03/19/2004 15:26 2535723096 AMEC PAGE 02/38

RITTENHOUSE-ZEMAN & ASSOCIATES, INC. GEOLOGY & SOILS ENCINEERfNG

13837 N.E.. 8th Straat, senev.ue, Washington 98005 (208) 746-8020

8050 s.w, Cirrus Orlve. Bei.v_erton, Oretgon 97005 (503) 644-9141

6 A_ugust 1981

Shavey~ DeGrasse, ·& Shavey 1928 Pike Place Seattle, Washington 98101

Attention: Mr. Larry T. Yuan

Gentlemen:

Subsurface Exploration and .Geotechnica1 Engineering Report Ocean Shores Convention Center Ocean Shores~ Washington

In accordance with your request, we present the results of our subsurface explo­ration and geotechnical engineering report for the proposed Ocean Shores Conven­tion Center, Ocean Shores, Washington. This report summarizes our findings and presents conc1usi ons and recommendations pertinent to site developme·nt.

· SITE DESCRIPTION

The parcel under discussion is located on a vacant lot l!lf the northwest corner

of Minard Avenue and C.hance a 1a ffler Street, Ocean' Shores, .Washington. The property . is approximately 3 - 4 acres in size and .. is partial1y covered with an abandoneq asphalt parking lot, wild -grasses and small trees. Topography across the site is re1ativel1 flat lying with a slight slope on the northern edge of the existing paved area.

,..

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Shavey, DeGrasse; & Shavey 6.August 1981

AMEC

SUBSURFACE .EXPLORATION

PAGE 03/38

W-3664 Page Two

Our field exploration. consisted of drilling seven test borings ·at the locations designated on Plate I, Site Plan. Each test borfog was advanced, utilizing a truck-mountedi hollow-stem power auguer. Soi1 samples were taken at selected intervals and classified in the field by an Enginee~ing Geologist from our firm. These materials were placed · in airtight containers and returned to our Bellevue laboratory for further testing and evaluation. Subsurface conditions across the site were interpreted from the accumulation .of subs.urface geologic data acquired during our drilling program •. Description of soil units and thei.r relative densities are shown on the Test Boring Logs presented in Appendix 11 A11

•

A summary description of these soil units and their stratigraphic relationship is discussed in the following section.

SUBSURFACE SOIL AND GROUNDWATER CONDITIONS

Surficial soil encountered in our test borings inc1ude approximately 5 to 5-1/2 feet of loose. wet. silty fine sand, overlaying medium dense> saturated, slightly

silty fine sand> to a depth of 8 feet. Below these sands are variable density sands ranging from medium dense to very dense~ at least until the bottom of the boring at 27 feet.

Groundwater was encountered in each test boring at approximately 5-1/2 feet. Groundwater measurement, as shown .on test borings No. 1. 2, and 3, were taken during drjlling procedure. Water table elevation may be expected to vary in relation to tides and the amount of long-term precipitation or abscense thereof.

DESIGN CONSIDERATIONS

I. General Present development plans .call for the construction of a two-story, steel stud,

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W-3664 .

Page Three

and wood finish convention center having approximately column loads of 125 kips. The results of our exploration indicate that the property is ·Suited for such

development, providing remedial engineering options are utilized. If the type

of structure changes, some modification of these recommendations may be required.

I I. Foundations As previously discussed, near: surface soils of the proposed building site

include approximately. 5 -. 5-:-1/2 feet of loose sa.nd, wi.th a· present 'water · tab·le at 5-1/2 feet. These upper loose ·sands are not considered adequate for support of shallow spread or ·continuous footings due to their. unconsolidated nature and capacity for differential .settlement under load. For this reason, support of the building can be achieved through the use of piling, deep foundations, or

conventinal foundations on recompacted site soils. Each of these options are discussed below.

A •. Piling - If piling are selected as the best suited option, support of the planned building may be achieved through the use of 11Augercast 11 piling. Although timber piling would be suitable for support of design loads, it may be difficult

to drive the timber piling deep enough to achieve the required lateral support. Predrilling or jetting of timber piles is not recormnended for this structure.

