Soils Foundation Report.pdf

SOILS AND FOUNDATION

REPORT NO. 01-08

PROJECT PRA- DEWA 14(13)

RECONSTRUCTION OF RAYMONDSKILL CREEK BRIDGE

US ROUTE 209

DELAWARE WATER GAP NATIONAL RECREATION AREA

PIKE COUNTY, PENNSYLVANIA

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20147

March 2010

TABLE OF CONTENTS

REPORT PAGE

INTRODUCTION

General Project Description Regional Geology Soil Survey

PROCEDURES AND RESULTS

General Sampling Field Tests and Measurements Data Summary Laboratory Testing Findings

CONCLUSION AND RECOMMENDATIONS

DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

APPENDIX A – Figures APPENDIX B – Boring Location Plan APPENDIX C – Boring Logs APPENDIX D – Laboratory Data APPENDIX E – Substructure Typicals

APPENDIX F – Concrete Core Petrographic Analysis APPENDIX G – Representative Photographs

Note: Design changes subsequent to publication of this report and prior to the project’s advertisement will be documented by a memo inserted after the title page.

Project: PRA-DEWA 14(13) Reconstruction of Raymondskill Creek Bridge Delaware Water Gap Soils and Foundation Report Pike County, Pennsylvania No. 01-08

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

SOILS AND FOUNDATION

REPORT NO. 01-08

PROJECT PRA-DEWA 14(13)

RECONSTRUCTION OF RAYMONDSKILL CREEK BRIDGE

US ROUTE 209

DELAWARE WATER GAP NATIONAL RECREATIONAL AREA

PIKE COUNTY, PENNSYLVANIA

INTRODUCTION

General

This report presents the results of our geotechnical subsurface investigation and laboratory testing for Project PRA-DEWA 14(13). No design analysis or recommendations were performed for this project since it was planned as a design/build (D/B) contract. The project is located along U.S Route 209 in the Delaware Water Gap National Recreation Area (DEWA NRA), in Pike County, Pennsylvania. The general site location is shown on Figure 1, “Site Location and Vicinity Map,” in Appendix A.

Project Description

U.S. Route 209 is the main north to south highway through DEWA NRA and connects Interstate 84 North with Interstate 80 South. It is located in the northeast corner of PA, between Milford (north) and Stroudsburg (south). The Raymondskill Creek Bridge is located on U.S. Route 209 at MP 18.3 and 2.7 miles south of Route 206. The bridge was constructed in 1955 and consists of concrete abutments and wingwalls supporting fourteen (14) 36” x 27” pre-stressed concrete box beams overlaid with 8 inches of bituminous paving. The exiting bridge total length is 52.0 ft with a clear deck width of 40.5 ft. Both of the roadway approaches are on a horizontally curved alignment with a skew angle of 30º. The bridge superstructure is elevated to accommodate the curvature. No as-built are available.

The proposed project limits are within existing National Park Service (NPS) right-of-way.

The project consist of replacing the existing bridge superstructure with fourteen (14) AASHTO BI-36 adjacent box girders and a 4-inch latex modified concrete (LMC) overlay, constructing new approach slabs and reconstructing the abutment seats, as well as performing suitable wingwall and abutment repairs and other miscellaneous work. Wingwalls, abutments and foundations would require stabilization and strengthening through the use of tiebacks and/or underpinning. This report summarizes Eastern Federal Lands’ subsurface investigations findings. It will be the contractor’s decision to perform additional investigation to help with the substructure strengthening.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Regional Geology

Accordingly to Department of Conservation and Natural Resources (DCNR) “Geologic Map of Pennsylvania” the bridge is underlain by Devonian Formation. The Devonian Formation is composed of red sandstone, gray and black shale, limestone and chert. In some locations also flagstone, silica, sand clay and lime can be found. Refer to Figure 2 in Appendix A for a “Geologic Map” of the project area.

Soil Survey

Accordingly to United State Department of Agriculture “1969 Soil Survey of Pike County, Pennsylvania” the surficial soil at the site consists of Chenanga - Tunkhannock-Tiaga, Dekalb - Manlius-Oquaga and Stony Land – Rushtown associations.

The Chenanga - Tunkhannock-Tiaga Deep association is a well-drained, nearly level to gently sloping, dominantly gravelly soils on low terrace in major stream valleys. The Dekalb

- Manlius-Oquaga association is moderately deep, well-drained, gently sloping to steep, very stony to shaly, soils on uplands. The Stony Land - Rushtown association is a chiefly steep, stony and shaly areas along the river bluffs. Refer to Figure 3 in Appendix A for a “Soil Survey Map” of the project area.

PROCEDURES AND RESULTS

General

The Eastern Federal Lands Highway Division’s (EFLHD) Subsurface Exploration Team conducted two subsurface investigation programs at the project site. The first subsurface investigation was conducted from November 2 through 4, 2007. Additional subsurface information was required to complete our geotechnical recommendations; therefore a second investigation was conducted from June 24 through 26, 2009. The subsurface investigation program consisted of drilling a total of nine (9) borings, two (2) auger probe, two (2) concrete cores for petrographic analyses and one (1) test pit (TP). Dynamic Cone Penetration (DCP) tests were performed in the TP located near the south abutment.

Borings B-1, B-2, P-1, P-2, auger probe OB-1 and the two (2) concrete core petrographic analyses were performed during November 2007. Auger probe BB-1, borings BB-2, BB-3, BB-4 including DCP and test pit (TP-1) were performed during June 2009.

A summary of the boring locations is provided in Table 1:

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Table 1. Borehole Locations

Borehole Location

B-2 and BB-1 Southbound, North Abutment

OB-1 and BB-2 Southbound, South Abutment

BB-4 Northbound, North Abutment

BB-3 Northbound, South Abutment

P-1 Southbound

P-2 Northbound

Borings were advanced to depth using hollow stem augers and a CME 850 rotary, track-mounted drill rig. The location of each boring may be referenced on Boring Location Plan drawing in Appendix B.

Sampling

The boreholes were drilled to depths ranging from 5.0 to 47.0 ft below the existing ground surface. Borings were advanced using 3¾-in. (inside diameter) hollow stem augers. Standard Penetration Testing (SPT) was performed using a 2¼-in. (outside diameter) split-spoon sampler in accordance with AASHTO 7200-87 and AASHTO T206-87. Samples were obtained by driving the split-spoon sampler a distance of 24-in., or until auger refusal, into the undisturbed soil under the impact of a 140-lb. automatic hammer free-falling 30 inches.

