subject: geotechnical engineering services, deer park

December 4, 2018 Mr. Ric Buchanan Carroll County Recreation & Parks 300 S. Center Street Westminster, MD 21157

Subject: Geotechnical Engineering Services, Deer Park Addition, Westminster, Maryland (Schnabel Reference 18C14033.00)

Dear Mr. Buchanan SCHNABEL ENGINEERING, LLC is pleased to submit our geotechnical engineering report for this project. This study was performed in accordance with our proposal dated October 23, 2018.

PROJECT DESCRIPTION

The site is located off of MD Route 32, about a third of a mile south of the intersection with Deer Park road. The site is currently a crop field, which is relatively flat before sloping downward on the eastern edge of the site. A site vicinity map is included as Figure 1. The County is planning an expansion of the existing Deer Park recreational facility. Two multi-purpose fields and a new access road and parking spaces are planned. Grading consisting of approximately 10 feet of cut at the western field and 16 feet of fill at the eastern field is planned.

SUBSURFACE CONDITIONS

We performed a subsurface exploration and field testing program to identify the subsurface stratigraphy underlying the site and to evaluate the geotechnical properties of the materials encountered. The borings were performed in the proposed western athletic field only.

Regional Geology

The project site is located within the Eastern Piedmont physiographic province. The geologic stratigraphy in the immediate vicinity of the site consists of Pre-Cambrian Age residual soils, weathered from Wissahickon Albite-Chlorite Schist. At this site, the residual soils soils generally consisted of Sandy Lean Clay and Sandy Silt, with varying amounts of rock fragments. We obtained the geologic data from reviewing the Map of Carroll County Showing the Geological Formations, by Edward Bennett Mathews (1928) and our subsurface exploration.

Carroll County Recreation & Parks Deer Park Addition

December 4, 2018 Schnabel Engineering, LLC Project 18C14033.00 ©2018 All Rights Reserved

Subsurface Exploration Methods

Schnabel’s subcontractor, Connelly and Associates, drilled 11 test borings on November 20, 2018. The borings were drilled in the western field where cuts are planned. No borings were drilled in the eastern field or any access roads or pavement areas. The Standard Penetration Test (SPT) was performed at selected depths in the borings. Appendix A includes specific observations, remarks, and logs for the borings; classification criteria; drilling methods; and sampling protocols. Figure 2 included at the end of this report indicates the approximate test boring locations. We will retain soil samples up to 45 days beyond the issuance of this report, unless you request other disposition.

The SPT samples were obtained using a hydraulically driven automatic trip hammer (ATH). Most correlations with SPT data are based on N-values collected with a safety hammer. The energy applied to the split-spoon sampler using the ATH is about 33 percent greater than that applied using the safety hammer, resulting in lower N-values. The hammer blows shown on the boring logs are uncorrected for the higher energy.

Soils Laboratory Testing

We performed moisture content testing on twelve samples. The results are included on the boring logs.

Soil Stratigraphy

During our exploration, we encountered the following stratigraphy:

Stratum A: Residual Soils Stratum A residual soils were encountered to a depths of 10 to 12.5 feet or to the boring termination depth. The soils consisted of Sandy Lean Clay, Silt and Sandy Silt, with varying amounts of mica and rock fragments. Based on the SPT values, the fine-grained soils have a consistency of stiff to very stiff, N = 4 to 37 bpf.

Stratum B: Disintegrated Rock Disintegrated Rock, or soil with a blow count of over 50 blows per foot, was encountered in five borings generally along the western borings. Stratum B was encountered below the residual soils to the termination depth of the borings at 11.0 to 14.0 feet. . The Disintegrated rock was sampled as Silt or Sandy Silt, with varying amounts of rock fragments.

Groundwater

Groundwater was not encountered in any of the borings. The test boring logs in Appendix A include groundwater observations obtained during our subsurface exploration. The data includes depths to groundwater encountered during drilling, upon drilling completion, following completion of the boring, and during next day readings.

The groundwater levels on the logs indicate our estimate of the hydrostatic water table at the time of our subsurface exploration. The final design should anticipate the fluctuation of the hydrostatic water table depending on variations in precipitation, surface runoff, and similar factors.



ROCK EXCAVATION

Rock was not encountered in the borings. However Disintegrated Rock was encountered in the bottom of five borings. Disintegrated Rock represents the transitional zone into rock, and may possess the characteristics of soft rock. Therefore rock may be present at shallow depths below the boring termination depths where Disintegrated Rock was encountered. These elevations are noted in the following table:

Western Field Disintegrated Rock Elevations

Boring Approximate Proposed Field Grade

Top of Disintegrated Rock Elevation

Bottom of Boring

B-1 856 855.5 854.0

B-2 856 855.5 854.0

B-3 856 -- 852.5

B-4 856 -- 825.5

B-5 856 -- 852.5

B-6 856 -- 853.0

B-7 856 857 855.5

B-8 856 -- 853.5

B-9 856 857 855.5

B-10 856 -- 850.5

B-11 856 849 847.5

FILL SUITABILITY

The soils consist of low plasticity silts and clay and are considering suitable for mass fill for athletic fields. Moisture contents of the soils varied between 10 and 25 percent. We expect these moisture contents to vary from below to above the optimum moisture content necessary for compaction. Thus drying and possibility some wetting of the soils may be required to achieve compaction. It should be noted that the soils are clayey and will have limited ability to infiltrate rain water, so positive drainage will be needed to maintain suitable field conditions.



GENERAL SPECIFICATION RECOMMENDATIONS

An allowance should be established to account for possible additional costs that may be required to construct earthwork. Additional costs may be incurred for a variety of reasons including variation of soil between borings, greater than anticipated unsuitable soils, need for borrow fill material, wet on-site soils, dewatering, rock excavation. The project specifications should indicate the Contractor's responsibility for providing adequate site drainage during construction. Inadequate drainage will most likely lead to disturbance of soils by construction traffic and increased volume of undercut. This report may be made available to prospective bidders for informational purposes. We recommend that the project specifications contain the following statement:

Schnabel Engineering, LLC, has prepared this geotechnical engineering report for this project. This report is for informational purposes only and is not part of the contract documents. The opinions expressed represent the Geotechnical Engineer’s interpretation of the subsurface conditions, tests, and the results of analyses performed. Should the data contained in this report not be adequate for the Contractor's purposes, the Contractor may make, before bidding, independent exploration, tests and analyses. This report may be examined by bidders at the office of the Owner, or copies may be obtained from the Owner at nominal charge.

Additional data and reports prepared by others that could have an impact upon the Contractor's bid should also be made available to prospective bidders for informational purposes.

LIMITATIONS

We based the analyses and recommendations submitted in this report on the information revealed by our exploration. We attempted to provide for normal contingencies, but the possibility remains that unexpected conditions may be encountered during construction. No borings were performed in the eastern field, no we did not provide geotechnical considerations for that field. This report has been prepared to aid in the evaluation of this site and to assist in the design of the project. It is intended for use concerning this specific project. We would appreciate an opportunity to review the plans and specifications as they pertain to the recommendations contained in this report, and to submit our comments to you based on this review. We have endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report, or other instrument of service.



We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report. Sincerely, SCHNABEL ENGINEERING, LLC David MacGregor Staff Engineer Jeffrey Y. Sewell, PE Principal Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed professional engineer under the laws of the state of Maryland. License No. 26561, Expiration Date: 10/8/19 Figures Appendix A: Subsurface Exploration Data

G:\2018 PROJECTS\BALTIMORE\18C14033.00 DEER PARK\03-SE PRODUCTS\03-REPORTS\GEOTECHNICAL REPORT - DEER PARK.DOCX


FIGURES

Figure 1 – Site Vicinity Map Figure 2 – Test Boring Location Plan

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© Schnabel Engineering, 2017. All Rights Reserved.

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(410) 848-1790 FAX (410) 848-1791

439 East Main Street Westminster, MD 21157-5539

Designed By:

Drawn By:

Reviewed By:

Scale:

Sheet:

Date:

Job No.:

County File No. S-17-0032

Date Revisions

CA

D D

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wing File N

ame:

David E. Booth Jr., P.E.

THE STATE OF MARYLAND, LICENSE NO. 22732, EXPIRATION DATE: JUNE 5, 2018.

APPROVED BY ME, AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF

PROFESSIONAL CERTIFICATION. I HEREBY CERTIFY THAT THIS DOCUMENT WAS PREPARED OR

VICINITY MAP Scale: 1"=2000'

2017007

NOV., 2017

SITE

DEER PARK4th ELECTION DISTRICT CARROLL COUNTY, MD.

TAX MAP: 58 BLOCK: 3 PARCEL: 461, 506 & 564

ADDRESS COUNTY COMMENTS

PHONE #: 410-386-2043

WESTMINSTER, MD 21157

225 NORTH CENTER STREET

OF CARROLL COUNTY

COUNTY COMMISSIONERS

OWNER DEVELOPER

PHONE #: 410-386-2103

WESTMINSTER, MD 21157

300 SOUTH CENTER STREET

C/O JEFF DEGITZ

OF RECREATION AND PARKS

CARROLL COUNTY DEPARTMENT

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GEORGE J. & JOANN STUPI

EX. POND

EX. FOOTBALL FIELD

EX. BASEBALL FIELD

EX. SOCCER FIELD

COURTS

EX. TENNIS

COURT

EX. BASKETBALL

EX. BASEBALL FIELD

SYKESVILLE RD. MD RTE 32

DE

ER P

AR

K R

D.

PAVING

PROPOSED

PAVING

PROPOSED

20' 25' 20'

9' TYP.

20'

8' 20'

25'

25' 20'

9' TYP.

20' P

AVIN

G

20'25'

9' TYP.

PAVED WALKING PATH

PAVED WALKING PATH

PROPOSED MULI-PURPOSE FIELD

PROPOSED MULI-PURPOSE FIELD

LEGEND

SOIL LINE

25% SLOPES

GREATER THAN

BrE

BrD

PROPOSED BITUMINOUS PAVING

LIMIT OF DISTURBANCE

B #1

TP #1

TP #2

TP #3

TP #4

B #2

B #3

TP #5

TP #6

RESTRIPED FOR CLARITYEXISTING INTERSECTION TO BE

CLASS 'A' SCREENING

CLASS 'A' SCREENING

SCREENINGCLASS 'A'

SCREENINGLANDSCAPEPROPOSED

SPACES2 HANDICAP

SPACES2 HANDICAP

1 of 3

2,730 LF. | WALKING PATH PROPOSED

165 SPACES PROPOSED

2 MULTI- PURPOSE FIELDS PROPOSED

6. NO LIGHTS ARE PROPOSED

5. NEAREST WATER SUPPLY: EXISTING POND ONSITE

4. TAX MAP 58, BLOCK 3, PARCEL 461, 506 & 564

3. TOTAL DEVELOPED AREA: 466,072 SF.

2. TOTAL AREA OF SITE: 40.283 AC

1. EXISTING ZONING: AGRICULTURAL

EX. TRAIL

EX. TRAIL

EX. TRAIL

EX. TRAIL

EX. TRAIL

TRAFFICPEAK ENTER

PM WEEKDAY

WEEKDAY EXIT

PM PEAK

WEEKDAY TOTAL

PM PEAK

TRIP GENERATION SUMMARY

NOT TO SCALE

2:1

MAX

2:1 MAX

2:1 MAX

2:1

MAX *

(TWO 3" COURSES)

6" GRADED AGGREGATE BASE (GAB)

(TWO 1.5" COURSES)

9.5mm FOR SURFACE, PG 64-22, LEVEL I

3" HOT MIX ASPHALT (HMA) SUPERPAVE

2.00% MAX.

7'

PATHWAYTYPICAL SECTION

50' POND BUFFER

50' POND BUFFER

SPACES4 HANDICAP

COMPACTED SUBGRADE

6" GRADED AGGREGATE BASE.

ESAL)-LEVEL 2 (PG 64-22)SUPERPAVE FOR BASE (0.3 TO 3 MILLION

2-1/2" HOT MIX ASPHALT BASE-19.0MM

NOT TO SCALE

FOR PASSENGER VEHICLE TRAFFIC

ESAL)- LEVEL 2 (PG 64-22)SUPERPAVE FOR SURFACE (0.3 TO 3 MILLION

1-1/2" HOT MIX ASPHALT SURFACE- 9.5MM

SECTIONLIGHT DUTY PAVING

9' TYP.

20'

EX. CONCESSION STAND

EX. PAVILION

EX. SHEDEX. RESTROOM

EX. RESTROOM

EX. PAVILION

EX. PLAYGROUND

THIS POINTENTRANCE BEYONDFOR NO BUS PROPOSED SIGN

EXISTING FIELDS (4)

DEER PARK139 42 181

NEW FIELDS (2)

DEER PARK70 21 91

THIS SHEET.SEE DETAILSGUARDRAIL. PROPOSED

DRAINAGE SWALE

PAVINGNEW FULL DEPTH

AREASPATCHING IN THESEPOSSIBLE FULL DEPTH

PAVINGNEW FULL DEPTH

11'

25'

25'

R 30'

25'

25'

R 30'

CC PLATE 37.1IN ACCORDANCE WITH ENTRANCE CONSTRUCTED

OVERLAIDTO BE MILLED, WEDGED ANDEXISTING PAVING IN ENTRANCE

CROSSWALK

PEDESTRIAN SIGNYEILD TO

CROSSWALK

PEDESTRIAN SIGNSYEILD TO

KAREN WAY

SIGNSNO PARKING

CULVERT

BORING PLAN

10/31/18

1 OF 1

E 1319811N 670432MIN. 10'B-5

E 1319813N 670618MIN. 8'B-6

E 1319810N 670723MIN. 5-10'B-11

E 1319726N 670727MIN. 5-10'B-10

E 1319733N 670620MIN. 10'B-4

E 1319728N 670497MIN. 5-10'B-9

E 1319636N 670773MIN. 10'B-3

E 1319637N 670712MIN. 5-10'B-8

E 1319637N 670621MIN. 12'B-2

E 1319643N 670553MIN. 5-10'B-7

E 1319639N 670432MIN. 14'B-1

c-11/5/2018-2:56:01 PM-G:\2017\2017007\CONCEPT\EXHIBIT\(01)BORING PLAN.dgn--Default


APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures General Notes for Subsurface Exploration Logs

Identification of Soil Boring Logs, B-1 through B-11


SUBSURFACE EXPLORATION PROCEDURES Test Borings – Hollow Stem Augers

The borings are advanced by turning a continuous flight auger with a center opening of 2¼ or 3¼ inches. A plug device blocks off the center opening while augers are advanced. Cuttings are brought to the surface by the auger flights. Sampling is performed through the center opening in the hollow stem auger, by standard methods, after removal of the plug. Usually, no water is introduced into the boring using this procedure.

Standard Penetration Test Results

The numbers in the Sampling Data column of the boring logs represent Standard Penetration Test (SPT) results. Each number represents the blows needed to drive a 2-inch O.D., 1⅜-inch I.D. split-spoon sampler 6 inches, using a 140-pound hammer falling 30 inches. The sampler is typically driven a total of 18 or 24 inches. The first 6 inches are considered a seating interval. The total of the number of blows for the second and third 6-inch intervals is the SPT “N value.” The SPT is performed according to ASTM D1586.

The SPT samples were obtained using a hydraulically driven automatic trip hammer (ATH). Most correlations with SPT data are based on N-values collected with a safety hammer. The energy applied to the split-spoon sampler using the ATH is about 33 percent greater than that applied using the safety hammer, resulting in lower N-values. The hammer blows shown on the boring logs are uncorrected for the higher energy. However, we correct SPT N values for the higher energy when using N values in our analyses.

Soil Classification Criteria

The group symbols on the logs represent the Unified Soil Classification System Group Symbols (ASTM D2487) based on visual observation and limited laboratory testing of the samples. Criteria for visual identification of soil samples are included in this appendix. Some variation can be expected between samples visually classified and samples classified in the laboratory.

Residual soils are derived through the in-place physical and chemical weathering of the underlying rock. Disintegrated rock is defined as residual material with SPT N values between 60 blows per foot and refusal. Refusal is defined as an N value of 50 blows for a penetration of one inch or less.

Boring, Hand Auger and Test Pit Locations and Elevations

Boring locations were staked by a Schnabel representative using a GPS based on the site plans provided to us. Approximate boring locations are shown on Figure 2. Ground surface elevations at the boring locations were estimated by referencing the contours from the Boring Plan prepared by CLSI dated October 31, 2018 are indicated on the boring logs. Locations and elevations should be considered no more accurate than the methods used to determine them.


GENERAL NOTES FOR

SUBSURFACE EXPLORATION LOGS

1. Numbers in sampling data column next to Standard Penetration Test (SPT) symbols indicate blows required to drive a 2-inch O.D., 1⅜-inch I.D. sampling spoon 6 inches using a 140 pound hammer falling 30 inches. The Standard Penetration Test (SPT) N value is the number of blows required to drive the sampler 12 inches, after a 6 inch seating interval. The Standard Penetration Test is performed in general accordance with ASTM D1586.

2. Visual classification of soil is in accordance with terminology set forth in “Identification of Soil.” The ASTM D2487 group symbols (e.g., CL) shown in the classification column are based on visual observations.

3. Estimated water levels indicated on the logs are only estimates from available data and may vary with precipitation, porosity of the soil, site topography, and other factors.

4. Refusal at the surface of rock, boulder, or other obstruction is defined as an SPT resistance of 50 blows for 1 inch or less of penetration.

5. The logs and related information depict subsurface conditions only at the specific locations and at the particular time when drilled or excavated. Soil conditions at other locations may differ from conditions occurring at these locations. Also, the passage of time may result in a change in the subsurface soil and water level conditions at the subsurface exploration location.

6. The stratification lines represent the approximate boundary between soil and rock types as obtained from the subsurface exploration. Some variation may also be expected vertically between samples taken. The soil profile, water level observations and penetration resistances presented on these logs have been made with reasonable care and accuracy and must be considered only an approximate representation of subsurface conditions to be encountered at the particular location.

7. Key to symbols and abbreviations:

S-1, SPT Sample No., Standard Penetration Test 5+10+1 Number of blows in each 6-inch increment

MC Moisture Content (percent)


IDENTIFICATION OF SOIL

I. DEFINITION OF SOIL GROUP NAMES (ASTM D2487) SYMBOL GROUP NAME Coarse-Grained Soils More than 50% retained on No. 200 sieve

Gravels – More than 50% of coarse fraction retained on No. 4 sieve Coarse, ¾” to 3” Fine, No. 4 to ¾”

Clean Gravels Less than 5% fines

GW WELL GRADED GRAVEL

GP POORLY GRADED GRAVEL

Gravels with fines More than 12% fines

GM SILTY GRAVEL GC CLAYEY GRAVEL

Sands – 50% or more of coarse Fraction passes No. 4 sieve Coarse, No. 10 to No. 4 Medium, No. 40 to No. 10 Fine, No. 200 to No. 40

Clean Sands Less than 5% fines

SW WELL GRADED SAND

SP POORLY GRADED SAND

Sands with fines More than 12% fines

SM SILTY SAND SC CLAYEY SAND

Fine-Grained Soils 50% or more passes the No. 200 sieve

Silts and Clays – Liquid Limit less than 50 Low to medium plasticity

Inorganic CL LEAN CLAY ML SILT

Organic OL ORGANIC CLAY ORGANIC SILT

Silts and Clays – Liquid Limit 50 or more Medium to high plasticity

Inorganic CH FAT CLAY MH ELASTIC SILT

Organic OH ORGANIC CLAY ORGANIC SILT

Highly Organic Soils Primarily organic matter, dark in color and organic odor PT PEAT II. DEFINITION OF SOIL COMPONENT PROPORTIONS (ASTM D2487) Examples

Adjective Form

GRAVELLY SANDY

>30% to <50% coarse grained component in a fine-grained soil

GRAVELLY LEAN CLAY

CLAYEY SILTY

>12% to <50% fine grained component in a coarse-grained soil

SILTY SAND

“With” WITH GRAVEL WITH SAND

>15% to <30% coarse grained component in a fine-grained soil

FAT CLAY WITH GRAVEL

WITH GRAVEL WITH SAND

>15% to <50% coarse grained component in a coarse-grained soil

POORLY GRADED GRAVEL WITH SAND

WITH SILT WITH CLAY

>5% to <12% fine grained component in a coarse-grained soil

POORLY GRADED SAND WITH SILT

III. GLOSSARY OF MISCELLANEOUS TERMS SYMBOLS .......................... Unified Soil Classification Symbols are shown above as group symbols. A dual symbol “-“

indicates the soil belongs to two groups. A borderline symbol “/” indicates the soil belongs to two possible groups.

FILL ....................................... Man-made deposit containing soil, rock and often foreign matter. PROBABLE FILL .................. Soils which contain no visually detected foreign matter but which are suspect with regard

to origin. DISINTEGRATED ROCK (DR) .......................................

Residual materials with a standard penetration resistance (SPT) between 60 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

PARTIALLY WEATHERED ROCK (PWR) .........................

Residual materials with a standard penetration resistance (SPT) between 100 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

BOULDERS & COBBLES ..... Boulders are considered rounded pieces of rock larger than 12 inches, while cobbles range from 3 to 12-inch size.

LENSES ................................. 0 to ½-inch seam within a material in a test pit. LAYERS ................................ ½ to 12-inch seam within a material in a test pit. POCKET ................................ Discontinuous body within a material in a test pit. MOISTURE CONDITIONS ..... Wet, moist or dry to indicate visual appearance of specimen. COLOR .................................. Overall color, with modifiers such as light to dark or variation in coloration.

A

B

CL

ML

ML

DR

867.2

865.5

860.5

855.5

854.0

0.8

2.5

7.5

12.5

14.0

Bottom of Boring at 14.0 ft.Boring backfilled with cuttings after last groundwater measurement.

MC = 17.7%

MC = 17.0%

MC = 10.0%

S-1, SPT2+2+3REC=18", 100%

S-2, SPT4+6+6REC=18", 100%

S-3, SPT4+6+6REC=18", 100%

S-4, SPT7+11+20REC=18", 100%

S-5, SPT7+10+12REC=18", 100%

S-6, SPT22+42+62REC=18", 100%

Residual

DisintegratedRock

Topsoil=8-inches

SANDY LEAN CLAY; moist, brownishblack

SILT WITH SAND; light brown,contains mica

Change: brown grayish black

SILT; moist, light brown with gray

DISINTEGRATED ROCK, sampled assilt with rock fragments; moist, gray

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

8:45 AM

---

---

8:45 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

10.0'

9.8'

Schnabel Representative: D. MacGregor

Total Depth: 14.0 ft

Method: 3-1/4" I.D. Hollow Stem Auger

Equipment: CME-55 (Track)

Ground Surface Elevation: 868± (ft)

Contractor: Connelly and Associates, Inc.Frederick, Maryland

Contractor Foreman: K. Kersh

Hammer Type: Auto Hammer (140 lb)

Dates Started: 11/20/18 Finished: 11/20/18

Location: See Location Plan

Date CavedDepthTime CasingGroundwater Observations

STRATUMSYMBOL

Contract Number: 18C14033.00Sheet: 1 of 1

SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park

Westminster, Maryland

Project:

REMARKS

Boring Number: B-1

MATERIAL DESCRIPTION

TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

B

CL

ML

ML

DR

865.3

861.0

858.5

855.5

854.0

0.7

5.0

7.5

10.5

12.0


MC = 20.8%

MC = 24.9%

MC = 13.8%

S-1, SPT2+2+3REC=18", 100%

S-2, SPT3+3+4REC=18", 100%

S-3, SPT6+7+7REC=18", 100%

S-4, SPT7+9+13REC=18", 100%

S-5, SPT17+32+56REC=18", 100%

Residual

DisintegratedRock

Topsoil=7-inches

SANDY LEAN CLAY; moist, brown,contains mica

Change: orange

SILT; moist, orangish brown, containsmica

SILT WITH ROCK FRAGMENTS;moist, orangish brown with black

DISINTEGRATED ROCK, sampled assandy silt with rock fragments; moist,orangish brown with black

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

1:05 PM

---

---

8:55 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

8.0'

7.5'












STRATUMSYMBOL


SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-2


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

CL

ML

ML

863.4

859.0

856.5

852.5

0.6

5.0

7.5

11.5


MC = 16.7%

MC = 14.9%

MC = 10.8%

S-1, SPT2+2+2REC=18", 100%

S-2, SPT3+3+4REC=18", 100%

S-3, SPT5+7+7REC=18", 100%

S-4, SPT8+10+13REC=18", 100%

S-5, SPT24+27+31REC=18", 100%

ResidualTopsoil=7-inches


Change: brown with black, containsrock fragments

SILT; moist, orange

SILT WITH GRAVEL; moist, reddishbrown

Change: orangish brown

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

11:55 AM

---

---

9:05 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

7.5'

8.0'












STRATUMSYMBOL


SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-3


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

CL

ML

863.5

859.0

852.5

0.5

5.0

11.5


MC = 21.1%

MC = 18.1%

MC = 13.9%

S-1, SPT2+2+3REC=18", 100%

S-2, SPT3+3+5REC=18", 100%

S-3, SPT6+8+8REC=18", 100%

S-4, SPT8+19+11REC=18", 100%

S-5, SPT11+14+16REC=18", 100%



SANDY SILT WITH ROCKFRAGMENTS; orangish brown,contains mica

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

2:25 PM

---

---

9:15 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

8.3'

8.5'












STRATUMSYMBOL


SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-4


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

CL

ML

ML

ML

863.3

859.0

856.5

854.0

852.5

0.7

5.0

7.5

10.0

11.5


S-1, SPT2+2+2REC=18", 100%

S-2, SPT2+3+4REC=18", 100%

S-3, SPT5+7+7REC=18", 100%

S-4, SPT8+7+11REC=18", 100%

S-5, SPT11+15+21REC=18", 100%



Change: contains rock fragments

SILT WITH SAND; moist, brown,estimated <5% quartz

SILT WITH SAND; moist, light browntan white

SILT WITH SAND; moist, light brown,estimated <5% quartz

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

1:55 PM

---

---

9:40 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

8.5'

8.0'












STRATUMSYMBOL


SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-5


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

ML

ML

861.5

857.0

853.0

0.5

5.0

9.0


S-1, SPT1+2+3REC=18", 100%

S-2, SPT4+6+7REC=18", 100%

S-3, SPT7+11+16REC=18", 100%

S-4, SPT11+13+16REC=18", 100%


SANDY SILT; moist, reddish brownwith gray, contains mica


SANDY SILT WITH ROCKFRAGMENTS; moist, gray

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

9:20 AM

---

---

9:35 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

6.5'

5.8'


Total Depth: 9.0 ft










STRATUMSYMBOL


SAMPLING

DEPTH

5

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-6


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

B

CL

ML

DR

866.4

863.0

857.0

855.5

0.6

4.0

10.0

11.5


S-1, SPT2+2+2REC=18", 100%

S-2, SPT3+4+4REC=18", 100%

S-3, SPT7+13+15REC=18", 100%

S-4, SPT8+15+15REC=18", 100%

S-5, SPT16+33+57REC=18", 100%

Residual

DisintegratedRock

Topsoil=7-inches


SANDY SILT WITH ROCKFRAGMENTS; moist, brown

Change: grayish brown

DISINTEGRATED ROCK, sampled assandy silt with rock fragments; moist,light brown

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

1:30 PM

---

---

8:50 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

7.5'

7.5'












STRATUMSYMBOL


SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-7


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

CL

ML

ML

864.2

860.0

855.0

853.5

0.8

5.0

10.0

11.5


S-1, SPT2+2+2REC=18", 100%

S-2, SPT4+4+4REC=18", 100%

S-3, SPT6+9+8REC=18", 100%

S-4, SPT8+19+13REC=18", 100%

S-5, SPT14+17+20REC=18", 100%


SANDY LEAN CLAY; moist, brown,contains mica, and organics

SILT WITH ROCK FRAGMENTS;moist, brown, contains mica

Change: reddish brown

SILT WITH ROCK FRAGMENTS;moist, grayish brown

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

11:40 AM

---

---

9:00 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

8.0'

8.0'












STRATUMSYMBOL


SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-8


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

B

CL

ML

DR

866.2

859.5

857.0

855.5

0.8

7.5

10.0

11.5


S-1, SPT1+2+2REC=18", 100%

S-2, SPT2+3+4REC=18", 100%

S-3, SPT5+7+8REC=18", 100%

S-4, SPT10+12+17REC=18", 100%

S-5, SPT14+28+37REC=18", 100%

Residual

DisintegratedRock

Topsoil=8-inches


SILT WITH SAND; moist, brown withtan, contains mica

DISINTEGRATED ROCK, sampled assilt with sand; moist, brown with tan,contains mica

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

2:00 PM

---

---

9:20 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

8.5'

8.3'












STRATUMSYMBOL


SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-9


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

CL

ML

861.4

857.0

850.5

0.6

5.0

11.5


S-1, SPT2+1+2REC=18", 100%

S-2, SPT4+6+5REC=18", 100%

S-3, SPT17+19+24REC=18", 100%

S-4, SPT7+11+13REC=18", 100%

S-5, SPT8+11+15REC=18", 100%




SILT WITH ROCK FRAGMENTS;moist, tannish white, contains quartz

Change: tannish white with brown,contains quartz

Change: orangish tan, contains quartz

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

9:45 AM

---

---

9:10 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

7.5'

7.8'












STRATUMSYMBOL


SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-10


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

A

B

CL

ML

DR

858.2

856.5

849.0

847.5

0.8

2.5

10.0

11.5


S-1, SPT1+2+2REC=18", 100%

S-2, SPT4+5+6REC=18", 100%

S-3, SPT5+6+9REC=18", 100%

S-4, SPT7+19+18REC=18", 100%

S-5, SPT11+39+100/6"REC=12", 67%

Residual

DisintegratedRock

Topsoil=9 inches


SILT; moist, brown grayish black

DISINTEGRATED ROCK, sampled assilt with rock fragments; moist, lightbrown

Encountered

Completion

Casing Pulled

After Drilling

11/20

11/20

11/20

11/21

10:00 AM

---

---

9:40 AM

Dry

Dry

Dry

Dry

---

---

---

---

---

---

8.0'

8.5'












STRATUMSYMBOL


SAMPLING

DEPTH

5

10

DEPTH(ft)

ELEV(ft)

TESTBORING

LOG

TESTSDATA

Deer Park


Project:

REMARKS

Boring Number: B-11


TE

ST

BO

RIN

G L

OG

; P:1

8C14

033.

00 D

EE

R P

AR

K.G

PJ;

D: L

:GIN

T L

IBR

AR

Y_2

018

_06_

018

(BA

LTIM

OR

E).

GLB

; Prin

t:12/

3/1

8

subject: geotechnical engineering services, deer park

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