ERRC USDA Geotech Report.pdf

August 26, 2020

Mr. Stephen C. Kraus, P.E., P.M.P.

STV Incorporated 205 West Welsh Drive Douglassville, Pennsylvania 19518

Re: Design California Bearing Ratio (CBR) Recommendations USDA Eastern Regional Research Center Improvements Lower Road Repairs

PennDOT Engineering District 6-0 A.G.E.S. Project No. 18099L

Dear Mr. Kraus:

American Geotechnical & Environmental Services, Inc. (A.G.E.S., Inc.) is pleased to present the attached California Bearing Ratio (CBR) recommendations for the USDA Eastern Regional

Research Center Lower Road Repairs Project.

Project Description

The project includes lower roadway improvements at the USDA Eastern Regional Research

Center located in Springfield Township, Montgomery County, Pennsylvania (refer to Figure 1 –

General Location Map and Figure 2 - Project Location Map). It is assumed that the proposed roadway improvements will include full depth repairs where pavement has deteriorated and some localized resurfacing.

Subsurface Investigation

A total of ten (10) borings, Borings B-1 through B-10, were drilled on the existing lower roads of the USDA campus to assess the pavement subgrade conditions. Refer to Attachment A for a

P:\2018\18099\CBR Report\CBR Recommendations Letter.doc 1 plan showing the subgrade boring locations. Borings were drilled to a depth of 5.0 feet below the roadway unless spoon refusal was achieved. The results of the borings indicate the existing pavement section consists of 0.1 to 0.4 feet of bituminous concrete overlying 0.9 to 4.5 feet of predominantly granular soils, containing non-uniform subbase and fill material, over residual material. Residual material was encountered below the fill in all of the borings except Boring B-

9.

The granular fill beneath the pavement sections was described as loose to very dense gravel and sand, little silt to sand and gravel, little silt. Fine-grained fill material was identified in Boring B-

8 at a depth of 1.0 foot below the pavement section and was laboratory classified as silt, some sand, some clay, trace gravel with a density of loose to medium dense. The residual material was described as very loose to medium dense sand and silt, little gravel to sand, some silt, little gravel. The residuum was noted to be micaceous in areas. For a summary of material sampled in the borings, refer to Table 1. The Engineer’s Field Boring Logs are included in Attachment B.

For the Pavement Core and Core Box Photo Logs, refer to Attachment D.

Laboratory Testing Program

Bag and jar samples were collected and tested from Borings B-2, B-6, B-8 and B-10. Laboratory testing included classification (sieve, hydrometer analysis, natural moisture content, and

Atterberg Limits), Standard Proctor, and California Bearing Ratio (CBR).

Classification testing was performed on bag samples that were collected from 0.5 to 5.0 feet in the borings. Based on the classification testing, the subgrade materials from these borings have

AASHTO classifications of A-2-4(0) and A-4(0). Results of the Standard Proctor tests indicate that the uncorrected optimum moisture content varies from 11.1 to 14.7 percent, and the uncorrected maximum dry density ranges from 105.9 to 118.8 pounds per cubic foot (pcf). The

CBR values corresponding to 1-inch penetration for 95.9% to 98.8% compaction of the uncorrected maximum dry density varies from 1.8 to 8.4 percent. A summary of laboratory testing is provided in Table 2. Results of classification, Standard Proctor, and CBR tests are presented in Attachment C.

P:\2018\18099\CBR Report\CBR Recommendations Letter.doc 2

Evaluation of Subgrade Material

The existing subgrade consists of generally non-cohesive (sands, gravels, and silts) soils associated with past grading and original construction of the roadway over residual soils derived from the weathering of the underlying micaceous schist bedrock. Based on the visual appearance and the laboratory testing, the subgrade material generally consists of gravel, some sand, some silt and sand, some silt, little gravel, little clay. At Borings B-6 and B-8, the subgrade consisted of silt, some sand, trace gravel and silt, some sand, some clay. Based on the laboratory testing, the natural water content of the subgrade varies across the study area. The natural water content of the tested material in Borings B-6 and B-8 is considerably higher than the optimum moisture content obtained from the Standard Proctor tests; whereas the subgrade material tested in Borings B-2 and B-10 has lower natural water content relative to the optimum moisture content from the Standard Proctor tests. The relative density of the roadway subgrade within 5 feet of the ground surface ranges from loose to very dense. Loose subgrade material was encountered directly below the pavement in Borings B-5, B-6, and B-8.

Proposed construction consists primarily of full depth reconstruction. Therefore, the proposed subgrade is anticipated to be exposed upon removal of the existing subbase. Where the subgrade soils are loose, have high water contents, and or weak CBR values, geotechnical treatment consisting of overexcavation and backfilling with coarse aggregate should be used to improve the subgrade soils. Additionally, to improve the serviceability and lifetime of the pavement, subsurface drainage should be provided in poor drainage and low lying areas such as in the vicinity of Borings B-6 and B-8.

Considering that the anticipated subgrade material will be exposed, the pavement design should be based on the anticipated moisture condition and relative density of the proposed subgrade.

Based on the laboratory testing and the relative density of the subgrade soils, the recommended

CBR percentage for pavement design is based on an existing soil density at approximately 98 percent of the soil’s uncorrected maximum dry density.

P:\2018\18099\CBR Report\CBR Recommendations Letter.doc 3

Recommendations

The recommended design CBR value is 5.0.

Final grading should be designed to allow for positive drainage to drain water away from the subgrade. Also, provide subsurface drainage and pavement base drains in low lying and poor drainage areas such as in the vicinity of Borings B-6 and B-8.

During construction, remove the existing pavement (bituminous concrete and subbase). Proof-roll the existing subgrade with a minimum 10-ton smooth barrel roller under the direction of the

Geotechnical Engineer. If subgrade soils are unstable or if unsuitable material is encountered, overexcavate a minimum of 2 feet of subgrade and backfill with PennDOT 2ACoarse Aggregate and/or AASHTO No. 1 Stone in accordance with the Overexcavation and Backfilling under

Subgrade Special Detail in Attachment F.

Design Soil Type – AASHTO Classification A-2-4 and A-4, Frost Group F3 and F4.

Rate of Frost Heave – The recommended average rate of frost heave is 6 mm/day given the soil encountered at the subgrade level. The average rate of heave is based on Tables 9.1 and 9.2 from

Pennsylvania Department of Transportation Publication 242, Pavement Policy Manual.

Frost Depth – The recommended depth of frost protection for the project is 2’-6” (30.0 inches) based on Figure 9.1 and Appendix D in Pennsylvania Department of Transportation Publication

242, Pavement Policy Manual.

We wish to extend our appreciation to be of service to you. Should you have any questions or require additional information, please contact us.

P:\2018\18099\CBR Report\CBR Recommendations Letter.doc 4

Very truly yours, American Geotechnical & Environmental Services, Inc.

Stephen Yuan, P.G.

Project Geologist

Jeffrey Rosengarten, P.E.

