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Ear Consu

Inc. Geotechnical Engineering and Geology

12893 N.E. 15th Place, Bellevue, Wash ington 98005 / Phone: (206} 455-2018

March 8, 1979

PAY 'N PAK Stores c/o Thomas A. Sconzo, Architect 13219 Northup Way Bellevue, Washington 98005

Attention:

Subject:

Gentlemen:

Mr . Thomas A. Sconzo

Soil and Foundation Investigation Proposed PAY 'N PAK West Heron and South Michigan Streets Aberdeen, Washington

E-813

We have completed the soil and foundation investigation of the site in Aberdeen in accordance with Mr. Gallina's authorization on December 19, 1978 . The investigation was performed in order to obtain subsurface information necessary to develop recommendations for support of the proposed building, the ground floor, and exterior pavement.

The subsurface investigation shows that the site is underlain by 100 feet or more of soft alluvial soils. Our studies indicate that the proposed build­ing would experience excessive settlements if supported on shallow foundations. We recommend a pile foundation to support both the building loads and the ground floor slab. Timber piles are suitable for this application . Capacities of 15, 20 and 25 tons will require pile lengths of 45, 60 and 70 feet, respectively.

The following sections contain more detailed discussions of our investi­gation and recommendations .

SITE DESCRIPTION

The site occupies the city block bordered by South Jefferson, !~est State, South Michigan and West Heron Streets in Aberdeen. A paved alley, overhead, and underground utilities cross the center of the site parallel with West Heron Street.

The site is nearly level and was vacant at the time of our investigat ion. Grass and some berry vines were the only vegetation observed. Seve ral feet of

PAY 'N PAK Stores March 8, 1979

E-813 Page Two

recently placed fill with concrete debris and organics overlaid the western half of the site. There was scattered building debris and what appeared to be old concrete foundations on the east side of the site.

No standing water was noted on the site at the time our field investi­gation was undertaken.

PROJECT DESCRIPTION

The project involves construction of a single-story concrete tilt-up building measuring 120 feet by 160 feet in plan and a small wing with about 5000 square feet of floor space. The remainder of the site will provide customer parking. Structural loads for the tilt-up concrete building are expected to be on the order of 50 kips for interior columns and 3 kips per lineal foot along perimeter walls. Floor loads are expected to be on the order of 400 psf.

At the time our investigation was performed, the site and the proposed building location was as shown on the Site Plan, Plate 1.

FIELD INVESTIGATION AND LABORATORY TESTING

Our field exploration was performed on January 15 through 17, 1979. Subsurface conditions at the site were explored by drilling three borings to a maximum depth of 99 feet below the existing grade at the locations shown on the Site Plan, Plate 1. The borings were drilled using a truck-mounted, hydraulic rig. Continuous flight, hollow stem augers were used to advance and support the boreholes.

The field exploration was continuously monitored by a field geologist from our firm who classified the soils encountered, maintained a log of each boring, obtained representative samples, measured groundwater levels and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System described on the Legend, Plate 2. Boring logs are presented on Plates 3 through 5.

In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in accordance with ASTM D 1586. In addition, a 2.4-inch I. D. ring sampler and Shelby tubes were used to obtain relatively undisturbed soil samples at selected depths. Blow counts for the ring sampler reported on the boring logs have been adjusted to equivalent SPT values. The Shelby tubes were pushed into the soil being sampled .

Representative SPT and ring samples were placed in sealed containers. All samples were delivered to our laboratory for further examination and testing. Visual classifications were supplemented by index tests such as sieve and mechanical analyses and Atterberg limits on representative specimens. Field unit weight and moisture determinations were performed on all ring samples, and moisture contents on all disturbed samples. A Torvane was used on selected samples to estimate undrained shear strength. Results of density

Earth Consultants, Inc.

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PAY 'N PAK Stores March 8, 1979

E-813 Page Three

and moisture determinations, Atterberg tests and strengths measured by the Torvane are shown on the boring logs included in this report. The results of seven sieve and · hydrometer analyses are Jllustrated on Plates 6 and 7.

