W912BU22B0003-Specs(Part 2).pdf

IFB W912BU22B0003

Appendices Table of Contents

TABLE OF CONTENTS

APPENDICES

A50 PHOTOGRAPHS OF EXISTING FEATURES

B41 PIEZOMETER INSTALLATION REPORT

D71 LEAD BASED PAINT TEST REPORT

E80 MEMORANDUM FOR RECORD – CATEGORICAL EXCLUSION

H40 POOL FREQUENCY PLOT

H41 OUTLET RATING CURVE

H42 ELEVATION – INFLOW – OUTFLOW HYDROGRAPHS

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APPENDIX A50

PHOTOGRAPHS OF EXISTING FEATURES

APPENDIX B41

PIEZOMETER INSTALLATION REPORT

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GENERAL EDGAR JADWIN DAM

HONESDALE, PENNSYLVANIA

Prepared For:

U.S. Army Corps of Engineers, Philadelphia District Contract Number: W912BU-16-D-0001

Contract Action: 006

Modification #01

Prepared By:

1055 Andrew Drive, Suite A West Chester, Pennsylvania

Project No. 2016-3484-06 July 29, 2020

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GENERAL EDGAR JADWIN DAM

HONESDALE, PENNSYLVANIA

Prepared For:

U.S. Army Corps of Engineers, Philadelphia District Contract Number: W912BU-16-D-0001

Contract Action: 006

Modification #01

Prepared By:

1055 Andrew Drive, Suite A West Chester, Pennsylvania

Bernard B. Beegle, PG, CPG Senior Project Professional

Pennsylvania PG License No. PG003711E

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TABLE OF CONTENTS

PAGE NO.

Executive Summary .............................................................................................................. ES-1

1.0 Introduction ...................................................................................................................... 1-1

2.0 Piezometer Installation ..................................................................................................... 2-1

2.1 Schedule of Piezometers .......................................................................................... 2-1

2.2 Drilling and Instalation of Piezometers ...................................................................... 2-2

2.3 Piezometer Development ......................................................................................... 2-5

3.0 Subsurface Conditions ..................................................................................................... 3-1

3.1 Regional Geology ..................................................................................................... 3-1

3.2 Local Stratigraphic Conditions .................................................................................. 3-2

3.3 Groundwater ............................................................................................................. 3-2

4.0 Riprap Sampling............................................................................................................... 4-1

5.0 Geotechnical Laboratory Testing ...................................................................................... 5-1

5.1 LA Abrasion Testing ................................................................................................. 5-1

5.2 Particle Size Analysis ............................................................................................... 5-2

5.3 Permeablility Testing ................................................................................................ 5-2

LIST OF ATTACHMENTS

ATTACHMENT

1 Vicinity Map 2 Location Map 3 Piezometer Installation Plan 4 Boring/Piezometer Logs 5 Piezometer Development Logs 6 Photographs of Sample Cores and Core Box Table 7 Locations of Riprap Samples 8 Results of LA Abrasion Testing 9 Results of Particle Size Analysis Testing 10 Results of Moisture-Density Relationship Testing (Modified Proctor Testing) 11 Results of Permeability Testing

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ES-1

EXECUTIVE SUMMARY

The Philadelphia District of the U.S. Army Corps of Engineers (USACE) plans to conduct a dam safety modification at the General Edgar Jadwin Dam (the dam) located in Honesdale, Wayne

County, Pennsylvania. The dam is located within the valley of Dyberry Creek to provide flood control.

The dam safety modification will include the installation of a riprap covered geosynthetic liner along the upstream face of the dam along with an upgrade of the existing piezometer system to an automated system for data collection.

Advanced GeoServices Corp., a Montrose Environmental Group company (Montrose AGC), was engaged by the USACE to install the upgraded piezometer system consisting of fourteen (14) replacement piezometers and four (4) new angled piezometers; sample and test the existing riprap on the upstream face of the dam; and conduct geotechnical laboratory testing on materials obtained during the installation of the piezometers as outlined in the USACE Scope of Work dated

August 6, 2019 and Modification #01 dated January 10, 2020.

Montrose AGC retained Parratt-Wolff, Inc. (Parratt-Wolff) to perform the drilling activities associated with the installation of the piezometers using sonic drilling methods. Montrose AGC personnel observed the drilling on a full-time basis and collected representative soil samples for geotechnical laboratory testing. In addition, Montrose AGC personnel obtained representative samples of the existing riprap for geotechnical laboratory testing.