Project Geotechnical Engineer

Attachments

Tables Figures Attachment A Boring Location Plan Attachment B Engineer’s Field Boring Logs Attachment C Laboratory Testing Results Attachment D Pavement Core and Core Box Photo Logs Attachment E References Attachment F Special Detail

P:\2018\18099\CBR Report\CBR Recommendations Letter.doc 5

TABLES

T A

B L

E

SU

M M

A R

Y O

F

SU

B

SU

R

FA

C E

E X

PL

O

R A

T

IO

N

U

SD

A E

A

ST

E R

N R

E G

IO

N

A L

R E

SE

A

R C

H C

E N

T E

R

IM

PR

O

V E

M E

N T

S L

O W

E R

R O

A D

R E

PA

IR

S

SP

R

IN

G

FI

E L

D T

O W

N

SH

IP

, M

O N

T G

O M

E R

Y C

O U

N T

Y , P

E N

N

SY

L V

A N

IA

P:

\2

8\

9\ C

B R

R ep or t\T ab le

_C

B R

_S um m ar y of

S ub su rf ac e

Ex pl or at io n

B y:

N R

C

5/

/2

C hk : S

TY

2/

/2

-1

0.

0.

2.

2.

5.

5.

D ry D ry

-2

5.

0.

2.

2.

5.

0.

D ry

D ry

-3

1.

0.

2.

2.

5.

6.

D ry

-4

5.

0.

1.

3.

5.

0.

D ry

-5

2.

0.

2.

2.

5.

7.

D ry D ry

-6

8.

0.

1.

3.

5.

3.

6.

-7

7.

0.

0.

4.

5.

2.

D ry

-8

0.

3.

1.

5.

5.

9.

-9

0.

4.

0.

4.

6.

D ry

B

-1

1.

0.

3.

1.

5.

6.

D ry

D ry

2.

.9

.5

.6

N ot e:

B or in g gr ou te d up on c om pl et io n of d ril lin g.

F ill m at er ia l i nc lu de s s ub ba se

T ot al

B or in g

D es ig na tio n

B itu m in ou s

C on cr et e (f t.)

T ot al

(f t.)

T op o f

R oc k E le va tio n

(f t.)

R oc k C or ed

(f t.)

St at ic W at er

E le va tio n (f t.)

B ot to m of B or in g E le va tio n

(f t.)

G ro un d

Su rf ac e

E le va tio n (f t.)

R es id ua l

(f t.)

Fi ll

(f t.)

H ou r

W at er E le va tio n

(f t.)

SO

IL

TABLE 2

SUMMARY OF LABORATORY TESTING

USDA Eastern Regional Research Center Improvements – Lower Road Repairs

Springfield Township, Montgomery County, Pennsylvania

Summary of Soil Classification Testing

Sample ID Moisture Content

Atterberg Limits AASHTO Gradation

Soil Classification

AASHTO /

USCS

Soil Description

PennDOT/

USCS LL

PL

PI

(%) Gravel Sand Fines

Boring B-2, B-1

0.5 – 5.0 ft.

Fill/Residual

5.5 NP NP NP 38.5 33.3 28.2

A-2-4(0) Gravel, some

Sand, some Silt, SM Silty Sand with Gravel

Boring B-6, B-1

0.5 – 5.0 ft.

Fill/Residual

17.2 32 22 10 16.7 22.1 61.2 A-4(0)

Clay, some Sand, some Silt, trace Gravel

CL Sandy Clay

Boring B-8, B-1

0.5 – 5.0 ft.

Fill/Residual

17.6 31 24 7 32.2 35.0 32.8 A-2-4(0)

Sand, some Gravel, some

Silt, little Clay

SM Silty Sand with Gravel

Boring B-10, B-1

0.5 – 5.0 ft.

Fill/Residual

7.6 28 23 5 15.1 44.1 40.8 A-4(0)

Sand, some Silt, little Gravel, little Clay

SM Silty Sand

P:\2018\18099\CBR Report\Table 2_CBR_Lab Testing Summary.doc

Summary of Moisture Content Testing

Boring Number

Sample Number

Depth

Origin Moisture Content

B-2 S-1 0.5 – 2.0 ft. Fill 8.4 B-2 S-2 2.5 – 3.5 ft. Residual 11.5 B-2 S-3 3.5 – 5.0 ft. Residual 12.1 B-6 S-2 2.5 – 3.5 ft. Residual 18.4 B-6 S-3 3.5 – 5.0 ft. Residual 16.5 B-8 S-1 1.0 – 2.0 ft. Fill 18.4 B-8 S-2 2.0 – 3.5 ft. Fill 16.8 B-8 S-3 3.5 – 5.0 ft. Residual 27.3

B-10 S-1 0.5 – 2.0 ft. Fill 18.9 B-10 S-2 2.0 – 3.5 ft. Fill 7.6

Summary of Standard Proctor Testing

Natural Moisture Content

Uncorrected Corrected*

Optimum Moisture Content

Maximum Dry

Density (pcf)

Optimum Moisture Content

Maximum Dry

Density (pcf)

Boring B-2, B-1

0.5 – 5.0 ft.

Fill/Residual

5.5 14.4 105.9 13.0 110.0

Boring B-6, B-1

0.5 – 5.0 ft.

Fill/Residual

17.2 14.7 111.3 13.5 114.6

Boring B-8, B-1

0.5 – 5.0 ft.

Fill/Residual

17.6 11.1 118.8 9.1 125.7

Boring B-10, B-1

0.5 – 5.0 ft.

Fill/Residual

7.6 11.8 117.4 10.6 121.1

Note: *Values corrected for oversize material

Summary of California Bearing Ratio (CBR) Test Report

Molded Soaked CBR (%)

Dry Density

(pcf)

Percentage of Max.

Dry Density(1)

Moisture Content

Dry Density

(pcf)

Percentage of Max.

Dry Density(1)(2)

Moisture Content

0.1 inch Penetration

0.2 inch Penetration

Boring B-2, B-1

0.5 – 5.0 ft.

Fill/Residual

98.5 92.9 14.2 100.0 94.4 19.6 2.0 2.8

103.7 97.9 14.3 101.6 95.9 19.9 2.3 3.6

106.5 100.5 14.5 105.1 99.2 19.3 4.4 5.7

Boring B-6, B-1

0.5 – 5.0 ft.

Fill/Residual

99.3 89.3 14.2 98.8 88.8 21.5 2.4 2.3

106.7 95.9 14.6 107.0 96.1 18.0 1.8 2.4

111.7 100.4 14.4 111.4 100.0 15.8 10.0 13.3

Boring B-8, B-1

0.5 – 5.0 ft.

Fill/Residual

106.1 89.3 11.3 106.1 89.3 17.2 1.8 2.1

116.1 97.7 10.9 116.1 97.7 15.4 6.6 8.5

122.8 103.4 10.8 122.8 103.4 13.7 14.6 17.7

Boring B-10, B-1

0.5 – 5.0 ft.

Fill/Residual

104.0 88.6 11.4 - - 18.3 1.6 2.2

116.0 98.8 11.4 - - 14.6 8.4 9.7

124.0 105.7 11.7 - - 13.8 24.0 25.0

Notes:

1. Percentage of Maximum Dry Density values are based on the uncorrected Proctor values.

2. The Percentage of Maximum Dry Density soaked values for Boring B-10 were not included in the test results provided by the Laboratory.

