A_-_Soils_Investigation_Report_TSC.pdf

Geotechnical & Environmental Engineering

Construction Materials Engineering & Testing

Laboratory Testing of Soils, Concrete & Asphalt

Geo-Environmental Drilling & Sampling

GEOTECHNICAL GROUP

TESTING SERVICE CORPORATION

Corporate Office 360 S. Main Place, Carol Stream, IL 60188-2404

630.462.2600 • Fax 630.653.2988

Local Offices:

457 E. Gundersen Drive, Carol Stream, IL 60188-2492

630.653.3920 • Fax 630.653.2726

650 N. Peace Road, Suite D, DeKalb, IL 60115-8401

815.748.2100 • Fax 815.748.2110

1350 TriState Parkway, Unit 122, Gurnee, IL 60031-9135

847.249.6040 • Fax 844.767.4721

2235 23RD Avenue, Rockford, IL 61104-7334

815.394.2562 • Fax 815.394.2566

203 Earl Road, Suite A, Shorewood, IL 60404-9446

815.744.1510 • Fax 815.744.1728

TESTING SERVICE CORPORATION

Local Office:

457 E. Gundersen Drive, Carol Stream, IL 60188-2492

630.653.3920 ! Fax 630.653.2726

Corporate Office:

360 S. Main Place, Carol Stream, IL 60188-2404

630.462.2600 ! Fax 630.653.2988

Providing a Full Range of Geotechnical Engineering, Environmental Services, and Construction Materials Engineering & Testing

Local Office July 26, 2018

Ms. Andrea Terry Bauer Latoza Studio 2241 S. Wabash Avenue Chicago, IL 60616

Re: L-88,398 Proposed Site Improvements Pullman National Monument 11001 S. Cottage Grove Avenue Chicago, Illinois

Dear Ms. Terry:

This report presents results of a soils exploration performed in connection with proposed site improvements for the Pullman National Monument in Chicago, Illinois. These geotechnical engineering services are being provided in accordance with TSC Proposal No. 60,623 and AIA Agreement for Special Services dated May 21, 2018. Our work was coordinated through Mr. Michael Mondus of SPACECO, Inc.

The project site is located at 11001 S. Cottage Grove Avenue, lying on the northeast corner of its intersection with 111th Street. The former Pullman Factory Administration Building is present on it and remains fairly intact, a second building which is still standing having been heavily damaged by fire. The remnants of additional buildings as well as previous pavements are also present at the surface, other portions being grass and/or weed-covered as well as containing scrub brush and scattered trees. The site is otherwise flat with ground surface elevations being on the order of +12.5 CCD (City of Chicago Datum).

No specific plans are available in connection with proposed site improvements. However, parking lots and pedestrian walkways are to presumably be added at some point. It is anticipated that mass-grading for them will involve only minor cuts and fills.

Field Investigation and Laboratory Testing

Twenty-two (22) soil borings were performed as part as our subsurface exploration. They were staked by TSC at those genral locations selected by SPACECO, as indicated on the Boring Location Plan which is attached. Ground surface elevations at the boring locations were acquired using a Trimble R8S GNSS receiver, being converted to CCD and rounded to the nearest 0.5 foot.

Borings 1 - 7 and 11 - 22 were extended to 10 and 5 feet below existing grade, respectively, with Borings 8 - 10 inside the Administration Building (under the clock tower) hand-augered to variable depths. They were drilled and samples tested in accordance with currently recommended American Society for Testing and Materials specifications. Approximately half were performed using a conventional rig, with which soil sampling was performed at 2½-foot intervals in conjunction with the Standard Penetration Test (SPT). A GeoProbe rig was used to drill the other half (except for the hand-auger borings), with which continuous macro-core push samples (1.5 inch diameter) were taken from which representative test specimens were obtained at approximate 2-foot intervals. Water level readings were taken during and following completion of drilling operations.

Bauer Latoza Studio Pullman National Monument L-88,398 - July 26, 2018

-2-

Soil samples were examined in the laboratory to verify field descriptions and to classify them in accordance with the Unified Soil Classification System. Laboratory testing included moisture content determinations for all cohesive and intermediate (silt or loamy) soil types. An estimate of unconfined compressive strength was obtained for all cohesive soils using a calibrated pocket penetrometer (Qp) samples of native clay soils. Dry unit weight test were also run on specimens of clay fill.