Three tests were run on representative ring and Shelby samples to evaluate the consolidation characteristics of the site soils. Time readings were taken to evaluate the time rate of settlement. The results of these tests are shown on Plate 8, Consolidation Test Data.

Direct shear tests were perfonned on a representative sample of sandy silt to evaluate the strength parameters of typical site soils. The results of t hese tests are illustrated on Plate 9, Direct Shear Test Data.

SUBSURFACE CONDITIONS

Aberdeen is on the east end of Grays Harbor at the mouth of the Chehalis River. The most recent natural soil deposits in the area are soft, loose river alluviums. Because ·stream velocities have been low in this sea level area, the sediments typically are fine grained. Silts and very fine sands are the pre­dominant soil materials, with lesser amounts of clay and organics. The soft, loose alluvium extends to depths certainly greater than 100 feet in much of Aberdeen, and probably deeper in the center of the valley. The total depth of alluvial sediments is unknown, but likely is on the order of a few hundred feet. The deeper material likely is coarser and denser.

The test borings on the site, as shown by the boring logs, encountered approximately 55 feet of interbedded clayey silts and sandy silts. The upper­most 15 to 20 feet have high organic content and are exceptionally soft and compressible. Lenses of silty fine sand and thin seams of peat are common. All this material is micaceous, which tends to increase the water content and the compressibility of fine granular soils.

Silty, micaceous fine sand was encountered at depth approximately 55 feet. Borings Nos. 1 and 3 were terminated in this sand at depth 69 feet. Boring No. 2 penetrated through it at depth 66 feet and encountered interbedded clayey silts and sandy silts, similar to the soils overlying the fine sand. These lower soils, however, are somewhat more firm as evidenced by higher blow counts.

Groundwater was encountered within 5 feet of the ground surface. We suspect that the water table may be even higher during periods of sustained rainfall. An observation well was installed in Boring No. 3 so that future water levels can be monitored.

DISCUSSION AND RECOMMENDATIONS

General

The low blow counts and the large amount of organic material in the upper 15 feet of the soil profile indicate that these near-surface soils presently

Earth Consultants, Inc.

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E-813 Page Four

do not provide a suitable bearing stratum for shallow foundations. Neverthe­less, the building could be founded at shallow depth by constructing at the ground surface a structural fill of compacted sand and gravel. However, if supported on the structural fill, the 400 psf floor load will increase the stress in the ground at depths far below the zone influenced by narrow wall footings bearing on the structural fill. These stress increases would cause consolidation of compressible soils below the structural fill, and thus sub­sidence of the structural fill and the building and floor slab it supported.

I We estimate the settlement at the center of a 400 psf floor load to be approximately 9 to 12 inches over a period of several years. Around the edge of the loaded area, where the building exterior walls would be supported, settlements would be one-third to two-thirds of this amount.

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A preload could be placed temporarily on the structural fill to force these settlements to occur prior to construction of the building. A preload 5 or 6 feet high could be built with fill eventually used to regrade the park­ing area. This preloading program would have to extend over a period probably longer than two years to assure minimal settlements subsequent to removal of the preload.

If the proposed construction schedule does not provide the time required to complete a preloading program for the building, a pile foundation is the only alternative for reducing the predicted settlements.

Pile Foundations

We recommend pressure treated timber piles for this application. Because of the absence of a dense bearing stratum within practical depth, these piles must develop their load carrying capacity primarily from shear forces along the vertical surface of the piles. For piles with 8-inch tips, we recommend allowable pile loads of 15, 20 and 25 tons for pile lengths of, respectively, 45, 60, and 70 feet. Piles with tip diameters of 7 inches can be used with a reduction of 15 percent in the allowable loads.