Piezometers were installed at depths ranging from 30 feet to 140 feet below the ground surface.

Four piezometers were installed at the base of the dam, and the remaining piezometers were installed within or through the dam from the crest. The dam core consisted of compact sand and silt with variable amounts of gravel and cobbles; no voids were encountered during drilling.

Groundwater was encountered beneath the base of the dam at approximately elevation 977.

Permeability testing of the dam core showed results ranging from 1.53E-04 cm/sec to 1.4E-07 cm/sec.

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1-1

1.0 INTRODUCTION

The Philadelphia District of the U.S. Army Corps of Engineers (USACE) plans to conduct a dam safety modification at the General Edgar Jadwin Dam (the dam) located in Honesdale, Wayne

County, Pennsylvania. A Vicinity Map is provided as Attachment 1. The dam is located within the valley of Dyberry Creek for flood control.

The dam safety modification will include the installation of a geosynthetic liner along the upstream face of the dam. Following placement, the geosynthetic liner will be covered with riprap. As part of the liner installation, riprap currently along the upstream face of the dam will be removed and may be reused to cover the liner following installation. A Location Map showing elements associated with the existing dam is provided as Attachment 2.

As part of the dam safety modification, the USACE replaced fourteen (14) existing piezometers and installed four (4) new angled piezometers along the downstream face of the dam. The new/replacement piezometers upgraded the existing piezometers to an automated system for data collection. The locations of the new/replacement piezometers are shown on Attachment 3.

Advanced GeoServices Corp., a Montrose Environmental Group company (Montrose AGC), was engaged by the USACE to install the eighteen (18) piezometers, sample and test the existing riprap on the upstream face of the dam and conduct geotechnical laboratory testing on materials obtained during the installation of the piezometers. Montrose AGC retained Ramboll/OBG, now known as Ramboll, to assist our personnel during the installation of the piezometers and for sampling of the riprap on the upstream face of the dam.

The Scope of Services outlined in the USACE Scope of Work document dated August 6, 2019 was performed in general accordance with the USACE approved Piezometer Installation and

Riprap Evaluation (PIRE) Work Plan and Accident Protection Plan (APP), both dated October 28, 2019 and prepared by Montrose AGC under Contract Number W912BU-16-D-0001, Task Order

006. In addition, Scope of Work Modification #01 dated January 10, 2020 was added to the

USACE Scope of Work.

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Modification #01 included additional geotechnical laboratory testing (permeability testing performed on reconstituted samples compacted to 85 or 95 percent of the maximum dry density) on materials collected during the installation of the piezometers. In addition, Modification #01 corrected the text in the Schedule of Piezometers in the USACE Scope of Work document, and removed legacy language regarding the installation of concrete pads around the piezometers.

This report summarizes the activities and results associated with the installation of eighteen (18) piezometers, the sampling/testing of the riprap, and the conducted geotechnical laboratory testing.

This report includes the following elements:

A description of the Scope of Services conducted by Montrose AGC;

A discussion of the following: piezometer installation activities; subsurface conditions encountered during piezometer installation; and the occurrence of groundwater;

Confirmation of the angled piezometer installation;

Boring/Well Installation logs digitally prepared using gINT;

Photographs of all opened sample cores and core boxes;

Riprap sampling locations; and

Geotechnical laboratory test results.

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2-1

2.0 PIEZOMETER INSTALLATION

Montrose AGC subcontracted Parratt-Wolff, Inc. of East Syracuse, New York (Parratt-Wolff) to conduct the drilling activities associated with the installation of the piezometers. The piezometers were installed using sonic drilling methods between November 12, 2019 and January 31, 2020 at the locations shown on Attachment 3(1).

In accordance with the PIRE Work Plan, Montrose AGC designated Mr. Bernard Beegle and Mr.

Craig Petko, both Pennsylvania Licensed Professional Geologists, as the on-site Field Geologists and the Health and Safety Representatives. Either Mr. Beegle or Mr. Petko was on-site full-time for oversight, logging, and sample collection during the installation of the piezometers. In addition, Montrose AGC retained Ramboll to provide personnel to assist during the installation.