Reference is made to the attached boring logs indicating subsurface stratigraphy and soil descriptions, results of field and laboratory tests, as well as water level observations. Definitions of descriptive terminology are also included. While strata changes are shown as a definite line on the boring logs, the actual transition between soil layers is likely to be more gradual. Fluctuations in the groundwater table may also occur due to variations in precipitation (short-term and seasonal) as well as rises or drops in pond, creek or other nearby surface water features, i.e. water levels at a future date may be higher or lower than those recorded at the time of drilling.

Discussion of Test Data

P.C. concrete slabs were present at or right below the surface of Borings 3, 6, 7, 13 - 16 and 19 (8 total), concentrated around the existing buildings present on the site. The concrete slabs were approximately 4 to 6 inches thick in most cases, up to 10 inches thick at B-14. They were overlain by a couple inches of sand and gravel at B-16 and 6 inches of bituminous concrete at B-19.

Approximately 6 to 8 inches of sand and gravel (as well as occasional crushed stone) was present at the surface of Borings 1, 5, 12, 18 and 20 (5 total). Surficial topsoil and/or root zone materials (possible respread) were 4 to 6 inches thick at Borings 17, 21 and 22. Clayey topsoil fill (with roots) was up to 20 inches deep at B-11.

Variable fill otherwise extended 2 to 3 feet below existing grade at the majority of the boring locations.

It primarily consisted of silty sand and gravel containing cinders, slag and brick pieces, commonly referred to as urban fill in this area. Silty/sandy clay fill materials were also present in over one-third of the borings, extending to the bottom of Borings 11 and 18 at 5 feet in depth. Samples of the cohesive fill had variable moisture contents and dry unit weights ranging from 17 to 29 percent and 95 to 115 pounds per cubic foot (pcf), respectively.

Borings 8 - 10 hand-augered inside the Administration Building (under bell tower) revealed atypical fill conditions. In this regard, miscellaneous urban fill was only about 14 inches thick at B-8, with B-10 only able to penetrate about 10 inches into larger brick and concrete pieces. Crushed stone fill extended about 4.5 feet in depth at B-9, comprised of small gravel of apparent IDOT CA-7 gradation (possible trench backfill).

Stiff to very tough native silty clay soils of medium to high plasticity were found underlying the fill materials, extending to the bottom of those borings where encountered (i.e. at the majority of them).

These cohesive materials had unconfined compressive strengths ranging from 1.0 to 3.0 tons per square foot (tsf), occasionally being higher. Moisture contents normally varied from 20 to 28 percent, occasionally being both higher and lower.

Almost all of the borings were “dry” both during and upon completion of drilling operations. The only exception was B-9 hand-augered inside the Administration Building, where free water was encountered at 4 feet below existing grade (apparently trapped within the CA-7 fill materials present there).

Pullman National Monument L-88,398 - July 26, 2018

-3-

Analysis and Recommendations

No specific plans are available in connection with proposed site improvements for the Pullman National Monument. However, parking lots and pedestrian walkways are to presumably be added at some point. It is anticipated that mass-grading for them will involve only minor cuts and fills.

It is recommended that future pavement and pedestrian walkway areas be cleared of vegetation as part of subgrade preparation. Stripping up operations should also include the removal of all surficial topsoil and root zone, with these materials being relatively thin where present. Existing asphalt and P.C.

concrete should be removed if located within 6 inches of the proposed subgrade elevation, to be broken into pieces not exceeding 3 square feet (sf) in surface area if left in-place below that level. Any concrete foundations or other buried structures should be cut-off at least 1.5 feet below the final subgrade.

Exposed subgrade soils should otherwise be proof-rolled using a loaded dump truck or other approved piece of heavy rubber-tired construction equipment. All soft and unstable materials determined by proof-rolling should be reworked and recompacted or, if that does not improve subgrade stability, removed and replaced. It is anticipated that cohesive soil types where exposed will likely be reduced in moisture content prior to recompaction. While the silty sand and cinder fill is expected to provide a relatively stable subgrade for fill placement and compaction or paving, at least localized soft spots should be anticipated.

New fill should consist of approved granular materials (including silty sand and cinder fill) or inorganic silty/sandy clays of low to medium plasticity. It is recommended that compaction be to a minimum of 95 percent of maximum dry density as determined by the Modified Proctor test (ASTM D1557). The fill should be placed in approximate 10 inch lifts loose measure, each lift to be compacted to the specified density prior to the placement of additional fill. The use of woven stabilization fabric equal to Mirafi 500X/600X or geogrid equal to Tensar TX140/TX160 has not been included in design recommendations, although they can still be employed on a localized basis as dictated by conditions in the field.