Based on our single deep .test boring, there is a decrease in soil density between 15 and 20 · feet. Accordingly, we recorrmend that .the pile tips be extended below this zone. Although piling will extend be.low the bottom of the test boring, it

is our opinion tha.t 35-foot At:Jgercast pi1es should be capable of supporting

design loads of up to 45 tons each. This .·value inc1udes both dead and live loads and as.sumes a 14-inch diameter pile. Higher (or· lower) capa·cities can be achieved by varying both the diameter and length of the pile. Typically,

Augercast piles are conmonly available in diameter ranging from 12 to 16 inches.

B. Removal and Recompaction - In lieu of piling for support of the planned structure. removal and recompaction of the subsurface, 1ower sands·, is a viable

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Shavey) DeGrasse, & Shavey 6 August 1981

W-3644

Page Four

and pos$ibly less costl.Y_ option. With this approach, the building may be

supported on conventional spread or continuous footings founded on compacted structural fill (90% of ASlM:D_"'.'1557).

Two approaches may be taken with regard to the structural fill. The preferable option would be to remove all of the loose sand and replace it as a structural fi11. All foundations and slabs would then be supported by -dense sand. However, another option wou 1 d be to on 1 y remove and recornpac t the soil from beneath the foundations. Fi-11 may be constructed by removal and recompaction of the upper loose sands (approximate 5-1/2 feet) above the medium dense sands at 1H:1V slope under the footing line and pads. · Due to the fact that the water table was located during drilling p17ocedures at the loose sand and medium dense sand boundry> caving and satu·ration of the footing excavations may make it necessary to use dewatering procedures. _In addition. with increa·sed precipitation the water .tab1e may be found even higher then presen·t recorded 1eve1s, making dewatering of the excavation critical. If standing water is present at the bottom of the excava_tion. a layer of 41

' to 611 quarry spalls .may be placed into the bottom of the trenches, forming a capillary break between the saturated subgrade and succeeding lifts of fill. Proper compaction of fill should be conducted in a·ccordance with the specifications dis.cussed later in this report.

All footings should be ,designed for a maximum allowable bearing pressure of 3000 pounds per square foot (PSF). Footings should be at least 12 inches in . ---~ width., regardless of minimum 1oading. Interior footings should extend at least 12 inches . into the ground. · Exterior footings should . penetrate at 1 east 18 inches below surrounding grade for frost protection.

C. Extended Foundations - Rather than removing and replacing the loose near surface sands, ano.ther option would be to extend foundations down to the dense sands. This may not be cost-effective for light1y 1oaded strip footings~ due

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AMEC PAGE 06/38

W-3664 Page Five

to the width of trench necessary to prevent sloughing. In addition~ the excavati ans wi 11 be at or near the groundwater table and any seasonal fl uctua­tion could complicate construction.

Deep foundations extending down to the dense soils should have a minimum width of 12 inches and may be designed .for an allowab1e bearing pressure of 3500 psf.

O. Settlements - Sett1ements with an Augercast type foundation will be on the order of 1/2 inch with differential settlements equal to half of the total. Deep foundations or coventional foundations founded on structural fill~ may undergo settlements ranging from 1/2 to 3/4 of an inch. In granular soils of this type, a majority of the anticipated settlements should occur during con~ struction. If the contractor does not remove all mud, slough or loose material from footing trenches, greater settlements should be anticipated.

III. Floors At least two options are available for floor support of the proposed building.

·Due to the presence of loose, near. surface sands at. the site, some long-term settlement can be expected to occur on a slab.-on-grade floor. These settle­ments, however, can be largely eliminated by removal and proper recompaction of the upper t_hree feet of non-organic site soils. Once compaction is completed, a slab-on-grade floor may be cast atop a six-inch blanket of clean sand and gravel~ protected . from dampness by an . impervious moisture barrier. Due to the fact that the slab may settle slightly with time~ it should preferably not be tied to the grade beams. but a11owed to settle separate1y. The .floor slab should also be reinforced to control cracking due to differential settlements. In addition. it is recommended that the floor level ~e above the exterior grade to facilitate active drainage of floor subgrade and prevent dampness due to ri_sing ground water.

If a11 loose sands are removed and replaced as previously discussed, conventional slab~on-grade fl ·oors may be utilized without special precautions. However, a moisture barrier .is recommended.

