Subsurface_Investigation_&_Foundation_Recommendations.pdf

SUBSURFACE INVESTIGATION

AND FOUNDATION RECOMMENDATIONS

PROPOSED DOWNTOWN PARKING GARAGE

URBANA~ ILLINOIS

Prepared for:

MAIN STREET ASSOCIATES

Urbana~ Illinois

Prepared by:

CHARLES BARTHOLOMEW ENGINEERING, INC.

Champaign~ Illinois

June 10, 1982

8l{-{ RECEIVED JUN14 1982 I~'/

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TABLE OF CONTENTS

Section Page I

I

Introduction 1 I General 1 I Scope and Purpose 1 I

I Project Description 2 I

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Site Oescription I Si te Locati~n 2 I Site Topography, Drainage and Vegetation 2

Boring Location Diagram 3 I Geology of the Area 4 i

":1 General 4 I I Bedrock Geology 4 t Surfici a lGeo logy 4

Field Investigations 5 I Scope 5 i Drilling and Sampling Procedures 5 t Field Tests and Measurements 5 Standard Penetration Tests 5 t Hand Penetrometer Tests 6 Water Level Measurements 6 I Ground Elevations at Boring Location 6 t f

Laboratory Investigations 6 !

General 6 Laboratory Tests and Measurements 7

Visual Classi fication 7 Moisture Content Tests 7 Unconfined Compression Tests 7

-, Subsurface Conditions 7 General 7 Description of Foundation Materials 7

Foundation Discussion and Recommendations 8

Construction Considerations 9

Summary 10

Appendix 11 Logs of Borings (9) 12 General Notes (2) 21

General

SUBSURFACE INVESTIGATION

ANO FOUNDATION RECOMMENDATIONS

PROPOSED DOWNTOWN PARKING GARAGE

URBANA, ILLINOIS

I NTRO DUClI ON

This report presents. the resul ts of a foundation investigation for the proposed downto.wn parking garage to be located in Urbana, Illinois. This work was authorized on May 11, 1982, between Main Street Associates, architects and engineers for the project, and Charles Bartholomew Engineer-ing, Inc.

Scope and Purpose

The ·scope of this investigation included subsurface exploration at the site, appropriate testing of the soil samples obtained, and engineering analysis of the foundation materials. In addition, geologic maps and litera-ture relative to the general area were reviewed and a reconnaissance of the site was undertaken to record pertinent surface features.

Subsurface data for Busey Bank, Jumer's addition, and Champaign County

Bank and Trust were also examined in order to .supplement the findings of this investigation. The borings for these previous projects were also performed by Charles Bartholomew Engineering, Inc.

The above outlined program was undertaken to determine the most feasible types of foundations suitable for the proposed structure. For this purpose, information regarding the shear strength and compressibility of the subsurface

-1- t materials was collected to provide a basis for making design recommendations.

The results of this investigation and the design recommendations are presented herein.

PROJECT .DESCRIPTlON

At the present times exact architectural details concerning the struc· ture are still being discussed. The primary option appears to be an L-shaped structure which might ultimately house six parking levels. At the maximum height9 column loads could approach 1200 kips.

It is assumed that the bottom 1 eve1 wi 11 be at or near exi sting grade.

If below-grade levels are p1anned 9 excavation depths should be discussed with the soils engineer so that appropriate recommendations can be made.

SITE DESCRIPTION

Site Location

As shown on the Boring location Diagram 9 the site of the proposed struc· ture is located in Urbana, I11inois 9 within the block bounded by Main, Broad waY9 Elm, and Race Streets. Most of the site is located east of Crane Alley in an area currently in use as surface parking.

Site TORography, Drainage and Vegetation

The site topography is associated almost exclusively with past construc tion activity. As stated previously, the proposed building area is currently being used as a parking lot. The remainder of the block is occupied by commercial establishments and/or office buildings. Surface drainage is intercepted by the city storm sewers.