The use of lime modification may also be considered if exposed subgrade soils or fill materials are above optimum moisture content such that 95 percent compaction cannot be achieved. The lime soil modifier should be IDOT approved. It should be added to the treated soil at a minimum rate of 5 percent by dry weight. The soil and lime modifier should be thoroughly mixed until a homogeneous mixture is obtained, with additional water added as needed. A maximum lift thickness of 16 inches loose measure is recommended for the lime modified soil, to also not exceed the penetration depth of the rotary mixer being used.

Given the variability of the fill at the site, the suitability of lime modified soil may be verified by use of the Dynamic Cone Penetrometer (DCP). An equivalent IBV of 8 is suggested, for which IDOT guidelines indicate that remedial procedures are not needed. A DCP rate of 0.9 in/blow may be taken as equivalent to an IBV of 8.

It is recommended that a nominal Illinois Bearing Ratio (IBR) value of 3.0 be used in the design of asphalt pavements. A subgrade modulus of 150 pci is recommended for concrete (rigid) pavement design. Use of these values assumes that any soft or unstable areas will be remediated, i.e. subgrades stabilized until passing a proof-roll.

GENERAL CONDITIONS

Geotechnical and Construction Services

1. PARTIES AND SCOPE OF WORK: If Client is ordering the services on behalf of another, Client represents and warrants that Client is the duly authorized agent of said party for the purpose of ordering and directing said services, and in such case the term “Client” shall also include the principal for whom the services are being performed. Prices quoted and charged by TSC for its services are predicated on the conditions and the allocations of risks and obligations expressed in these General Conditions. Unless otherwise stated in writing, Client assumes sole responsibility for determining whether the quantity and the nature of the services ordered by Client are adequate and sufficient for Client’s intended purpose. Unless otherwise expressly assumed in writing, TSC’s services are provided exclusively for client. TSC shall have no duty or obligation other than those duties and obligations expressly set forth in this Agreement.

TSC shall have no duty to any third party. Client shall communicate these General Conditions to each and every party to whom the Client transmits any report prepared by TSC. Ordering services from TSC shall constitute acceptance of TSC’s proposal and these General Conditions.

2. SCHEDULING OF SERVICES: The services set forth in this Agreement will be accomplished in a timely and workmanlike manner. If TSC is required to delay any part of its services to accommodate the requests or requirements of Client, regulatory agencies, or third parties, or due to any cause beyond its reasonable control, Client agrees to pay such additional charges, if any, as may be applicable.

3. ACCESS TO SITE: TSC shall take reasonable measures and precautions to minimize damage to the site and any improvements located thereon as a result of its services or the use of its equipment; however, TSC has not included in its fee the cost of restoration of damage which may occur. If Client desires or requires TSC to restore the site to its former condition, TSC will, upon written request, perform such additional work as is necessary to do so and Client agrees to pay to TSC the cost thereof plus TSC’s normal markup for overhead and profit.

4. CLIENT’S DUTY TO NOTIFY ENGINEER: Client represents and warrants that Client has advised TSC of any known or suspected hazardous materials, utility lines and underground structures at any site at which TSC is to perform services under this Agreement. Unless otherwise agreed in writing, TSC’s responsibility with respect to underground utility locations is to contact the Illinois Joint Utility Locating Information for Excavators for the location of public, but not private, utilities.

5. DISCOVERY OF POLLUTANTS: TSC’s services shall not include investigation for hazardous materials as defined by the Resource Conservation Recovery Act, 42 U.S.C.§ 6901, et, seq., as amended (“RCRA”) or by any state or Federal statute or regulation. In the event that hazardous materials are discovered and identified by TSC, TSC’s sole duty shall be to notify Client.

6. MONITORING: If this Agreement includes testing construction materials or observing any aspect of construction of improvements, Client’s construction personnel will verify that the pad is properly located and sized to meet Client’s projected building loads. Client shall cause all tests and inspections of the site, materials and work to be timely and properly performed in accordance with the plans, specifications, contract documents, and TSC’s recommendations. No claims for loss, damage or injury shall be brought against TSC unless all tests and inspections have been so performed and unless TSC’s recommendations have been followed.

TSC’s services shall not include determining or implementing the means, methods, techniques or procedures of work done by the contractor(s) being monitored or whose work is being tested. TSC’s services shall not include the authority to accept or reject work or to in any manner supervise the work of any contractor. TSC’s services or failure to perform same shall not in any way operate or excuse any contractor from the performance of its work in accordance with its contract. “Contractor” as used herein shall include subcontractors, suppliers, architects, engineers and construction managers.

