STRUCTURE GEOTECHNICAL REPORT

LONGMEADOW PARKWAY BRIDGE CORRIDOR

RETAINING WALL

SN: RW-O1, STA. 2094+70 TO 2096+70

IDOT JOB No. P-91-393-94, SECTION: 94-00215-01-ES

KANE COUNTY, ILLINOIS

for

McDonough Associates, Inc.

130 East Randolph Street, Suite 1000

Chicago, IL 60601

(312) 946-8600

submitted by

Wang Engineering, Inc.

1145 North Main Street

Lombard, IL 60148

(630) 953-9928

March 8, 2011

WE! Ref. No. 201-23-01 Retaining Wall No. 1

Technical Report Documentation Page

‘A,WangE.ngineanng

1. Title and Subtitle 2. Report DateStructure Geotechnical Report March 8, 2011Longrneadow Parkway Bridge Corridor 3. Report Type SGR RGRRetaining Wall No. I L Draft Final Revised

4. Route! Section / County 5. IDOT Job / Contract No.Longmeadow Parkway! 94-00215-01-ES! Kane Job No. P-91-393-94

Contract:6. PTB / Item No. 5. Existing Structure Number(s) 6. Proposed Structure Number(s)

N/A N/A SN. RW-0l

7. Prepared by Contributor(s) Contact Phone NumberWang Engineering, Inc. Author: Mohammed Kothawala, P.E. (630) 953-9928 ext 361145 N Main Street QC/QA: Jeriy W.H. Wang, PhD, P.E.Lombard, IL 60148 PM: Mohammed Kothawala, P.E.

9. Prepared for Design / Structural Engineer Contact Phone NumberMcDonough Associates, Inc. Gerald Koylass, S.E., P.E. (312) 946-8600130 East Randolph StreetSuite 1000Chicago, IL 60601

10. Abstract

A new retaining wall will be constructed to accommodate widening of Longmeadow Parkway! BolzRoad on the north side of the roadway and west of Sleepy Hollow Road. This report providesgeotechnical recommendations for the design and construction of the proposed retaining wall. Theproposed wall is a fill wall with maximum exposed height of 6 feet. Four structure borings wereperformed for the retaining wall. One roadway boring was also performed by Wang Engineering in2005 forthe proposed Longmeadow Parkway widening.

Beneath the topsoil, the borings revealed in descending order, soft to very stiff silty clay to clay loam,medium stiff to hard silty loam and loose to dense sandy loam to sandy gravel. Groundwater wasmeasured during and at completion of drilling at various depths ranging from 6 to 37.5 feet belowground surface. The site is in Seismic Performance Category A.

The cast-in-place concrete cantilever or Mechanically Stabilized Earth (MSE) wall will not befeasible due to low bearing capacity and settlement concerns. We recommend steel sheet pile orsoldier pile wall. The report provides soil parameters for the design of the wall.

11. Path to archived fileS:\Netprojects\20 1230 1\Report\ RPT_Wang_MAK_RetainingWallNo. I_March20 11 .doc

rWang -

Engineering

TABLE OF CONTENTS

1.0 INTRODUCTION 1

2.0 METHODS OF INVESTIGATION 1

3.0 RESULTS OF OF FIELD AND LABORATORY INVESTIGATIONS 3

4.0 ANALYSIS AND RECOMMENDATIONS 4

5.0 CONSTRUCTION CONSIDERATIONS 8

6.0 QUALIFICATIONS 9

REFERENCESEXHIBITS

1. Site Location Map2. Boring Locations Plan3. Subsurface Soil Data Profile

APPENDIX ABoring Logs

APPENDIX BLaboratory Test Results

APPENDIX CGlobal Stability Analysis Results

‘F1145 North Main Streetaug Lombard, Illinois 60148

Engineering Phone (630) 953-9928www.wangeng.com

STRUCTURE GEOTECHNICAL REPORT

LONGMEADOW PARKWAY BRIDGE CORRIDOR

RETAINING WALL

SN: RW-01, STA. 2094+70 TO 2096+70

IDOT Job No. P-91-393-94, SECTION: 94-00215-01-ES

KANE COUNTY, ILLINOIS

FOR

MCDONOUGH ASSOCIATES, INC.