By: NRC 05/22/2019 Ckd: STY 02/06/2020

FIGURES

Fi le

: W :\2

8\

9\ ex hi bi ts

\m is c\

9_ ge nl

.d w g D at e:

1/

/1

SOURCE: PA Dept. of Transportation, General Highway Map; Montgomery County

PL

T:

C

KD

Q

A\ Q

C

PROJECT:

DRAWN:

SCALE:

DATE:

FIGURE:

USDA EASTERN REGIONAL RESEARCH CENTER

IMPROVEMENTS

SPRINGFIELD TOWNSHIP

MONTGOMERY COUNTY, PENNSYLVANIA

GENERAL LOCATION MAP

18099

RJE

OCT. 2018

1" = 1 Mile

R

JE

KA

B

JW

R

PROJECT LOCATION

AMERICAN GEOTECHNICAL &

ENVIRONMENTAL SERVICES, INC.

1000 First Avenue Suite 403

King of Prussia, PA 19406

(610) 354-0333 Fax (610) 354-9333

: W :\2

8\

9\ ex hi bi ts

\m is c\

9_ pr jl.

dw g

D at e:

1/

/1

SOURCE: US Geological Survey, Quadrangle Map (7 1 2' Series); Germantown, PA

PROJECT LOCATION

PL

T:

C

KD

Q

A\ Q

C

PROJECT:

DRAWN:

SCALE:

DATE:

FIGURE:

USDA EASTERN REGIONAL RESEARCH CENTER

IMPROVEMENTS

SPRINGFIELD TOWNSHIP

MONTGOMERY COUNTY, PENNSYLVANIA

PROJECT LOCATION MAP

18099

RJE

OCT. 2018

1" = 2000'

R

JE

KA

B

JW

R

AMERICAN GEOTECHNICAL &

ENVIRONMENTAL SERVICES, INC.

1000 First Avenue Suite 403

King of Prussia, PA 19406

: W :\2

8\

9\ ex hi bi ts

\m is c\

9_ ge ol

.d w g D at e:

1/

/1

PROJECT LOCATION

PL

T:

C

KD

Q

A\ Q

C

PROJECT:

DRAWN:

SCALE:

DATE:

FIGURE:

USDA EASTERN REGIONAL RESEARCH CENTER

IMPROVEMENTS

SPRINGFIELD TOWNSHIP

MONTGOMERY COUNTY, PENNSYLVANIA

GENERAL GEOLOGY MAP

18099

RJE

OCT. 2018

1" = 2000'

R

JE

KA

B

JW

R

AMERICAN GEOTECHNICAL &

ENVIRONMENTAL SERVICES, INC.

1000 First Avenue Suite 403

King of Prussia, PA 19406

SOURCE: PA Bureau of Topographic & Geologic Survey, DCNR; Bedrock Geology of Pennsylvania

ATTACHMENT A

BORING LOCATION PLAN

(BORINGS B-11 AND B-12 DRILLED FOR THE PROPOSED

RETAINING WALL ARE NOT INCLUDED IN THIS SUBMISSION.)

This Page Intentionally Blank

B-˜ B-10

B-1

B-3

B-4

B-5

B-8

B-6

B-9

B-2

B-12

B-11

CONSULTANTS

ISSUE BLOCK

PROJECT NO.:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

APPROVED BY:

COPYRIGHT:

SHEET TITLEA

B

C

3019˜ 05

MARK DATE DESCRIPTION BY

D

32 4 5

STV INCORPORATED

32 4 51 www.stvin˜ .˜ o˜

STV In˜ or˜ orated 205 West Welsh Drive

Douglassville, Penns˜ lvania tel: 610-385-8200 fax: 610-385-8501

PROJECT IDENTIFICATION

SEALS

UNITED STATES

DEPARTMENT OF AGRICULTURE

AGRICULTURAL RESEARCH

SERVICE

CREEK BED STABILI˜ ATION

˜ LOWER ROAD REPAIRS

EASTERN REGIONAL

RESEARCH CENTER

600 EAST MERMAID LANE

WYNDMOOR, PENNSYLVANIA

1"˜ 50˜ 50˜ 50˜0

BORING PLAN

B-101

BORING PLAN

K. MOSER

W. HARCHER

S. BILLAH

S. BILLAH

A 11/16/18 ISSUED TO GEOTECH SNB

B 2/20/20 REVISED FOR GEOTECH KTM

TRUE

NORTH

GEOTECHNICAL LEGEND

SOIL BORING

LOCATION

B-1 http://www.stvinc.com AutoCAD SHX Text

CEDARVILLE

AutoCAD SHX Text C E G

AutoCAD SHX Text

CIVIL ENGINEERING ENVIRONMENTAL SERVICES SURVEYING CONSTRUCTION

AutoCAD SHX Text 159 East High Street, Suite #500 | Pottstown, PA 19464 | Pottstown, PA 19464 Pottstown, PA 19464 610.705.4500 (Office) | 610.705.4900 (Fax)| 610.705.4900 (Fax) 610.705.4900 (Fax)

ATTACHMENT B

ENGINEER’S FIELD BORING LOGS

Note: Soil descriptions presented on the Engineer’s Field Boring Logs are based on Pennsylvania Department of Transportation Publication

222 – Geotechnical Investigation Manual, April 2018 Edition.

a-1-a / gp a-2-4 / sm

0.2

1.2

1.0

0.3

BITUMINOUS CONCRETE.

0.2'/El. 360.6

GRAVEL and SAND, little Silt, very dense, moist to damp, heterogeneous, poorly graded, sub-angular, non-plastic, dark gray, fill.

2.5'/El. 358.3

SAND and SILT, very loose to loose, moist, homogeneous, brown to light brown, residuum.

More silt in S-2.

Low recovery in S-3 due to very loose soils.

5.0'/El. 355.8 Pavement Core, PC-1, collected from 0.0-0.2'.

Bag Sample, B-1, collected from 0.5-5.0'.

Bottom of boring.

7-28-18

6-4-2

1-1-1

0.2 0.5

2.0

3.5

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/21/2019 3:00 pm

Boring B-1 County: Montgomery

SR

Lat. 40° 4' 34.7052" Long. -75° 11' 14.0568"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/21/2019 2:30 pm

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281060.2000 N 2685576.7000 E

Ground Elev. 360.8 ft.

OffsetSta.

Grouting Complete: 02/22/2019 4:30 pm

Initial Dry

Final Dry Elapsed 25.5 hr.

Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P

J

2/19/2020 a-2-4 / sm a-2-4 / sm

0.3

1.4

1.4

1.5

BITUMINOUS CONCRETE.

0.3'/El. 365.1

GRAVEL and SAND, little Silt, dense, damp, heterogeneous, poorly graded, sub-angular, dark gray, fill.

S-1 (0.5-2.0'), N.M.C.=8.4%.

2.5'/El. 362.9

SAND, some Silt, trace Gravel, micaceous, medium dense, damp, homogeneous, tan brown, residuum.

S-2 (2.0-3.5'), N.M.C.=11.5% S-3 (3.5-5.0'), N.M.C.=12.1%.

5.0'/El. 360.4 Pavement Core, PC-1, collected from 0.0-0.3'.

Bag Sample, B-1, collected from 0.5-5.0'.

Class. on B-1 (0.5-5.0')

SM/A-2-4(0)

N.M.C.=5.5%

LL=NP, PL=NP, PI=NP.

Bottom of boring.

7-19-12

8-7-5

5-7-6

0.3 0.5

2.0

3.5

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/21/2019 2:15 pm

Boring B-2 County: Montgomery

SR

Lat. 40° 4' 36.1178" Long. -75° 11' 12.4705"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/21/2019 2:00 pm

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281206.7000 N 2685695.9000 E

Ground Elev. 365.4 ft.