Information obtained from borings, observations and analyses of sample materials shall be reported in formats considered appropriate by TSC unless directed otherwise by Client.

Such information is considered evidence, but any inference or conclusion based thereon is, necessarily, an opinion also based on engineering judgment and shall not be construed as a representation of fact. Subsurface conditions may not be uniform throughout an entire site and ground water levels may fluctuate due to climatic and other variations.

Construction materials may vary from the samples taken.

Unless otherwise agreed in writing, the procedures employed by TSC are not designed to detect intentional concealment or misrepresentation of facts by others.

7. DOCUMENTS AND SAMPLES: Client is granted an exclusive license to use findings and reports prepared and issued by TSC and any sub-consultants pursuant to this Agreement for the purpose set forth in TSC’s proposal provided that TSC has received payment in full for its services. TSC and, if applicable, its sub-consultant, retain all copyright and ownership interests in the reports, boring logs, maps, field data, field notes, laboratory test data and similar documents, and the ownership and freedom to use all data generated by it for any purpose. Unless otherwise agreed in writing, test specimens or samples will be disposed immediately upon completion of the test. All drilling samples or specimens will be disposed sixty (60) days after submission of TSC’s report.

8. TERMINATION: TSC’s obligation to provide services may be terminated by either party upon (7) seven days prior written notice. In the event of termination of TSC’s services, TSC shall be compensated by Client for all services performed up to and including the termination date, including reimbursable expenses. The terms and conditions of these General Conditions shall survive the termination of TSC’s obligation to provide services.

9. PAYMENT: Client shall be invoiced periodically for services performed. Client agrees to pay each invoice within thirty (30) days of its receipt. Client further agrees to pay interest on all amounts invoiced and not paid or objected to in writing for valid cause within sixty (60) days at the rate of twelve (12%) per annum (or the maximum interest rate permitted by applicable law, whichever is the lesser) until paid and TSC’s costs of collection of such accounts, including court costs and reasonable attorney’s fees.

10. WARRANTY: TSC’s professional services will be performed, its findings obtained and its reports prepared in accordance with these General Conditions and with generally accepted principles and practices. In performing its professional services, TSC will use that degree of care and skill ordinarily exercised under similar circumstances by members of its profession. In performing physical work in pursuit of its professional services, TSC will use that degree of care and skill ordinarily used under similar circumstances. This warranty is in lieu of all other warranties or representations, either express or implied. Statements made in TSC reports are opinions based upon engineering judgment and are not to be construed as representations of fact.

Should TSC or any of its employees be found to have been negligent in performing professional services or to have made and breached any express or implied warranty, representation or contract, Client, all parties claiming through Client and all parties claiming to have in any way relied upon TSC’s services or work agree that the maximum aggregate amount of damages for which TSC, its officers, employees and agents shall be liable is limited to $50,000 or the total amount of the fee paid to TSC for its services performed with respect to the project, whichever amount is greater.

In the event Client is unwilling or unable to limit the damages for which TSC may be liable in accordance with the provisions set forth in the preceding paragraph, upon written request of Client received within five days of Client’s acceptance of TSC’s proposal together with payment of an additional fee in the amount of 5% of TSC’s estimated cost for its services (to be adjusted to 5% of the amount actually billed by TSC for its services on the project at time of completion), the limit on damages shall be increased to $500,000 or the amount of TSC’s fee, whichever is the greater. This charge is not to be construed as being a charge for insurance of any type, but is increased consideration for the exposure to an award of greater damages.

11. INDEMNITY: Subject to the provisions set forth herein, TSC and Client hereby agree to indemnify and hold harmless each other and their respective shareholders, directors, officers, partners, employees, agents, subsidiaries and division (and each of their heirs, successors, and assigns) from any and all claims, demands, liabilities, suits, causes of action, judgments, costs and expenses, including reasonable attorneys’ fees, arising, or allegedly arising, from personal injury, including death, property damage, including loss of use thereof, due in any manner to the negligence of either of them or their agents or employees or independent contractors. In the event both TSC and Client are found to be negligent or at fault, then any liability shall be apportioned between them pursuant to their pro rata share of negligence or fault. TSC and Client further agree that their liability to any third party shall, to the extent permitted by law, be several and not joint. The liability of TSC under this provision shall not exceed the policy limits of insurance carried by TSC. Neither TSC nor Client shall be bound under this indemnity agreement to liability determined in a proceeding in which it did not participate represented by its own independent counsel. The indemnities provided hereunder shall not terminate upon the termination or expiration of this Agreement, but may be modified to the extent of any waiver of subrogation agreed to by TSC and paid for by Client.