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BQRING LOCATION DIAGRAM Scale: 1" = 501 t

""CY ItMI PIOJICT .0. OATI t-' d)

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Proposed Downtown Parking Garage Urbana 9 III i no is'

. CBE - 8234 June 9, 1982

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GEOLOGY OF THE AREA

General

The geology of the Urbana region has been greatly influenced by several major landforming factors. Bedrock formation and tectonic movements prior to the Pleistocene Period, continental glaciation during the Pleistocene

Period, wind action and man have all contributed in some manner to the geologic history of the area.

Bedrock Geology

Bedrock in the Urbana region is found at relatively great depth's '?elow the ground surface and consists primarily of Pennsylvanian Age deposits associated with the Spoon Formation. Interbedded limestone, shale, coal, and sandstone are the predominant rock types compris,ing the formation in this area. Surface outcrops are absent in the general vicinity.

Surficial Geology

In the Urbana region, a thin mantle of wind-deposited and water-worked loessial material overlies rather extensive deposits of glacial drift.

In the immediate vicinity of the site, glacial drift of Wisconsinan

Age has been deposited in a morainic ridge. The moraine was formed when the position of the ice front remained relatively stationary due to a balance between forward movement and melting. This stagnation brought about a thickening of the drift sheet and when the ice front-withdrew from the area, a ridge remained on the topography.

A principal constituent of the morainic ridge is glacial till, a hetero geneous mixture of sands, gravels and pebbles bound in a compact clay to silt matrix. However, because of the active melting which took place while the ridge was being formed, there are many inclusions of water~worked granular material encountered. Pockets, lenses and even tubes of water-sorted gravels, -4-

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I r sands and silts are commonly found in these moraines. Locally, they may even contain water-sorted silts and clays which have been laid down in temporary 1 akes.

FIELD INVESTIGATIONS

Scope

In order to determine the significant engineering characteristics of the foundation soil s, a fi e1 d exploratory program was undertaken. After inspecting the site and reviewing the preliminary details for the project, 9 soil borings were adva'nced at the locations shown on the Boring Location

Diagram. Standard penetration tests and hand penetrometer tests were per formed in conjunction with the boring operations. The apparent groundwater level at each boring location was also determined .

. Drilling and Sampling Procedures

The soil borings were performed with a truck-mounted drilling rig equipped with a rotary head. Conventional hollow-stem augers were used to advance the holes. Representative samples were obtained employing split barrel sampling techniques in accordance with ASTM Procedure 0-1586.

Field Tests and Measurements

Standard Penetration Tests. During the sampling procedure, standard penetration tests were performed at regular intervals down the soil profile. The standard penetration .value .is defined as the number of blows required to advance a 2-inch 0.0. split-barrel sampler a distance of one foot by a 140-pound hammer falling 30 inches. AlthoUgh the standard penetration tests cannot be regarded as a highly refined and completely reliable method of investigation, the values produced give a useful preliminary indication of the consistency or relative density of most soil deposits.

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Hand Penetrometer Tests. Cohesive specimens extracted from the split barrel sampler were tested in the field with a calibrated soil pene trometer. This device provides a crude measure of the unconfined compressive strength of the soil. The results of 1;his test are supple mented by more rel labl e 1 a bora tory strength determinatie>ns, but are valuable in making preliminary judgements concerning the undrained shear strength of the soil.

Water Level Measurements. Water level observations were made 24 to 72 hours following compl etion of the bor1 ng operations and the data 1 s noted on the boring logs presented herein.

Ground Elevations at Boring Location. The elevation of the ground surface at each boring location was supplied by Berns, Clancy and

Associates.

LABORATORY INVESTIGATIONS

General

Add; tiona 1 sign1 ficant characteri stics of the foundation materials were determined in the laboratory. This testing program was conducted in order to pr.ovide the basic data on which to classify and quantitatively assess the engineering properties of the soils present at the site.

The types of soils encountered were identified and logged on the boring records. The results of the field penetration. tests, strength tests and water content determinations are presented on the boring logs in graphical form. Representative samples of the soils encountered in the field were placed in sample jars and are now stored in our laboratory for further analYSis if desired. Unless notified to the contrary, all samples will be disposed of after or.e year.

