THE CONFINING PRESSURE ARE CHOSEN TO SIMULATE ANTICIPATED FIELD CONDITIONS.

UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS ARE PERFORMED ON UNDISTURBED OR REMOLDED SAMPLES OF SOIL APPROXIMATELY SIX INCHES IN LENGTH AND TWO AND ONE-HALF INCHES INDIAMETER. THE TESTS ARE RUN EITHER STRAIN-cONTROLLED OR STRESs­CONTROLLED. IN A STRAIN-cONTROLLED TEST THE SAMPLE IS SUBJECTED TO A CONSTANT RATE OF DEFLEC­TION AND TiiE RESULTING STRESSES ARE RECORDED. IN A STRESS-cONTROLLED TEST THE SAMPLE IS SUBJECTED TO EQUAL INCREMENTS OF LOAD WITH EACH INCREMENT BEING MAINTAINED UNTIL AN EQUILIBRIUM CONDITION WITH RESPE<;:T TO STRAIN I.S ACHIEVED.

YIELD, PEAK, OR ULTIMATE STRESSES ARE DETERMINED FROM THE STRESS-5TRAIN PLOT FOR EACH SAMPLE AND

TRIAXIAL COMPRESSION TEST UNIT

THE PRINCIPAL STRESSES ARE EVALUATED. THE PRINOPAL STRESSES ARE PLOTTED ON A MOHR'S CIRCLE DIAGRAM TO DETERMINE THE SHEARING STRENGTH OF THE SOIL TYPE BEING TESTED.

UNCONFINED COMPRESSION TESTS CAN BE PERFORMED ONLY ON SAMPLES WITH SUFFICIENT COHE­SION SO THAT TiiE SOIL WILL STAND AS AN UNSUPPORTED CYLINDER. THESE TESTS MAY BE RUN AT NATURAL MOISTURE CONTENT OR ON ARTIFiciALLY SATURATED SOILS.

IN A TRIAXIAL COMPRESSION TEST THE SAMPLE IS ENCASED IN A RUBBER MEMBRANE, PLACED IN A TEST CHAMBER, AND SUBJECTED TO A CONFINING PRESSURE THROUGHOUT THE DURATION OF THE TEST. NORMALLY, THIS CONFINING PRESSURE IS MAINTAINED AT A CONSTANT LEVEL, ALTHOUGH FOR SPEdAL TESTS IT MAY BE VARIED IN RELATION TO THE MEASURED STRESSES. TRIAXIAL COMPRES­SION TESTS MAY BE RUN ON SOILS AT FIELD MOISTURE CONTENT OR ON ARTIFICIALLY SATURATED SAMPLES. THE TESTS ARE PERFORMED IN ONE OF THE FOLLOWING WAYS:

UNCONSOLIDATED-UNDRAINED: THE CONFINING PRESSURE IS IMPOSED. ON THE SAMPLE AT THE START OF THE tEST. NO DRAINAGE IS PERMITTED AND THE STRESSES WHICH ARE MEASURED REPRESENT THE SUM OF THE INTERGRANULAR STRESSES AND PORE WATER PRESSURES.

CoNSOLIDATED-UNDRAI!i(ED: THE SAMPLE IS ALLOWED TO CONSOLIDATE FULLY UNDER THE APPLIED CONFINING PRESSURE PRIOR TO THE START OF THE TEST. THE VOLUME CHANGE IS DETERMINED BY MEASURING THE WATER AND/OR AIR EXPELLED DURING CONSOLIDATION. NO DRAINAGE IS PERMITTED DURING THE TEST AND THE STRESSES WHICH ARE MEASURED ARE THE SAME AS FOR THE UNCONSOLIDATED•UNDRAINED TEST.

DRAINED: THE INTER GRANULAR STRESSES IN A SAMPLE MAY BE MEASURED BY PER­FORMING A DRAINED, OR SLOW, TEST. IN THIS TEST THE SAMPLE IS FULLY SATURATED AND CONSOLIDATED PRIOR TO THE START OF THE TEST. DURING THE TEST, DRAINAGE IS PERMITTED AND THE TEST I.S PERFORMED AT A SLOW ENOUGH RATE TO PREVE.NT THE BUILDUP OF PORE WATER PRESSURES. THE RESULTING STRESSES WHICH ARE MEAS· URED REPRESENT ONLY THE INTERGRANULAR STRESSES. THESE TESTS ARE USUALLY PERFORMED ON SAMPLES OF GENERALLY NON-cOHESIV-E SOILS, ALTHOUGH THE TEST PROCEDURE IS APPLICABLE TO COHESIVE SOILS IF A SUFFICIENTLY SLOW TEST RATE IS USED.

AN ALTERNATE MEANS OF OBTAINING THE DATA RESULTING FROM THE DRAINED TEST IS TO PER· FORM AN UNDRAINED TEST IN WHICH SPEOAL EQUIPMENT IS USED TO MEASURE THE PORE WATER PRESSURES •. THE DIFFERENCES BETWEEN THE TOTAL STRESSES AND THE. PORE WATER PRESSURES MEASURED ARE THE IN.TERGRA,NULAR STRESSES.