2.1 SCHEDULE OF PIEZOMETERS

Installation of piezometers was performed in accordance with the following schedule from the

Scope of Work:

SCHEDULE OF PIEZOMETERS

Piezometer

ID

Tip Elevation Above Mean

Sea Level

Vertical Depth (Feet)

Approximate Coordinates Replaces

Piezometer Northing Easting

DYL-10A 1000 85 536398 2647614 DYL-10R

DYL-11A 1000 85 536401 2647658 DYL-11

DYL-12A 945 140 536366 2647661 DYL-12R

DYL-13A 949 35 535948 2647676 DYL-13

DYL-14A 915 65 535977 2647667 DYL-14

DYL-15A 1000 85 536419 2647964 DYL-15

DYL-16A* 965 120 536383 2647971 DYL-16

DYL-17A 930 85 535976 2647947 DYL-17

DYL-18A 895 50 535998 2647940 DYL-18

DYL-32A* 968(2) 100 536378 2647847 DYL-32

DYL-36A* 1055 30 536427 2647650 DYL-36R

DYL-37A* 995 90 536404 2648264 DYL-37

(1) Four piezometers on the upstream slope of the dam (DYL-19. DYL-27, DYL-31, and DYL-33) were not installed due to the locations not being accessible to Parratt-Wolff’s equipment. Montrose AGC understands that these piezometers will be installed by USACE during the planned dam repair and renovation work.

(2)The boring log for existing piezometer DYL-32 shows that this tip elevation should have been listed as 986.

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Piezometer

ID

Tip Elevation Above Mean

Sea Level

Vertical Depth (Feet)

Approximate Coordinates Replaces

Piezometer Northing Easting

DYL-38A* 970 110 536393 2648062 DYL-38

DYL-39A* 1020 60 536342 2647251 DYL-39R

DYL-40A* 1000 90 536379 2647720 New DYL-41A* 1000 90 536379 2647729 New DYL-42A* 1000 90 536370 2647621 New DYL-43A* 1000 90 536370 2647627 New Total 1,500

NOTES:

a. Piezometers were installed through approximately 10 feet of riprap, then zoned soil fill of the earthen embankment to the designated completion depth.

b. Piezometers DYL-40A, -41A, -42A and -43A were drilled and installed at a 15-degree (plus or minus one degree) angle toward the downstream face of the dam.

c. Soil samples were typically collected at about 10-foot intervals during each piezometer installation and submitted for geotechnical analysis.

d. Samples marked with “*” had the soil cores placed in boxes for archiving by

USACE.

e. The provided coordinates are for the existing piezometers. The locations of the replacement piezometers are in the vicinity of the existing piezometers. We understand that the USACE will survey the installed piezometers during their design activities. Ground surface elevations presented on the drilling logs are estimated based on survey information available from previous well installation logs.

2.2 DRILLING AND INSTALLATION OF PIEZOMETERS

Parratt-Wolff utilized sonic drilling methods to advance the boreholes for the construction of the piezometers. The procedures presented in the PIRE Work Plan were followed during the drilling and piezometer installation.

The replacement piezometers (DYL-10A through DYL-39A) were installed at locations adjacent to the existing piezometers and were typically offset five to seven feet from the existing piezometer.

Drilling advancement was noted as slow while drilling through the earthen embankment of the dam. Additionally, excessive heat was being generated due to friction of the drill tools with the earthen embankment materials. This friction resulted in expansion of the tooling and occasionally

‘locked’ the tooling together until it could cool down and contract. Montrose AGC discussed the

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2-3 addition of water or other drilling fluids (i.e., EZ-Mud® liquid polymer emulsion) to help lubricate and cool the drill tools during advancement. USACE approved the use of some amounts of such fluids with no more than 25 feet of column within the casing allowed. Additionally, any residual mud within the casing upon the completion of drilling would need to be broken down by the manufacturer’s approved methods. The EZ-Mud® mixture was prepared at ratios of 4 ounces of the as-shipped concentrated fluid to 50 gallons of water.

Typically, 10 to 20 gallons of this EZ-Mud® mixture was added as required to help advance drill tooling. The fluid was added through the top of the drill tools prior to advancement. This volume of fluid resulted in between 10 to 20 feet of vertical column in the borehole. The fluid was either physically removed during further borehole advancement activities (i.e., it remained in the recovery barrel on top of the core samples and was discharged at the surface) or it was evaporated due to the heat generated during the drilling activities. Measureable amounts of EZ-

Mud® fluid was present at the conclusion of drilling activities for three piezometers (DYL-41A, DYL-42A, and DYL-43A). The mud was neutralized and broken down following manufacturer’s guidance of adding bleach to the mixture.