12. SUBPOENAS: TSC’s employees shall not be retained as expert witnesses except by separate, written agreement.

Client agrees to pay TSC pursuant to TSC’s then current fee schedule for any TSC employee(s) subpoenaed by any party as an occurrence witness as a result of TSC’s services.

13. OTHER AGREEMENTS: TSC shall not be bound by any provision or agreement (i) requiring or providing for arbitration of disputes or controversies arising out of this Agreement or its performance, (ii) wherein TSC waives any rights to a mechanics lien or surety bond claim; (iii) that conditions TSC’s right to receive payment for its services upon payment to Client by any third party or (iv) that requires TSC to indemnify any party beyond its own negligence These General Conditions are notice, where required, that TSC shall file a lien whenever necessary to collect past due amounts.

This Agreement contains the entire understanding between the parties. Unless expressly accepted by TSC in writing prior to delivery of TSC’s services, Client shall not add any conditions or impose conditions which are in conflict with those contained herein, and no such additional or conflicting terms shall be binding upon TSC. The unenforceability or invalidity of any provision or provisions shall not render any other provision or provisions unenforceable or invalid. This Agreement shall be construed and enforced in accordance with the laws of the State of Illinois. In the event of a dispute arising out of or relating to the performance of this Agreement, the breach thereof or TSC’s services, the parties agree to try in good faith to settle the dispute by mediation under the Construction Industry Mediation Rules of the American Arbitration Association as a condition precedent to filing any demand for arbitration, or any petition or complaint with any court. Paragraph headings are for convenience only and shall not be construed as limiting the meaning of the provisions contained in these General Conditions.

REV 09/08

0 10 20 30 40 50 60 70 80 90 100

P la st ic it y

In d ex

P I)

Liquid Limit (LL)

ML - CL

ML or OL

MH or OH

Testing Service Corporation

Unified Classification Chart

CRITERIA FOR ASSIGNING GROUP SYMBOLS AND

GROUP NAMES USING LABORATORY TEST º

SOIL CLASSIFICATION

Group Symbol

GROUP NAME

b

C O

A R

S E

G

R A

IN

E

D S

O

IL

S m o re t h a n r e ta in e d o n N o s ie v e

GRAVELS

More than 50% of coarse fraction retained on No. 4 sieve

CLEAN GRAVELS

less than 5% fines u ≥ 4 and 1 ≤

C C ≤ 3 e GW Well-graded gravel f u < 4 and/or 1 >

C C > 3 e GP Poorly-graded gravel f

GRAVELS WITH FINES

more than 12% fines

Fines classify as ML or MH GM Silty gravel f, g, h

Fines classify as CL or CH GC Clayey gravel f, g, h

SANDS

50% or more of coarse fraction passes No. 4 sieve

CLEAN SANDS

less than 5% fines d u ≥ 6 and 1 ≤

C C ≤ 3 e SW Well-graded sand l u < 6 and/or 1 >

C C > 3 e SP Poorly-graded sand l

SANDS WITH FINES

more than 12% fines d

Fines classify as ML or MH SM Silty sand g, h, f

Fines classify as CL or CH SC Clayey sand g, h, f

F

IN

E

G R

A

IN

E D

S O

IL

o r m o re p a s s e d t h e N o s ie v e

SILTS & CLAYS

Liquid limit less than

50%

Inorganic

PI > 7 or plots on or above “A” line j CL Lean clay k, l, m

PI < 4 or plots below “A” line j ML Silt

Organic Liquid limit – oven dried

< 0.75

Liquid limit – not dried

OL Organic clay k, l, m, n

Organic silt k, l, m, o

SILTS & CLAYS

Liquid limit 50% or more

Inorganic

PI plots on or above “A” line CH Fat clay

PI plots below “A” line MH Elastic silt

Organic Liquid limit – oven dried

< 0.75

Liquid limit – not dried

OH Organic clay k, l, m, p

Organic silt k, l, m, q

Highly organic soils Primarily organic matter, dark in color, and organic odor

PT Peat

a. Based on the material passing the 3-inch (75-mm) sieve.

b. If field sample contained cobbles and/or boulders, add “with cobbles and/or boulders” to group name

c. Gravels with 5 to 12% fines required dual symbols GW-GM well graded gravel with silt GW-GC well graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay

d. Sands with 5 to 12% fines require dual symbols SW-SM well graded sand with silt SW-SC well graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay

e. Cu = D60/D10

C =

f. If soils contains ≥ 15% sand, add “with sand” to group name.