The recommended allowable pile loads are not conservative based on the results of the site investigation and laboratory testing reported herein, but are justified based on a pile load test performed in Aberdeen at a site with a similar soil profile. To verify that use of these high pile capac i ties is warranted at the PAY 1 N PAK site, we suggest that a pile load test be run.

Settlements

Piles reduce the estimated settlements because they bypass the softer soils near the surface and transfer the building loads directly to stiffer soils that lie at greater depth. We expect settlements immediately after con­struction due only to the elastic compression of the piles, only about 1/8 to 1/4 inch. Thereafter, over a period of a few years, we expect sett lements to accumulate to about 1 inch as the deeper soils consolidate to the higher stresses caused by the piles. We expect on the average less settlement from

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PAY 'N PAK Stores March 8, 1979

E-813 Page Five

longer, higher capacity piles. Therefore, we recommend the highest capacity piles that can be used economically with the given building loads.

The settlement estimates above are based on the assumption of no more than 1 or 2 feet of new fill around and under the building. New fills on the site will increase the building settlement and cause downdrag loads on the piling. If final grading plans call for grade changes of more than a foot or two, the effect of the fill on allowable pile capacities and estimated build­ing settlements should be evaluated by Earth Consultants, Inc.

Floor Slab

As indicated above, we would expect about a foot of long-term settlement if the 400 psf design floor loads were supported on grade without preloading. Settlements of this magnitude would induce significant settlement of the build­ing walls and interior columns, even if these structural loads are carried on piles. Consequently, if time is not available to preload the building area, we recommend that the ground floor be designed as a structural slab supported on timber piling.

Lateral Loads

Horizontal loads due to wind and earthquake can be resisted by lateral loads on vertical piles, by batter piles, or by passive forces developed against grade beams and pile caps.

We recommend a maximum lateral load of 2 kips per vertical pile. Higher load capacity likely could be demonstrated, if needed, by measuring pile deflect­ions while pulling the butts of two adjacent piles together with a winch. The passive resistance of grade beams and pile caps can be estimated based on an equivalent fluid weight of 300 psf, if the backfill in the passize zone is compacted to 95 percent of the ASTM D 1557 maximum dry unit weight.

Batter piles, if required, could be installed with a maximum slope of 3 horizontal on 1 vertical.

Methane Gas Control

Methane gas is generated by organic materials decomposing below the water table. Bubbles of methane are frequently observed rising to the water surface in test borings. Such conditions were not noted at this site, but have been observed at nearby sites in Aberdeen where the subsurface conditions are similar. We recommend adequate ventilation beneath the floor slab to prevent accumulation of these gases, and a vapor barrier impervious to both moisture and methane.

Pavement

To minimize downdrag effects on the pile foundation, we recommend a minimum of fill under the building and in the area immediately outside the

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PAY 'N PAK Stores March 8, 1979

E-813 Page Six

building. However, we expect that at least a foot of pit run sand and gravel may be required to develop a satisfactory subgrade for pavement. We recommend that the ground surface under pavement be proofrolled and all soft spots exca­vated and backfilled with sand and gravel. The subgrade under pavement to a depth of 12 inches should be compacted to 95 percent of the ASTM D 1557 maximum dry unit weight. We recommend 4 inches of stone base or 3 inches of asphalt treated base under the pavement. Placement of the base course and the asphalt pavement should be delayed until completion of other construction.

LIMITATIONS

The materials encountered on the project site and utilized in our investigation are believed representative of the total area; however, soil conditions may vary in characteristics between boring locations.

Since our investigation is based on the site materials observed, selec­tive laboratory testing and engineering analyses, the conclusions and recom­mendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Should encountered conditions or design parameters change, this firm should be contacted to assess the significance of these changes to the proposed construction prior to proceeding.

The following Plates are included and complete this report:

Plate 1 Plate 2 Plates 3 through 5 Plates 6 and 7 Plate 8 Plate 9

Site Plan Legend Boring Logs Grain Size Analyses Consolidation Test Data Direct Shear Test Data

We trust the information presented herein is adequate for your require­ments. If you need additional information or clarification, please call.