During drilling at DYL-16A, too much EZ-Mud® was added at a depth of 90 feet resulting in a measureable column of 31 feet of EZ-Mud® within the casing. Excess EZ Mud® was physically removed and discharged at the ground surface as the borehole was advanced. The EZ-Mud® was measured at a column length of 24 feet once drilling had advanced to 95 feet, and a column of 19 feet was measured once drilling had advanced to 100 feet. USACE was notified of the oversight.

Running sands were encountered at DYL-16A at 114 feet, and DYL-17A at 40 feet. These sands required additional cleaning out with the 4-inch diameter drilling tool prior to piezometer construction.

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2-4

The four (4) new piezometers (DYL-40 through DYL-43) were installed along the crest of the dam and angled at approximately 15 degrees toward the downstream slope so that the piezometers would be situated beneath the existing grout curtain. In accordance with the PIRE Work Plan, Parratt-Wolff utilized a gyro to verify that the 15 degree alignment was achieved. All installation angles were verbally approved by USACE prior to piezometer construction. The final installation angles of piezometers DYL-40 through DYL-43 are provided on the final Boring/Piezometer Logs included as Attachment 4.

After advancement of the nominal 6-inch diameter borehole via sonic methods, the piezometers were constructed inside each borehole with 2-inch diameter, Schedule 80 PVC pipe, with 2-foot-long, 20-slot screens. The PVC pipe was centered and plumbed by the use of centralizers spaced

120 degrees apart at intervals not exceeding 20 feet along the length of the borehole. Parratt-

Wolff verified the alignment of each piezometer by freely passing a 5-foot long section of rigid pipe (¼-inch smaller in diameter than the inside diameter of the PVC pipe) through the entire depth of the pipe.

Following placement of the PVC pipe, the annular space of the borehole adjacent to the screen interval of the piezometer was carefully backfilled with US Silica #1 well sand (filter pack) using a tremie pipe in accordance with the following procedure:

The tremie pipe (with an inside nominal diameter of not less than 1 inch) was placed at the bottom of the annulus.

The placement of the US Silica #1 well sand was arranged so that the water and filter pack material was fed at uniform rates and discharged as the filter pack material filled the hole from the bottom up.

The tremie pipe was raised at a rate that kept the bottom of the pipe no more than

5 feet above the top of the surface of the filter pack level, and no more than 2 feet below the surface of the filter pack level at all times.

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Following placement of the US Silica #1 well sand, a minimum 5-foot thick bentonite seal was placed above the filter pack. The bentonite seal consisted of Pel-Plug time-released coated ¼-inch pellets. The bentonite was hydrated after placement. Following placement of the bentonite seal, a cement-bentonite mixture was placed with a tremie pipe to the surface grade(3).

A square protective cover with a hinged lockable lid was installed at the surface. A sufficient concrete pad was placed to ensure stability of the cover. An expansion plug was installed at the top of the inner casing.

During the sonic drilling and installation of the piezometers, the installation activities were recorded on field logs. The final Boring/Piezometer Logs were digitally prepared using gINT software and are included as Attachment 4.

2.3 PIEZOMETER DEVELOPMENT

At least 48 hours after installation, piezometers that encountered groundwater during installation were developed by mechanical surging and pumping with a submersible pump. Development was considered complete when the water discharged from the piezometer was visually clear and the sediment thickness in the piezometer was less than 0.1 foot thick.

Seven (7) piezometers encountered groundwater during construction (see Section 3.3) and were developed. Piezometer Development Logs are included as Attachment 5.

Two (2) piezometers (DYL-12A and DYL-38A) did not yield a sufficient volume of water to allow for complete development. These piezometers frequently went dry during development efforts, often after only a brief period of pumping (i.e., after less than about 1 minute of actively pumping the piezometer for development). This resulted in the need to frequently shut off the development pump and allow for the piezometer to recharge. The water removed from these piezometers was visibly turbid. No residual sediment was measured in these piezometers.

3 The piezometers were grouted in accordance with ER-1110-1-1807; no dry bentonite pellets/chips were used in the grout.

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3.0 SUBSURFACE CONDITIONS

The sonic drilling methods used to advance the boreholes retrieve continuous cores of the encountered subsurface materials. During the sonic drilling, Montrose AGC personnel opened the sample cores and obtained photographs of the collected materials. The collected photographs are included in Attachment 6.