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EXHIBIT A-3

METHOD OF PERFORMING DI:RECT SHEAR AND FRICTION T~STS

DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE

THE SHEARING STRENGTHS OF SOILS. FRICTION TESTS

ARE PERFORMED TO DETERMINE THE FRICTIONAL RE­

SISTANCES BETWEEN SOILS AND VARIOUS OTHER MATE­

RIALS SUCH AS WOOD, STEEL, OR CONCRETE. THE TESTS

ARE PERFORMED IN THE LABORATORY TO SIMULATE

ANTICIPATED FIELD CONDITIONS.

EACH SAMPLE IS TESTED WITHIN THREE BRASS RINGS,

TWO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH

IN LENGTH. UNDISTURBED SAMPLES OF IN-PLACE SOILS

ARE TESTED IN RINGS TAKEN FROM THE SAMPLING

DIRECT SHEAR TESTING & RECORDING APPARATUS

DEVICE IN WHICH THE SAM_PLES WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CON-

STRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED.

DIRECT SHEAR TESTS

A THREE-INCH LENGTH OF THE SAMPLE IS TESTED iN DIRE.CTDOUBLE SHEAR. A CONSTANT PRES­

SURE, APPROPRIATE TO THE CONDITIONS OF THE PROBLEM FOR WHICH THE TEST IS BEING PER­

FORMED, IS APPLIEDNORMAL TO THE ENDS OF THE SAMPLE THROUGH POROUS STONES. A SHEARING

F AlLURE OF THE SAMPLE IS CAUSED BY MOVING TH_E CENTER RING IN A DIRECTION PERPENDICULAR

TO THE AXIS OF THE SAMPLE. TRANSVERSE MOVEMENT OF THE OUTER RINGS IS PREVENTED.

THE SHEARING FAILURE MAY BE ACCOMPLISHED BY APPLYING TO THE CENTER RING EITHER A

CONSTANT RATE OF LOAD, A CONSTANT RATE OF DEFLECTION, OR INCREMENTS OF LOAD OR DE­

FLECTION. IN EACH CASE, THE SHEARING LOAD AND THE DEFLECTIONS IN BOTH THE AXIAL AND

TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTH OF THE SOIL

IS DETERMINED FROM THE RESULTING LOAD-DEFLECTION CURVES.

FRICTION TESTS

IN ORDER TO DETERMINE THE FRICTIONAL RESISTANCE BETWEEN SOiL AND THE SURFACES OF VARIOUS

MATERIALS, THE CEN't"ER RING OF SOIL IN THE DIRECT SHEAR TEST IS REPLACED BY ADISK OF THE

MATERIAL TO BE TESTED. THE TEST IS THEN PERFORMED IN THE SAME MANNER AS THE DIRECT

SHEAR TEST BY FORciNG THE DISK OF MATERIAL FROM THE SOIL SURF ACES •

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EXHIBIT A-4

METHOD OF PERFORMING CONSOLIDATION TESTS

CONSOLIDATION TESTS ARE PERFORMED TO EVALUATE THE VOLUME CHANGES OF SOILS SUBJECTED

TO INCREASED LOADS. TIME-CONSOLIDATION AN.D PRESSURE-CONSOLIDATION CURVES MAY BE PLOT·

TED FROM THE DATA OBTAINED IN THE TESTS. ENGINEERING ANALYSES BASED ON THESE CURVES

PERMIT .ESTIMATES TO BE MADE OF THE PROBABLE MAGNITUDE AND RATE OF SETTLEMENT OF THE

TESTED SOILS UNDER APPLIED LOADS.

EACH SAMPLE IS TESTED WITHIN BRASS RINGS TWO AND ONE-

HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDIS-

TURBED SAMPLES OF IN-PLACE SOILS ARE TESTED IN RINGS.

TAKEN FROM THE SAMPUNG DEVICE IN WHICH TJ{E SAMPLES

WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN

CONSTRUCTING EARTH FILLS ARE COMPACTED IN RINGS. TO

PREDETERMINED CONDITIONS AND TESTED.

IN TESTING, THE SAMPLE IS RIGIDLY CONFINED LATERALLY

BY THE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO THE

ENDS OF THE SAMPLE BY POROUS DISKS. THE DISKS ALLOW

DEAD LOAD-PNEUMATIC CON SOL I DOMETER

DRAINAGE OF THE LOADED SAMPLE. THE AXIAL COMPRESSION OR EXPANSION OF THE SAMPLE IS

MEASURED BY A MICROMETER DIAL INDICATOR AT APPROPRIATE TIME INTERVALS AFTER EACH

LOAD INCREMENT IS APPLIED. EACH LOAD IS ORDINARlL Y TWICE THE PRECEDING LOAD. THE IN-

CREMENTS ARE SELECTED TO OBTAIN CONSOLIDATION DATA REPRESENTING THE FIELD LOADING

CONDITIONS FOR WHICH THE TEST IS BEING PERFORMED .• EACH LOAD INCREMENT IS ALLOWED TO

ACT OVER AN INTERVAL OF TIME DEPENDENT ON THE TYPE AND EXTENT OF THE SOIL IN THE

FIELD.

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