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Shavey, OeGrasse, & Shavey 6 August 1981

IV. Site Preparations

AMEC PAGE 07/38

W-3664 Page Six

Prior to grading, all near surface organic-rich soil and vegetation in the

building and parking areas sh~uld be stripped. Depending on the final - plans, it may also be necessary to remove .and recompact the loose near ·surface soi1s. After stripping, the ground surface should be compacted. Areas that are below grade, may be filled in 8-inch horiz:onta·l 1ifts, with soil at or near optimum

moisture levels. The fill should be compacted to at 1east 90% of the laboratory maximum densi~y. using ASTM:D-1557 (AASHTO:T-180), as the standard. In addi­tion, all compacted fill should . be placed under full-time observation of a qualified Soils Engineer to evaluate the adequacy of the fill as . it is placed.

Shou1d wet weather grading be required~ the fill should consist of a .clean, imported sand and gravel, containing less than 5% fines by weight passing the No. 200 sieve. This percentage· should. be based on· the soil fraction which passes the No. 4 sieve. Clean . sands and gravels can nonnally be placed and compacted under a variety of .weather conditions. Much of the onsite soils meet this requirement and can be compacted during wet weather.

We appreciate this opportunity to be of service. As designs .progress,. please do not hesitate to call for any additional studies or recommendations which may be required.

Respectfully submitted,

RITTENHOUSE-ZEMAN & ASSOCIATES, INC.

03/19/2004 15:25 2535723095 AMEC

APPENDIX A TEST BORING LOGS

PAGE 08/38

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--$-Property · soundry

r----1 I I .+ B-=-3 J I . I· <11

::, C

I I (l) !>

+ I od::

I B-1 . -0 s..

I ti$

I s::

I -,-

I :E:

+s-2 I· I L-----J

~; ~ Proposed Building Location

--------~--) ( Chance a la Mer

Legend:

Indicates Approximate Location of Test Boring

0

Scale

50 100 Feet

RITTENHOUSE - ZEMAN & ASSOC. FOUND.t.'rlON AND SOILS ENGINEtRlNG, GEOLOGY

i 3837 N.£. Slh Stree\ Se\levve, W~ingtoo 98005

H5-S020

~,,,:TE Ofl'ICES ,,; MOST PfUNCIPM: cm~s

W.O. W3C.'-:9 DATE __p,qc;. 19Wf

SCALE _AbB SY .sr;.

03/i9/2004 15:25 2535723095 AMEC PAGE 10/38

-$-",,

. .... . ! .

. . . : .'

. r-----1·

: + r f . ·I . ' ~ .. 1: : T 1·, . . ·, . l .. : ... . + .,I . L ......... -~J·· .

. ...

.: . . ..... . ,•,, ·- .':'..:. . ._

·~·. ' ",,. '.'. " . . . : .... :. . ... ' .. '.,· ·:'. .

:·:d.: .~:.::.:·:_.:·.;~ .~~:i~-~~~~;~~ : . .. · -- '

.. :r.;::~~~3._1_:::· ~ ::: ._::·,::'~t~C:: ~~·. ~~~- It>~:~~-~~.:~::~-: . ·. : ; .. --

03/19/2004 15:26 2535723096

SOIL DESCRIPTION

Slll'face Ele'Vation:

-~ ..... Asphalt mat ·over medium dense, red-brown. • _ _ , 'fine to medium SAND with grave 1 ( Fi 11)

1-----1

Loo~e, . wet, brown. s i 1 ty fine SAND with occassiona1 gravel

AMEC

si 1 ty,

r· 5-~-----------~~~1 --Medium dense, saturated, gray, ·slightly silty.

.__.._fine SAND with minor wood fragments

- Dense, satur~ted. gray. slightly siltyt fine --10 ~ SAND .__ ........ very aense, satura~ea, gray, sl1gnt1y s11ty,

fine SAND ---. Dense, saturated~ gray, slightly silty, fine

SAND

~15 · 1---~~~~~~~~~~~~~~~~~~~~---1

- Medium dense, saturated, gray, slightly si1ty. fine SAND

-

_ Dense, saturated. slightly silty, fine SAND

-25-

_ Bottom of boring at 27 feet

L..·30.