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Laboratory Tests and Measurements

Visual Classification. All samples were visually classified according, to the Unified Soil Classification System. An explanation of the symbols used in this system is included in the'Appendix to this report.

Moi ~ture Content Tests .. The natural moi sture content of all samp1 es was determined and is plotted on the boring logs as a percentage of dry weight of soil.

Unconfined Compression Tests. The undrained shear strength of the various cohesive soils was determined, from unconfined compression tests on specimens obtained from the spl it-barrel samp1 ing device. The strength values of -soils sampled in this manner must be conside~ed recognizing that this samp1 ing technique provides a representative, but somewhat disturbed, sample.

SUBSURFACE CONDITIONS

General

The types of foundation materials encountered are described in detail on the boring logs. The subsurface profile revealed by the borings agrees well with the known surficial geology of the area.

The average groundwater level at the site appeared to be at a depth of 6 to 10 feet below the ground surface at the time of this ,investigation.

However, there were substantial variations in ,both the static water depth and in the time it took to attain this level. Such variations are undoubt-edlydue to the presence of waterbearing sand lenses and pockets interspersed within the profile.

Description of Founda.tion Materials

The surface of the proposed construction site is covered, for the most part, with an asphalt and granular base pavement system. In Borings 1, 6, -7-

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7, 8, and 9, the paving overlies what is best described as miscellaneous fill materials extending to depths ranging from 9 to 11 feet. The remain ing borings encountered typical loessial deposits, gray and brown mottled silty clays to clayey silts, beneath the pavement fill.

The surficial materials are underlain by glaCial till and outwash depoSits. The consistency of the till ranges from stiff.to hard (2.0 to

4.5+ TSF) and generally possesses a silty clay to sandy, silty clay matrix.

Granular outwash deposits classified as medium to coarse sands (SW) with gravel to silty sands (SM) were encountered at various depths and strata thicknesses within the till sheets.

FOUNDATION DISCUSSION AND RECOMMENDATIONS

On the basis of the available soil boring information and anticipated structural loadings: a drilled pier foundation would appear to be the most feasible alternative. Although the use of casing will be required to prevent caving of loose fill material or sand, the opportunity afforded for better inspection and the absence of noise and vibrations usually associated with pile driving make drilled piers a more desirable choice.

Two potential bearing strata appear to be avai1ab1 e at the site. The uppermost stratum is composed of the gray-brown and gray glacial till soils generally encountered between depths of 12 to 25 feet below the surface.

Caissons founded within these materials Should. be designed for a net allow-able soil bearing pressure of 8000 PSF.

The other potential bearing stratum is found below Elevation 678 and consists of hard, gray, silty clay till. A net allowable soil bearing pressure of 15000 PSF could be used for caissons founded in this soil deposit.

In all probability, the heaviest column loads will have to be supported by this stratum.

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CONSTRUCTION CONSIDERATIONS

The presence of waterbearing sand inclusions, especially below depths exceeding 30 feet, will 1 ikely necessitate the use of casing. Caissons founded at shallower depths can probably be dri 11 ed .and concreted before· an appreciable amount of grounawater infiltrates the hole.

The miscellaneous fill materials, mentioned previously and described on the boring logs, could experience caving if loose pockets are penetrated.

In addition, 1 arge concrete fragments, i fencountered, caul d cause problems in maintaining a plumb shaft.

It is recommended that the existing parking lot surface and base be removed prior to construction of the ground-level slab. After removal the subgrade should be proof-rolled before placement of new fill material.

Areas found to contain debris fill should be undercut an additional 2 feet

(complete removal is not necessary) and the base course thickened in these areas.

Base course material for slab-9n-grade construction may be crushed stone conforming to lOOT CA-lO specifications or a pit-run sand-gravel-c1ay mixture having similar gradation characteristics. The base material should be compacted to a minimum of 95~ of the maximum dry-density as specified by ASTM 0-698.