WB/RSL/mh

Respectfully submitted,

Robert S. Levinson, P. E. Chief Engineer

Earth Consultants, Inc.

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North

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(/) -., a> (I) -

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South Michigan Street

LEGEND

~ Approximate Boring B-3 Location

SCALE : 1" = 501 (approx.)

Ref: Proposed Site Plan provided by T. Sconzo, Architect

SITE PLAN Proposed PAY N' PAK Aberdeen , Washington

Earth Consultants Inc.

GEOTECHNICAL ENGINEERING 6 GEOLOGY

Work Order E - 813

PLATE I

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MAJOR DIVISIONS

CO&IIS[ G~AIN[O

SOILS

MOIi[ TH&N 50'4 0, IO&T[lll&L IS

L&IIGLII TH&N lfO 200 SIEVE SIZE

FIN[ CillAllf[D

SOILS

MOIi[ THAN S0'4 Of M&T[IIIAL IS SIOALL[II THAlf lfO. 200 Sl[Y[ SIZE

Gll&V[L &ND

Gll&VELLT SOILS

CL[&II PAV[ll I llttl• ., - flfltt) : :e: :• ..• . ......... .. ·•· ... ,~:"~"':.:•

GW

GP

W[U. · PAD[D P&V[LI , Gll&V[L· S&IID

l1UTUIIU, LITTL[ 011 NO ,i11[S

l'OOIILT·lll&D[D 511&V[U , 511AV[L·

SAIID IOIXTUll[S , LITTLE OIi NO ,i11[S

I•~ t~~' GM IILTT 511AV[LS , 5ll&V[L-SA1fD-

~o:::c" ,~-GIIAV[LS WITH ""u 1,.'.s....:,...:r~H=~:....':...::.:.,.. ____ -+ _____ ._1_L_T_ .. _

1x_T_v_"_c_, ____ -4

TIOII ll[TAllf[D (o-eclollo •'"-I of •~~,..J Ofll NO, <4 Sl[V( f111t1) ., y~

~--- ~ ~ S&ND &ND

S&IIDT

SOILS

CLEAN S&ND 11,,,. •• , flt f i t11tt)

SANDI WITH ,i11[I

. . . . . ........ • • • • • • • • • 1

·::.·. -~· .. ·.: :. : : : . : : :