1.0 INTRODUCTION

This report presents the results of Wang Engineering, Inc. (Wang) subsurface investigation,

laboratory testing, and geotechnical evaluation for the proposed Retaining Wall No. 1 located on

the north side of Longmeadow Parkway and immediately west of Sleepy Hollow Road in the

City of Algonquin, Illinois. The project area is located in the northeastern part of Kane County.

On the USGS “Crystal Lake” Quadrangle Map, the proposed Retaining Wall No. 1 is located

in the SE ¼ of Section 5, Tier 42 North, Range 8 East. A Site Location Map is presented as

Exhibit 1.

The purpose of our investigation was to characterize the site subsurface soil and groundwater

conditions and provide geotechnical analyses and recommendations for the design and

construction of the new wall.

2.0 METHODS OF INVESTIGATION

The following sections outline the subsurface soil and groundwater investigation and

laboratory testing performed by Wang.

Geotcc1,nical . Con.ctruciion . Er1viron1n’ntLz1ijtia/ir.i £zzi;i-inz Servicts Since 1 9S’2

Longmeadow Parkway Bridge CorridorRetaining Wall No. 1Wang No. 201-23-01 WangMarch 8, 2011 W EnginringPage 2

2.1 Subsurface Investigation

Four structure borings (SX-0 1 through SX-04) were drilled along the Longmeadow Parkway

alignment between approximate Stations 2094+50 2097+00 on November 8 and 9, 2010.

Borings were marked in the field based on the proposed locations approved by McDonough

Associates, Inc. (MAT). The borings were performed on the grass area south of a pond from

elevations 912.04 and 915.59 feet. Borings SX-01 and SX-04 were drilled to depths of 20

feet below ground surface (bgs) and Borings SX-02 and SX-03 to depths of 40 feet bgs.

A truck-mounted drilling rig was used to complete the structure borings. Drilling was

conducted with hollow stem augers to advance and maintain an open borehole. Soil sampling

was performed according to AASHTO T 206, “Penetration Test and Split Barrel Sampling of

Soils.” The soil was sampled at 2.5-foot intervals to a depth of 30 feet bgs and at 5-foot

interval below 30 feet to boring termination depths. Samples collected from each sampling

interval were placed in sealed glass jars. As-drilled northing, easting, coordinates, stations,

offsets, and elevations were determined by Wang based on MicroStation drawing provided

by MAT, and are shown in the boring logs (Appendix A).

Field boring logs, prepared and maintained by a Wang soil inspector, included lithological

descriptions, visual-manual soil classifications, results of Rimac or pocket penetrometer

unconfined compression tests, and Standard Penetration Tests (SPT) recorded as blows per 6

inches of penetration.

Groundwater levels were measured while drilling and at the completion of drilling

operations. Upon completion, the boreholes were backfilled with bentonite chips mixed with

soil cuttings. In addition, the ground surface was restored as close as possible to the original

condition.

In addition to the structure borings, one roadway boring, R-033 was performed by Wang in 2005

for MAI for Bolz Road/Longmeadow Parkway roadway project. This roadway boring was

considered to supplement the soil descriptions in the proposed retaining wall area. Boring R-033

was drilled from elevation 914.97 feet to a depth of 20 feet bgs.

Longmeadow Parkway Bridge CorridorRetaining Wall No. IWang No. 201-23-01 II’angMarch 8,2011 EngineeringPage 3

2.2 Laboratory Testing

Samples obtained in the field were transported to our in-house laboratory in Lombard, Illinois.

The testing program included moisture content (AASHTO T 265) on all soil samples. Atterberg

limits tests (AASHTO T 89-96 & T 90-96) and particle-size analyses (AASHTO T 88-97)

were performed on selected soil samples. The laboratory test results are shown on the boring

logs (Appendix A) and included in Appendix B. All field visual classifications were verified in

the laboratory.

The soil samples will be retained in our laboratory for 60 days following the final report

submittal. After that, the samples will be discarded unless a specific written request is

received as to their disposition.