OffsetSta.

Grouting Complete: 02/22/2019 4:45 pm

Initial Dry

Final Dry Elapsed 26.5 hr.

Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P a-1-b / sp a-2-4 / sm

0.2

1.3

1.1

0.0

BITUMINOUS CONCRETE.

0.2'/El. 371.0

SAND and GRAVEL, little Silt, dense, damp, heterogeneous, poorly graded, angular, black to dark gray, fill.

2.5'/El. 368.7

SAND and SILT, medium dense, damp, lensed, homogeneous, low plastic fines, dark brown gray to light brown, residuum.

No recovery in S-3 due to broken spoon trap.

5.0'/El. 366.2

Pavement Core, PC-1, collected from 0.0-0.2'.

Bag Sample, B-1, collected from 0.5-5.0'.

Bottom of boring.

6-7-16

10-5-5

3-5-5

0.2 0.5

2.0

3.5

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/22/2019 3:30 pm

Boring B-3 County: Montgomery

SR

Lat. 40° 4' 37.3602" Long. -75° 11' 10.506"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/22/2019 3:15 pm

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281336.8000 N 2685844.9000 E

Ground Elev. 371.2 ft.

OffsetSta.

Grouting Complete: 02/22/2019 4:00 pm

Initial Dry

Final NR 1 Elapsed NR Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P

J

124-hr. Water: Boring grouted upon completion.

a-2-4 / sm

0.2

1.1

1.4

1.0

BITUMINOUS CONCRETE.

0.2'/El. 375.1

GRAVEL, some Sand, medium dense, damp, heterogeneous, poorly graded, sub-angular, gray tan brown, fill.

1.5'/El. 373.8

SAND, some Silt, micaceous, medium dense, damp, homogeneous, tan brown, residuum.

5.0'/El. 370.3

Pavement Core, PC-1, collected from 0.0-0.2'.

Bag Sample, B-1, collected from 0.5-5.0'.

Bottom of boring.

10-6-3

3-8-8

7-7-7

0.2 0.5

2.0

3.5

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/22/2019 4:15 pm

Boring B-4 County: Montgomery

SR

Lat. 40° 4' 38.485" Long. -75° 11' 10.0027"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/22/2019 4:00 pm

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281451.7000 N 2685880.7000 E

Ground Elev. 375.3 ft.

OffsetSta.

Grouting Complete: 02/22/2019 4:45 pm

Initial Dry

Final NR 1 Elapsed NR Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P

J a-1-b / sp a-2-4 / sm

0.3

0.5

1.1

1.0

BITUMINOUS CONCRETE.

0.3'/El. 362.1

SAND and GRAVEL, little Silt, loose, moist, heterogeneous, poorly graded, sub-angular, gray to gray tan, fill.

Low recovery, S-1, due to coarse gravel.

2.5'/El. 359.9

SAND, some Silt, little Gravel, micaceous, loose, moist, homogeneous, orange brown, residuum.

5.0'/El. 357.4

Pavement Core, PC-1, collected from 0.0-0.3'.

Bag Sample, B-1, collected from 0.5-5.0'.

Bottom of boring.

3-3-3

1-3-3

3-4-4

0.3 0.5

2.0

3.5

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/21/2019 1:30 pm

Boring B-5 County: Montgomery

SR

Lat. 40° 4' 36.2484" Long. -75° 11' 9.9058"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/21/2019 1:15 pm

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281225.7000 N 2685894.8000 E

Ground Elev. 362.4 ft.

OffsetSta.

Grouting Complete: 02/22/2019 4:15 pm

Initial Dry

Final Dry Elapsed 26.8 hr.

Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P a-4 / cl

0.2

0.2

0.7

1.4

BITUMINOUS CONCRETE.

0.2'/El. 368.6

GRAVEL, loose, damp, heterogeneous, poorly graded, sub-angular, dark gray to gray, fill.

Low recovery, S-1, due to coarse gravel in spoon tip.

2.0'/El. 366.8

CLAY, some Sand, some Silt, trace Gravel, micaceous, stiff, wet, homogeneous, orange brown, residuum.

S-2 (2.5-3.5'), N.M.C.=18.4% S-3 (3.5-5.0'), N.M.C.=16.5%.

5.0'/El. 363.8 Pavement Core, PC-1, collected from 0.0-0.2'.

Bag Sample, B-1, collected from 0.5-5.0'.

Class. on B-1 (0.5-5.0')

CL/A-4(0)

N.M.C.=12.2%

LL=32, PL=22, PI=10.

Bottom of boring.

5-4-5

3-3-4

3-3-4

0.2 0.5

2.0

3.5

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/22/2019 2:55 pm

Boring B-6 County: Montgomery

SR

Lat. 40° 4' 38.3268" Long. -75° 11' 8.5308"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/22/2019 2:45 pm

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281439.1000 N 2685995.5000 E

Ground Elev. 368.8 ft.

OffsetSta.

Grouting Complete: 02/22/2019 3:15 pm

Initial 366.8 ft.

Final NR 1 Elapsed NR Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P

J a-2-4 / sm

0.1

1.5

1.5

1.5

BITUMINOUS CONCRETE.

0.1'/El. 367.4

GRAVEL and SAND, little Silt, medium dense, damp, heterogeneous, poorly graded, sub-angular, dark gray to gray, fill.

1.0'/El. 366.5

SAND and SILT, little Gravel, micaceous, loose to medium dense, damp, homogeneous, brown tan brown, residuum.

5.0'/El. 362.5

Pavement Core, PC-1, collected from 0.0-0.1'.

Bag Sample, B-1, collected from 0.5-5.0'.

Bottom of boring.

14-6-5

4-3-4

3-3-5

0.1

0.5

2.0

3.5

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/22/2019 2:30 pm

Boring B-7 County: Montgomery

SR

Lat. 40° 4' 38.8236" Long. -75° 11' 7.9224"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/22/2019 2:00 pm

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281490.7000 N 2686041.3000 E

Ground Elev. 367.5 ft.

OffsetSta.

Grouting Complete: 02/22/2019 2:45 pm

Initial Dry

Final NR 1 Elapsed NR Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P

J a-2-4 / sm a-2-4 / sm a-2-4 / sm

0.2

1.3

1.2

1.5

BITUMINOUS CONCRETE.

0.2'/El. 360.7

SAND and GRAVEL, little Silt, loose, damp, heterogeneous, orange brown, fill.

1.0'/El. 359.9

SILT, some Sand, some Clay, trace Gravel, micaceous, loose to medium dense, damp, low plastic fines, mottled orange gray brown, fill.

S-1 (1.0-2.0'), N.M.C.=18.4% S-2 (2.0-3.5'), N.M.C.=16.8%.

4.0'/El. 356.9

SILT, some Clay, little Sand, loose, wet to moist, low plastic fines, brown, residuum.

S-3 (3.5-5.0'), N.M.C.=27.3%.

5.0'/El. 355.9 Pavement Core, PC-1, collected from 0.0-0.2'.

Bag Sample, B-1, collected from 0.5-5.0'.

Class. on B-1 (0.5-5.0')

SM/A-2-4(0)

N.M.C.=17.6%

LL=31, PL=24, PI=7.

Bottom of boring.