Backfill around grade beams or walls which will form a portion of the support for the ground-level slab should be clean sand (FA-6 gradation or similar). Enough working space should be provided so the sand can be mechanically tamped to 95~ of ASTM 0-698 density.

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SUMMARY·

An exploration and evaluation of the foundation conditions has been conducted at the site of the proposed parking garage.

Foundation design criteria have been suggested and possible design and construction problems have been discussed.

The exploration and analysis of the foundation conditions reported herein is considered to be in sufficient detail and scope to form a reasonable basis for final design. The recommendations submitted are based on the available soil information and the preliminary design details furnished by the architect for the proposed facilities. Any revision in the plans for the proposed structure from those anticipated in this report should be brought to the attention of the soils engineer, so that he may determine if any changes in the foundation recommendations are necessary.

If deviations from the noted foundation conditions are' encountered during construction, they should also be brought to the attention of the soils engineer.

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LOG OF BCRING·_-..:::..l __ tntCO~FtNZD COWPRZS,," STRENCTH. TONS/FT.2 • J. ~ l t f III

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X ! j :l- i ..: )t < l' .. 10 40 50 • ... • SUIIFAC& aLZVATtOH 726.31

.. 1 AU ~ N.sPhalt w/granular base surfac- .

2 SS 1ng

~ariably colored mixed sand, gray-S ~ 3 55 el and clay w/occasional cinders

4 5S t7 and fragments of bricks, concrete

5 SS 2

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6 SS Z Brownish-gray mottled sandy, ilty CLAY (ell w/pebbles and 15

7 SS Z ..... c:anA 1 AnC:AC: .

8 SS 2

Grayish-brown clayey SAND (SC) w/Debbles .

9 S5 ~ Gray silty CLAY {CL} w/pebbles

10 SS Z and sand lenses

30 11 SS Z

"'\. Brown medi um-coarse SAND (SW)

35 Z Gray silty CLAY {Cl} w/pebbles 12 SS and sand lenses .

13 5S ttC. Gray medium 5AND{5P}

Gray medium-coarse SAND {SW}

14 SS ./ In/gravel

Gray si1ty CLAY (Cl) w/pebbles I 50 b and sand lenses 15 S5

55 Bottom of Boring

GROVND WAna DATA _6'3 u @ 3 days

II)A.~OF' 130iU.'U;i.

May 21, 1982

PROJECT \.

Proposed Downtown Parking Garage - Urbana, Illinois

CLIENT • PRO] ItCT ~O.

Main Street Associates Urbana, III i n01 s CBE - 8234 t , , I I f

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I I i , lOG OF SORING __ 2 __

! IJlIICONFL"'fED COMP RESStvlt ST'RJ:!tQTH. TONSI FT:I • ~ , , 3 • lit

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PLASTIC

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\fAT!!R L.IQUID :.I :.I « DESCRIPTION 01' MATDIAL LIMIT .,. CON':'ENT '10 t.aaT .. :.I .I ..

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10 20 30 50 Q • ... .. IVRPAC& n&VATIOJf 726.96 .., !L Asphalt w/granu1ar base surfacing

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2 ~S ~ CLAY (CL) ,'~~

Brown mottled silty CLAY (CL) 5

IL 3 $'5 --

:z 4 55 Grayish-brown si1 ty CLAY (CL) w/pebbles I

10 Z

5 S5

6 SS L

I 15 7 7 SS (CL) w/pebbles Gray 5 i lty CLAY '"-'" and sand lenses

8 SS Z I ~

20 Z· 9 SS

7 10 SS

I Bottom of Boring

OaoUNI)1IrAT1tR DAT It. UAT!!; 01' I:tORL'H;i

-17' @ 24 hours Mav 24. 1982

PROJEC':'

Proposed Downtown Parking Garage - Urbana~ Illinois

CLiENT • PROJECT !\IO.