3.0 RESULTS OF FIELD AND LABORATORY INVESTIGATIONS

Detailed descriptions of the soil conditions encountered during the subsurface investigation are

presented in the attached Boring Logs (Appendix A) and in the Subsurface Soil Data Profile

(Exhibit 3). Please note that strata contact lines represent approximate boundaries between soil

types. The actual transition between soil types in the field may be gradual in horizontal and

vertical directions.

3.1 Soil Conditions

Near the surface, the borings encountered 12 to 18 inches of black silty clay loam topsoil. In

descending order, the general lithologic succession encountered beneath the topsoil includes: 1) soft

to very stiff silty clay to clay loam; 2) medium stiff to hard silty loam; and 3) loose to dense sandy

loam to sandy gravel.

1) Soft to very stiffsilty clay to clay loam

Beneath the topsoil, the borings encountered 4.8 to 11.7 feet of soft to very stiff, black, brown, and

gray silty clay to clay loam with some organic material. The soil has unconfined compression strength

(Qu) values of 0.49 to 3.5 tsf with an average of 1.7 tsf and moisture contents (MC) of 13 to 43% with

an average of 23%. Laboratory index testing on samples from this layer shows Liquid Limit (LL)

value of 25% and Plastic Limit (PL) value of 13%.

Longmeadow Parkway Bridge CorridorRetaining Wall No. IWang No 201-23-01 IVarigMarch 8,2011 EngineeringPage 4

2) Medium stjff to hard silty loam

At elevations of 897.3 to 907.8 feet (7.7 to 14.7 bgs), the borings advanced through medium stiff to

hard, brown and gray silty loam. The soil has Qu values of 0.74 to 4.1 tsf with an average of 2.2 tsf

and MC of 10 to 19% with an average of 13%. Laboratory index testing on samples from this layer

shows Liquid Limit (LL) values of 18 to 20% and Plastic Limit (PL) value of 12%.

3) Loose to dense sandy loam to sandy gravel

Beneath silty loam layer, the boring revealed loose to dense, brown and gray sandy loam to sandy

loam. This layer has an N-value of 8 to 49 blows/foot with an average of 21 blows/foot.

Exception should be noted in Borings SX-03 and R-033 where layers of peat and very soft silty clay

loam material with high moisture encountered between elevations 897.0 and 906.5 ft (3.0 to 18.0 ft

bgs). The peat material has Qu values of 0.41 to 0.74 tsf with an average of 0.57 tsf and MC of 135 to

239% with an average of 204%. Above and below the peat material, the boring encountered 2.0 to 7.0

ft of very soft to medium stiff clay to silty clay loam. This cohesive soil has Qu values of 0.0 to 0.82

tsf with an average of 0.28 tsf and MC of 34 to 86% with an average of6l%.

3.2 Groundwater Conditions

Groundwater was encountered in borings SX-01 through SX-04. While drilling, groundwater was

measured between elevations 874.54 and 908.74 feet (6.0 to 37.5 ft bgs). At the completion of

drilling, groundwater was measured between elevation 898.74 and 908.59 feet (7.0 to 16.0 ft

bgs). Therefore, we assumed the groundwater is present at Elevation 908.74 feet.

3.3 Seismic Considerations

Seismic data is not applicable for the retaining wall.

4.0 ANALYSIS AND RECOMMENDATIONS

The proposed retaining wall will be basically a fill wall. Wang has evaluated possible wall

types that can be considered for the support of the proposed fill associated with the roadway

widening. The type of wall system should be based on the construction and cost

considerations.

Borings SX-03 and R-033 revealed layers of peat and soft to very soft cohesive soils below

approximate elevation 909.0 feet. A shallow foundation consisting of spread footings would not

Longmeadow Parkway Bridge CorndorRetaining Wall No. IWang No. 201-23-01 WangMarch 8,2011 EngineesinqPage 5

be suitable considering the low bearing capacity and settlement concern. Therefore, a cast-in-

place concrete cantilever wall supported on spread continuous footing or Mechanically

Stabilized Earth (MSE) wall would not be feasible. The possible wall types that could beconsidered are soldier-pile wall and steel sheet pile wall with concrete facing. The following

sections present the results of our analysis and recommendations for the retaining wall.