4-3-4

6-5-4

2-2-2

0.2 0.5

2.0

3.5

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/21/2019 1:00 pm

Boring B-8 County: Montgomery

SR

Lat. 40° 4' 37.5024" Long. -75° 11' 7.026"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/21/2019 12:30 pm

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281359.1000 N 2686115.0000 E

Ground Elev. 360.9 ft.

OffsetSta.

Grouting Complete: 02/21/2019 1:15 pm

Initial 359.4 ft.

Final NR 1 Elapsed NR Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P

J a-2-4 / sm

0.1

0.3

1.0

1.1

BITUMINOUS CONCRETE.

0.1'/El. 361.0

GRAVEL and SAND, little Silt, contains rock fragments, medium dense, damp, heterogeneous, poorly graded, angular, gray brown, fill.

2.5'/El. 358.6

SAND and SILT, trace Gravel, very loose to loose, moist to damp, heterogeneous, low plastic fines, tan brown gray, fill.

4.6'/El. 356.5

Pavement Core, PC-1, collected from 0.0-0.1'.

Bag Sample, B-1, collected from 0.5-4.6'.

Bottom of boring.

13-9-4

6-4-2

1-1-2

0.1

1.6

3.1

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/21/2019 11:00 am

Boring B-9 County: Montgomery

SR

Lat. 40° 4' 39.3773" Long. -75° 11' 5.7747"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/21/2019 10:00 am

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281551.5000 N 2686206.6000 E

Ground Elev. 361.1 ft.

OffsetSta.

Grouting Complete: 02/21/2019 11:15 am

Initial Dry

Final NR 1 Elapsed NR Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P

J a-4 / sm a-2-4 / sm

0.4

1.0

1.1

1.5

BITUMINOUS CONCRETE.

0.4'/El. 361.4

SAND, some Silt, little Gravel, little Clay, medium dense, moist to damp, heterogeneous, poorly graded, sub-angular to angular, mottled tan brown, fill.

S-1 (0.5-2.0'), N.M.C.=18.9% S-2 (2.0-3.5'), N.M.C.=7.6%.

4.0'/El. 357.8

SAND, some Silt, medium dense, moist, homogeneous, gray brown, residuum.

5.0'/El. 356.8 Pavement Core, PC-1, collected from 0.0-0.4'.

Bag Sample, B-1, collected from 0.5-5.0'.

Class. on B-1 (0.5-5.0')

SM/A-4(0)

N.M.C.=7.6%

LL=28, PL=23, PI=5.

Bottom of boring.

6-6-5

3-8-13

6-8-8

0.4 0.5

2.0

3.5

PC-1

S-1

S-2

S-3

Baseline: USDA Lower Road Repairs Drilling Complete: 02/21/2019 12:00 pm

Boring B-10 County: Montgomery

SR

Lat. 40° 4' 41.3061" Long. -75° 11' 5.5074"

Casing I.D.: 3.25 in Casing Depth: 5.0 ft.

Water Level Elev./Elapsed Time:

Rock Core Method:

ECMS

District:

OffsetSegment

Measured

Final Log Checked and Approved

Hammer Calibration Date:

Date: 2/19/2020

Sheet 1 of 1

Section

Coordinates:

By: J. Rosengarten, P.E.

PG/PE Seal, Signature and Date Assumed 0.8

Casing Type: Hollow Stem Auger Hole Type: Continuous SPT

ENGINEER'S LOG

SPT Hammer Efficiency:

NOTE: N values and all graphical plots are for information only.

Hammer Type: Automatic

Drilling Start: 02/21/2019 11:30 am

Rig: Mobile B-57 Truck

Inspector Cert. No. 318-13 Driller: N. Parisano

Company: SANO Drilling, Inc.

Inspector: Stephen Yuan

281747.2000 N 2686221.7000 E

Ground Elev. 361.8 ft.

OffsetSta.

Grouting Complete: 02/22/2019 9:30 am

Initial Dry

Final Dry Elapsed 21.5 hr.

Elapsed 0.0 hr.

G R

A P

H

IC

SPT (N60)

10 20 30 40

Soil/Rock Rec.% 20 40 60 80

AASHTO

/ USCS

RQD %

REC

(ft.)E

LE

V

REC

MATERIAL DESCRIPTION

COMMENTS - OBSERVATIONS

BLOW

COUNTS

(Blows/ 0.5ft)S

A M

P

LE

D E

P T

H

S A

M P

LE

N o.

N60

RQD

P E

N N

D O

T E

N G

IN

E

E R

'S L

O G

P

E N

N D

O T

_G

IN

T _V

E R

S

IO

N _1

.2 .2

.2 _8

-2 4-

.G D

T

/2

/2

5:

L

G

IN

T

\P R

O

JE

C T

S \2

\1

9.

G P i

Publication 222

2018 Edition www.penndot.gov PUB 222 (4-18) http://www.penndot.gov/

L-

C o n s ti tu e n t

P ri m a ry

D e s c ri p to r

G ra in S iz s in ch es si ev e

C oa rs e-

G ra ed

Bo ul de rs ob bl to oa rs e G ra ve l to

3” to

M ed iu m

G ra ve l to

3 / 8

1” to

3 / 8

Fi ne

G ra ve l

≤ 3 / 8 to

5 / 6

3 / 8

” t o

#1

C oa rs e

S an d

#1 to ne

S an d

#4 to

Fi ne

G ra

Si lt/

C la y

#2

Ta e

- D es cr ip to rs fo r G ra in

M at er ia l b as ed o n G ra in

S iz e

D e s c ri p to r (A b b re v

R la ti v e A m o u t

(b as ed o n to ta l s am pl e vo lu e)

Tr ac e (T

r) C on te nt

0%

Li ttl e

(L t)

C on te nt to

So e (S m

C on te nt to

5%

An d

(A n) on te nt

5% e

- S oi l F ra ct io n D es cr ip to gu re

Vi su al

E st im at io n of C oa rs e Fr ag m en ts s c ri p to r A b b re v ia ti ta in s as h an d ci nd er s As h C on ta in s or ga ni cs

O rg ta in s ro ck fr ag m fg ta in s sl ag

Sl g

M ic ac eo us ic ta in s bi tu m in ou s co nc re te fr ag m

Bc f

C on ta in s ce m en t c on cr et e fra gm cf ta in s br ic k fra gm bf e

C om po si tio n M od ifi er s

D e s c ri p to r A b b re v ia ti s c ri p ti

W el l G ra

H av in g a go od d is tri bu tio of pa rti cl es s iz

Po or ly de

Pg

La ck in g go od re pr es en ta tio of pa cl e si ze s w ith in th e m ax im um im um p ar tic le s iz e ra ng e of th e m at er ia l.

U se th is te rm w he n th e gr ad at io n is n ot w el l d is tri bu te d, b ut su ffi ci en tly d iff er en t f ro m a u ni fo rm ap g ra de d m at er ia l.

U ni fo rm de d

U g

Pa rti cl es a re n ea rly a ll th e sa m e si ze

(o r f al l w ith in a ti gh t r an ge o f si ze s) ap de d G g G ra da tio n is m is si ng a b an ng e of p ar tic le s iz e

So il G ra da tio n

D es cr ip s c ri p to r A b b re v ia ti p p e a ra n c r Ab se nc e of m oi st ur e, d us ty

, c om pl et el y dr y to th e to uc h

D am p D p Sl ig ht m oi st ur e pe rc ep tib le b y to uc h, fi ne -g ra in ed s oi ls a re u su al ly fi rm

, g ra nu la r s oi ls u su al ly h av e ve ry li ttl e ap pa re nt c oh es iv e bi nd oi st

Sa m pl e vi si bl y w et b ut n o vi si bl e fre e w at er , s am pl e co ol to th e to uc h, a t o r a bo ve o pt im um m oi st ur e, g ra nu la r s oi l m ay e xh ib it sl ig ht a pp ar en t c oh es iv e bi nd in g et

Vi si bl e fre e w at er th ro ug ho ut s am pl e, u su al ly s oi l i s be lo w w at er ta bl e, c on ta in s si gn ifi ca nt ly m or e m oi st ur e th an m oi st s oi l, fin e-gr ai ne d so ils u su al ly s of t o r v er y so ft, g ra nu la r s oi ls e xh ib it no a pp ar en t c oh es iv e bi nd e

St an da rd M oi st ur e

D es cr ip

S il D e s c ri p ti o n

S e q u e n il C on st itu en ts , F ra ct io ns

, a nd od ifi er s

So il St at e:

C on si st en cy

/R el at iv e D en ty il M oi st ur e

R an ge il St ru ct ur e

So il G ra da tio n

So il Pa rti cl e S ha pe

/P la st ity il C ol or

R ep os iti on al E nv iro nm en t

AA

SH

TO

/U

SC

S

G en er al R em ar ks /A dd iti al

In fo rm at io n

D e s c ri p to r A b b re v ia ti y p ic a l C o n s is te n t.

U n c o n fi n m p re s s iv e

S tr e n th

To ns /S q.

F t.

(M Pa

S P

T -N lo w s pe r f t.)

Ve

S of t Vs f Ex tru de d be tw ee n yo ur fin rs w he n sq ue ez

.0

≤2 ft

Sf ol de d by li gh t f in ge r pr es re

- 0

.0 5)

3-

M ed

M ol de d by s tro ng fi er pr

(0

1)

5-

St iff ea di ly in de nt ed b y th um bs b ut p en et ra te d w ith g re at e ffo rt

1.

- 2

(0

.1

.2

9-

S tif f Vs t R ea di ly in de nt ed b y th um bn ai l

2.

4.

4)

-3

H ar d H d In de nt ed w ith d iff ic by um bn ai l

4.

4)

≥3 e

C on si st en cy o f C oh es iv e Fi ne -g ra in ed S ls s c ri p to r A b b re v ia ti

P

T -N lo w s pe r f t.)

L oo se

Vl

≤4

Lo os

Ls

5-iu m

D

-3

D

-5

Ve ry

D

Vd

≥5

Ta bl e

R el at iv e

D en si ty o f G ra nu la r C oa rs e-gr ai ne d ils s c ri p to r A b b re v ia ti s c ri p ti

Bl oc ky oh es iv e so il th at c an b e br ok en d ow n in to s m al l a ng ul ar b lo ck s w hi ch re si st fu rth er b re ak do w n Fi ss il te nd s to b re ak a lo ng d ef in ite p la ne s of fr ac tu re w ith li ttl e re si st an ce to fr ac tu rin g H om og en

H

Si m ila r c ol or a nd te xt ur e th ro ug ho er og en

C om po se d of d is si m ila r p ar ts th ro ug ho in at

Al te rn at in g ve ry th in la ye rs o f v ar yi ng m at er ia l o r c ol or s w ith th e la ye rs le ss th an

¼ ” t hi

Le

Le cl us io n of s m al l p oc ke ts o f d iff er en t s oi ls

, s uc h as s m al l l en se s of s an d sc at te re d th ro ug h a m as s of c la y

Sa pr ol iti

Sa co m po se d of c om pl et el y w ea th er ed ro ck th at re ta in s th e fa br ic a nd a pp ea ra nc e of th e or ig in al ro ck b ut w ith o nl y a tra ce o f t he o rig in al b on d st re ke ns id ta in s sh ea r p la ne s th at a pp ea r s tri at ed

, p ol is he d an d/ or g lo ss y

St ra tif ie rn at in g th in la ye rs o f v ar yi ng m at er ia l o r c ol or w ith la ye rs a t l ea st o r g re at er th an ¼

” t

Va rv

Va ye re d so il ha vi ng a re pe tit iv e st ru ct ur e of c on tra st in g co lo r ( of te n al te rn at in g be tw ee n fin e sa nd a nd s ilt o r c la y) re su lti ng fr om v ar ia tio ns in a nn ua l s ea so na l d ep os iti e

So il St ru ct ur e

D es cr ip s c ri p to r A b b re v ia ti s c ri p ti gu la cl es h av e irr eg ar sh e w ith c ris p an gu la r ed ge s

Su b

An gu la

Sa cl es h av e irr eg e w ith w ea th er ed o r ro un de d an gu la r e dg

Su

R ou

Sr cl es h av e an ir re gu la r sh ap e w ith w el l r ou s

R ou

Pa rti cl e ha s a ge ne lly sm th ro un de d sh ap e

El on ga te

El cl e le ng th is m or e th an th re e tim es p ar tic w

Fl cl e th ic kn es s is m or e th an th re e tim es p ar kn es s

Fl at a nd

E lo ng

Fe rit er ia fo r b ot h fla t a ga te d ar e e

So il S ha pe

D es cr ip

L-

D e s c ri p to r A b b re v ia ti s c ri p ti

Ae ia

Ae de po si te d by w in d

Al lu vi de po si te d by fl ow in g w lu

So il de po si te d by g ra la ci w as h

G o

So il de po si te d fro m g la tw ci al

T ill

G t

So il de po si te d fro un so rte d gl ac ia l s et tle m en t

R es id uu

In so lu bl e m at er ia l re m ai ni ng fr om w ea th ro ll

-m ad e de po e

Ty pe s of S oi l D ep os it S ta n d a rd

S o il a n d

R o c k C o lo r M o d if ie rs a n d

A b b re v ia ti o n s

T a b le

Li gh

Lt

Li gh te r s id e of c ol or ra ng e

D ar k D k D ar ke r s id e of c ol or ra ng e

M ot tle d

M t

Irr eg ul ar ly m ar ke d w ith s po ts o f d iff er en t c ol or s Ba

Bd is tin ct a lte rn at in g lig ht a nd d ar k sh ad es , o r a lte rn at in g co e

- D es cr ip to rs fo r F in e-

G ra in ed

M at er ia ls B as ed o n

Be ha b le

B

C ri te ri a f o r

D e s c ri b in g D il a ta n s c ri p ti ri te ri a /T e s t

R e s u lt vi si bl e ch an ge in th e sa m pl e.

er s lo w ly a pp ea rs o n th e su rfa ce o f t he sa pl e du rin g sh ak in g an d do es n ot d is ap pe is ap pe ar s sl ow ly u po n sq ue ez er q ui ck ly a pp ea rs o n th e su rfa ce o f t sa pl e du rin g sh ak in g an d di sa pp ea rs u po n sq ue ez c e d u re f o r

D e te rm in in g D il a ta n c

Th di la ta nc y te st i s pe rfo rm ed o n m at er ia l pa ss in g th e

N o.

si ev e.

T he te st is m ad e on a s oi l s am pl e ab ou t ¾ in ch in d ia m et er

M ol d th e m at er ia l, ad di ng w at er if n ec es sa ry u nt il it ha s a so ft bu t no t st ic ky c on si st en cy

Sm oo th t he b al l o f so il in t he p al m o f th e ha nd a nd s ha ke h or iz on ta lly w hi le s tri ki ng t he s id e of t he h an d ag ai ns t t he o th er h an d se ve ra l t im es

N ot e th e re ac tio n of w pe ar in g on t he s ur fa ce o f th e il.

Sq ue ez e th e sa m pl by cl os in g th e ha nd o r p in ch in g th e so il be tw ee n th e fin ge rs , a nd n ot e th e re ac tio n as n on e, s lo w , o r r ap id in a cc or da nc e w ith th e cr ite ria ab le

B

T a b le

C

C ri te ri a f o r

D e s c ri b in g T o u g h n e s c ri p ti te ri a /T e s t

R e s

L nl y sl ig ht p re ss ur e is re qu ire d to ro ll th e th re ad n ea r t tic li m it.

T he th re ad a nd lu m p ar e w ea k an d ft.

d iu m p re ss ur e is re qu ire d to ro ll th e th re ad to n ea r t tic li m it.

T he th re ad a nd th e lu m p ha ve m ed iu m s tif fn s.

ig h si de ra bl e pr es su re is re qu ire d to ro ll th e th re ad to n ea r th e pl as tic li m it.

T he th re ad a nd lu m p ha ve v er y hi gh s tif fn s.

c e d u re f o r

D e te rm in in g T o u g h n e s to ug hn es s te st is p er fo rm ed o n m at er ia l p as si ng th e N o.

si ev e.

is m ad e on a s oi l s am pl e ab ou t ¾ in ch in d ia m et er

. T he s am pl e is ro lle d by h an d on a s m oo th s ur fa ce o r b et w ee n th e pa lm s in to a th re ad a bo ut

/8 i n di am et er

Fo ld t he s am pl e th re ad s an d re ro ll re pe at ed ly u nt il th e th re ad c ru m bl es a t a d ia m et er o f 1

.8 in ch w he n th e so il is n ea r th e pl lim it.

N ot e th e st re ng th o f t he th re ad

Af te r th e th re ad c ru m bl es th e pi ec ou ld b e lu m pe d to ge th er a nd k ne ad ed u nt il th e lu m p cr um bl es

. N ot e th e to ug hn es s as lo w , m ed iu m , o r hi gh in a cc or da nc e w ith th e cr ite ria in

T ab

T a b le te ri a f o r

D e s c ri b in g D ry S tr e n s c ri p ti te ri a /T e s t

R e s dr y sa m pl e cr um bl es in to a p ow de r w ith m er e pr es su re o f ha nd lin

L dr y sa m pl e cr um bl es w ith s om e fin ge r p re ss d dr y sa m pl e br ea ks in to fr ag m en ts o r c ru m bl es w ith c on si de ra bl e fin ge r p re ss dr y sa m pl e ca nn ot b e br ok en w ith fi ng er p re ss ur e.

S am pl e ith br ea k in to fr ag m en ts b et w ee n th um b an d ha rd s ur fa ce

V e ry

H dr y sa m pl e ca nn ot b e br ok en b et w ee n th um b an d a ha rd rfa ce

P ro c e d u re f o r

D e te rm in in g D ry S tr e n g dr y st re ng th te st is p er fo rm ed o n m at er ia l p as si ng th e

N o.

si ev e.

T he is ad e on a s oi l s am pl e ab ou t 0.

5-in ch -th ic k an d ab ou t 1.

in ch es in d ia m et er

M ol d th e sa m pl e un til it h as t he c on si st en cy o f pu tty ad di ng w at er if n ec es sa ry

Al lo w th e te st s pe ci m en to d ry in a ir, o r s un o r b y ar tif ic ia l m ea ns

. U po n dr yi ng

, t es t th e st re ng th o f t he te st s pe ci m en b y cr us hi ng b et w ee n fin ge rs . N ot e th e st re on e, lo w , m ed iu m , h ig h, o r v er y hi gh in a cc or da nc e w ith th e cr ite ria in T ab le

A

F in e -G ra in n s ti tu e n t

P la s ti c it s c ri p ti o n

A b b re v ia ti ti m a s ti c e x

I) a ll e s t

T h re ia m e te r

P h y s ic a l B e h a v io r

T h re a ra c te ri s ti rk a b il it y c h P la s ti c L im ld a b il a ta n h e s io p e a ra n c e a

T e x tu im

R e s id

-p la

(N p)

2%

Ba cr ac ks rie s ra pi dl y w he n ro llin g;

a

/8

-in ad c an no t b e ro lle d at a ny w at er c on nt ot a pp lic ab le th re ad c an no t b e ro lle oe s no t m ol d w el l

M oi st s oi l b al l s ds er w he n sh ak gi ng a g lo ss y ap pe ar ce

-s gh o r g rit xt ur e, d ul l s m ea r bt w

. t hu m b an d fo re fin ge r

R p ow du e w he n dr y

Lo w

P la s

(L

3%

1/ to

/8

Fe s po w de ry w he n dr yi ng o ut d ur in g ro llin g;

T he th re ad ba ly b e ro lle d;

th e th re ad is w ea k an d so ft

Th re ad c an b ar el y be ro lle da bl e un de r sm al l r an ge o f w at er c on st s oi l b al l r et ai er o r s he ds w sl ow ly w he n sh ht gh to s m xt ur e, d ul l s m ea r bt w . t hu m b an d fo re fin ge r

M od er at e Po w du e w he n dr

Pl tic

F

(M

>1

-i nc h

Th e th re ad c an no t b e re ro lle d af te r r ea ch in g pl as tic li m it;

th e th ad ha m ed iu m s tif fn es s

Sh or t w or ki ng ti m e to re ac h pl as tic li m it Ve ry m ol da bl e

M od er at el y st

Sm th te xt e, du to s hi ny s m ea r bt w

. t hu m b an d fo re fin ge r er lit tle p ow du e w he n dr y

H ig h Pl s

(H

>2

-i nc h

Th e th re ad c an b e re ro lle d af te r r ea ch in g th e pl as tic li m it;

th e th re ad h as v er y gh iff ss lo ng w or ki tim to re ac h pl lim

Ve ry m ol da bl e ov er a w id e ra ng e of w co en t

M oi st s oi l b al l r et ai er w he n sh s k te xt ur e, v er y sh in y or w ax y ap pe ar ce s li ttl e po w du n dr

Predominately

Silt

Predominately

Clay

Si lt

M or e Si lt

C la y

M y

S ta n d a rd

S o il a n d

R o c k C o lo rs a b re v ia ti o n s

T a b le

Bl ac k Bk

Bu

O liv e O l Pu rp

Pr

W

Ye llo

Yl

Br

Bn y

G a

O ra ng e

O r

Pi nk

Pk

Si lv

Sv

Tn ta n d a rd

S o il a n d

R o c k H u e s a b re v ia ti o n s

T a b le

Bu

Br

Bn liv e O l O ra ng e O r

Ye llo

Yl y G a G

Pi nk

Pk

Pu rp

Pr

Ex am pl es o f F ie ld

S oi l D es cr ip tio ns

1.

f in e

SA

N D

, s om e Si lt, tr ac e

G ra ve l, m ed iu m d en se , m oi st

, p oo rly g ra d, de d, b ro w n, fi ll, a -2

-4 /s

2.

LA

Y an d

S

IL

T, s om e

G ra ve l, tra ce

S an d, s of t t o m ed iu m , m oi st to w et , w el l gr ad ed , s ub a ng ul ar , h ig h pl as tic fi ne s, m ot tle d ye llo w a nd li gh t g ra y, g la tw as h, a

-6 /c l, (tr ac e ro ot s) w ith s an ds to ne fr ag m en ts

3.

f in e

SA

N D

, s om e C la y, m ed iu m d en se , m oi st

, p oo rly g ra de d, d ar k gr ay

, f ill, a-

2- 6/ sc tra ce s he ll fra gm en ts

4.

c oa rs e G

R

AV

EL

, s om e

Si lt, lo os e, d ry , u ni fo rm ly g ra de d, e lo ng at ed , r ed br ow n, g la ci al ti ll, a

-2 -5

/g m

5.

f in e

SA

N D

, s om e G ra ve l, lit tle S ilt , d en se

, m oi st , h om og en eo us , w el l g ra d, de d, li gh t b ro w n, re si du um

, a -2

-4 /s m sl ig ht p et ro le um o do r)

6.

f in e

G R

AV

EL

a nd

S

AN

D , l itt le

S ilt

, t ra ce C la y, m ic ac eo us , m ed iu m d en se da m p, h om og en eo us

, w el l g ra de d, a ng ul ar to s ub -ro un de d, n on -p la st ic , l ht br n to re d-br ow n, fi ll, a -1

-b /s w oc ca si on al fr ag m en ts o f b ric k an d co nc re

ATTACHMENT C

LABORATORY TESTING RESULTS

Project:

CMT Services Group Construction Materials Testing Laboratory 24 Portland Road, Suite 100, West Conshohocken, PA 19428 Ph: 610.731.0430 Fax: 610.731.0435 www.cmtservicesgroup.com

Material Test Report Report No: MAT:C170018.07-S001

Issue No: 1

USDA Creek Bed Stabilization & Road Repairs #18099

Job No: C170018.07

This laboratory is accredited by the American Association of State Highway and Transportation Officials (AASHTO). The tests reported have been completed in accordance with the terms of the accreditation.

Client: American Geotec & Environmental Services, Inc.

Approved Signatory: Jason L Jackson 5/2/2019Date of Issue:

Laboratory Number:

1000 First Avenue King of Prussia, PA, 19406

81.3½in 76.43/8in 68.6No.4

86.7¾in

100.01½in 88.71in

% PassingSieve Size

Limits

47.6No.60 39.1No.100 33.1No.140

54.0No.40

61.5No.10 57.8No.20

28.16No.200

14.034.3 µm

5.19.4 µm

3.86.7 µm

6.413.2 µm

11.422.2 µm

7.616.0 µm

Drying by: Oven Date Tested: 3/29/2019

2/21/2019Date Sampled:

3/5/2019Date Submitted:

Sample Details

B-2Boring No:

0.5-5.0Sample Depth:

ClientSampled By:

On-siteSample Source:

Test BoringSample Location:

Edward Aldin, P.G.Tested By:

B-1Field Sample No:

2.54.8 µm

2.53.2 µm

1.31.4 µm

Atterberg Limit:

Liquid Limit:

Plastic Limit:

Plasticity Index:

Linear Shrinkage (%):

Sample Description:

Brown silty sand with gravel

Grading:

N/A

NP

NP

N/A

16.6413D85: 1.4116D60: 0.3052D50:

0.0854D30: 0.0362D15: 0.0197D10:

71.74Cu: 0.26Cc:

Particle Size Analysis of Soils - Sieve & Hydrometer [ASTM D 422] Particle Size Distribution

COBBLES GRAVEL

Coarse (13.3%)

Fine (18.1%)

SAND

Coarse (7.1%)

Medium (7.5%)

Fine (25.9%)

FINES

Silt (25.5%)

Clay (2.6%)

(0.0%)

Page 1 of 10© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: MAT:C170018.07-S001

Construction Materials Testing Laboratory 24 Portland Road, Suite 100, West Conshohocken, PA 19428 Ph: 610.731.0430 Fax: 610.731.0435 www.cmtservicesgroup.com

Material Test Report Report No: MAT:C170018.07-S001

Issue No: 1

USDA Creek Bed Stabilization & Road Repairs #18099

Job No: C170018.07

This laboratory is accredited by the American Association of State Highway and Transportation Officials (AASHTO). The tests reported have been completed in accordance with the terms of the accreditation.

Client: American Geotec & Environmental Services, Inc.

Approved Signatory: Jason L Jackson 5/2/2019Date of Issue:

Laboratory Number:

1000 First Avenue King of Prussia, PA, 19406

Sample Details

Soil Mixer

4/2/2019 Silty sand with gravel

SM

3/27/2019 n/a

5.5

2/21/2019Date Sampled:

3/5/2019Date Submitted:

B-2Boring No:

0.5-5.0Sample Depth:

ClientSampled By:

On-siteSample Source:

Test BoringSample Location:

Edward Aldin, P.G.Tested By:

B-1Field Sample No:

Result Moisture Content of Soil and Rock [ASTM D 2216]

Other Test Results MethodDescription

Limits

Moisture content (%) Method Excluded Material Size Date Tested Unified Soil Classification System [ASTM D 2487] Group Symbol Group Name Date Tested Particle Size Analysis of Soils - Sieve & Hydrometer [ASTM D 422] Dispersion device

1 minuteDispersion time (min) Angular to subangularShape

HardHardness Fine to coarseSand/gravel description

Liquid & Plastic Limit [ASTM D 4318] N/ALiquid Limit

Method AMethod NPPlastic Limit NPPlasticity Index AirSample history

46.0Material retained on 425µm (No. 40) (%) 3/28/2019Date Tested

Page 2 of 10© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: MAT:C170018.07-S001

N/A Comments

Field Sample No: B-1 Date Sampled: 2/21/2019 Sampled By: Client Sample Source: On-site Sample Location: Test Boring Tested By: Edward Aldin, P.G. Date Tested: 4/8/2019

Test Results Proctor - Standard [ASTM D 698]

Maximum Dry Density (lbf/ft³):

105.9

Optimum Moisture Content (%):

14.4

Method: B Preparation Method: Moist Received Moisture Content

Rammer Type: 5.5lb Specific Gravity (Fines): 2.75 Specific Gravity Method: Assumed Retained Sieve 3/8'' (9.5mm)

Passing Sieve 3/8'' (9.5mm)

Specific Gravity (Oversize): 2.75 Excluded Oversize Retained Sieve 3/4'' (19mm) (%):

Visual Description: Brown silty sand with gravel

ASTM D 4718

Corrected Maximum Dry Density (lbf/ft³):

110.0

Corrected Optimum Moisture Content

13.0

Dry Density - Moisture Content Relationship

Project:

CMT Services Group Construction Materials Testing Laboratory 24 Portland Road, Suite 100, West Conshohocken, PA 19428 Ph: 610.731.0430 Fax: 610.731.0435 www.cmtservicesgroup.com

Proctor Report Report No: PTR:C170018.07-S001

Issue No: 1

USDA Creek Bed Stabilization & Road Repairs #18099

Job No: C170018.07

This laboratory is accredited by the American Association of State Highway and Transportation…