1-35

I I I

I

I

PAGE 11/38

STANDARD

PENE;TRA TION RESISTANCE A Blows !:)Cr loot

(140 lb. hamuiet>, 30" drop)

10 20 30 40 50

t ti!!/ III TIT III • I : : : : : : ; : ; : : : : : : : ~ : : : : : : : : : ~ : : : : : : : : ; : : : .. ..... , ............ , ········· ······· ··

·"··:,.;: ...................... ............. .

}11\TiiNQll II? illll\/ ):}:; ................ " , ... ....... ........ ...... .. ......... ......... ~ ... , .. ................ ..

' : • '. .. 'I~ : : : : : : : : : : ' • : : '. : : : : : : : : : : : : : : : ' : ' : Dur.1n. . . . . . . . . . . . . . . . . .............. : .. . [j .. ,~., ...... ... .......... . ~ :::: ...... .. . .. r:r1: .: ~: ::::: :::::::::1::::S..::::::::: './:=::: UI::!: :II:i ::iii:iii :s~;T?~ ··· ··· ··· ········· ,, ...... . ....... ,, ·· ··· ···· . . , ..... . ········· ···· ·· ··· ········· . ········ : : : : ~ : : : : : ~ : . : : : : : : : ~ : : : : ; : : : : : : ; : : : : : : : : : : : : ····· · ··· ..... .... ········· ··· ·· ·· ·· ·· ·· · ···· ::::;;;:: ;:::;;;:: '. ::: ::::: ::::::::: 1:1.0: :::: I& ....... .. .... ,.,,, . ····· ··· ········· ····· ···· ... .. , , ... .... ..... ········· .. ···· ·· · ········· .. . ,,, , ... ....... , ·····---- .......... ······· · ............... ,., ····· ··· · ........ .. ......... . ···· ··· ·· ········· · ·· ······ ... . ··· ·· ··· ·· ·· ·· . . . .. .. ........ ............ ··· · ····· ,, ,,, ,,, , .. . '''.' ' ' ' .. ' .''' - ' .. ' ... ' ' ...... ...... ~ ... . III I:H:H III TI\ \4t~i7:Y: , . , ..... .... .. .... ······· ·· ···· ····· ..... ,. ······ ·· · ·· ···· ··· .. ······· · ·· · ·· ·-· ,,,, .... ... , ...... , ,. , .... ········· .... ····· ... ·····

;:::: i ! l : ::::::: ~0 \ ::::::::: :;:::::;: ;:::;::~f: :::::: ;:; :;:: :: t\t III TI\\.// III :::;:::;; )):)::::( :itt: :\::>( ::!::)( III III ?:T111II/JTHH: ::::::::::::::;:::::: :::::: ::::::::::~::::: .... ,., .. ·· ·· ·· ··· ··· ··· ........... ····· ··· · : : : : . : : : : '. : : : : : : : ; : : : : : : : ~ : : : : : : : : : : : : : : : : : : :

...... .. .... ······ ········· ········· , .. ···· · ·· · · ... . ····· ·· ······· ········· ..... . ... , · ······· · ········· ·· ····· ·· . ···· ··· ·· ····· ·· ,, .. . ... . . . . ,, .. , ....... ,., ...... . ... ,, , , ········· ... .. .... , .. ..... . ... ,,,,, . ········· ········· ,,, ..... . .. ,., .. ......... ,, ······· - · ·········

I • ' I I I • • • • • • ~ • I • • • • • • • , , I • f • • • • • •

:::::·.:;: ::::::::: :::::: : ;: ::::: :::: · ···· ···· ... , .. ,, . · · ···· ·· · ·········