4.1 Steel Sheet Pile Wall

The steel sheet pile wall will not require any excavation or dewatering. The steel sheet piles

should be made of new material. The interlocks partially get clogged during driving and after

installation due to fine soil particle migration. Full groundwater drainage through interlocks

may not be possible for a permanent condition. We recommend that weep holes be provided

or hydrostatic pressure be considered in the design. A Geocomposite Wall Drain should be

placed over the interlocks and area of the weep holes. In place of weep holes, aGeocomposite Wall Drain could be connected to the 4-inch diameter perforated drain pipe.

The backfill behind the wall for a width of 2 feet should be free draining granular material.

4.2 Soldier Pile Wall

The Soldier Pile and lagging type of retaining wall (S-P Wall) can be considered as a wallinstalled with a top-down constructed method. It will not be difficult to drive soldier piles inexisting soils; however, piles will be limited to H-pile section. Soldier piles installed in

drilled shaft will provide more passive resistance and wider section can be used such as wide

flange beam (W) section. For a higher wall portion a larger section of the soldier pile and/or a

less spacing of the piles may be necessary. The plan should show minimum timber lagging

thickness to be 3 inches. A Geocomposite Wall Drain should be placed over the timber

lagging area in front face of the wall and connected to the 6 inch diameter perforated drain

pipe.

4.3 Geotechnical design of steel sheet and soldier pile walls

The soil parameters shown in Table 1 should be used for the design of the steel sheet pile and

soldier pile walls based on the soil conditions encountered in the borings. Therecommendations pertaining to site preparation and earthwork are presented in subsequent

sections of this report. The design of the steel sheet or soldier-pile wall should ignore 3 feet

of soil in front of the wall measured from the finished ground surface elevation in providing

passive pressure due to excavation required for installation of concrete facing, drainage

system and frost-heave condition. In developing the design lateral pressure, the lateral

Longmeadow Parkway Bridge CorridorRetaining Wall No. IWang No. 201-23-01 II’angMarch 8,2011 EngineeringPage 6

pressure due to construction equipment surcharge load should be added to the lateral earth

pressure. We recommend using granular backfill behind the wall. The water pressure should

be added to the earth pressure if drainage is not provided. The simplified earth pressure

distributions shown in AASHTO Standard Specifications for Highway Bridges or other

suitable earth pressure distributions should be used. We recommend a linearly increasing

lateral active earth pressure at 40 psf per foot of depth below the grade behind the wall

considering horizontal grade with drainable backfill. Design considerations should also

include deflection control at the top of the wall.

Table 1

Geotechnical Parameters for Design of Steel Sheet Pile and Soldier-Pile Walls

Shear Strength Properties Estimated

Short Term Long Term Lateral Soil Estimated

Moist Unit Modulus Soil StrainSoil Description Friction Friction

Weight (pcf) Cohesion Parameter Parameter,Anale p Angle p’

Cu (psf) (Static), k(Degree) (Degree)

(pci)

New Fill-Cohesive 120 1000 0 30 10 -

Peat 100 400 0 26

Very Soft to Soft105 200 0 26

Cohesive

Medium Stiff

Cohesive 110 1000 0 27 300 0.02

(Qu_0.5_to_.99_tsf)

Stiff Cohesive115 1500 0 28 500 0.015

(Qu_1.0_to_1.99_tsf)

Medium Dense120 0 32 32 60 -

Granular (N 10 to 29)

Dense Granular125 0 34 34 125 -

(N_30_to_49)

• Granular soils are classified as Sand, Sandy Gravel and Sandy Loam on the boring logs.

Longmeadow Parkway Bridge CorridorRetaining Wall No. IWang No. 201-23-01 IWilhlgMarch 8,2011 V” EngineeringPaee 7

• Cohesive soils are classified as Clay, Silty Loam, Silty Clay, and Silty Clay Loam on the

boring logs.

• Unconfined Compressive Strength values of the cohesive soils are shown as Qu on the

boring logs.

• Boring logs show SPT values number for three consecutive 6-inch penetration. N value is

the sum of the total of second and the third numbers.

• Moist unit weight and Friction Angle estimated from SPT numbers.

We recommend that the wall tip should be at least to the elevations shown in Table 2 to

provide global stability with FOS of at least 1.5.