g. If fines classify as CL-ML, use dual symbol GC-GM, SC-SM

h. If fines are organic, add “with organic fines” to group name

i. If soils contains ≥ 15% gravel, add “with gravel” to group name

j. If Atterberg Limits plot in hatched area, soil is a CL – ML, silty clay

k. If soils contains 15 to 29% plus No. 200, add “with sand” or “with gravel” whichever is predominant

l. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name.

m. If soils contains ≥ 30% plus No. 200, predominantly gravel, add “gravelly” to group name

n. PI ≥ 4 and plots on or above “A” line

o. PI ≥ 4 and plots below “A” line

p. PI plots on or above “A” line

q. PI plots below “A” line

LEGEND FOR BORING LOGS

FILL TOPSOIL PEAT GRAVEL SAND SILT CLAY DOLOMITE

SAMPLE TYPE WATER LEVELS

SS = Split Spoon While Drilling

ST = Thin-Walled Tube End of Boring

A = Auger 24 Hours

MC = Macro-Core (Geo Probe)

FIELD AND LABORATORY TEST DATA

N = Standard Penetration Resistance in Blows per Foot

WC = In-Situ Water Content

Qu = Unconfined Compressive Strength in Tons per Square Foot

* Pocket Penetrometer Measurement: Maximum Reading = 4.5 tsf γDRY = Dry Unit Weight in Pounds per Cubic Foot

SOIL DESCRIPTION

MATERIAL PARTICLE SIZE RANGE

BOULDER Over 12 inches

COBBLE 12 inches to 3 inches

Coarse GRAVEL 3 inches to 3 4 inch

Small GRAVEL 3 4 inch to No. 4 Sieve

Coarse SAND No. 4 Sieve to No. 10 Sieve

Medium SAND No. 10 Sieve to No. 40 Sieve

Fine SAND No. 40 Sieve to No. 200 Sieve

SILT and CLAY Passing No. 200 Sieve

COHESIVE SOILS COHESIONLESS SOILS

CONSISTENCY Qu (tsf) RELATIVE DENSITY N (bpf)

Very Soft Less than 0.3 Very Loose 0 - 4

Soft 0.3 to 0.6 Loose 4 - 10

Stiff 0.6 to 1.0 Firm 10 - 30

Tough 1.0 to 2.0 Dense 30 - 50

Very Tough 2.0 to 4.0 Very Dense 50 and over

Hard 4.0 and over

MODIFYING TERM PERCENT BY WEIGHT

Trace 1 - 10

Little 10 - 20

Some 20 - 35

0.7

2.0

3.0

5.0

11.8

10.5

9.5

7.5

A

B

4.5+*

1.25*

2.75*

2.75*

8" Sand and Gravel

FILL - Brown fine SAND, damp

Hard brown trace black silty CLAY, little sand, trace organic, moist (CL)

Tough brown and dark gray silty CLAY, trace to little sand, trace organic with Root zones, moist to very moist (CL/CH)

Very tough brown little gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 10.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

SS

SS

13.1

18.9

32.1

20.3

18.8

Dry

Dry2.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

D T

7/

/1

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

/1

0.7

3.0

5.5

11.3

9.0

6.5

2.5*

1.5*

2.5*

4.25*

FILL - Brown and black silty SAND

FILL - Dark brown silty CLAY, little sand, trace gravel, trace to little Brick pieces, trace organic, moist

Tough brown little gray silty CLAY, little sand, moist to very moist (CL)

Very tough to hard brown trace gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 10.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

SS

SS

28.7

25.3

26.2

22.5

Dry

Dry2.0

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.0 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

0.5

2.0

3.0

12.0

10.5

9.5

A

B

3.0*

0.5*

2.5*

4.25*

2.75*

6" P.C. Concrete

FILL - Dark brown and gray silty CLAY, little sand, trace gravel, trace organic, moist

Black clayey TOPSOIL, very moist (OL)

Very tough to hard brown trace gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 10.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

SS

SS

17.5

45.1

21.6

20.7

20.0

Dry

Dry2.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

0.8

1.8

3.0

5.0

11.7

10.7

9.5

7.5

A

B

2.0*

1.5*

3.0*

3.25*

FILL - Dark brown sandy CLAY, trace to little gravel, trace Cinders

FILL - Gray SAND and GRAVEL [Crushed Stone], trace to little silt, damp

Tough to very tough dark brown silty CLAY, little sand, trace organic, moist (CL) [Possible Fill]