·· ·· · · · ·· ····· ··- ····· ··· . ··· ······ ········· ·· ··· ., ·· ······· ········ · ·· ···· ··· ··· ·· ... . ··· · ·· . . • ···· · · ....... • ........ ,1 . , .. , ,,1,,, . . . ... ,,. · · ···· ·· - ..... ..... ········· ..... .. , . . ,, .. · ·· ····· ·· ·· ·· ··· ········· .. .. ,,, ,. ······ · . ········· ..... .. .. ... . ,, ., .......... . .... , .... ····· ··· · .. ······· ·· ···· ··· ··· ···· ·· .,. ,, . . . ····· · · .. ,,,, ..... ·· ···· ··· ... . , .... ····· ·· ·· ········ · ,, . . .... . ... ···· ·· , . . ····· .. ,, . , ., ········ · ···· ··· · · ········ ::::.: ::· •;;:: :: ::: ::;::: ::; ::::::::: : ::: ::::: ····· ·· ·· ,, ... . ........ .. . ······ ·· · . ··· ·· · . . . ... .. , . ···· · ··· .. , ,,, .. . ····· · · · · ... . .. .. . • •• • • ,., • • ••• • • ,,, , , • • • • ,,,11 1 1•· • • •••••••

••• •••• •• • • •••••• • • •••••••• •• 11•1••• • ,,., • •• • ···· ··· ·· ····· ·· ·· , . ,. , .... ········· · ·· ······ ,,, ,,,, ...... .... ·· ·· ····· .. ... , . . . ········· . •• . , , ,1, , .. .• .• . . · ·• • •••·• ••• ••• · · · · · · •••• • · ,,,,,, , I 1 •• • ••••• •••• •t r•• ••• fl11'' •••••• • • •

...... , . ·· ··· ·· ·· ······· ·· .... , .. .. ·· ····· ·· ······ , .. ··· ·· ···· ········· ···· ····· ,,,,, .... .... .. ... ... .. ... , ,, ,,, . ...... , ... .. ··· ·· ···· : : : : ; : : : : : : : : ; : : ; : : '. : ~ ~ : : : : : : : : : : : : : : : ; : : : : : : ... ... ..... .... ... '· · ··· · ·· , ,, . . . . . . ··· ······ ,,, . .. ... ····· ···· . ······ · · ·· ··· ·· ... · ·· · · · , ,, ; : : : : : : : : : ~ : ; ; : : ~ : : : : '. : : : : : : : : : ; ; : ; : : : ; : ; : : : '. .. . ... . .. ·· ······· ...... ..... .... , .. ········· ········· ····· ···- ··· ··· ··· ······· ... .. ... .. . ········· ········· ····· ···· .... ,, .. ... . ,.,, .. . .. .. . . , , . · · · ··· · · · ········· .... .... . ··· ······ ....... ,. ····· ···. ,. ,,, .. ..... ,, ... . ....... . . :::::::;: :::::: :;, ;;::::::•: ;;::::::: ::::::::: ····· ·· ·· ········ · ··· ······ ,,., .. . . ,. ········ , ,, ............... ······· ·· ···· ····· ·· · ··· ., ········· ··· ··· . . . ··· ···· ·· ····· ···· ········· .. ··· · ·· ··· ·· ···· ·· ··· ·· ·· ········· ········ · .. ······ ········· ····· ···· ···· ·· ··· L..40 ..,__~~~~~~~..,.....,,.~~...-~~~~~~.....J..~~----l~::~::~:::~.:~:~;;~;:~;;~;:L:~:::~::~;;~: ~::~::~::~.: ~: ;.;.;,.:..:~

July 10 > 1981 LEGEND

I 2,0" O.D. tll'lll spoon s2.mpler • $Qmple not reccvertd II 3,0'' O.D. undisturbed s:i.mplcr i P)ezometer tip p Sampler pr.ished 2' W:,.ter leYel

Atterber~ 11.mlts: I • -f ..- ,Liquid limlt '-. ~ Na.tunl Mter content '-- l'lallt1e Limlt

• % Wa,ler Content

W-3664 LOG O:F BORING NO. B-1

RITTENHOUSE-ZE:MAN .& ASSOC~ sqn..s ENGlNt:E:l'UNG AND OEOLOCiY

03/19/2004 15:25 2535723095 AMEC

SOIL PESCRIPTION

Surface Elevation:

L_____.r-lAs-_,,phalt mat over medium dense, red-brown, silty, fine to medium SAND with aravel (Fill)

~ loose, moist to wet. brown~ silty fine SAND with occasional gravel -

- 5 ·~~--:----"""'.'""'--"'.'"""°"----:--:--:--:---:-:---'I l----+'M"··"i"',d1¥fnge~l~D Saturated, .gray, Slightly Silty • .