Table 2

Minimum embedment for sheet pile and soldier pile wall

Station Range Minimum Tip

Elevation, feet

Beginning of Wall to 904.0

Sta._2095+00

Sta. 2095+00 to 897.0

Sta._2095+50

Sta. 2095+50 to 892.0

Sta._2096+50

Sta. 2096+50 to 905.0

End_of wall

4.4 Global Stability

The conventional slope stability analyses were performed near Station 2096+00 considering 6

feet of retained height and backfill slope of 1:3 (V:H). Analysis was performed with SLIDE vS

computer software. The minimum factor of safety (FOS) calculated was 1.23 without

considering pile embedment, 250 psf surcharge and 1:2 (V:H) slope in front of the wall.

Considering continuous wall embedment of one foot into the stiff clay, the FOS calculated was

1.79. The embedded portion of the piles will provide resistance against the slope instability

above the tip of the piles. Details of the global stability analysis with critical failure surfaces and

results are presented in Appendix C.

Longmeadow Parkway Bridge CorridorRetaining Wall No. IWang No. 201-23-01 1$angMarch 8,2011 EngineeringPage 8

4.5 Settlement Analysis

As per cross sections sheet (plot date 10/25/2010) prepared by MA!, it is understood that there

will be a very minor change in the new roadway grade profile near the proposed retaining wall.

The widening of the roadway near the retaining wall will raise the existing grade at Station2096+00 from zero at 10 feet left of centerline to 6 feet at 45 feet left of centerline (at retaining

wall). Wang performed settlement analysis for the widening portion of the roadway. The

estimated maximum settlement of the embankment is on the order of 1.6 inches. The roadway

subgrade treatment will need to be provided to reduce the total settlement. Some downdrag load

may occur on the piles but should be acceptable for the retaining wall.

5.0 CONSTRUCTION CONSIDERATIONS

5.1 Excavation

Any required excavations should be performed in accordance with local, state, and federal

regulations including current OSI-IA regulations. The potential effect of ground movements

upon nearby utilities should also be taken into consideration.

5.2 Dewatering

Based on the results of borings, we do not anticipate any significant groundwater problems

during the construction for an excavation to a depth of 9 feet below exiting roadway

pavement (approximate Elevation 910.0 feet). Perched water existing in the granular

embankment will seep into the excavation in relatively small quantity which can be handled

by the sump pump method. The groundwater is likely to be encountered in excavations below

approximate Elevation 910.0.

5.3 Filling and Backfihling

All fill and backfill materials should be pre-approved by the site engineer. The backfill

material should be porous granular material free of organic materials and debris. Backfill

material should be compacted in lifts no greater than 8 inches in loose thickness. Each layer

should be compacted to a minimum 95 percent of the maximum dry density as determined by

AASHTO T 99, Standard Proctor Method.

5.4 Wall Construction

The wall should be constructed as per IDOT Standard Specifications. The sheet piles could

be installed by driving to the required penetration using a vibratory hammer. The special

Longmeadow Parkway Bridge CorridorRetaining Wall No. IWang No. 201-23-01March 8,2011 W Eng&ieingPage 9

provisions developed by IDOT for construction of steel sheet pile wall and soldier-pile wall,

available at the IDOT web-site (ht p:fl w.dotsateiLusbridesfbstthtmI) should be used. A

temporary casing in granular, and very soft cohesive, organic and peat soils will be required.

5.5 Construction Monitoring

There is no need for a special construction monitoring for the retaining wall except normally

required by the IDOT Standard Specifications.

6.0 QUALIFICATIONS

The analysis and recommendations submitted in this report are based upon the data obtained

from the borings performed by Wang at the locations shown on the boring logs and Exhibit 2.This report does not reflect any variations that may occur between the borings or elsewhere

on the site, variations whose nature and extent may not become evident until the course ofconstruction. In the event that any changes in the design and/or location of the retaining wall

are planned, we should be timely informed so that foundation recommendations can be re

reviewed, and revised if necessary.

It has been a pleasure to assist McDonough Associates, Inc. and Kane County on this project.Please call if there are any questions, or if we can be of further service.

Respectfully Submitted,

WANG ENGINEERING, [NC.

,ç4L

Jerry W.H. Wang, Ph.D., P.E. Mohammed A. Kothawala, P.E., D.GEPrincipal Sr. Project Manager/Sr. Geotechnical Engineer

Longmeadow Parkway Bridge CorridorRetaining Wall No. IWang No. 201-23-01 IVangMarch 8,2011 EngineeringPage 10

REFERENCES

AASHTO 2002. Standard SpecUlcations for Highway Bridges. American Association ofState Highway and Transportation Officials, Inc., Washington, D.C.

IDOT 1999. Geotechnical Manual. Illinois Department of Transportation.

IDOT 2007. Standard Spec,fications for Road and Bridge Construction. Illinois Departmentof Transportation

IDOT 2009. Bridge Manual, Illinpois Department of transportation

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Site Map Scale 1 inch equals 90 feet

ExDlanation:

0 20 40 60 80 100 120 140

DISTANCE ALONG PROFILE (feet)

Lithology Graphics

160 180 200 220 240

IDH Silty Clay, Silty Clay Loam IDH Sand, Sandy Loam Gravelly sand, sandy gravel

BSI Peat Organic soil IDH Clay Loam

Sx-01

_______

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Water Level Readingat time of drilling.Water Level Reading24-hr after drilling or atend of drilling

0 24

Horizontal Scale (feet)

Vertical Exaggeration: 2.5x

Wang Engineering, Inc.1145 N Main StreetLombard, IL 60148

Subsurface Soil data Profile

[Wi.)(j 12

—

Bolz RoadiLongmeadow ParkwayKane County, Illinois

JOB NUMBER PLATE NUMBER

201-23-01 EXHIBIT 3

F

‘%‘Wang‘ Engineering

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tAPPENDIX A

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Page 1 of 1

wang BORING LOG SX-O1Evg,neer,ng

Datum NGVDwangeng@wangeng.com WEI Job No.: 2012301 Elevation: 914.74 ft1145 N Main Street Client McDonough Associate Inc North: 1993450.03 ft

Lombard IL 60148 East: 987251.45 ft

Telephone: 630 953-9928Project BoIz RoadLongm w ParKway Station: 2094+67.46

Fax: 630 953-9938 Location ne.C.°unty,.H!inois Offset: 46.16 LT

a)

0a-

Ca

(1)

16-inch thick, black and brownSILTY CLAY LOAM

D

o

C-)

a)0

a-

a)a. C

.

SOIL AND ROCK— a.

DESCRIPTION(I)

1

2

CC

auJ

--TOPSOIL--

SOIL AND ROCKDESCRIPTION

Medium stiff to very stiff, black,brown and gray SILTY CLAY,trace gravel

--FILL--

5

Ofl7

Stiff toSILTY LOAM to SILTY CLAYLOAM

10

233

211

022

266

567

356

357

3.50P

0.66B

NP

1.64B

2.87B

2.05B

2.21B

1.89B

26

20

16

15

13

11

11

12

3

4

5

6

7

8

--LL(%)=20, PL(%)=12—%Gravel9.2--%Sand=26.7--lt

--%Silt=52.5----%Clay=11.5--

Thin sand lense at 14.75 bgs

terminated at 20.00 ft

479

25

C:

C

C

C-2C)2CLC:2Ca

GENERAL NOTES WATER LEVEL DATABegin Drilling -09-2 Complete Drilling -0.9-20 While Drilling .Q0. ftDrilling Contractor WTS Drill Rig ... TMR B-57 At Completion of Drilling Y .00. ftDriller R&J Logger C.. Pavis Checked by A. Ku ia Time After Drilling NADrilling Method

. .3,2-jnc.h. .HSA Depth to Water NAThe stratification lines represent the approximate boundary

between

soil Woes: the actual transition may be gradual.

Soft, gray SILTY CLAY withtrace SAND

--LL(%)=25, PL(%)=13--

0.25-inch gray sand seam at12.75 feet

--%Gravel=12.3----%Sand24.

GENERAL NOTESBegin Drilling 11-08-2010 Complete Drilling 11-09-2010Drilling Contractor WTS Drill Rig ...TMR B.5Driller R& Logger N. Boddy Checked by A. KurniaDrilling Method

. .3.25-inch .HSA

Boring terminated at 40.00 ft

WATER LEVEL DATAWhile Drilling 25.50 ftAt Completion of Drilling Y 7..0.0.ftTime After Drilling NADepth to Water NAThe stratification lines represent the approximate boundary

Page 1 of 1

VrWang BORING LOG SX-02Eng,eeriag

Datum NGVD

wangengwangeng.com WEI Job No.: 20 1-23-01 Elevation: 912.48 ft1145 N Main Street Client McPqugi.Asoci.ate Inc Norlh: 1993442.25 ft

Lombard IL 60148 East: 987320.19 ft

Telephone: 630 953-9928Project BoIz Rq? gmeadpw arkway Station: 2095+36.45

Fax: 630 953-9938 Location e.cpunty,.!!!inpjs Offset: 41.10 LT

a)

0

0

C0

a)UI

SOIL AND ROCKDESCRIPTION 0

a)0.>,

0.

CDCl)

dza)0.ECD

Cl)

U,

CD co>

Cl)

SOIL AND ROCKDESCRIPTION

SANDY GRAVEL

- 37.5O

At Completion of Drilling DRYTime After Drilling NA

While Drilling

Page 1 of 1

‘%Wang BORING LOG SX-03VV Engrneerrng

Datum NGVD

wangengwangeng.com WEI Job No.: 201-23-01 Elevation: 912.04 ft

1145 N Main Street Client MCDOn°ugh Associates, Inc North: 1993443.25 ft

BoI’ Longmeadow ?.rkway Station; 2096+0t68

Fax: 630 953-9938 Location Kane County, Illinois Offset: 44.67 LT

‘1)

0

0,

C0

>.—a)

UI

SOIL AND ROCKDESCRIPTION

0>,

0.

.0

0.0

az0,E(‘3

U,

Cl)

‘3 (C

>-

LI)

16-inch thick TOPSOIL--TOPSOIL--

ium suit to stiff, black atbrown organic SILTY CLAY

SOIL AND ROCKDESCRIPTION

Medium dense to dense, graySANDY LOAM with trace gravel

--%GraveI5.3----%Sand=20.2--

--%Silt=64.8----%C1ay9.7--

--LL(%)=18, PL(%)=12--

GENERALBegin Drilling -08-2Drilling Contractor WTS

Complete Drilling -08-2Drill Rig ....TMR.-B-

Driller Logger N..Boddy Checked by A. KurnjaDrilling Method .3.25-inch. .HSA

Page lot 1

wany BORING LOG SX-04Eng,neer,ng

Datum: NGVDwangengwangeng.com WEI Job No.: 2012301 Elevation: 915.59 ft1145 N Main Street Client McDonough Associates, Inc North: 1993441.22 ft

T&ephone 630Project BoIz. Rqpngmcadv..p.cway Stabon:2096+6T53

Fax: 630 953-9938 Location e.çqity,.H!inojs Offset: 45.23 LT

Ca) aSOIL AND ROCK

DESCRIPTION 0

a)a)

a). ‘-

a)(I,

aza)a)Sa)

U,

CD

>

Cl)

D

Ua)a0

14-ich thick, black SILTY CLAY

--TOPSOIL--f

Medium dense, brown SANDYLOAM

912.6

. SOILAND ROCKDESCRIPTION t

0)a).>,,I—

a). ‘

ESa)U,

aza)a)Sa)(i

0l

CD

>-

U,

DO:g o-

(2

Stiff, black, brown and grayCLAY LOAM

--FILL---%GraveIO.2-- Q—%Sand=44.0--

--%SiIt=31.1-- ---%Clay=24.6--

907.8

Stiff to hard, brown and grayI I SILTY LOAM to SILTY CLAY

LOAM, trace gravel

III 10

15

jJ• 897.6

2

3

4

5

6

7

8

564

333

223

499

457

36

50/4

335

335

NP

1.31S

1.64B

4.00P

369B

2.46B

1.72B

NP

8

16

24

14

11

12

12

13

x

x

x

xLoose, brown GRAVELLYSAND

895.6 20Boring terminated at 20.00 ft

25

0(2

0“C

0N

C)z(32a)(32

2

GENERAL NOTES WATER LEVEL DATABegin Drilling -08-2 Complete Drilling 082 While Drilling 8.00 ftDrilling Contractor WTS Drill Rig ... TMR B5 At Completion of Drilling Y 7.00. ftDriller R& Logger Boddy Checked by A Time After Drilling NADrilling Method .3..2-i.n.c.h. .HSA Depth to Water N.A

The stratification lines represent the approximate boundary

between

soil types: the actual transition may be gradual.

3546

4799

3335

2444

Page 1 of 1Wang BORING LOG R-033Engineering

Datum NGVD

wangeng@wangeng.com WEI Job No.: 201 23O1 Elevation: 914.97 ft

1145 N Main Street Client McDonouhPssocjate North: 1993426.60 ft

Lombard, IL 60148 East: 987383.31 ftProject BoIz Road . +

Telephone: 630 953-9928 tation.

Fax: 630 953-9938 Location çunty, IlJmois Offset: 27.94 L

SOIL AND ROCKDESCRIPTION

)14.0 —TOPSOIL—

Loose to medium dense, blackSILTY LOAM

j g SOILAND ROCKz DESCRIPTION .

0 tOU) C.)

13

312

5 3

i’ll

37

4

ark brown PEAT

904.0

5

10

3233

Very soft to medium stiff, graySILTY CLAY LOAM

NP

NP

NP

0.20P

NP

0.50P

0.00P

0.00P

0.00P

1.25P

6 111

1000

7

68

239

86

53

65

34

17

158

9

1000

000

246

10

25

GENERAL NOTIBegin Drilling 6-06-2 - Complete Drilling -06-2005Drilling Contractor PcQN.P.R!WNG Drill Rig CME55TMRDriller K Logger Koslosk Checked by . B.. Fugiel.Drilling Method ,25-inch. H.SA

WATER LEVEL DATAWhile Drilling PRYAt Completion of Drilling Y PRYTime After Drilling NADepth to Water NAThe stratification lines represent the approximate boundaryhotween coil twinc the ertrrI trencitinn mev ho nrcrlrrai

*‘Wang -

Engineering

APPENDIX B

PLAS

ITY

NDEx

60

/5C

74C 7/

3C_____ 7/__V

2C

7

17zic

CL-ML *

02 ) 40 60

LIQUID LIMIT

80 I U0

Specimen Identification LL PL P1 Fines IDH Classification

• SX-01#6 13.5 ft 20 12 8 64 Silty Loam

X SX-02#4 8.5ff 25 13 12

A SX-02#9 21.0 ft NP NP NP

* SX-03#8 18.5ft 18 12 6

fl1 Wang Engineenng Inc - ATTERBERG LIMITS’ RESULTS

I rLfl6SOt Project BoIz Road/Longmeadow Parkway

Telephone: 630 953-9928 Location: Kane County, IllinoisFax: 630 953-9938

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER

I

CDw

>-

wzL1

IzwC-)

LU0

SAND ICOBBLES GRAVEL I SILTAND CLAY

coarse fine

GRAIN SIZE IN MILLIMETERS

CC

Specimen Identification IDH Classification LL PL P1 Cc Cu• SX-01#6 13.5 ft Silty Loam 20 12 8I SX-02#8 18.5 ft Silty Loam 0.61 2467A SX-03#7 16.0 ft Silty Loam 0.40 19.77* SX-04#2 3.5 ft Clay Loam

Specimen Identification D100 D60 D30 D10 %Gravel %Sand %SiItJ/oCIay• SX-01#6 13.5ft 12.7 0.064 0.01 9.2 26.7 52.5 11.5Z SX-02#8 18.5ft 12.7 0.068 0.011 0.003 12.3 24.5 55.0 8.3

SX-03#7 16.Oft 12.7 0.042 0.006 0.002 5.3 20.2 64.8 9.7* SX-04#2 3.5ft 4.75 0.139 0.003 0.2 44.0 31.1 24.6

GRAIN SIZE DISTRIBUTION

W

Wang Engineering Inc. 1 145 N Main Street Project: BoIz Road/Longmeadow Parkway

SCEFax: 630 953-9938

, / Lombard, 1L60148Telephone: 630 953-9928 Location: Kane County, Illinois

— Number: 201-23-01

WrWang -

Engineering

APPENDIX C

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(pcf

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(deg

.)

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125

1000

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ltyL

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