The number of hammer blows required to advance the split-spoon sampler the middle foot of the 24-in. sample interval is designated as the “Standard Penetration Resistance” or N-value.

Auger refusal is defined by 50 blows per 1-inch of penetration of the split-spoon sampler.

The number of blows required to advance the sampler through each 6-in. interval was recorded on field boring logs. Representative portions of split-spoon samples were preserved in glass jars for laboratory testing. The sampling sequence and associated jar samples for each boring are presented on its appropriate Boring Log in Appendix C.

Water levels, if present, were measured in the boring logs at the time and under the conditions stated on boring logs.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Field Tests and Measurements

The EFLHD geotechnical crew performed the following field tests and took measurements during the course of the subsurface exploration. A field description by color and texture was made for each recovered sample. The boring locations were determined by measuring from features present on-site and by GPS. Boring elevations were determined from plan topography. The approximate location of borings is as shown on the Boring Location Plan sheet in Appendix B.

Data Summary

The results of field tests and measurements were recorded on the driller’s logs and appropriate data sheet in the field. These data sheets and logs contain information concerning the boring methods; samples attempted and recovered; indications of the presence of various material such as gravel, pebbles, organic matter, etc.; and observations of groundwater. They also contain interpretations by the exploration foreman of the subsurface conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools.

Therefore, the field data represents both factual and interpretative information.

The boring logs in Appendix C of this report represent a compilation of field laboratory data and description of the soil samples by a geotechnical engineer. These records occasionally do not include all data recorded on driller’s logs and field data sheets, but do include all information considered relevant to the design and preparation of this report.

Groundwater level readings were made in the boreholes at the times and under the conditions stated on the boring logs. Fluctuations in groundwater level due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected.

Laboratory Testing

A laboratory testing program was conducted on representative soil samples recovered during the subsurface explorations conducted on 2009. The primary purpose of the testing program was to aid in classification and evaluation of the engineering properties of soil and rock present at the site. Laboratory tests included are grain size distributions (AASHTO T-88), Atterberg limits (AASHTO T-89, T - 90) and natural water contents (AASHTO T-265). The results of the laboratory testing program are presented in Appendix D and summarized below in Table 1.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Table 2. Summary of Laboratory Test Results

Moisture Content

Liquid Limit(1)

Plastic Limit(2) Fines Boring

No.

Sample

No.

Sample Depth

(ft) (%) (%) (%) (%)

Classification

BB-3 J-2 20.0-22.0 19.2 --- --- --- ---

BB-3 J-3 23.0-25.0 19.9 ND NP 10.0 A-1-b

BB-3 J-6 30.0-32.0 9.9 ND NP 8.6 A-1-b

BB-3 J-8 40.0-41.4 17.3 ND NP 7.1 A-1-b

BB-4 J-1 18.0-20.0 --- --- --- 13.3 ---

BB-4 J-2 20.0-22.0 13.7 ND NP 14.8 A-1-b

BB-4 J-5 28.0-30.0 12.2 ND NP 8.3 A-1-b

BB-4 J-7 35.0-37.0 10.5 ND NP 8.3 A-1-b

BB-4 J-9 45.0-47.0 20.5 ND NP 20.5 A-1-b

(1) ND = No determine (2) NP = Non-plastic

Findings

Descriptions of the subsurface soil conditions encountered during the subsurface explorations conducted at the site are provided below in order of increasing depth below the ground surface. The stratification lines designating the interfaces between soil types on the boring logs in Appendix C represent approximate boundaries. The transition between materials may be gradual. It should be noted that one or more of the units may be absent at specific locations. As indicated in Table 1, all samples tested were determined to be non-plastic.

ASPHALT – Asphalt pavement sections were encountered from ground surface to a depth of 0.6 to 1.0 ft in all borings.

FILL – Fill consisting of gray to light brown, fine to medium silty sand with some gravel were encountered in dry to moist conditions below the asphalt pavement sections to depths between 15.0 and 20.0 ft in all the borings. SPT resistance values recorded within this material were between 25 and 63 blows per foot (bpf), indicating medium dense to very dense conditions.

GRAVEL – Brown, well-graded gravel with some sand and little silt were encountered in wet conditions below the fill to depths between 25 and 27.5 ft in borings BB-3 and BB-4. SPT resistance values recorded within this material were between 3 and 42 bpf, indicating very loose to dense condition. AASHTO soil classification for this layer was A-1-b.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

GRAVEL and SAND – Brown and gray, well-graded gravel and sand with trace of silt were encountered in wet conditions below the gravel layer to depths between 37.0 and 42.8 ft in borings BB-3 and BB-4. SPT resistance values recorded within this material were between 25 and auger refusal indicating medium dense to very dense conditions. AASHTO soil classification for this layer is A-1-b.

SILTY SAND – Brown to dark gray, fine to course silty sand with some gravel was encountered in wet conditions below the gravel and sand layer to a depth of 47.3 ft in Boring BB-4. SPT resistance values recorded within this material were 47 bpf to auger refusal indicating very dense conditions. AASHTO soil classification for this layer is A-1-b.

Groundwater was encountered at depths ranging between 16.5 and 23.0 ft in Borings B-1, B- 2, BB-3 and BB-4. Fluctuations in ground water level due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected.

Two (2) concrete cores of approximately 8 in. long and 4 in. diameter retrieved from the north abutment were tested for compressive strength and subjected to petrographic examination on December 13, 2007 by Dipayan Jana of Construction Materials Consultants, Inc. of Greensburg, PA. The consultant’s report indicated that obtained compressive strengths were 4020 and 3860 psi indicating marginal or less than common industry requirements of at least 4000 to 4500 psi. However, the study concludes that based on the detailed petrographic examination and compressive strength results, the overall condition of the concrete cores are judged to be reasonably sound with no evidence of any distress or deterioration. These samples were retrieved from locations approximately 1 to 2 feet offset from a major vertical crack. The details of the petrographic analysis can be found in the Consultant’s provided report at Appendix F.

TP-1 was performed adjacent to the footings of the south abutment between weepholes 1 and 2 using shovels and small excavator. The test pit was performed with the purpose of identifying the bridge foundation type and soil conditions immediately below the footing.