Tough brown and dark gray silty CLAY, little sand, trace organic with Root zones, moist to very moist (CL)

Very tough brown and gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 10.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

SS

SS

5.2

24.8

26.3

20.0

16.6

Dry

Dry2.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

1.5

3.0

5.0

12.3

11.5

10.0

8.0

A

B

2.5*

1.5*

3.0*

2.0*

8" Sand and Gravel

FILL - Dark brown silty SAND and GRAVEL with Cinders, Slag, Brick and Concrete pieces, damp

FILL - Brown silty CLAY, little sand and gravel with Brick pieces, moist

Tough brown and gray silty CLAY, little sand, moist to very moist (CL)

Very tough brown and gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 10.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

SS

SS

12.9

20.7

25.2

21.5

19.1

Dry

Dry3.0

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+13.0 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

0.4

3.0

5.5

12.1

9.5

7.0

1.75*

2.75*

2.25*

5" P.C. Concrete

FILL - Dark brown silty SAND and GRAVEL with Cinders, Slag, Concrete and Brick pieces, moist

Tough brown and gray silty CLAY, little sand, moist (CL)

Very tough brown trace gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 10.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

SS

SS

22.0

23.2

21.2

18.0

Dry

Dry2.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

0.3

5.5

8.0

12.2

9.5

7.0

4.5

3.25*

2.75*

2.75*

4" P.C. Concrete

FILL - Dark brown silty SAND and GRAVEL with Cinders, Crushed Stone and Brick pieces, moist

Very tough brown and gray silty CLAY, little sand, moist (CL)

Very tough brown trace gray silty CLAY, little sand, trace gravel, moist (CL)

Very tough brownish-gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 10.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

SS

SS

18.0

24.5

20.2

17.7

Dry

Dry2.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

1.2

3.0

11.8

10.0

1.25*

1.25*

1.75*

FILL - Dark brown silty SAND and GRAVEL with Cinders, Brick and Concrete pieces

Tough brown and dark gray silty CLAY, little sand, trace organic, moist to very moist (CL/CH) [Possible Fill]

Tough brown and gray silty CLAY, little sand, trace gravel, very moist to moist (CL)

End of Boring at 7.5' - Hit Cobble or Boulder Obstruction

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

HA

HA

HA

27.0

24.6

21.6

Dry

Dry5.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+13.0 CCD

HA

L-88,398 6-14-186-14-18

Inside Administration Building 24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

4.5 8.5

A

B 1.0*

FILL - Gray small GRAVEL [Crushed Stone], dry to wet

Stiff to tough brown and gray silty CLAY, little sand, trace gravel, very moist (CL)

End of Boring at 5.0'

HA

HA

17.6

4.0 '

4.0 '8.0

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+13.0 CCD

L-88,398 6-14-186-14-18

Inside Administration Building 24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

FILL - Dark brown and gray SAND and GRAVEL with Brick and Concrete pieces

End of Boring at 0.8' - Unable to Advance Through Rubble Fill by Hand-Auger

Dry

Dry12.2

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+13.0 CCD

HA

L-88,398 6-14-186-14-18

Inside Administration Building 24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

1.7 10.8

A

B

2.0*

4.5+*

4.5+*

FILL - Dark brown clayey TOPSOIL with Roots, moist

FILL - Brown and gray trace black silty CLAY, little sand, trace gravel with Brick pieces, trace organic, moist

End of Boring at 5.0'

MC

MC

12.7

16.7

19.9

Dry

Dry7.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

12.2

11.8

A

B

3.0*

4.5+*

4.5+*

3" Sand and Gravel 5" Crushed Stone

Very tough to hard brown trace gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

MC

MC

21.8

2.0

19.4

Dry

Dry7.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

12.0

9.5

2 1.0*

6" P.C. Concrete

FILL - Dark brown silty SAND and GRAVEL with Cinders, Slag and Brick pieces, damp

Stiff to tough brown and gray silty CLAY, little sand, trace organic with Root zones, very moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

16.5

26.6

Dry

Dry7.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

8.