GC

SW

SP

SM

CLAT(Y Gll&V[LS, 1.ll&V[L-S&ND­CL&T IOIXTUIIES

W[LL-allAot:D SANDI, loll&V[LLT S&lfOS , LITTL[ 011 NO ,iN[S

l'OOIILT·IIIAD[0 SAlfOS, all&V[LLT loUIDS, LITTLE OIi lfO ,ilf[S

SILTT S&lfDS, S&ND· SILT MIXTUll[S MOIi[ THAii S0"4 o, COAIIS[ ,,v,c­

TIOII ,.ASS1N5

lfO. 4 SIC!Y[

, •• ,,., ............ flf 1,,11.1,1,.,,l+a.&,+'1,'------+---------------~

SILTS

&lfD

CLAYS

Ill TS

AlfD CLAYS

11 ... ,

LIQUID LIMIT

L[SI TH&II 60

LIQUID LIMIT

allEAT[II THAlf

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1 I, I

SC

ML

CL

OL

tLAT[T SANOS, SAIIO-CLAT MIXTIJll[S

-IC SILTS AND Y[IIY ,ilf[ ._, IIOCII 'LOUfl, IILTT 011 CLAffT '111[ SANDI 011 CLATlT •u Tl WITH ILleHT - .. T,<'ITT

111-C CLATS 0, LOW TO M[OIUM l'\.ASTICITT, IIIAY(LLT CLATS,

SANDT CLATI , SILTT CLATS, L[AN Cl &YI

OIIIMIC IILTS AlfO OIIUlflC

SILTY CLAYS 0, LOW ,.LASTICITY -..C IILTS, MICAC[OUI 011 M H INATOlll&C[OUI ,11t[ S&IIO 011

CH

OH

IILTY SOILS

-MIC CLAYS Of HIGH

"LASTICITY, FAT CLAYS

OIIGANIC CLAYS o, IO[DIUIII TO HIIIH ,.LASTICITT, OIIGAlftC SIL TS

HIGHLT OIIG&lflC SOILS PT I l'[AT , HlMIJS , •• ._..,. SOILS

WITH HlaH Olll&NIC COlfT[lfTS

.. , ......... -~ . .. ,, - .... .. TOPSOIL ... ... Humus and Duff Layer .... - ·" ... .. .,, ...

Uncontrolled with FILL Highly Variable Constituents

IIOTI[ : DUAL STMIOLS All[ Ul[D TO INDICAT[ IOIID[IILIN[ SOIL CLAasi,1c.&TJOIIS

SOIL CLASSIFICATION CHART THE DISCUSSION IN TH[ TEXT Of THIS llf:"OIIT IS N[C[SS&IIY FOIi & PIIOf'[II UND[IIST&NDINCl

0, TH[ N&TUII[ 0, THE MAT[IIIAL Pll[S[NT[D IN TH[ &TT&CHED LOGS

I 2"0.D. Split Spoon Sampler

]I Ring or Shelby Sample p

• ¥ Ts qu

Sampler Pushed

Sample

Water

Not

Level Recovered (date)

Torvane Reading

Penetrometer Readings

Water Observation Well

Earth Consultant• lne.

LEGEND Proj.No. 813 Date 3/79 Plate 2

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BORING NO. 8-1

Graph US cs

Soil Description Depth Sample (feet)

"N" Blows, 'Mi Lob Doto Foot (o/o)

SM Brown silty SAND to sandy SILT with clayey SILT, loose -1-1' ~.w~M:!.IH--4__,t..,.oc....s..,;o'-'-"ft.LJ:w..,.e..,t.,__.,_ ff,._'iu.i l-'-1\..__ _____________ -L.- .., .,.,~

:-i­- 5 f,'fi

ML Blue clayey SILT, wet, very soft with mica flecks and organics. ----

-10 -.... ... ... ..-15 .... ,..

Blue silty SAND with sandy SILT layers, mica f lecks , .... l....~,..,..j-~-w_e_t,=--m_ed_i_u_m_d_e_ns_e_. _______________ -t-..-20

. "lltlll

MH 11L SH

SM

....

..-30 Blue clayey SILT with sand and mica flecks, with thin

,.. seams of blue silty SAND or sandy SILT with mica f lecks. -Some thin layers of organics . Wet , soft to medium, loose to medium dense.

Blue silty SAND with mica flecks, wet, loose to medium dense.

Boring terminated at 69 feet on 1/15/79.

Driving Energy: 140 lb . \•/eight Dropping 30 Inches.

,-1--35 .... ... ... .... - 40 ... ... ... .... - 45 ,.. ,-... HO ,... ,... H5 .... ,... .... .... - 60 .... .... .... ... H5 ,-.... ,..

:E :rr I

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T

8 2

3

0

0

p

11

4

3

11

8

4

p

12

9

11

17

80 60

95

119

66

40 50

58

48

43

43

57

45

36

36

38

57 pcf (dry) Tv : .16 tsf LL: 56 PI • 23

Tv • .16 tsf 79 pcf

Earth ~ Consultants Inc.~

em:OTll:CHNICAL 11:NOINl:l:•tHG, 6 e&OLa.T

PAK 'N PAK

Aberdeen, Washington

Proj.No. 813 l0ote 3/79 I Plate 3

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BORING NO. B-2

us Graph CS Soil Description Depth Sample

(feet)

-~~ Brown silty SAND to brown organic SILT to gray-blue clayey SILT to PEAT , wet, loose to soft.

. . ~ (rn11i :_L b; ..... ~----+-----------------------t-, . ., .,q

11.. Blue-gray clayey SILT to organic SILT, -I I OL wet, very soft. I

-- 10

Blue-gray si lty SAND grading to interbedded SILT -and clayey SILT with mica flecks, wet, loose to soft . -15 ----l!+,l,\o++I...W--+------------------------ii--2D

11.. lti

SM 11..

Blue-gray clayey SILT with thin beds of SILT and silty SAND and mica flecks, wet , soft.

Blue silty SAND to sandy SILT with clay and mica flecks, wet, medium dense.

----- 25 ----- 30 I­I­... - 35 ... I-.. ...

U/.i,~,#il,--+-----------------------+- 40

111. Iii

11.. SM

SM

Blue-gray sandy cl ayey SILT with mica flecks, wet, soft.

Interbedded blue-gray silty SAND with mica flecks and sandy clayey SILT with mica flecks, wet, loose, medium stiff to stiff .

Blue silty SAND , wet, medium dense .

... ... ... 1-

- 45 ... ... ... - so ... ... I-.. - ss ... ... -- 60 ... ... I-I-1--65 l;l#,lw.'WI--+-----------------------~

I

~ti ft. SM

Interbedded blue clayey SILT and silty SAND to SILT with some organics, wet, medium dense to stiff with medium stiff organic silt layer at 73 feet.

... ... --10 ... ... ... ... - 1s ... ... ,_ -- so ... ... ... -- s5 ... 1-... ... t-- 90 ... -... - 95 ---

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"N" Blows/ Wn Lob Doto Foot ('Yo)

6 2

2

0

p

9

3

3

p

22

13

8

lb

20

8

12

6

15

10

69 65

57

77

81

43

80

53

39

40

42

39

39

29

21

44

41

28

38

11 58

12 46

62 pcf (dry)

52 pcf

53 pcf Tv • .09 tsf LL• 52 Pl • 22

·79 pcf Tv • . 16 tsf

75 pcf Tv = .14 tsf

NP

78 pcf Tv = .15 tsf

73 pcf Tv • .11 tsf

Tv • .2 tsf

Borinq terminated at 99 feet on 1/16/79. Driving Energy: 140 l b. Weight Dropping 20 Inches.

Earth ~ Consultants lac.~

PAY 'N PAK

Aberdeen, Washington O&OTC.CHNICAI.. &NOINl:1:"ING,. oao1..o•Y

Ptoj.No. 813 !Dote 3/79 I Plate 4

I

BORING NO. B-3

us Graph K; s Soil Description

Tan-blue SILT to organic siLT, medium to soft, wet with peat layer at 5 feet.

(fill?)

Blue-gray clayey SI LT with mica f l ecks and scattered organics, wet, very soft.

Depth ffeet) ----- 5

---- · 10 ----- 15

'fmll Blue-black silty fine SAND with wood, wet, -:mrn ·sM medium dense. :

~-~- ~ .. ~- ~-il4-~+-~~~~~~~~~~~~~~~~~~~~~~--1-~· 20

ML Blue-gray clayey SILT with mica fl ecks and thin IH lenses of silt, wet, very soft to soft.

SM Bl ack-bl ue silty SAND with thin layers of silt with mica flecks, wet, loose to medium dense.

Hl Gray-blue SILT to clayey SILT, wet, '1-t very soft.

um, ML Gray-blue clayey SILT interbedded with silty SAMO, SM wet, medium dense and stiff.

SM Black silty SAND with some layers of silt with clay and mica flecks, wet, medium dense.

Boring tenninated at 69 feet on 1/17/79. No distinct groundwater l evel noted at time of drilling . Water observation tube installed.

Driving Energy: 140 lb. l4eight Dropping 30 Inches.

... I­.... .... f- 25 ... ... .... .... - 30 ... ...

... - 40 ... >­.. .,__ 45 ....

.,__ 50 .... .. --- 55 ---- 60 ----"-- 65 >­... ...

"N" Sample Blows/ Wn Lob Dato

Foot ('Yo)

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13 p

1

0

1 0

8

p

0

3

9

15 8

0

17

11

18

17

11

77 108 132

109

91 65

52

80

69

53 pcf (dry) 40 pcf

47 pcf LL • 70 Pl • 33

68 pcf

50 pcf

56 64 pcf

LL• 66 PI • 19

29

43

51

39 78 pcf

46

33

34

4'

PAY 'N PAK

Aberdeen, Washington

Proj.No. 813 Date 3/79 l P'cJte 5

-SIEVE ANALYSIS HYDROMETER AHAL YSIS

I 1111!: OP' O .. l!NINO IN INCHl!:I I NUMau1 OP' M!:IH .. 1!111 INCH U. I. ITANDAIIID OIIAIN II II!: IN ... I N

~ ~ ~ ., ... N

N ~ - ~ .~ ~ : " R w i 8 ~! .. ... N

~ ~ ~ g ,oo- • ., ... N - ~ " 2 ... ~ ~ ~ ·o - . . '\ I

'\

to ' I"\ 10 "'O '\

rn "ti G1 ::0 .. \ rn ~ \ \

(') 80 ' 20

:::0 ..... rn \ ~ :z z ' 0 -f \ '\ \ rn (.ll - \ \ ..... ,, 70 . \ z

N ' ' \ JO -t rr, z \ \ \

)::> rn \

::0 \ \ 0 :z eo \ \ 40 0 )::> CD \ ' J> r \ \ \ -< -< ' ' :::0

(.ll

~ I \ (I) rr, '\ f1'1 (.ll rn IO I \\ - IO :::0 G) \\

::x: 't. m -f ' 40 ' -< • IO

~ JO 70 .

f1'1 Ci) ' . ::c -t

~ 211) ' ID ~

.Q. "" ' z n --9 gt' 10 ~- IO ....... ,

' 00 "' " ...... )::> C: .. 0 I I I 11 1 11

'°° w CT =::r § § ~i i w i (a 2 •• ., ... N -. ~ ~ ~ "! "': ~ ~ " ... N - • ID ., ... N -ro ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ - -s GRAIN SIZE IN Ml LLIMETERS 0 0.. II 0 ro -o :I I COAIIII!: I P'INI!: COAIIIII!: I Ml!DIUM P'INI! - ro )::> COBBLES FINES (1) ::, -< .. I GRAVEL SANO

~ - • z ... w ::.: ........... OJ ""O R BORING OEP!H uses D ESCRIPT10N NAT.W.C. % -.....J Vl )::> LEGEND (ft LL PL I.O ::r;;,,;: • -'•

::, <.O - -·-rt - • B-1 6 MH clayey SILT 56 33 - 0

"U ::, ,A, -· 0 .... --. B-1 58 SM silty fine SAND 36 .NP -(l)

~ -N-*' B-2 23 MH c.l ayey SILT 80 52 30 .

- - - -SI EVE AHAL YSIS HYDROMETER AHAL YSIS

I IIZIE OP' 0~1! ... 1 .. 0 IN INCHIEI I NUMal:11 OP' Ml!IH ~1!11 INCH U, I, ITANDAIID I QIIAIN 1111: IN ... N

~ ~ ~ .. .. N -

N ~ - t:~: ..

2 i i 8 ~ 3 ~ .. N ~ ~ ~ 8 ,oo- • .. ... N - ::i, .. 2 .. ~ ~ ~ ·o - I ' ·- --...... 'I. ...