Following the photo documentation, two (2) discrete soil samples were obtained from the cores at 10-foot intervals at each piezometer location; one sample was obtained for particle size analysis (ASTM D 422), and the other sample was obtained for archiving by the USACE. In addition, bulk samples were obtained from selected piezometer locations and depths for permeability testing.

The soil from ten (10) piezometer installations (DYL-16A, DYL-32A and DYL-36A through DYL-

43A) was placed in wooden boxes and stored at the jobsite. Upon completion of the piezometer installation activities, Montrose AGC personnel delivered the wooden core boxes and the discrete archive soil samples to the USACE Fort Mifflin facility in Philadelphia, Pennsylvania. A summary table of the delivered core boxes is provided in Attachment 6.

During the sonic drilling, the encountered subsurface materials were recorded on field logs. The final Boring/Piezometer Logs were digitally prepared using gINT software and are included as

Attachment 4.

3.1 REGIONAL GEOLOGY

The General Edgar Jadwin Dam is located within the Devonian Age Catskill Formation. This formation is described by the USGS as comprised of greyish red sandstone, siltstone, shale, and mudstone; locally conglomeratic. It contains grey sandstone in the upper part, and lithologies are arranged in fining upwards cycles.

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3.2 LOCAL STRATIGRAPHIC CONDITIONS

As previously stated, the surface of the dam is covered in approximately 10 feet of riprap material.

Beneath the riprap, the earthen embankment is composed of materials that were imported for dam construction. Within the earthen embankment of the dam, all piezometer installations encountered consistent materials during the drilling activities. These materials were generally described as sand and silt with variable amounts of gravel and cobbles. No notable voids were encountered during the drilling activities.

Three (3) piezometers installed along the crest of the dam extended to depths below the level of the base of the dam. These piezometers were DYL-12A, DYL-16A, and DYL-38A. Additionally, four (4) piezometers were installed at the base of the dam on the downstream side (DYL-13A, DYL-14A, DYL-17A, and DYL-18A). These seven (7) piezometers encountered native materials below the level of the base of the dam. The encountered native materials were generally described as poorly graded sand or gravel with variable amounts of silt.

3.3 GROUNDWATER

All but three of the piezometers installed along the crest of the dam were terminated within the earthen embankment. No groundwater was encountered during construction of these piezometers.

Groundwater was only encountered at the four piezometers installed at the base of the downstream side of the dam and at the three piezometers installed through/beneath the earthen embankment (DYL-13A, DYL-14A, DYL-17A, DYL-18A, DYL-12A, DYL-16A, and DYL-38A).

Groundwater was encountered at approximately elevation 977 MSL.

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4.0 RIPRAP SAMPLING

Ten (10) random-size grab samples of the existing surface riprap (composed of shale and sandstone) were collected at random locations within a 400-feet wide section along the upstream face of the dam for the performance of LA Abrasion Testing (ASTM C535). The locations of the grab samples were recorded with a hand-held GPS and are shown on Figure 1 included in

Attachment 7. In addition, the northing and easting of each sample location are provided in

Attachment 7.

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5-1

5.0 GEOTECHNICAL LABORATORY TESTING

The following geotechnical laboratory testing was performed on materials collected during the installation of the piezometers:

LA Abrasion Testing (ASTM C535) on the samples of riprap collected from the upstream face of the dam.

Particle size analysis (ASTM D 422) of the discrete soil samples obtained during the installation of the piezometers.

Moisture content (ASTM D 2216), particle size analysis (ASTM D 422), moisture-density relationship (Modified Proctor, ASTM D 1557), and permeability testing

(ASTM D 5084-F or ASTM D 2434) on the bulk samples collected during the installation of the piezometers.

Prior to the performance of the geotechnical laboratory testing listed above, the assignment sheets were reviewed and approved by the USACE.

Excluding the LA Abrasion Testing, all other geotechnical laboratory testing was performed by

AECOM, a USACE accredited geotechnical laboratory located in Conshohocken, Pennsylvania.

The LA Abrasion Testing was performed by Geotechnics, a USACE accredited geotechnical laboratory located in East Pittsburg, Pennsylvania. The tested riprap and soil was disposed by

Geotechnics and AECOM, respectively, following completion of the testing.

Details regarding the geotechnical laboratory testing are provided below.

5.1 LA ABRASION TESTING

LA Abrasion Testing (ASTM C535) was performed on the ten (10) grab samples collected from the existing surface riprap on the upstream face of the dam. The results of the testing are included as Attachment 8.

We note that the gradation of the riprap samples did not meet the requirement of ASTM C535.

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5-2

As instructed by the USACE, the testing was performed in accordance with the following methodology:

Perform sieve analysis to determine the size fractions of the received samples;

Perform the LA Abrasion testing on the as-received material; and, Run a sieve analysis again to determine the loss.

5.2 PARTICLE SIZE ANALYSIS

A total of 152 discrete samples were obtained from the cores retrieved during the sonic drilling.

Particle size analysis (ASTM D 422) was performed on each discrete sample. The results of the particle size analysis are included in Attachment 9.

5.3 PERMEABLILITY TESTING

During the installation of the piezometers identified below, eleven (11) bulk samples were obtained by compositing the material encountered between the listed depth intervals.

Moisture content (ASTM D 2216), particle size analysis (ASTM D 422), and the moisture-density relationship (Modified Proctor, ASTM D 1557) testing were performed on each bulk sample listed above. The results of this testing are included in Attachment 10.

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As directed by the USACE, permeability testing was performed on four (4) bulk samples that were prepared (remolded) for testing. Six permeability tests were run: three in a triaxial cell under confining pressures set by USACE and three in fixed wall permeameters with no confining pressure. A summary of the testing performed is presented in the following table. The data sheets for the permeability testing are included as Attachment 11.

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ATTACHMENT 1

VICINITY MAP

Appendix B41 Page 18

Copyright:© 2013 National Geographic Society, i-cubed

Attachment 1 Vicinity Map

Piezometer Installation Jadwin Dam

US Army Corps of Engineers Philadelphia District ³1 in = 2,000 feet

0 2,000 4,000 6,000 8,0001,000

Feet

General Edgar Jadwin Dam

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ATTACHMENT 2

LOCATION MAP

Appendix B41 Page 20

A tta ch m en t 2

Lo ca tio n

M ap

Pi ez om et er In st al la tio n Ja dw in

D am

U S

Ar m y C or ps o f E ng in ee rs

Ph ila de lp hi a

D is tri ct

³ in fe et

1, Fe et

Le ge nd Ja dw in D am

D am

M od ifi ca tio n

R oa ds

Tu nn el

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ATTACHMENT 3

PIEZOMETER INSTALLATION PLAN

Appendix B41 Page 22

D

YL

-3 6R

D

YL

-3

D

YL

-1

D

YL

-1

D

YL

-3

D

YL

-1 2R

D

YL

-1

D

YL

-3

D

YL

-1

D

YL

-2

D

YL

-3

D

YL

-1 0R

D

YL

-3

D

YL

-3 9R

D

YL

-1

D

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D

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-1

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YL

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D

YL

-4 3A

D

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-4 2A

D

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D

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-4 0A

A tta ch m en t 3

Pi ez om et er In st al la tio n Pl an

Pi ez om et er In st al la tio n Ja dw in

D am

U S

Ar m y C or ps o f E ng in ee rs

Ph ila de lp hi a

D is tri ct

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Le ge nd Ja dw in D am

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Pi ez om et er s

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ATTACHMENT 4

BORING/PIEZOMETER LOGS

Appendix B41 Page 24

Centralizer

Grout

2" PVC

Sch. 80 Centralizer

4.00

30.00

40.00

+1079.0

+1053.0

+1043.0

Sample 1 0.00

10.00

Sample 2 10.00 30.00

Sample 3 30.00 35.00

Sample 4 35.00 40.00

Sample 5 40.00 45.00

Sample 6 45.00 50.00

DYL-10A-4-5' collected

Bucket DYL-10A-10-20' collected

Bucket DYL-10A-20-30' collected

DYL-10A-39-40' collected

DYL-10A-49-50' collected

(0.0 - 4.0 ft) Brown, GRAVEL with sand (GP)

(4.0 - 30.0 ft) Brown, silty GRAVEL with sand

(GM)

(30.0 - 40.0 ft) Brown, silty SAND with gravel

(SM)

20 Gallons of EZ-Mud added @ 35'

(40.0 - 60.0 ft) Brown, silty GRAVEL with sand

(GM)

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

13. TOTAL NO. OF SAMPLES

TAKEN

17. ESTIMATED ELEVATION TOP OF HOLE (MSL)

16. DATE OF HOLE

Boart Longyear LS-250 Minisonic

14. UNCORRECTED DEPTH TO MUDLINE (FT)

15. TIDE-CORRECTED DEPTH TO MUDLINE (FT)

6" DIA Sonic

HONESDALE, PENNSYLVANIA

19. GEOLOGIST

Bernie Beegle

UNDISTURBEDDISTURBED

COMPLETEDSTARTED

1/10/2020 1/13/2020

U.S. Army Corps of Engineers

SHEET

Devon Gawarecki

DIVISION

OF

DYL-10A

2. LOCATION (Coordinates or Station)

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

SHEETS

18. TOTAL CORE RECOVERY FOR BORING

85.0 N/A

85.00

Hole No. DYL-10A

1. PROJECT

Parratt-Wolf

+1083.0 0.0

VERTICAL INCLINED

General Edgar Jadwin Dam

DRILLING LOG 2

3. DRILLING AGENCY

5. NAME OF DRILLER

6. DIRECTION OF HOLE

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

N/A N/A

N/A

INSTALLATION

Philadelphia District

10. SIZE AND TYPE OF BIT

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

NAVD 83

12. MANUFACTURER'S DESIGNATION OF DRILL

+1083.0

Hole No. DYL-10A

HOLE NO.

DYL-10APREVIOUS EDITIONS ARE OBSOLETE.1836

MAR 71

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 25

Bentonite

Sand

Centralizer

2" PVC

Sch. 80 0.020" slot

60.00

85.00

+1023.0

+998.0

Sample 7 50.00 55.00

Sample 8 55.00 60.00

Sample 9 60.00 65.00

Sample 10 65.00 70.00

Sample 11 70.00 75.00

Sample 12 75.00 80.00

Sample 13 80.00 85.00

DYL-10A-59-60' collected

DYL-10A-69-70' collected

DYL-10A-79-80' collected

DYL-10A-84-85' collected

(40.0 - 60.0 ft) Brown, silty GRAVEL with sand (GM) (continued)

(60.0 - 85.0 ft) Brown, silty SAND with gravel

(SM)

Boring Terminated @ 85 ft.

2 SHEETS

PROJECT 2INSTALLATION

Philadelphia District

DRILLING LOG (Cont Sheet)

ELEVATION TOP OF HOLE

1083.0 Hole No. DYL-10A

General Edgar Jadwin Dam

SHEET

OF

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

Hole No. DYL-10A

HOLE NO.

DYL-10A1836-A

JUN 67

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 26

Grout

2" PVC

Sch. 80 Centralizer

4.00

20.00

30.00

40.00

+1078.0

+1062.0

+1052.0

+1042.0

Sample 1 0.00

10.00

Sample 2 10.00 20.00

Sample 3 20.00 25.00

Sample 4 25.00 30.00

Sample 5 30.00 35.00

Sample 6 35.00 40.00

Sample 7 40.00 45.00

Sample 8 45.00 55.00

DYL-11A-9-10' collected Bucket DYL-11A-10-20' collected

DYL-11A-19-20' collected

DYL-11A-29-30' collected

DYL-11A-39-40' collected

DYL-11A-49-50' collected

(0.0 - 4.0 ft) Brown, GRAVEL with sand (GP)

(4.0 - 20.0 ft) Brown, silty SAND with gravel

(SM)

(20.0 - 30.0 ft) Brown, silty GRAVEL with sand

(GM)

(30.0 - 40.0 ft) Brown, silty SAND with gravel

(SM)

20 Gallons of EZ-Mud added @ 35'

(40.0 - 80.0 ft) Brown, silty GRAVEL with sand

(GM)

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

13. TOTAL NO. OF SAMPLES

TAKEN

17. ESTIMATED ELEVATION TOP OF HOLE (MSL)

16. DATE OF HOLE

Boart Longyear LS-250 Minisonic

14. UNCORRECTED DEPTH TO MUDLINE (FT)

15. TIDE-CORRECTED DEPTH TO MUDLINE (FT)

6" DIA Sonic

HONESDALE, PENNSYLVANIA

19. GEOLOGIST

Craig Petko

UNDISTURBEDDISTURBED

COMPLETEDSTARTED

1/14/2020 1/15/2020

U.S. Army Corps of Engineers

SHEET

Devon Gawarecki

DIVISION

OF

DYL-11A

2. LOCATION (Coordinates or Station)

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

SHEETS

18. TOTAL CORE RECOVERY FOR BORING

85.0 N/A

85.00

Hole No. DYL-11A

1. PROJECT

Parratt-Wolf

+1082.0 0.0

VERTICAL INCLINED

General Edgar Jadwin Dam

DRILLING LOG 2

3. DRILLING AGENCY

5. NAME OF DRILLER

6. DIRECTION OF HOLE

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

N/A N/A

N/A

INSTALLATION

Philadelphia District

10. SIZE AND TYPE OF BIT

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

NAVD 83

12. MANUFACTURER'S DESIGNATION OF DRILL

+1082.0

Hole No. DYL-11A

HOLE NO.