Main Street Associates Urbana, Illinois CBE - 8234

LOG OF BORING 3

UNCO!'i1I:'fJ:D COMPRESSIVE STJ!J:NGTH. TO!fS/FT 2

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PLASTIC "ATER LIQUID

;.. :t :.l lit < I:I&SCRtPTION 0 .. WATDIAL L13tC1T ,.. CONTL"fT '!'Io UWlT '!". ;01 ..I i- :a. 0 COl

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2 SS . facing • ~rQwn silty SAND (SW) w/grave1, 5 3 SS - '- FIll -c. Gray and brown mottled silty

4 SS Z CLAY (CL)

10 5 S.S Z Gray wlbrown mOE(l~n~C(Jlty

6 SS Z ~aYiSh-brown silty CLAY (Cl) 15 w/pebbl es 7 SS Z

8 SS Z Gray silty CLAY (Cl) w/pebbles 20 9 5S Z and sand lenses

25 , 10 SS ~ Gray sandy, silty CLAY (Cl)

• w/pebbles and sand lenses 30 11 ss 12 1 , I Gray s11 ty CLAY (Cl) w/pebb1es r--

Z and sand lenses

• 12 SS Gray silty SAND (SM)

• 40 Gr,,! me~lum-coarse SAND (SW)

13 SS L w'nY'AVp

I 45 Bottom of Boring

I aROUND .. ATltR OATA - CATE OF

-9'411 @ 3 days May 21, 1982

PROJECT

Proposed Downtown Parking Garage - Urbana, Illinois

Ct.utNT • PROJECT :<10.

Main Street Associates Urbana, 111 i no; s CBE - 8234

LOG OF BORING __ 4 __

UNC()NP'C'{EJ) COIG'RESSIV1: STRENOTM. '!'OKS/FT 2

.1 l t ~ :II . U ;.. z PLASTtC "'AT!lt LIQUID ;01 :.I < DltteRlJl'TlOK OF WATDUA1.

LlMrT '!". CONTENT '1". LUG,. ~. ':01 ..I. P.

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5 (CL)

10'4 3 SS ~ lIP' tz ! 4 iSS Grayi s h- brown sil ty CLAY (Cl) II""- w/pebbl es

~ 5 Is

L. 6 SS [7

Brownish-gray silty CLAY (Cl)

L. 7 SS w/pebbl es

~ 8 SS silty CLAY (Cl) Brown sandy, w/pebbl es '" 20

~ 9 SS

Gray silty CLAY (Cl) w/pebbles and sand lenses

25 [7 ../Gray silty SAND (SM)

10 SS

Bottom of Boring i

GJIOCNl) WAnlt DATA -111 @ 24 hours

IlJA-;"1i: OF 5Q~u'f<.i May 24, PROJECT

Proposed Downtown Parking Garage . Urbana, Illinois

Ct,1£NT • PROJECT so.

Main Street Associates Urbana, III i noi s CBE - 8234

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LOG OF BORING __ 5 __

U1rCO~FL"'m COMPRESSIVE STRENGTH. TONS/FT% • J. ~ , l .- !III

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PLASTIC WATIUt LIqUID :.a /II < DESCRIPTION OF WATDIAL USUT'I'. CONT&NT'r. UWlT ... :.I ..I l-ra. d

III

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10 :'10 30 40 SO

... SUltPAC& at.J:VATlON 726.92 r 1/ Brown silty SAND (SW) w/gravel, 1 AU

2 S5 ~ FILL

~r~lYrown mottled silty CLAY ~t:~ 5 3 SS tz 4 SS tz ~wn mottled silty CLAY (ell

10 5 SS tz Gray clayey SAND (SC) 6 SS Z ~y and brown mottled clayey

15 7 SS Z ILT (ML), few pebbles

8 SS 2

20 Gray silty CLAY (Cl) w/pebbles 9 SS Z and sand 1 enses

25 10 SS Z

I'\. Gray silty SAND (SM)

30 11 . L;nIIII' SS 7 Gray SILT (Ml)

35 12 SS t;z Gray silty CLAY (Cl) w/pebbles and sand 1 enses

40 13 SS 7 V Gray medium SAND (SP) . 1 j

45 Bottom of Boring

GlIOl.'ND ""TD DATA DATI!: Of' BOR!.'II"

-9 1 @ 24 hours Mav 24 1982

. PROJECT

Proposed Oowntown Parking Garage - Urbana, 111 f no ; s

CLIENT • PROJECT ~O.