The test pit was excavated to a maximum depth of 25 in. It was terminated at this depth because the excavated material continued to cave into the hole and water was quickly filling up excavated space. DCP tests measurements were recorded in the gravelly sand and range from 3 to 24 blows/1.75 in. increment. The bottom of the footing was not found within the excavated depth but was estimated to be within 2 to 3 inches of TP termination. The possible footing depth is approximately 28 in. DCP data are presented in Table 3.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Table 3. DCP Data

Depth

(from top of the footing)

(in.)

Increments

Number of Blows / 1.75

in. increments

Description

8.25

1.75 7 Loose silty sand

10.0

3.5 11 Medium dense silty sand

11.75

5.25 15 Medium dense silty sand

13.5

7.0 20 Medium dense silty sand

15.25

8.75 14 Medium dense silty sand

17.0

10.5 20 Medium dense silty sand

18.75

12.25 24 Medium dense silty sand

20.50

12.5 9 Loose silty sand

20.75

14.25 8 Loose silty sand

22.5

16.0 9 Loose silty sand

24.25

17.75 10 Loose silty sand

26.0

19.5 9 Loose silty sand

27.75

21.25 8 Loose silty sand

29.5

23.0 7 Loose silty sand

31.25

24.75 8 Loose silty sand

33.0

26.5 7 Loose gravel, some sand, little silt

34.75

28.25 5 Loose gravel, some sand, little silt

36.5

30.0 3 Very loose gravel, some sand, little silt

38.25

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Table 3. DCP Test Data (Continue)

(from top of the footing)

Increments

Number of

Blows

Description

31.75 3 Very loose gravel, some sand, little silt 40.0

33.5 5 Loose gravel, some sand, little silt 41.75

35.25 5 Loose gravel, some sand, little silt 43.5

37.0 3 Very loose gravel, some sand, little silt 45.25

38.75 12 Medium dense gravel, some sand, little silt

40.5 20 Medium dense gravel, some sand, little silt 48.75

CONCLUSION AND RECOMMENDATIONS

The data in this report is being provided for the Contractor’s information. A sufficient number of borings, test pit, laboratory testing and measurements were performed at the north and south bridge abutments. However, since this project is proposed as design/build type of contract, it is the contractor’s responsibility to evaluate available data and determine the need for additional testing.

APPENDIX A

Figures

FIGURE 1

SITE LOCATION & VICINITY MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

DEWA14(13)NE

SHEET

NO.

PROJECT

TOTAL

SHEETS

3PA

Project: PRA-DEWA 14(13)

TOTAL

SHEETS

3PANE

SHEET

NO.

PROJECT

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

DEWA14(13)

Project: PRA-DEWA14(13)

Devonian (354-417 million years)

Sandstone, gray and black shale, limestone and chert, flagstone, silica, sand, clay, and lime

Chenanga-Tunkhannock-Tiaga association: Deep, well-drained, nearly level to gently sloping, dominantly gravelly soils on low terrace in major stream valleys.

Dekalb-Manlius-Oquaga association: Moderately deep and deep, well-drained, gently sloping to steep, very stony to shaly, soils on uplands.

Stony land-Rushtown association: Chiefly steep, stony and shaly areas along the river bluffs.

TOTAL

SHEETS

3PANE

SHEET

NO.

PROJECT

FIGURE 2

SOIL SURVEY MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

DEWA 14(13)

Project: PRA-DEWA 14(13)

APPENDIX B

Boring Location Plan

APPENDIX C

Boring Logs

Weather:

BB-1

Standard Penetration Test Data Liquid Limit

Operator:

Inspector:

G ra p h ic L o g

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

D

E W

A

(1

B O

R

IN

G S

.G P

J F

H W

A

V A

.G

T

/9

/1

B lo w s p e r in

Pike County, PA

PRA-DEWA14(13)- Raymondskill Bridge

SAMPLE

R ec hrs

(Blows / ft)D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Completed:

Hole Diameter:

At a depth of 11.4ft auger reached abutment.

-FILL-

11.4

Groundwater Depth:

Boring No.:

Boring Location:

T yp e

Vane Shear

Remarks:

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture

SPT

After

Encountered at:

Sample Types:

N o.

Rock Core Penetrometer

1. Boring backfilled with auger cuttings upon completion.

2. No water was encountered during or after completion of drilling.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

2.3 ft N. from N. Abt. Wall on S. Bound laneProject Location:

Plastic Limit

8.0 in.

Water Content %

806020

396.5 ft

UDAuger Cuttings

30 in.

K.Thornton

E le va tio n (f ee t)

Project Name:

Warm 140 lbs/Automatic R.Kingsley/ D. Hutchins

BORING LOG

6/24/09

HSA

6/24/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

385.1

Liquid Limit Standard Penetration Test Data

Boring No.:

Boring Location:

R ec hrs

B O

R

IN

G L

W

A

(1

B O

R

IN

G S

.G P

J F

H W

A

V A

.G

/1

PRA-DEWA14(13)- Raymondskill Bridge

MATERIAL DESCRIPTION SAMPLE

Vane Shear

Inspector:

Operator:

Weather:

BB-2

2-50/6

Borehole stopped at 20 ft

At a depth of 19.0 ft auger reached abutment.

-FILL-

T yp e

Groundwater Depth:

0.2

20.0

18.5 J-1

Hole Diameter:

(Blows / ft)

Boring Method:

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Density, Color, Plasticity, Size, Proportions, Moisture

Rock Core Diam:

Project Name:

Encountered at:

Sample Types:

N o.

Penetrometer Rock Core

After

Project Location:

Water Content %

Pike County, PA

B lo w s p e r in

E le va tio n (f ee t)

SPT

1. Boring backfilled with auger cuttings upon completion.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

5.3 ft S. from S. Abt. Wall on S. Bound lane

Plastic Limit

Auger Cuttings

30 in.

UD

G ra p h ic L o g

Remarks:

Hammer Wt. & Type: R.Kingsley/ D. Hutchins K.Thornton

6/24/09

HSA

6/24/09

140 lbs/Automatic Warm

Surface Elevation: Boring Began:

Hammer Drop:

Caved at:

BORING LOG

395.3 ft

8.0 in.

376.8

375.3

62"

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture

Completed:

T yp eD ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

16.5 ft

Weather:

Hole Diameter:

BB-3

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Vane Shear

B O

R

IN

G L

W

A

(1

B O

R

IN

G S

.G P

J F

H W

A

V A

.G

/1

Boring No.:

Boring Location:

J-5

(Blows / ft)

1.5

0.8

0.9

1.4

27.5

18.0

J-4

J-3

J-2

J-1

20.0

Very dense, brown and gray, well graded GRAVEL and SAND, trace silt [A-1-b] (Wet)

Very loose to dense, brown, well graded GRAVEL, some sand, little silt [A-1-b] (Wet)

Medium dense, brown, SILTY SAND, trace concrete (Wet)

-FILL-

-FILL-

0.5 2-25-50/4

13-14-28-28

5-12-27-5

4-1-2-3

4-7-15-18

6/24/09

Penetrometer Rock CoreSPT

Water Content %

N o.

Sample Types:

E le va tio n (f ee t)

Project Name:

Warm R.Kingsley/ D. Hutchins

K.Thornton 6/24/09

HSA

1. Boring backfilled with auger cuttings upon completion.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 2

7.5 ft S. from S. Abt. Wall on N. Bound lane

Plastic Limit

Project Location:

After

Encountered at:

Auger Cuttings

G ra p h ic L o g

Remarks:

Boring Began:

UD

hrs

B lo w s p e r in

Pike County, PA

PRA-DEWA14(13)- Raymondskill Bridge

SAMPLE

R ec

Inspector:

Operator:

BORING LOG

395.3 ft

Hammer Wt. & Type:

Caved at:

140 lbs/Automatic

Surface Elevation:

8.0 in.

30 in.Hammer Drop:

377.3

375.3

367.8

4258"

Boring No.:

Boring Location:

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Operator:

Pike County, PA

PRA-DEWA14(13)- Raymondskill Bridge

B O

R

IN

G L

W

A

(1

B O

R

IN

G S

.G P

J F

H W

A

V A

.G

/1

R ec

Inspector:

Weather:

BB-3

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

1.2

27-49-50/4

19-35-28-31

26-30-33-36

Auger refusal at 42.8ft

1.1

1.5

42.8

J-8

J-7

J-6

D ep th S ca le ft)

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Very dense, brown and gray, well graded GRAVEL and SAND, trace silt [A-1-b] (Wet) (Continued)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

16.5 ft

(Blows / ft)

Encountered at:

Sample Types:

N o.

Penetrometer Rock CoreSPT

Project Location:

SAMPLE

hrs

E le va tio n (f ee t)

Project Name:

1. Boring backfilled with auger cuttings upon completion.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 2 of 2

7.5 ft S. from S. Abt. Wall on N. Bound lane

Plastic Limit

After 30 in. Warm

Water Content %

UD

G ra p h ic L o g

Remarks:

B lo w s p e r in

Auger Cuttings

Surface Elevation:

R.Kingsley/ D. Hutchins K.Thornton

6/24/09

HSA

6/24/09Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

BORING LOG

395.3 ft

8.0 in.

140 lbs/Automatic

352.5

44933"

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture

Completed:

T yp eD ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

18.0 ft

Weather:

Hole Diameter:

BB-4

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Vane Shear

Boring No.:

Boring Location:

B O

R

IN

G L

W

A

(1

B O

R

IN

G S

.G P

J F

H W

A

V A

.G

/1

J-5

(Blows / ft)

0.8

1.0

0.8

1.0

25.0

0.8

J-4

J-3

J-2

J-1

18.0

Medium dense to very dense, brown, GRAVEL and SAND, trace silt [A-1-b] (Wet)

Loose to medium dense, brown, well graded GRAVEL, some sand, little silt [A-1-b] (Wet)

-FILL-

Pavement

0.9 8-39-19-31

7-11-20-31

7-10-15-17

5-4-6-3

6-6-5-4

Boring Began:

Penetrometer Rock CoreSPT

Water Content %

N o.

Sample Types:

E le va tio n (f ee t)

Project Name:

R.Kingsley/ D. Hutchins

6/25/09

HSA

6/25/09

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 2

6.5 ft. N. from N. Abut. Wall on N. Bound

Plastic Limit

K.Thornton

Project Location:

After

Encountered at:

1. Boring backfilled with auger cuttings upon completion.Auger Cuttings

Surface Elevation:

Warm

G ra p h ic L o g

Remarks:

B lo w s p e r in

UD

hrs

Pike County, PA

PRA-DEWA14(13)- Raymondskill Bridge

SAMPLE

R ec

Inspector:

Operator:140 lbs/Automatic

Caved at:

BORING LOG

396.5 ft

18.7 ft

8.0 in.

Hammer Drop:

30 in.

Hammer Wt. & Type:

395.7

378.5

371.5

Boring Location:

T yp e

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Density, Color, Plasticity, Size, Proportions, Moisture

Liquid Limit

SAMPLE

R ec

Inspector:

Operator:

B O

R

IN

G L

W

A

(1

B O

R

IN

G S

.G P

J F

H W

A

V A

.G

/1

Standard Penetration Test Data

MATERIAL DESCRIPTION

47.3

0.9

0.9

1.1

1.0

Completed:

34-50/6

37.0

J-9

J-8

J-7

J-6

Weather:

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

18.0 ft

2-11-14-16

17-44-34-50

Auger refusal at a depth of 47.3ft

Very dense, brown to dark gray, fine to course SILTY SAND, some gravel [A-1-b] (Wet)

Medium dense to very dense, brown, GRAVEL and SAND, trace silt [A-1-b] (Wet) (Continued)

11-21-26-36

(Blows / ft)

BB-4

K.Thornton

N o.

Penetrometer Rock CoreSPT

Encountered at:

Water Content %

E le va tio n (f ee t)

Project Name:

Warm R.Kingsley/ D. Hutchins

1. Boring backfilled with auger cuttings upon completion.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 2 of 2

6.5 ft. N. from N. Abut. Wall on N. Bound

Plastic Limit

Sample Types:

Project Location:

After

6/25/09

Auger Cuttings Remarks:

UD

B lo w s p e r in hrs

Pike County, PA

PRA-DEWA14(13)- Raymondskill Bridge G ra p h ic

L o g

HSA

6/25/09Boring Began:Surface Elevation:

Hammer Drop: 30 in.

Caved at:

BORING LOG

Hammer Wt. & Type:

396.5 ft

20 60

140 lbs/Automatic

18.7 ft

8.0 in.

634"

359.5

349.2

Groundwater Depth:

Inspector:

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

At Completion:

18.0 ft

(Blows / ft)

Loose to very loose, gray-brown to dark brown, fine to medium SILTY SAND and GRAVEL, strong organic odor (Wet)

-ALLUVIUM-

Operator:

Weather:

B-1

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Boring No.:

B O

R

IN

G L

B

R

IN

G

L O

G

(A O

A

G P

J F

H W

A _V

A .G

/1 7/

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

J-3

1.3

23.0

17.0

0.6

J-7

J-6

Medium dense to very dense, gray to light brown, fine to medium SILTY SAND, some gravel (Dry to Moist)

-FILL-

J-4 1.1

J-2

J-1

J-5

Boring Location:

6-20-20-23

1-1-3-2

3-4-4-5

12-14-20-16

5-13-12-10

0.6

25-22-15-14

1.0

1.4

1.1

1.4

Asphalt Pavement Section

4-25-38-17

Project Name:

1. Groundwater was ecnountered at 18 ft

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 2

US Rte 209, Northbound; behind south abutment

SPT

Water Content %

E le va tio n (f ee t)

Project Location:

After

Encountered at:

Sample Types:

N o.

Penetrometer Rock Core

B lo w s p e r in

UDAuger Cuttings

G ra p h ic L o g Plastic Limit

Remarks:

hrs

Delaware Water Gap National Recreation Area - Pike County, PA

PRA-DEWA 14(13)

SAMPLE

R ec

Boring Began:

A. Anderson

11/2/07

R. Kingsley/D. Hutchins N/A Sunny 36-41 ºF

11/2/07Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

8.0 in.

HSA

30 in.

140 lbs/Automatic

395.5 ft Caved at:

372.5

378.5

394.9

B-1

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Operator:

Boring No.:

Boring Location:

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

G ra p h ic L o g

Remarks:

B O

R

IN

G L

R

IN

G

L O

G

(A O

A

G P

J F

H W

A _V

A .G

7/

B lo w s p e r in

Weather:

Delaware Water Gap National Recreation Area - Pike County, PA

PRA-DEWA 14(13)

SAMPLE

R ec

Inspector:

hrs

0.9

10-30-30-23

9-20-28-30

12-26-23-21

Borehole Terminated @ 37.0 ft

1.0

1.4

37.0

J-10

J-9

J-8

D ep th S ca le ft)

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Dense to very dense, gray to dark brown, fine to medium SILTY SAND and GRAVEL (Wet)

-ALLUVIUM- (Continued)

La ye r D ep th ft)

At Completion:

Groundwater Depth:

18.0 ft

(Blows / ft)

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer Rock CoreSPT

1. Groundwater was ecnountered at 18 ft

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Sample Types:

Sheet: 2 of 2

Plastic Limit

BORING LOG

N o.

Project Location:

After

Encountered at:

30 in.

395.5 ft

US Rte 209, Northbound; behind south abutment

140 lbs/Automatic

Hammer Drop:

Caved at:

UDAuger Cuttings

Water Content %

8.0 in.Hammer Wt. & Type:

E le va tio n (f ee t)

Project Name:

R. Kingsley/D. Hutchins A. Anderson

11/2/07

N/A

HSA

11/2/07

Sunny 36-41 ºF

Surface Elevation: Boring Began:

358.5 yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Groundwater Depth:

Boring No.:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

B O

R

IN

G L

R

IN

G

L O

G

(A O

A

G P

J F

H W

A _V

A .G

7/

Delaware Water Gap National Recreation Area - Pike County, PA

PRA-DEWA 14(13)

SAMPLE

R ec

Inspector:

Operator:

Weather:

Boring Location:

B-2

Liquid Limit

MATERIAL DESCRIPTION

J-4

1.2

0.3

1.1

1.3

1.2

19.0

At Completion:

J-5

J-3

J-2

J-1

1.0

23.0 ft

(Blows / ft)

Dense to very dense, gray to yellow-brown, fine to medium SILTY SAND and GRAVEL (Wet)

-ALLUVIUM-

Medium dense to dense, gray to light brown, fine to medium SILTY SAND, some gravel (Dry to Moist)

-FILL-

Asphalt Pavement Section

41-48-50/3"

6-50/1.2"

8-7-21-18

12-16-15-13

20-17-12-8

Plastic Limit

1. Groundwater was ecnountered at 23 ft

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Standard Penetration Test Data

Penetrometer

Water Content %

Sheet: 1 of 2

SPT Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

US Rte 209 Southbound; behind north abutment

140 lbs/Automatic

806020

30 in.

8.0 in.

UD

G ra p h ic L o g

Remarks:

B lo w s p e r in hrs

Boring Began:

E le va tio n (f ee t)

A. Anderson 11/2/07

N/A Sunny 40-45 ºF R. Kingsley/D. Hutchins

Auger Cuttings

11/2/07

HSA

Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

397.2 ft

Project Name:

9"

378.2

396.2

1.2"

MATERIAL DESCRIPTION

Boring No.:

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring Location:

B lo w s p e r in

B O

R

IN

G L

R

IN

G

L O

G

(A O

A

G P

J F

H W

A _V

A .G

7/

Delaware Water Gap National Recreation Area - Pike County, PA

Standard Penetration Test Data

B-2

SAMPLE

R ec

Inspector:

Operator:

Weather:Rock Core Diam:

PRA-DEWA 14(13)

8-28-23-18

1.0

0.6

1.4

6-28-26-41

37.0

J-9

J-8

J-7

J-6

0.8

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

5-14-18-31

Groundwater Depth:

6-23-38-40

23.0 ft

(Blows / ft)

Borehole Terminated @ 37.0 ft

Dense to very dense, gray to yellow-brown, fine to medium SILTY SAND and GRAVEL (Wet)

-ALLUVIUM- (Continued) hrs At Completion:

Sheet: 2 of 2

Rock CoreSPT

1. Groundwater was ecnountered at 23 ft

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Plastic Limit

Remarks:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

Caved at:

397.2 ft

8.0 in.140 lbs/Automatic

Water Content %

US Rte 209 Southbound; behind north abutment

30 in.

UDAuger Cuttings

G ra p h ic L o g

Project Name:

E le va tio n (f ee t)

Sunny 40-45 ºF R. Kingsley/D. Hutchins

A. Anderson Hammer Wt. & Type:

N/A

HSA

11/2/07Boring Began:Surface Elevation:

Hammer Drop:

11/2/07

360.2

R ec

Inspector:

Operator:

Weather:

UD

OB-1

Liquid Limit

MATERIAL DESCRIPTION

Boring No.:

Auger Cuttings

G ra p h ic L o g

Remarks:

SAMPLE

B lo w s p e r in hrs

Delaware Water Gap National Recreation Area - Pike County, PA

PRA-DEWA 14(13)

B O

R

IN

G L

R

IN

G

L O

G

(A O

A

G P

J F

H W

A _V

A .G

7/

Boring Location:

Groundwater Depth:

(Blows / ft)

Dark brown, fine to medium SILTY SAND and GRAVEL, organic odor (Moist to Wet)

-ALLUVIUM-

La ye r D ep th ft)

15.0

Gray to brown, fine to medium SILTY SAND, some gravel (Dry to Moist)

-FILL-

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

At Completion:

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le ft)

Penetrometer Rock CoreSPT

Encountered at:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 2

US Rte 209 Southbound; right shoulder

Plastic Limit

N o.

Sample Types:

Project Location:

After

BORING LOG

1. Probehole to determine if subsurface conditions are consistent with bridge borings.

2. Borehole terminated upon reaching auger refusal on a boulder

Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

397.0 ft Boring Began:

140 lbs/Automatic 8.0 in.

806020

30 in.

Water Content %

11/4/07

E le va tio n (f ee t)

R. Kingsley/D. Hutchins

HSA

N/A

11/4/07 A. Anderson

Project Name:

Sunny 38-43 ºF

382.0

Operator:

PRA-DEWA 14(13)

SAMPLE

R ec

Inspector:

Weather:

OB-1

Standard Penetration Test Data Liquid Limit

G ra p h ic L o g

B O

R

IN

G L

R

IN

G

L O

G

(A O

A

G P

J F

H W

A _V

A .G

7/

UDAuger Cuttings

Delaware Water Gap National Recreation Area - Pike County, PA

Remarks:

B lo w s p e r in hrs

MATERIAL DESCRIPTION

D ep th S ca le ft)

La ye r D ep th ft)

Hole Diameter:

Groundwater Depth:

Boring Method:

(Blows / ft)

Borehole Terminated @ 26.0 ft 26.0

At Completion:

Vane Shear

Boring No.:

Boring Location:

Completed:

Density, Color, Plasticity, Size, Proportions, Moisture

Rock Core Diam:

T yp e

N o.

Penetrometer Rock CoreSPT

1. Probehole to determine if subsurface conditions are consistent with bridge borings.

2. Borehole terminated upon reaching auger refusal on a boulder

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

US Rte 209 Southbound; right shoulder

Sample Types:

Encountered at:

Project Location:

After

Plastic Limit

Caved at:

11/4/07

Sheet: 2 of 2

Surface Elevation:

Hammer Wt. & Type:

Hammer Drop: N/A

HSA

397.0 ft

8.0 in.140 lbs/Automatic

806020

30 in.

Boring Began:

Water Content %

11/4/07

E le va tio n (f ee t)

Project Name:

Sunny 38-43 ºF R. Kingsley/D. Hutchins

A. Anderson

371.0

Remarks:

P-1

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Weather:

Boring Location:

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-DEWA 14(13)

B lo w s p e r in

B O

R

IN

G L

R

IN

G

L O

G

(A O

A

G P

J F

H W

A _V

A .G

7/

Delaware Water Gap National Recreation Area - Pike County, PA

SAMPLE

R ec

Inspector:

Operator:

2.0

Borehole Terminated @ 4.6 ft

Dense to very dense, gray to light brown, fine to medium SILTY SAND, some gravel (Dry to Moist)

-FILL-

Asphalt Pavement Section

35-24-16-18

22-36-28-25

1.6

4.6

0.6

D ep th S ca le ft)

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

La ye r D ep th ft)

At Completion:

Groundwater Depth:

(Blows / ft)

Sheet: 1 of 1

Rock CoreSPT

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

US Rte 209 Southbound hrs

G ra p h ic L o g

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

Caved at:

4.5 in.

Water Content %

Plastic Limit

140 lbs/Automatic

UDAuger Cuttings

30 in.

Project Name:

Overcast 40-45 ºF R. Kingsley/D. Hutchins

A. Anderson

N/A

HSA

11/3/07Boring Began:Surface Elevation: 11/3/07

Hammer Drop:

E le va tio n (f ee t)

Hammer Wt. & Type:

MATERIAL DESCRIPTION

Boring Location:

Weather:

T yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

B lo w s p e r in

B O

R

IN

G L

R

IN

G

L O

G

(A O

A

G P

J F

H W

A _V

A .G

7/ hrs

P-2PRA-DEWA 14(13)

SAMPLE

R ec

Inspector:

Operator:

Delaware Water Gap National Recreation Area - Pike County, PA

Asphalt Pavement Section

21-18-14-10

23-40-501.2

5.0

1.0

J-2

J-1

1.5

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Dense to very dense, gray to light brown, fine to medium SILTY SAND, some gravel (Moist)

-FILL-

La ye r D ep th ft)

Borehole Terminated @ 5.0 ft

At Completion:

Groundwater Depth:

(Blows / ft)D ep th S ca le ft)

US Rte 209 Northbound

Rock CoreSPT

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Water Content %

Sheet: 1 of 1

N o.

Remarks:

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4.5 in.

Plastic Limit

30 in.

Caved at:

140 lbs/Automatic

UDAuger Cuttings

G ra p h ic L o g

Overcast 40-45 ºF

E le va tio n (f ee t)

R. Kingsley/D. Hutchins A. Anderson

11/3/07

HSA

11/3/07Boring Began:Surface Elevation:

Hammer Wt. & Type:

N/A

Project Name:

Hammer Drop:

APPENDIX D

Laboratory Data

SOIL DATA

NO.

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3" % GRAVEL % SAND % SILT % CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 51.5 38.5 10.0

(ft.)

DEWA 14(13)

Raymondskill Creek Bridge

GEOTECH

BB-3/J-3 23-25 Poorly graded gravel with silt and sand A-1-a

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 47.4 44.0 8.6

BB-3/J-6 30-32 Poorly graded gravel with silt and sand A-1-a

0.0 54.2 38.7 7.1

BB-3/J-9 40-41.4 Poorly graded gravel with silt and sand A-1-a

0.0 51.0 34.2 14.8

BB-4/J-2 20-22 Silty gravel with sand A-1-a

0.0 50.0 41.7 8.3

BB-4/J-5 28-30 Poorly graded gravel with silt and sand A-1-a

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3" % GRAVEL % SAND % SILT % CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 46.7 43.3 10.0

(ft.)

DEWA 14(13)

Raymondskill Creek Bridge

GEOTECH

BB-4/J-7 35-37 Well-graded gravel with silt and sand A-1-a

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 38.9 40.6 20.5

BB-4/J-9 45-47 Silty sand with gravel A-1-b

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3" % GRAVEL % SAND % SILT % CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 26.6 54.2 19.2

(ft.)

DEWA 14(13)

Raymondskill Creek Bridge

FHWA/EFLHD

Raymondskill BB-3/J-2 20-22

Cr.

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 43.9 42.8 13.3

Raymondskill BB-4/J-1 18-20

Cr.

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

DEWA 14(13)

Raymondskill Creek Bridge

GEOTECH

A-1-aNPNVNP19.923-25BB-3/J-3

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-1-aNPNVNP9.930-32BB-3/J-6

A-1-aNPNVNP17.340-41.4BB-3/J-9

A-1-aNPNVNP13.720-22BB-4/J-2

A-1-aNPNVNP12.228-30BB-4/J-5

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

DEWA 14(13)

Raymondskill Creek Bridge

GEOTECH

A-1-aNPNVNP10.535-37BB-4/J-7

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-1-bNPNVNP7.845-47BB-4/J-9

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

APPENDIX E

Substructure Typicals

APPENDIX F

Concrete Core Petrographic Analysis

DDeecceemmbbeerr 1133,, 22000077

CCMMCC 11110077228888

LLaabboorraattoorryy SSttuuddiieess ooff

TTwwoo CCoonnccrreettee CCoorreess

RRaayymmoonnddsskkiillll CCrreeeekk BBrriiddggee

PPrreeppaarreedd ffoorr FFeeddeerraall HHiigghhwwaayy AAddmmiinniissttrraattiioonn BByy DDiippaayyaann JJaannaa

CCoonnssttrruuccttiioonn MMaatteerriiaallss CCoonnssuullttaannttss,, IInncc..

CCoovveerr PPhhoottoo –– PPhhoottooggrraapphh ooff LLaappppeedd CCrroossss SSeeccttiioonn ooff aa CCoonnccrreettee CCoorree

Construction Materials Consultants, Inc.

Berkshire Center, Suite 104

4727 Route 30 Greensburg, PA 15601 USA

Phone: 724-834-3551 Fax: 724-834-3556 www.cmc-concrete.com

Serving the Industry through Testing, Investigation, Evaluation, & Research

LABORATORY STUDIES OF

TWO CONCRETE CORES

FOR

(Raymondskill Creek Bridge)

CMC 1107288

12/13/2007

Construction Materials Consultants, Inc.

Berkshire Center, Suite 104

4727 Route 30 Greensburg, PA 15601 USA

Phone: 724-834-3551 Fax: 724-834-3556 www.cmc-concrete.com

Serving the Industry through Testing, Investigation, Evaluation, & Research

SUMMARY & DISCUSSION

Purpose & Background – Reported herein are the results of detailed laboratory studies of two concrete cores from André Anderson of the Federal Highway Administration. The cores reportedly came from the Raymondskill Creek Bridge, for the Project: DEWA 13(13), in order to assist with determining the need for replacement or repair of the abutment walls for the bridge.

The purposes of the investigation are to determine: (a) the composition, quality, and condition of concrete in the cores; (b) compressive strengths of concrete in both cores; and (c) evidence of any distress or deterioration in the concrete.

Determined Concrete Composition – Based on detailed petrographic examinations, the concrete is determined to be marginally air-entrained, and made using the following ingredients in the following estimated proportions:

(a) Siliceous crushed stone (sandstone-schist) coarse aggregate having a nominal maximum size of 3/4 in.;

(b) Natural siliceous (quartz-quartzite-sandstone-schist) sand fine aggregates having a nominal maximum size of 3/8 in.;

(c) A portland cement content estimated to be 5 to 51/2 bags per cubic yard;

(d) A water-cement ratio estimated to be 0.50 to 0.55; and

(e) An air content estimated to be 31/2 to 4 percent.

There is a deficiency of finer and intermediate sizes of coarse aggregate. Thus, the total aggregate grading is poor. Both coarse and fine aggregate particles are well distributed, and have been sound during their service in the concrete. The concrete is dense and well consolidated.

Surface Condition of Concrete – The exposed surface of the concrete, present at one end of the core, is smooth, gray, and sound, with no evidence of any distress or imperfection. Immediately beneath the exposed surface, however, are a few microcracks developed along the interface between the near-surface aggregate particles and surface mortar, which are judged to have formed by cyclic freezing and thawing of a marginally air-entrained concrete. The microcracks, however, CMC CONSTRUCTION MATERIALS CONSULTANTS, INC. CMC 1107288

Client: Federal Highway Administration; Project: Raymondskill Creek Bridge 12/13/2007 are present in small, localized scale and did not cause any macroscopical distress, such as macrocraking in the concrete. The overall condition of the concrete, even at the surface region, is still sound and serviceable.

Air Content, Air-Void System of Concrete, and Freeze-Thaw Durability – As mentioned, the concrete has a marginal air void system, consisting of a modest amount of entrained air voids, mostly less than 500 microns in size, and a few coarse and near-spherical entrapped air voids. The overall air void distribution is non-uniform; the total air content is estimated to be 31/2 to 4 percent.

The estimated air content is less than the common industry (e.g., ACI)-recommended minimum air content of 41/2 percent for a concrete containing similar aggregates, and exposed to cyclic freezing and thawing at critically saturated conditions. The overall air-void system (i.e., air void size distribution and relative spacing) is judged not consistent with the common industry

(ACI)recommendation for an air-entrained concrete to be durable in a cyclic freezing environment.

Despite having a lower-than-common recommended minimum air and a marginal air void system, the concrete, however, is still sound with no evidence of any major freezing-related distress, such as visible cracking or spalling. The apparent sound condition of concrete may indicate its exposure to freezing at conditions when the concrete was not “critically saturated” (which is not uncommon for vertical concrete structures where moisture does not remain on the concrete surface to increase its degree of saturation).

Compressive Strength – The determined compressive strengths of two cores, Nos. 1 and 2 are

4020 and 3860 psi, respectively. The strength results are consistent with the observed aggregate size, distribution, grading, cement content, and estimated water-cement ratio. The strength values obtained are marginal to, or slightly less than the common industry requirements of at least 4000 to

4500 psi strength for a concrete exposed to cyclic freezing and deicing chemicals (good strength of concrete is necessary to resist freezing-related stresses). The lower-than-industry recommended strength is in line with the estimated water-cement ratio of 0.50 to 0.55, which is higher than the common industry (ACI)-recommended maximum ratio of 0.45, for assuring durability of concrete in an environment of salts and snow.

Depth of Carbonation – The concrete shows approximately 1 in. deep carbonation of portland cement paste, which is higher than that usually observed in a well-consolidated, and well-cured concrete of reasonably good strength and durability. The high depth of carbonation is a consequence of long service life of concrete (prolonged interaction with atmospheric carbon dioxide), and relatively porous and permeable nature of concrete to atmospheric carbon dioxide

(due to its high water-cement ratio). Despite having a deep carbonation, however, the overall condition of concrete at the surface region is still reasonably good, with no evidence of any carbonation-induced significant softening of paste, or strength loss of concrete.

Overall Condition – Based on detailed petrographic examinations and compressive strength testing, the overall condition of concrete is judged to be reasonably sound with no evidence of any distress or deterioration (except a few near-surface microcracking). The concrete has a marginal air void system and low air content, which may not seriously affect the durability as long as the concrete remain under-saturated during freezing.

Based on the present observation, the overall condition and durability of concrete is judged to be reasonable, i.e., the concrete may remain serviceable as long as it is protected from moisture ingress and other deleterious environmental influences.

1. INTRODUCTION

Received for detailed laboratory studies were two concrete cores from André Anderson of the

Federal Highway Administration. The cores reportedly came from the Raymondskill Creek

Bridge for the Project: DEWA 13(13), in order to assist with determining the need for replacement or repair of the abutment walls for the bridge.

The purposes of the investigation are to determine: (a) the composition, quality, and condition of concrete in the cores; (b) compressive strengths of concrete in both cores; and (c) evidence of any distress or deterioration in the concrete.

2. METHODOLOGY

One core was requested for examination using the methods and procedures of ASTM C 856

"Practice for Petrographic Examination of Hardened Concrete." Petrographic examinations include:

(1) Detailed visual examinations of the core, as received;

(2) Low-power, stereomicroscopical examinations of freshly fractured and lapped cross sections of core at magnifications of up to 100X; and

(3) Examinations of oil immersion mounts and blue dye-mixed epoxy-impregnated thin section of concrete in a petrographic microscope at magnifications of up to 1000X.

Additionally, compressive strengths of two cores were tested by using the methods of ASTM C

42 "Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of

Concrete.

3. LABORATORY STUDIES

3.1 SAMPLES

Dimensions – Figures 1 and 2 show the cores, as received. The cores are identified as Nos. 1 and 2, having diameters of 43/4 in. and respective nominal lengths of 63/4 and 91/4 in. Figure 3 shows the lapped cross section of one core.

Surfaces – In both cores, one end is a flat, smooth, sound finished surface, representing the exposed surface of concrete, and the opposite end is a fresh fractured surface.

Cracks, Joints, and Large Voids – There are no large cracks, joints, or voids present. Both cores were received in sound and intact condition.

Embedded Items – The cores do not contain any reinforcing steel or fibers.

Resonance – The cores have a ringing resonance, when hammered.

3.2 PETROGRAPHIC EXAMINATIONS

3.2.1 Coarse Aggregate

Type and Nominal Maximum Size – Coarse aggregate is siliceous crushed stone having a nominal maximum size of 3/4 in.

Properties (Color, Angularity, Density, Hardness, Shape, Alteration, Coating, Cracking) –

Particles contain sandstone, quartzite, schist, and other siliceous rocks (Figures 4 and 5).

Particles are angular, light to dark gray, white, light to dark brown, beige, black, variably dense, hard, massive-textured, equidimensional, unaltered, and uncracked.

Gradation and Distribution – There is a deficiency of finer and intermediate sizes of coarse aggregate (Figure 3). Thus, the coarse aggregate particles are poorly graded (Figure 3), but well distributed, and have been sound during their service in the concrete.

Potential Alkali-Aggregate Reactivity – There is no evidence of alkali-aggregate reaction in the coarse aggregate.

3.2.2 Fine Aggregate

Type and Nominal Maximum Size – Fine aggregate is natural siliceous sand having a nominal maximum size of 3/8 in.

Rock Types – Particles contain major amounts of strained and unstrained quartz and minor amounts of quartzite, sandstone, feldspar, ferruginous rocks, and mafic minerals (Figures 4 and

5).

Properties (Color, Angularity, Density, Hardness, Shape, Alteration, Coating, Cracking) –

Particles are colorless, light gray to brown, subangular to subrounded, dense, hard, equidimensional to elongated, and unaltered.

Gradation and Distribution – Fine aggregate particles are well graded (Figure 3), well distributed, and have been sound during their service in the concrete.

Potential Alkali-Aggregate Reactivity – There is no evidence of alkali-silica reaction in the fine aggregate.

3.2.3 Paste

Properties (Color, Hardness, Porosity, Luster) – Paste is light brown at the top 1 in. and light gray in the interior, moderately hard to moderately soft, and moderately dense. Freshly fractured surfaces have subvitreous lusters and subconchoidal textures.

Residual and Relict Portland Cement Particles – Residual and relict portland cement particles are present and estimated to constitute 6 to 8 percent of the paste volume (Figure 5).

Calcium Hydroxide – The calcium hydroxide component of cement hydration occurs as small, platy, patchy units, and is estimated to constitute 8 to 10 percent of the paste volume.

Degree of Cement Hydration – Hydration of portland cement is normal.

Pozzolanic and Cementitious Materials – Besides portland cement, there is no other pozzolanic or cementitious materials present.

Estimated w/c and Portland Cement Content – The textural and compositional features of the paste are indicative of a portland cement content estimated to be 5 to 51/2 bags per cubic yard, and a water-cement ratio estimated to be 0.50 to 0.55.

Secondary Deposits – Besides carbonation at the surface region, there is no evidence of any secondary deposits in the concrete due to any deleterious reactions.