G P

J T

S C

A

LL

.G

/1

0.8

2.5

11.7

10.0

2 2.25*

10" P.C. Concrete

FILL - Black silty SAND and GRAVEL with Cinders and Slag pieces, damp

Very tough brown and gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

18.5

21.5

Dry

Dry7.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

0.4

2.5

12.1

10.0

2 1.75*

5" P.C. Concrete

FILL - Black silty SAND and GRAVEL with Cinders and Slag pieces, damp

Tough brown and gray silty CLAY, little sand, trace gravel, trace organic with Root zones, moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

22.1

27.3

Dry

Dry7.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

0.2 0.4

2.0

12.3 12.1

10.5

A

B

2.75*

3.0*

4.25*

2" Sand and Gravel 3" P.C. Concrete

FILL - Brown, gray and black silty CLAY, little sand, trace gravel with Brick pieces, moist (CL)

Very tough to hard brown and gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

MC

MC

19.0

21.8

21.3

Dry

Dry7.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

2.0

12.7

11.0

A

B

2.25*

1.25*

FILL - Dark brown clayey TOPSOIL

FILL - Brown SAND and GRAVEL with Brick pieces, damp

Very tough to tough brown and dark gray silty CLAY, little sand, trace organic with Root zones, moist to very moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

MC

MC

13.4

25.7

25.5

Dry

Dry8.0

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+13.0 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

0.5

1.5

2.5

12.0

11.0

10.0

A

C

1.25*

1.0*

0.75*

6" Sand and Gravel (with Roots)

FILL - Brown silty SAND and GRAVEL with Brick pieces, damp

FILL - Brown and dark gray silty CLAY, little sand with Cinders, trace Brick pieces, very moist

FILL - Brown, gray and black silty CLAY, little sand, trace gravel with Brick pieces, trace organic, very moist

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

MC

MC

18.2

28.7

25.8

21.0

Dry

Dry7.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

1.0

3.0

12.5

12.0

10.0

2 1.5*

6" Bituminous Concrete

6" P.C. Concrete

FILL - Black silty SAND and GRAVEL with Cinders and Slag pieces, damp

Tough brown and gray silty CLAY, little sand, moist to very moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

SS

SS

18.4

24.5

Dry

Dry8.0

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+13.0 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

/1

0.7

3.0

11.8

9.5

A

B

1.75*

2.5*

3.5*

8" Sand and Gravel

FILL - Dark brown sandy CLAY, trace to little gravel with Cinders, Slag and Brick pieces, trace organic, moist

Very tough brown trace gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

MC

MC

18.9

19.4

20.8

Dry

Dry7.5

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.5 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E

1.3

3.0

11.7

10.7

9.0

A

B

C

1.75*

2.0*

2.75*

1.75*

FILL - Dark brown clayey TOPSOIL

FILL - Dark gray clayey SAND and GRAVEL with Concrete pieces, trace organic with roots, moist

FILL - Brown and dark gray silty CLAY, little sand, trace gravel, trace organic, moist

Very tough to tough brown and gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

MC

MC

19.9

19.3

20.9

21.3

Dry

Dry7.0

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+12.0 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G in-situ, the transition may be gradual.

AT END OF BORING

DATE COMPLETED

L E N G T H

R E C O V E R Y

DRILL RIG NO.

NO.

SAMPLE

SOIL DESCRIPTIONS

END OF BORING

WHILE DRILLING

0.5

1.3

3.0

4.0

12.5

11.7

10.0

9.0

A

B

C

1.5*

2.25*

3.5*

FILL - Dark brown clayey TOPSOIL

FILL - Dark gray silty SAND and GRAVEL with Cinders, Slag and Glass pieces, damp

FILL - Black trace gray clayey TOPSOIL, very moist

Very tough brown and dark gray silty CLAY, little sand, trace organic with Root zones, moist (CL)

Very tough brown and gray silty CLAY, little sand, trace gravel, moist (CL)

End of Boring at 5.0'

* Approximate unconfined compressive strength based on measurements with a calibrated pocket penetrometer.

MC

MC

7.2

31.4

22.2

24.7

Dry

Dry8.0

Bauer Latoza Studio, Chicago, Illinois

Pullman National Monument,11001 S. Cottage Grove Avenue, Chicago, IL

+13.0 CCD

L-88,398 6-14-186-14-18

24 HOURS

WC DRY

WATER LEVEL OBSERVATIONS

TYPE

DEPTH

ELEV.

D I S T A N C E

B E L O W

S U R F A C E

I N

F E E T

JOB

approximate boundaries between soil types;

DATE STARTED

Division lines between deposits represent

GROUND SURFACE

N Qu

BORING

ELEVATIONS

PROJECT

CLIENT

T S

8.

G P

J T

S C

A

LL

.G

Proposed Site Improvements

Pullman National Monument

11001 S. Cottage Grove Avenue

Chicago, Illinois Text3: