GEOTECHNICAL INVESTIGATION REPORT PERRYVILLE …

R E P O R T

GEOTECHNICALINVESTIGATION REPORTPERRYVILLE WASTEWATERSYSTEMS UPGRADES

PERRYVILLE, MARYLAND

Prepared forTownship of Perryville515 Broad StreetPerryville, Maryland 21903

Date : October 16, 2019

AECOM625 West Ridge PikeSuite E-100Conshohocken, PA 19428610.832.3500

60601887.2

AECOM Technical Services625 West Ridge Pike, Suite E-100Conshohocken, PA 19428Tel: 215.365.3605Fax: 215.832.3501

October 16, 201960601887.2

Ms. Denise BrederTown AdministratorTown of Perryville515 Broad StreetPerryville, Maryland 21903

Re: Geotechnical Investigation ReportPerryville Wastewater SystemsUpgrades ProjectPerryville, Maryland

Dear Ms. Breder,

We are pleased to present this report on geotechnical investigation for the proposed sanitarysewer system upgrades in Perryville, Maryland. The work consists of provided geotechnicalinformation for the design of the proposed upgrades to the Town of Perryville’s sanitary sewersystem. The work was performed in accordance with our proposal dated March 5, 2019.

It is understood that the project includes a new 12-inch O.D. force main with thrust blocks andlateral drilling under Mill Creek and existing rail road. The purpose of this investigation was toevaluate the geotechnical conditions of the site and to formulate conclusions andrecommendations pertaining to the design and construction of the town’s sanitary sewer systemfor planned future growth and development of the surrounding area. Our services consisted ofplanning the investigation, full-time monitoring of the subsurface exploration program,laboratory testing of representative soil samples, engineering analysis of the data obtained, andpreparation of this report. The project location is shown on Plate 1, Regional Location Plan.

A description of the field work is presented in Attachment A. The lab testing results aresummarized in Attachment B.

2.0 SITE GEOLOGY

Based on a review of available geologic information, the site is underlain by the bedrock of thePort Deposit Gneiss and Metagabbro and Amphibolite of Early to Mid-Paleozoic Age. The PortDeposit Gneiss consists of predominantly granodiorite, and granitic-gneiss. The Metagabbro andAmphibolite formation consists of metagabbro and amphibolite. (Reference: Cleaves, E.T.,Edwards, J., Jr., and Glaser, J.D., 1968, Geologic Map of Maryland: Maryland GeologicalSurvey, Baltimore, Maryland.)

3.0 SUBSURFACE CONDITIONS

The subsurface conditions at the site were explored by four test borings, B-1 to B-4, as shown on

Ms. BrederTown AdministratorTown of PerryvilleOctober 16, 2019Page 2 of 5

Plate 2, Boring Location Plan.

Subsurface conditions encountered in the borings are summarized below:

· Stratum 1, Fill – Fill was encountered at ground surface in B-1, B-2 and B-4 with athickness of approximately 5 feet. The fill consists of gray silty coarse to fine sand withtrace gravel with cinders. Based on the resistance to hand tools, the soils of this stratumare judged to be in a loose to medium dense condition.

The result of one moisture content test indicates a moisture content of 10 percent. Grainsize distribution curves are shown in Attachment B. Corrosivity testing results on onesample indicate a pH of 7.0, resistivity of 8,250 Ω–cm, sulfates of 57.1 ppm andchlorides of 6.7 ppm.

· Stratum 2, Alluvial– This stratum was encountered immediately beneath fill in BoringsB-1, B-2 and B-4 and at ground surface in B-3 with a thickness of 6 to 18 ft. Boring B-4was terminated in this stratum. The material consists of brown silty coarse to fine sand /fine sandy clay. Standard Penetration Test (SPT) values range from 2 to 20 blows perfoot (bpf), but generally 10 to 14 bpf, indicative of loose to medium dense condition forthe coarse-grained portion and stiff consistency in the fine-grained portion.

Results of four moisture content tests indicated moisture contents ranging from 15 to24 percent. One Atterberg Limit tests indicated plastic limits of 16 percent, a liquid limitof 25 percent, and plasticity index of 9. Grain size distribution curves are shown inAttachment B.

· Stratum 3, Residual Soils– The residual soil was encountered below Stratum 2 at depthsof approximately 12.5 and 18 ft below ground surface where Borings B-1, B-2 and B-3were terminated in this Stratum. The material consists of a light brown silty micaceouscoarse to fine sand with gravel sized rock fragments. SPT values range from 22 to50 blows over a few inches, indicative of a medium dense to very dense condition.

Results of three moisture content tests indicated moisture contents of 9 to 23 percent.Grain size distribution curves are shown in Attachment B.

· Groundwater – Groundwater was observed at depth of 9 ft and 8 ft below groundsurface in Borings B-1 and B-3, respectively, at the completion of drilling. It should benoted that groundwater levels are subject to seasonal and long-term variations due toclimatic and man-made influences.


4.0 GEOTECHNICAL EVALUATION

Based on the test borings, the site is underlain by medium dense silty coarse to fine sand andgravel (fill) followed by soft fine sandy clay / loose to medium dense silty coarse to fine sand ofStratum 2 (Alluvial Soil) at depths of 6 ft to 18 ft followed by dense to very dense siltymicaceous coarse to fine sand of Stratum 3 (Residual Soil).

4.1 Thrust Blocks: The thrust blocks, approximately 2.5 ft below ground surface, may besupported on the alluvial soil (Stratum 2) and/or structural fill for a maximum net bearingpressure of 2,000 psf. With this bearing pressure, the maximum total and differential settlementsare expected to be negligible. The settlements are expected to occur concurrently with the loadapplication.

4.2 Mill Creek and Railroad Crossing: The geotechnical data, including test boring logsand lab testing report for Borings B-1, B-2, and B-3 are presented in Attachment A andAttachment B.

5.0 RECOMMENDATIONS

5.1 Foundations: The proposed foundations for the thrust blocks should consist of shallowspread footings supported on residual soils of Stratum 3 and/or structural fill with a maximumnet bearing pressure 2,000 psf. The recommended bearing values may be increased by 1/3 forshort-term loading such as due to wind and or seismic. The foundations should be based at least2.5 feet below the finished adjacent grade, or deeper, if required by the local codes, for frostprotection.

Foundation subgrades should be carefully inspected before concrete placement. If any soft oryielding materials are encountered, these materials should be excavated and replaced withstructural fill, as discussed below in Section 5.2. Foundation soils should not be exposedovernight. Concrete for the footings should be placed the same day when the excavation ismade. Alternatively, a mud mat may be placed at the subgrade, consisting of at least three inchesof lean concrete.

5.2 Structural Fill: Structural fill may be required for backfilling below the proposedstructures and equipment and for replacement of unsuitable materials under loaded areas.Structural fill should conform to the requirements of Crusher Run (CR-6) or Dense Aggregate(MD SHA, Section 901, Graded Aggregate).

5.3 Seismic Criteria: Based on the 2018 edition of the International Building Code (IBC),the site soil classification is D.


5.4 Earth Pressures: The at-rest earth pressure should be calculated assuming the backfill tobe an equivalent fluid with a weight of 60 pcf. In addition, a uniform pressure equal to one-halfof any surcharge pressure on the surface of the backfill should be added.

For unrestrained walls, the active earth pressure should have an equivalent fluid unit weight of40 pcf, plus a surcharge coefficient of one-third.

For resistance to sliding, a coefficient of friction of 0.3 may be used at the base of thefoundation. If passive resistance of the soil is utilized in the design, an equivalent fluid weight of360 pcf may be used. A factor of safety of at least 2.0 should be provided against sliding.

5.5 Excavation Slopes: Temporary excavations above the groundwater level should haveside slopes not steeper than 1.5H:1V. Pertinent OSHA and local regulations should be followedwhere they require flatter side slopes than given above. Sheeting and shoring for excavations, ifrequired, should be designed by an engineer registered in the State of Maryland

5.6 Groundwater Control: Groundwater may be expected during excavation. Thecontractor should be prepared to perform any temporary detwatering, should groundwater beencountered.

5.7 Construction Observation: It is recommended that full-time construction observation beprovided during foundation construction by AECOM or a qualified geotechnical engineeringfirm that is familiar with the subsurface conditions and the foundation design criteria. The itemswhich should be observed, monitored, and/or tested include subgrade preparation, and placementand compaction of structural fill.

6.0 LIMITATIONS

The services described in this report were provided in accordance with the standard of care. Nowarranty or guarantee, expressed or implied, is intended. The recommendations presented in thisreport are solely for the use of our client for this particular project. Any re-use of this document,particularly by third parties, without the express written permission of AECOM is solely at theirown risk.


We sincerely appreciate the opportunity to be of service to you on this project. If you have anyquestions on the contents of this report, or if we may be of additional service, please give us acall.

Very truly yours,

Neil Scafonas, P.E. Yongli Min, P.E.Geotechnical Engineer Geotechnical Engineering Department Manager

Plates:

Plate 1 Regional Location PlanPlate 2 Test Boring Location Plan

Appendices:

Attachment A Subsurface ExplorationAttachment B Laboratory Testing

Plates

Job:

Date: 10/15/2019

Prepared by:

2000

SCALE: 1 INCH=2000 FEET

40000

MAP SOURCE

QUADRANGLE LOCATION

MARYLAND

Checked by:

HAVRE DE GRACE , MD

U.S. GEOLOGICAL SURVEY, 2016

REGIONAL LOCATION PLAN

PERRYVILLE WASTEWATER SYSTEMS UPGRADE

TOWN OF PERRYVILLE

PERRYVILLE, MARYLAND

PLATE 1

60601881.2

TFP

NS

S

I

T

E

1000

SCALE: 1 INCH=1000 FEET

20000 BORING LOCATION PLANPERRYVILLE WASTEWATER SYSTEMS UPGRADE

TOWN OF PERRYVILLEPERRYVILLE, MARYLAND

PLATE 2

60601881.2

TFP

NS

LEGEND:

TEST BORING LOCATIONB-1

B-1

B-2

B-3

B-4

10/15/2019

Attachment ASubsurface Investigation

Attachment ASubsurface Investigation

A-1

The subsurface exploration consisted of four test borings located as shown on Plate 2, BoringLocation Plan. The borings were drilled on June 19, 2019, by CGC Geoservices, LLC, locatedin Newark, Delaware. The test borings were conducted under full-time technical supervision ofAECOM. The test borings were located in the field by AECOM. Boring locations areapproximate based upon initial boring location plan. Ground surface elevations are approximateand based on drawings provided by AECOM. Utility clearance was conducted by CGCGeoservices using hand tools for the top 5 ft of each boring.The soil conditions at the top 5 ft of each boring were evaluated based on resistance to the handauger. Soil samples were obtained with a hand auger at various depths.The test borings were performed using a CME-55 truck mounted drilling rig and were advancedby hollow stem auger and mud rotary drilling techniques. Samples of the subsoils wererecovered from the borings for identification and classification purposes by means of a 2-inchO.D. split-barrel sampler driven 24 inches by a 140-pound hammer freely falling 30 inches (theStandard Penetration Test, ASTM D1586). The number of hammer blows required to drive thesampler during the interval from 6 to 18 inches, or fraction thereof, is reported on the test boringlogs as the sampling resistance.Where fine-grained materials were encountered, Pocket Penetrometer Resistance (PPR) readingswere taken to obtain an indication of the unconfined compressive strength of cohesive soils.These values are shown on the boring logs under "Pocket Penetrometer (tsf)".At the completion of the test borings, the boreholes were backfilled with auger cuttings mixedwith bentonite/cement grout.A "Key to Soil Symbols and Terms" used in this report is included on page A-2. The logs of thetest borings in the final investigation are presented on Pages A-3 through A-6.

2

2

4

34

85

16-50/5"

9.7

18.7

23.9

22.5

Loose to medium dense brown clayey coarse to fine SANDand GRAVEL

(Stratum 1)

Loose brown silty coarse to fine SAND

- sandy silt

(Stratum 2)

Dense to very dense light brown silty coarse to fine SAND,trace fine gravel, relict rock structure

(Stratum 3)

Notes:1. The boring was advanced to 5 ft depth using hand tools.Samples were obtained using hand tools at various depths.The relative density was evaluated based on the resistanceto the hand tools.2. Groundwater was observed at approximately 9 ft depthat the completion of drilling.

M X

M

M

M

40.0

32.5

19.5

AU

SS

SS

SS

SS

SS

SS

0.5

LIQ

UID

LOCATIONDATE

ST

RA

TU

M

See Plate 2

Sheet 1 of 1

SA

MP

LES

Drilling Method:

OT

HE

R T

ES

TS

6/19/19

0

5

10

15

20

25

30

35

40

LIM

IT, %

Project No.:

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SURFACE ELEVATION10

/14/

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OR

LOG

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LOG of BORING No. B-1

Water Depth:

Hollow Stem Augers

ELE

VA

TIO

N

Completion Depth:

Project Name:

RE

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E

Notes

A-3

ft., After

ft., After

ft., After

ft., After

Perryville Wastewater Systems Upgrades

LIM

IT, %

hrs.

hrs.

hrs.

hrs.

45.0

60601887

25.5 ft.

PLA

ST

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Completion Depth:

DESCRIPTION

CO

NT

EN

T, %

hrs.

hrs.

hrs.

hrs.

ft., After

ft., After

ft., After

ft., After

Project No.:

SA

MP

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SA

MP

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(TS

F)

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Project Name:

SURFACE ELEVATION

Water Depth:

PLA

ST

IC

PO

CK

ET

WA

TE

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DATE

Drilling Method:

13

20

14

28

62

22

14.8

9.1

Loose to medium dense gray silty coarse to fine SAND andGRAVEL, with cinders (Fill)

(Stratum 1)

Medium dense brown silty medium to fine SAND

- sandy silt

(Stratum 2)


(Stratum 3)

Notes:1. The boring was advanced to 5 ft depth using hand tools.Samples were obtained using hand tools at various depths.The relative density was evaluated based on the resistanceto the hand tools.2. Groundwater was not observed during drilling.3. Drilling resistance, i.e. Rig Chatter, was observed atdepths of 15 and 21 ft.

M

M

40.0

32.5

19.0

AU

SS

SS

SS

SS

SS

SS

LIQ

UID

LOCATIONDATE

ST

RA

TU

M

See Plate 2

Sheet 1 of 1

SA

MP

LES

Drilling Method:

OT

HE

R T

ES

TS

6/19/19

0

5

10

15

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25

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Project No.:

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SURFACE ELEVATION10

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OR

LOG

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S.G

PJ


Water Depth:

Hollow Stem Augers

ELE

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Completion Depth:

Project Name:

RE

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Notes

A-4

ft., After

ft., After

ft., After

ft., After


LIM

IT, %

hrs.

hrs.

hrs.

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45.0

60601887

26.0 ft.

PLA

ST

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Completion Depth:

DESCRIPTION

CO

NT

EN

T, %

hrs.

hrs.

hrs.

hrs.

ft., After

ft., After

ft., After

ft., After

Project No.:

SA

MP

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SA

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(TS

F)

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Project Name:

SURFACE ELEVATION

Water Depth:

PLA

ST

IC

PO

CK

ET

WA

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DATE

Drilling Method:

13

10

20

6

40-50/5"

22-50/6"

16.1

10.9

Loose to medium dense brown clayey coarse to fine SAND

- stiff to very stiff medium to fine sandy silt

- loose silty medium to fine sand

(Stratum 2)


(Stratum 3)

Notes:1. The boring was advanced to 5 ft depth using hand tools.Samples were obtained using hand tools at various depths.The relative density was evaluated based on the resistanceto the hand tools.2. Groundwater was observed at approximately 8 ft depthat the completion of drilling.3. Drilling resistance, i.e. Rig Chatter, was observed at adepth of 15 ft. Auger refusal was encountered atapproximately 22 ft depth.

M

M

28.0

20.5

AU

SS

SS

SS

SS

SS

SS

1.5

2.0

LIQ

UID

LOCATIONDATE

ST

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TU

M

See Plate 2

Sheet 1 of 1

SA

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LES

Drilling Method:

OT

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ES

TS

6/19/19

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5

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Hollow Stem Augers

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Completion Depth:

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A-5

ft., After

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DESCRIPTION

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T, %

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ft., After

ft., After

ft., After

ft., After

Project No.:

SA

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SA

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(TS

F)

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LOCATION

Project Name:

SURFACE ELEVATION

Water Depth:

PLA

ST

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PO

CK

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DATE

Drilling Method:

12

12

12

Loose to medium dense dark gray silty coarse to fineSAND, with gravel, and cinders (Fill)

(Stratum 1)

Stiff brown medium to fine sandy SILT

(Stratum 2)

Notes:1. The boring was advanced to 5 ft depth using hand tools.Samples were obtained using hand tools at various depths.The relative density was evaluated based on the resistanceto the hand tools.2. Groundwater was not observed during drilling.

17.0

11.0

AU

SS

SS

SS

1.5

1.5

1.0-1.5

LIQ

UID

LOCATIONDATE

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See Plate 2

Sheet 1 of 1

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MP

LES

Drilling Method:

OT

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ES

TS

6/19/19

0

5

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DESCRIPTION

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ft., After

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ft., After

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SA

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(TS

F)

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SURFACE ELEVATION

Water Depth:

PLA

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Drilling Method:

Attachment BLaboratory Testing

Attachment BLaboratory Testing

B-1

Physical property tests were conducted in the laboratory on selected representative soil samplesto aid in classification and for correlation with engineering behavior of the soils. These testsincluded natural water content (ASTM D 2216), grain size analysis (ASTM D 422) andAtterberg Limits testing (ASTM D 4318). One sample was tested for corrosivity evaluation,including pH, resistivity, chlorides, and sulfates.The numerical results are summarized on Page B-2 and are also shown on the appropriate boringlogs. Grain-size distribution curves are presented on Pages B-3 through B-5.

B-1

S-10.0-5.0 Brown SILTY SAND with GRAVEL SM 9.7 31 6.7 57.1 8250 7.0

B-1

S-25.0-7.0 Brown SANDY LEAN CLAY CL 18.7 25 16 66

B-1

S-37.0-9.0 Brown SANDY LEAN CLAY CL 23.9 62

B-1

S-514.0-16.0 Brown SILTY SAND SM 22.5 49

B-2

S-49.0-11.0 Brown SANDY SILT ML 14.8 58

B-2

S-514.0-16.0 Brown SILTY SAND with GRAVEL SM 9.1 25

B-3

S-49.0-11.0 Brown SILT with SAND ML 16.1 78

B-3

S-619.0-21.0 Brown SILTY SAND SM 10.9 36

Chloride

Analytical Results(ppm)

Atterberg LimitsWater

Content(%) Sulfide

Project: Perryville Wastewater Systems Upgrade

TriaxialCompression

Grain Size

UU

*

<2µ(%)

Sheet 1 of 1

SulfateLiquidLimit

SpecificGravity

Project No.: 60601887

SUMMARY OF LABORATORY TEST RESULTS

Dry UnitWeight

(pcf)

Note: The soil classification is based partially on visual classification unless both grain size and Atterberg limits are performed.

Boringand Sample

Number

Refer to Laboratory Test Curves

OrganicContent

(%)

Note: The soil classification is based partially on visual classification unless both grain size and Atterberg limits are performed.

ClassificationDepth(feet)

PlasticLimit

USCSSymbol <#200

(%)

Com

pact

ion

CIU

Con

solid

atio

n

pH

Res

istiv

ity(O

hm-c

m)

LAB_SUMMARY_TABLE_ANALYTICAL_PH 60601887_2019-07-39_PERRYVILLE WASTEWATER SYSTEMS UPGRADE.GPJ URS_BLUE.GDT 8/14/19B-2

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

3/82 1006010

ParticleSize

(Sieve #)

PARTICLE SIZE (mm)

SYMBOLP

ER

CE

NT

PA

SS

ING

COBBLES

6

SAND

U.S. STANDARD

100.0

86.3

83.4

74.0

66.7

59.3

51.6

44.2

37.6

31.3

100.0

96.6

93.9

92.3

90.3

86.3

80.0

73.0

66.1

100.0

97.8

96.3

93.3

90.0

86.0

80.4

73.5

61.6

Boring

Sample

Spec

Depth (ft)

% +3"

% Gravel

% Sand

% Fines

% -2µ

Cc

Cu

LL

PL

PI

USCS

w (%)

medium fine

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

B-1

S-1

0.0-5.0

0.0

26.0

42.7

31.3

SM

9.7

B-1

S-2

5.0-7.0

0.0

6.1

27.8

66.1

25

16

9

CL

18.7

B-1

S-3

7.0-9.0

0.0

3.7

34.7

61.6

CL

23.9

Perryville Wastewater Systems Upgrade

SILT OR CLAY

1.5

Figure 1

1

Brown SILTY SAND with GRAVEL (SM)

Brown SANDY LEAN CLAY (CL)

Brown SANDY LEAN CLAY (CL)

40

PERCENT FINER

200

GRAVEL

4

2"

1 1/2"

1"

3/4"

1/2"

3/8"

4

10

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60

100

200

Project Number60601887

20

SYMBOL

4

PARTICLE SIZE DISTRIBUTION

3

August 2019

coarsecoarse fine

3/4

DESCRIPTION AND REMARKS

SIE

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B-3

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ParticleSize

(Sieve #)

PARTICLE SIZE (mm)

SYMBOLP

ER

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NT

PA

SS

ING

COBBLES

6

SAND

U.S. STANDARD

100.0

97.8

93.7

89.0

80.4

49.2

100.0

98.8

96.1

87.0

73.4

57.9

100.0

97.1

90.5

83.0

74.8

62.1

52.7

45.1

36.2

25.5

Boring

Sample

Spec

Depth (ft)

% +3"

% Gravel

% Sand

% Fines

% -2µ

Cc

Cu

LL

PL

PI

USCS

w (%)

medium fine


B-1

S-5

14.0-16.0

0.0

0.0

50.8

49.2

SM

22.5

B-2

S-4

9.0-11.0

0.0

0.0

42.1

57.9

ML

14.8

B-2

S-5

14.0-16.0

0.0

17.0

57.5

25.5

SM

9.1


SILT OR CLAY

1.5

Figure 2

1

Brown SILTY SAND (SM)

Brown SANDY SILT (ML)

Brown SILTY SAND with GRAVEL (SM)

40

PERCENT FINER

200

GRAVEL

4

2"

1 1/2"

1"

3/4"

1/2"

3/8"

4

10

20

40

60

100

200


20

SYMBOL

4


3

August 2019

coarsecoarse fine

3/4


SIE

VE

_BLU

EB

ELL

_NE

W 6

0601

887_

2019

-07-

39_P

ER

RY

VIL

LE W

AS

TE

WA

TE

R S

YS

TE

MS

UP

GR

AD

E.G

PJ

UR

S_B

LUE

.GD

T 8

/14/

19

B-4

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

3/82 1006010

ParticleSize

(Sieve #)

PARTICLE SIZE (mm)

SYMBOLP

ER

CE

NT

PA

SS

ING

COBBLES

6

SAND

U.S. STANDARD

100.0

99.5

97.7

91.4

77.6

100.0

92.4

85.5

76.3

63.5

50.0

36.0

Boring

Sample

Spec

Depth (ft)

% +3"

% Gravel

% Sand

% Fines

% -2µ

Cc

Cu

LL

PL

PI

USCS

w (%)

medium fine


B-3

S-4

9.0-11.0

0.0

0.0

22.4

77.6

ML

16.1

B-3

S-6

19.0-21.0

0.0

0.0

64.0

36.0

SM

10.9


SILT OR CLAY

1.5

Figure 3

1

Brown SILT with SAND (ML)

Brown SILTY SAND (SM)

40

PERCENT FINER

200

GRAVEL

4

2"

1 1/2"

1"

3/4"

1/2"

3/8"

4

10

20

40

60

100

200


20

SYMBOL

4


3

August 2019

coarsecoarse fine

3/4


SIE

VE

_BLU

EB

ELL

_NE

W 6

0601

887_

2019

-07-

39_P

ER

RY

VIL

LE W

AS

TE

WA

TE

R S

YS

TE

MS

UP

GR

AD

E.G

PJ

UR

S_B

LUE

.GD

T 8

/14/

19

B-5

Documents

GEOTECHNICAL INVESTIGATION REPORT PERRYVILLE …