Main Street Associates Urbana, Ill; no; s CBE - 8234

I lOG OF BORING __ fiw--_

UKCO:tFL"iED CONPR.£SSlV!! STaENone. TO!'l'I/FT 2

• J. f 1 J 4 III . Col ... Ii PLASnc wAt'Ea L!QUll'l III ill < DESCJUPTlOH 0,. WATUlAL Ltwrr ~ CONTENT ". UWlT :"'. :.I d ..I ~ :..

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~ =- • III

STAtIOAJl.D "N" PUf&TRATtON. BLOWS/". ..I

11& ..I

X ~ j II. j I <C >- <C

s. 20 10 40 58 • .... • SUltPACE a.EY~TIOH 727.18

1 AU ~

~spna I 't w/granu I. a r base sur-

. facing 2 SS Varii(bly colored mixed sand, ..

5 3 SS rz gravel and clay w/occasional

4 SS t7 cinders and fra8~ents of bricks, conc~~te and we 4 FIll

1 10 tz

. 5 SS

Grayish-brown sil ty CLAY (Cl) 6 ss ~ w/pebbles

15 7 SS ~

8 SS rz Gray s 11 ty CLAY (Cl) w/pebbl es

20 9 55 ~ ·and sand lenses

.. 25 10 5S ~ Gray sandy, silty CLAY (Cl)

~/pebbles and sand lenses

~ 11 SS Brown medium SAND (SP) \

Gray Silty CLAY (Cl) w/pebbles

35 12 SS ~

and sand lenses r- SAND (SW) Gray medium-coarse

I

13 SS t2' w/gr~vel

Bottom of Boring

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GROtlNOWATER DATA -151 2" @ 3 days·

DA.JI; of tsVR!NCa

May 21, 1982

PROJEC1"

Proposed Downtown Parking Garage - Urbana, 111in01 s

Cl.lENt' • PROJECT SO.

LOG OF BOR1NG __ 7,--_

UM'C:ONFC'f1l) COMPRESSIVE ST1UUfGTH. TONliFT 2 I

J. f

~ , III

• U r- z

Pt.MTtC WAT!Ut LIQUID :.I ~ < DUClUPTtOM OF WATUrAL "tWIT .,. CONTENT or. UMlT~ lit ..I foo ~ 0 r .. ... --- c- -- - ........... 0 .... _ ......... ----0,----- Z z is .. lit. .. - '" ITANDAIlD "" .. PENET_AnON. 81.0Wl/P'T j: ..I tit

'X Co i Ao i ., )or -< t 18 30 SO

~ • .. ell stfJIp Ac:& aLEV ,,1'tOK 727.64 40

1 AU V . Brown 511 ty SAND (SW) w/gravel, .

2 SS ~ FU.L

5 3 5S ~ Varl Ibly col ired mixed s11 ty CLAY (CL) w/50me concrete rubble.

4 55 ~ between 9' - 9.5' .0 5 55 ~

Grayish-brown sil ty CLAY (Cl)

6 ~ 5S w/pebbles 5 7 5S ~

8 55 ~ ..

:0 9 55 ~ Gray silty CLAY (Cl) w/pebbles and sand lenses

:.0"1 lO 55 2 ,...

"""\ Gray medium SAND (5P) 30 11 55 7 Gray sandy, silty CLAY (eL) w/pebbles and sand lenses

15 .2 ~ Gray silty' CLAY (Cl) w/pebbles 55 and sand lenses

G~ay medium-coarse SAND (5W) 40 13 55 ./ w/CJravel

.5 Bottom of Boring

OROUNt) WATER DATA I gAil:: 0 .. ClQKl. ... Q

-18' on completion May 24~ 1982

PROJECT

Proposed Downtown Parking Garage - Urbana~ Illinois

• f Ct.:£NT • PROJECT so.

lOG OF BORING __ 8 __

UNCONFC'f!tI C::OWPR£Ss(V'& ST'RIUfOTH, TONI/F"T 2

• J 1 l ~ .. III U

PLASTtC LtQUltl

f. Z

IWATIUt til :.I < tllllc:RlPTtOH OF WATUIAL.

Ll3dT '7'. COHT2HT .,.. r..aar ~ foil

<5 ..I ...

:.. II. • - .- -·0" .... - .- ... ---0--- - ... - -- ----i:J.- ... ~- ! z ~ S

~ • III :.I

I?NCDAJUlI "N" PPZTRATtCN,. aLOWS/FT ..I

Oil ..I .

X II. t II. i

:.II: ,. <

to 10 30 SO Q • ... III SWPACK &t.ItVATtOlf 727.78 40

1 AU V -Brown silty SAND (SW) w/gravel~

2 SS ~

FILL

5 3 SS ~

Var1ably colored mixed sand, gra-vel and clay w/occasional cioders

I 4 SS K and fragments of bricks, concrete ~ 10 and wood FIll

5 SS ./ -- Brown silty SAND (SP) w/gravel r--

6 5S ~ 15 ~ay and brown mottled clayey

7 SS ~ SILT (ML), few pebbles 8 SS ~ ~rowniSh-gray silty'CLAY (CL) 20 9 SS ~ w/pebbles

III"

Gray silty C~Y {CL} w/pebbles , 25 10 ~ and sand lenses SS Gray sandy, silty CLAY {CL}

30 11 SS '7

w/pebbles and sand lenses

Gray silty CLAY (CL) w/pebbles .

35 and sand lenses 12 5S ~

Gray medium-coarse SAND (SW) 40 13 SS '7 w/gravel

45 Bottom of Boring

I aROUm) WATER DATA - 9' @ 24 hours ! uAT", of 1:I{Jt(4:'!-, 2

May 4s 1982

PR01£C':"

Proposed Downtown Parking Garage - Urbana~ Illinois CL.!£:ST t PROJECT ~O.

Main Street Associates Urbana ~ III i no; s CBE .;. 8234

LOG OF aORING ___ _

UlfC;O!i"meD C:OlofPlUI:SSlVE ST1tDOTH. '!"OM" FT 2

• J 2 1 .. J lIII . U ... z Pl.ASTIC w"Taa l.IQUID :.a lIII « ,oESCltlJl'TtON 0,. ""'TDlA£. L1JGT'To COHTL"'fT.,.. uwrT~ ;,t oJ ... ... 0 110 ..

~~ ... C~ - - ........... -0 .. __ .... - .. ~--~ .. ! z ~ 3 - lIII • M STNCDAIlQ '"Nit pun.AnOIl. JlLOWl,lPT j: ~ " oJ

X '" a. j

10 20 30 40 50 • I- .. sapACE 1:t.I:VATtOIf 727.04

,; Brown silty SAND (SW) w/gravel t

1 AU FILL ..

. 2 SS L

Variably colored mixed sandt S tz 3 55 gravel and cl~y w{occasional

. cinders and fragments of bricks, concrete and wood, FILL

4 SS tz 10 tz t... 5 SS

1-tz u.. 6 SS Gray; s h- brown silty CLAY (CL) I w/pebb1es

7 SS

t" 8 SS tz t2 I 9 SS I'--

I Gray silty CLAY (Cl) w/pebbles and sand 1 enses

25 tz 10 SS Gray medium SAND (SP)

II

Gray silty CLAY (CL) w/pebbles 30 [7 and sand lenses

11 SS

t Bottom of Borina aROUND WATER DATA - ~'"'" .- .JA.. ... \..:. ..... ~ I DATi: 01'" - ,-

Dry on completion Mav 24, 1982

PROJECT

Proposed Downtown Parking Garage - Urbana, Illinois

CLIENT • P ROJ ECT S"O.

Main Street Associates Urbana, III inoi 5 CBE -8234

GENERAL NOTES·

SAMp\1 fDm·tF1CATfON

The IInlfled 5011 Classlflcatron Sylt_ is used to identrfy the soIl unless othe~lse noted.

REI..ATIV£ DENStTY AND CONStST£MCY CLASSIFICATION

TIIUl OfON-tOMIS I VI SO ILS) BUNS PER FOOT

Very loos8. 0 -. it.

Loole 5 - 10 FI.,. t1 - 30 Pense 31 • So V~ry dense Over SO

TERM (COHES lYE SOt LS) Q,u (TSF)

Very soft 0 - 0.25 Soft ,0.25 - 0.50 ltedhllt 0.50 - 1.00 St iff 1.00 - 2.00 Very stl ff 2.00 - ~.oo Hard 4400+

, DRILLING & SAMPLING SYMBOLS

5S.: Spilt-spoon - '-3/8" 1.0 •• 2" 0.0., except where noted.

ST: .Shelby Tube • 2" 0.0 •• except wnel"'e noted.

AU: Auger IMp I es • D8: DI..,nd bl t~ \IS: Wash s.."le.

SO I L 'ROPE SVMBOLS

.' UnconfIned CClllpl"'esl rYe Strength. Q.u , TSF o

PenetrCllllleter 'Val ue, UncOftftned C .... pr.ss i va Strength, Q.u. TSF

Plastt~ lImit. ~ . 0 wacer' content. %

~ LIquId Brait. ~ x y

. Standal"'d • .,. .. penetration: Blows pel'" foot of a 140 pound h ... r fa t t r ng 30 1 nche. on • 2 I neh o. D. sp I I t spoon •.

Apparent.gl"'ounaw.ter level at tIme noted aftel'" completfon • . 3W.

. PART 1 eLE SIZE

Bouldel"'s 8 tn.+ -CoaI"'S. Sand ;.a-O.Om. SlIt 0.074m.-O.OOs..

Cobbles 8, In.-3 tn. ltedha S.nd 0.&..-0.2mIII Clay ·(J.OOS-

Gravel 3 in'.-S-· Fine Sand O.hIIII-o.071taa tnfIFIED SOIL CLASSIFICA1!ON

MAJORDm~ONS SYMBOL TYPICAL O:::~CRI?TION

,Well-graded !l"av.ls, ~2vel- OW sand mixtures

CWN

ClUVlL· GRJ.VBLS .. Poorly-gralied,ravels, ,.;vel-:t

AND GP sand mixtures GlUnlLY ~OIL5 Silty 'graftu, 'gravel-sand-

GRAVELS GM silt mixtures WITH ~S Clayey gravels, gravel-.s~nd-COi,RSE OC clay mixtures G!lAIED

S1ItS Well.graded sands, ,gr2velly SW

CI.E.AN sends

~ARre SAHDS Poorly-graded slnds, gravelly ;.ID SP SlindS 5.llf'DI

SOILS

SUt7 sanda, sand-sUt SMlllS SX mixtures WITH

~s ClaJel' sands, clay-aand , SCi mixtures

ML Inorganic s1l ts or ela1'!l'

SItts AND CUYS silts with slight plasticity

LOW FIU!TICIT!' Inorganic el.,.. ot' low to 'CL mad1u. plasticity

OL Organic s1l ts find organic ~il ty FINE clays or low pla stic 1 ty

GRAIN€D

SOILS Incrganic ail ts of high.

HH =,lastic1t:r SILl'S AND CLAYS '

HIGH PtASlICIl'l' ClI lnorgen1c clays or high plasticity

OR

Organic clays ot medium to high planicity

RICHLY ORGAliIc SOILS Peat, humus, swamp SOU! ."1.th

PT b1ghorganic contents

Note: Ihal $Y1Ibola are used to indicate oorderline classi...P:1cations.

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