' . ' ,0 I 10

"O ' \ I

' \\ ,, rri I \l en :;u

I fT1

~ (')

IO I \ 20 :;o

rri I ' \ ...... z I •• 0 ::z ~ I . fT1 I

(/) .,, I \ z >-I 10 .,

-I N z I \I \ rn n, \

)::, :;u I \I 0 z 80 I \\ \ 40 0 )::, CD \\ \ ~ r -< 'ti \ :;o -< ' \

(/) ~ ' \ (I)

rn n, IO \ IO m Vl :;o

G) \ ~ \

I \ a, ~

,· • \ \ I \ \ -< ., ·-\ l \

IO I l. \

\ I I( \ ~ \ 'I. ., 70 n, - ... G)

' ..... :I:

' , -I

~ 21D ~ "" IO

.2. ~ ...... -... ......

n ...... . I --z "'- ' 9

= C' 10 - ........ IO -

"' IL - - -00 WI .. • I-' )::, C: .. 0 I I I ! '. , I I 1 111 j I I ! I I I

'°° w CT ro :t:r ~ ~ ~i i i 5l 2 2 • • .. ... ... - 9! ~ .. "! N -: ~ ~ .. .. N ID Ill .. .. N -

~ ~ ~ 0 ~ ~ ~ ~ ~ - ~ - -s GRAIN SIZE IN MILLIMETERS 0 0. • 0 ro -0 :a I COAIIII! I I - ro )::, COBBLES

COAIIII! P'INI! Ml!DIUM P'INI! FINES (I) :J -< .. GRAVEL SAND

~ • w -.......... ~ z ... -...J PJ R DEPTH I.O VI -0 LEGEND BORING uses DESCRIPTION NAT.W.C. % LL PL ::::,- )::, (ft)

--'• ;;,<:; • :J ·-· (.Q

rt - -. B-2 48 ML sandy SILT 39 ~ 0 --u :J

><-~ ....._ c ,.. -ic B-2 58 SM silty SAND 29 -Cl) ~-,_,

B-3 28 MH clayey SILT 56 66 47 ~ ·-·-· B-3 53 SM silty SAND . 46

CONSOLIDATION TEST DATA 0

3 ~ r-- r--- -."-----....

~ ..... r... ...

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

.....

""""r--. I'-.... ·~ r--... 1, 1"-r-,..

" "-,...... •, I'\

• r-............. '\

"" r..

•, ~ ~ ·~ ' \ " ~ Ir '

t'-,. • I"\ • I'\.

' [\

r\ I"\ I~ w

"' "' !'\

·~\, ' i\ -

6

9

12

15

--.............. 19--... \ t '\ I\ r---........ .\ [\. r-..... I,

""'r--... r...r-,. \ I\ \ • i-.f.. ...

'l~ i\ ~ :----_ r-¥- i--__ ....... ' '\.

~ ,_ -t- ,._H ,____ r---. IL._ I\ -r---- . .\ ,r-, r--... " t-... ....._ t\"" """h• -- ' -..... ~ I\ ~ r---4 ._ -~· -

27

30

33

.1 1.0 10 PRESSURE ( tsf)

LIQUID PLASTIC illISTIJRE KEY BORING DEPTI-1 USC SOIL DESCRIPTION LIMIT LIMIT BEFORE AFTER

y"' B-1 5' MH clayey SILT with organics 56 ~3 95 75 57 •

"' B-2 23' MH clayey SILT with organics 52 30 73 50 53 • "' • B-3 28 1 MH clayey SILT 66 47 69 54 57

w.o. 813 EARTH CONSULTANTS, INC .

PLATE 8

DIRECT SHEAR TEST DATA

2.0

,........, µ. c.n ~ '-'

§ z ~ 1.0 E- C = 15 ksf

I c.n CJ 0 = 23° z H

I

1.0 2.0 3.0

NORMAL PRESSURE (KSF)

BORING LIQUID PLASTIC MOISTIJRE DRY KEY DEPTI-1 uses CONTENT !DENSITY NO. LIMIT LIMIT ( %') (PCF)

- B-3 48 ML sandy SILT with some silty NP --- 39 78 sand ·

W.O. E-813 EARTH CONSULTANTS, INC.

PLATE 9