t---- Bottom. of boring at 6 feet --10 ~ --... 15 .·

.. 20 ·

--... 25

,.. ·SO~

-

--

•

PAGE 12/38

STANDARO

PENETRATION RESISTANCE .A Blows per toot

(140 lb. ha.miner, 30" drop)

10 20 30 40 50 ::: ;:;:::;:: :::::;::: :::::;;:: :: :: ::::: .. ... ......... , •..•... 1111,, , ,, ··· · ·-·· · ... ········· ·· ···· ··· ·· ···· ··· · · ···---· ... ,,,,,, , .... ...... .. .............. , .. ... ·· · · ·· ··· .. ..... .. . , ,,.,,.,. ······ · ·· ............ ···· ····· ........ , ... ..... . . . . ········· -- ·-· ·· ·· ·· ······· ····· ····

·· ···· ·· · .... . , ... ·· · ······ ·· ······· · ·· ····· · • • , I I I • ' • • • I I I I I ' I • • • • • • • • , , , 4 1 1 t o < o , , , , , , , , 0 ...... .. . ·· ····· ·· ··· ··· ··· .... .. ... ·· · ··· ·· ·· ·· ··· ··· · .... ... .. ·· -·· · ··· ... .... , . ... .. . , .. ···· ·· ··· ... . ,,,, . ········· . ···· ···· · ·· ····· · ... .. .... ......... . · ··· ·· ·· · ....... ,. ···· ·· -··

y \/) ))) ))) [))\: ;);;/ . ··· ··· ··· ··· ······· ····· ··· ··· ······ ··· ····· · :::::::: : ::::: :: :; ::::::::: : :::::::: ::::::: : : : : : : : : : : : : ~ : : : : : : : : : : : : : : : : ; : ; : : : : ; : : : : : : : : : : · · ·· ···· · ···· · ···· ,, .. . ..... ···· ·· ·· ··· ······ ·· ······· , .. ... .. . ·· ······ . ·· ······· ...... .. , : :: ::: ::'. : : ::: ::: : :: :: ::: :: :::;::::: :::.::: : :: ; : : : : : ; : ; : '.:: :: ::: " -... . .. : : ; : : : : ~: : : : : : : : : : ·· · ··-· · · •. • ·•·•· ·· · · ··· -· ..• , . ... .. ..... . ,,,1 :::: : :::: ;;::: ::: : : :::: ;:: : :::: :: ::; : : ::::::: ····· .. . . .. . ...... ··· ·· ··· · .. ... .... ········· · · ·· · · ·· · ····· ···· .. ..... .. ...... ... ···· · ···· I 11• ••••• 110,,,,,, ••t oo •, , , , ,,, l ,O o t • •••• • •••

10••••• • • •• •1•••• • •••••••• • ,, •••••• • • •• • • • ••• •

~ : : : : : : : : : '. : ~ : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : · · ···· ··· , , .... .. . ········· ...... .... ··--···· · ···· ·· ··· ··· ······ ········· ········ · ·· ········ ..... ,,,. ········· ::::::::: ::::::: : : ::::::::: ::;:::::: : :::': :::: · ···· ·· ·· ··· ··· ·· · · ··· · ···· ··· ···· ·· ·· ······· :::::::: : ::::: :: : : :::: :: ::: ::::;:::: : ::: ::::: ······· ·· ·· ······· · ·· · ··· ·· ··· ······ , , ,, ., ., , :: :::: : '.: : ::::: ::: ;: ::: :::: : : : : ::: :; :'.::::::: ··· ···· ·· ........ . ·· · ·- ·· ......... .. . ,,.,,,,, . ····· ···· ...... , ........... ········ · ··· · ·· .. . • 0 0 o o ' • • • ' • ' • I • ' I O • • • • 0 • 1 • 0 0 • ' • o • •• I • • • • • • • • •

:: :::::: : ::: :::::: :::::i::: :: ::::::·: :::: ::: :; t t I I ' • ' • • • • o o O O • ' • • • o O • 0 I • I .. • • • • • I I I • • • • • o , , o ... . ..... .. .. , .. . ···· ····· ···· ····· ········· . ... . ........ , .... . , , , .... . ···· ····· ···· ·- ··· ··· ······ , , . . .. ... ··· · ·· · ·· ..... .. ..... ... ... , ········· .... ... .. ....... , . . .• .. ,1, , . • .• . ,,,, ··•·•··•· ·• • • · ··· • .•••.•••. ·· ·· ····· ······· ·· ···· ··· ·· ···· ·· ··· ·· ··· ···· : : : : : : : : : : : : : : : : : '. : : : : : ; : : : : ! : : : : : : : : : : : ~ : : :-: ··· ······ ······· ·· .. . ···· ·· . , .. , ....

' · ···· · ·· ···· · ..... ... ... ·· ······· ····· ···· ·· ····· · · ······ ··· ·· · ······ ········ · ·· ······· ,, ., ...... . ···· ·· · ···· · ···· ··· ······ .. , .... . . ·· ·· ····· .. ... ,, .. ····· ···· ·· · ··· · · · . ··· · · · ,,, ... . . . ··· ······ ... .............. . . · · ····· ····· ···· ..... , , .. ··· ·-· ·· · ·· ····· ,, ::: :: •: ::. ;::: ::::: : :: : ::::: ::::::::: :::::::::

:: ::=:::: ::::::::: :;;;:::::'!::::::::: ::::::::: !~~~~ ~:~: '.~~~ ~'.~ ~~ ifiiI~~ ~: ~~iii!!! ; ~~~!iii!! . ···· ·· · . .. .. ,, ··· ······ ··· ··· ··· ... .. .. . , .. . .... ,, ..... ···· ·· ··. ········· ··· ······ .. . ... . ···· ····· ·· ··· ··· · ···· ··· · · ····· ···· . . .. . .. ,, , . .. .. .. ... .... ...... ·-···· ····

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,,,, ,, . , . .. ...... .. ,,,,,,' · ······· · ········· ·· · · ·· ··· ,, , . .... . ··· ···· ·· ··· ····· · .. 40-'-~~~~~----~----~~--~~~~~......_--~_._'~"~"~'·-··L:_::~;:·_::;~;~;;~;:_::~::~·~:;_::_::_:;~:_ .. _ .. _·· -,··• July 10, 1981 LEO END

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W-3664 LOO OF :SORrnG NO. B-2

RITTENHOUSE-ZEMAN & ASSOC. son..s ENGINE!:RlNO AND-GEOL~Y

' 03/19/2004 15:26

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~ Surface Elevatiol'l:

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2535723096

SOIL DESCRIPTION

wet, brown , s i lty f i ne SAND gravel

AMEC

5 Medium dense, saturated, gray, slightly silty,

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• 1

PAGE 13/38

STANDARD

PENETRATION RES!STANCE ... l!low:s per root

(140 lb. hammer, 30" drop)

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: : : : : ; : : : : : : :-: : : : : : : : : : : : : : : : ~ : : : : : ~ · ··· · ··· · ... . , .. . . , ...... ..... ..... . , . ..... . . ·· ····· ·· · · · ··· · ·· ········· ·· ······· ····· ···· ··· ·· ··· · ····· ···· ... .. .. ,, ..... , . .. ····· ·· · ' ···· ···· · ,,, . . .... ········· ····· ···· ..... .... ··· ·····. ·· · ···· ·· ··· ···· ··

t--- , ...... . : : :: :: ::: ::::::: : : : :::::::: ~40 ·.a...~----~--~-~-----~-~-~--'--~-··.;_·.;_• .;_"~··-·~:~::~::~::.;_:~: ~::~::.;_:.;_.''. .;_::~:~::.;_:.;_::.;_.:~:--'-"-'-'--'.;..;..

July 10, 1981 LEGEND

I 2,0" O.D. eplil apoon sampler • Sarople not recovered JI 3.0" O.I>. undi:sturbcd sampler I Pieiometer tip p Sampler pushed SZ Wa.tt11 level Atttrberg limits: I e 1-.Llqutd llri,lt .

' ',t_ Natur•l wat~r content '-- Pla!!tic J.imlt

• % W:it~r Content

W-3664 LOO OF BORING NO, B-3

RITTENHOUSE-ZEMAN & ASSOC. SOILS El'rGINE£RlNG AND GEOLCXiY.

~~--~-------------------------------------------