DYL-11APREVIOUS EDITIONS ARE OBSOLETE.1836

MAR 71

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 27

Sand

Centralizer

2" PVC

Sch. 80 0.020" slot

80.00

85.00

+1002.0

+997.0

Sample 9 55.00 60.00

Sample 10 60.00 65.00

Sample 11 65.00 70.00

Sample 12 70.00 75.00

Sample 13 75.00 85.00

DYL-11A-59-60' collected Bucket DYL-11A-60-70' collected

DYL-11A-69-70' collected

DYL-11A-79-80' collected

DYL-11A-84-85' collected

(40.0 - 80.0 ft) Brown, silty GRAVEL with sand (GM) (continued)

(80.0 - 85.0 ft) Brown, silty SAND with gravel

(SM)

Boring Terminated @ 85 ft.

2 SHEETS

PROJECT 2INSTALLATION

Philadelphia District

DRILLING LOG (Cont Sheet)

ELEVATION TOP OF HOLE

1082.0 Hole No. DYL-11A

General Edgar Jadwin Dam

SHEET

OF

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

Hole No. DYL-11A

HOLE NO.

DYL-11A1836-A

JUN 67

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 28

Centralizer

20.00

40.00

+1063.0

+1043.0

Sample 1 0.00 5.00

Sample 2 5.00

10.00

Sample 3 10.00 15.00

Sample 4 15.00 20.00

Sample 5 20.00 25.00

Sample 6 25.00 30.00

Sample 7 30.00 35.00

Sample 8 35.00 40.00

Sample 9 40.00 45.00

Sample 10 45.00 50.00

DYL-12A-9-10' collected

DYL-12A-19-20' collected

DYL-12A-29-30' collected

DYL-12A-39-40' collected

DYL-12A-49-50' collected

(0.0 - 20.0 ft) Brown, silty SAND with gravel

(SM)

5 Gallons of EZ-Mud added to advance 6-inch casing to 20'

(20.0 - 40.0 ft) Brown, silty GRAVEL with sand

(GM)

(40.0 - 50.0 ft) Brown, silty SAND with gravel

(SM)

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

13. TOTAL NO. OF SAMPLES

TAKEN

17. ESTIMATED ELEVATION TOP OF HOLE (MSL)

16. DATE OF HOLE

Boart Longyear LS-250 Minisonic

14. UNCORRECTED DEPTH TO MUDLINE (FT)

15. TIDE-CORRECTED DEPTH TO MUDLINE (FT)

6" DIA Sonic

HONESDALE, PENNSYLVANIA

19. GEOLOGIST

Craig Petko

UNDISTURBEDDISTURBED

COMPLETEDSTARTED

12/18/2019 12/31/2019

U.S. Army Corps of Engineers

SHEET

Devon Gawarecki and Joel Davis

DIVISION

OF

DYL-12A

2. LOCATION (Coordinates or Station)

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

SHEETS

18. TOTAL CORE RECOVERY FOR BORING

140.0

N/A 140.00

Hole No. DYL-12A

1. PROJECT

Parratt-Wolf

+1083.0 0.0

VERTICAL INCLINED

General Edgar Jadwin Dam

DRILLING LOG 3

3. DRILLING AGENCY

5. NAME OF DRILLER

6. DIRECTION OF HOLE

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

N/A N/A

N/A

INSTALLATION

Philadelphia District

10. SIZE AND TYPE OF BIT

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

NAVD 83

12. MANUFACTURER'S DESIGNATION OF DRILL

+1083.0

Hole No. DYL-12A

HOLE NO.

DYL-12APREVIOUS EDITIONS ARE OBSOLETE.1836

MAR 71

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 29

Grout

2" PVC

Sch. 80

Centralizer

Centralizer

68.00

80.00

90.00

108.00

110.00

+1015.0

+1003.0

+993.0

+975.0

+973.0

Sample 11 50.00 55.00

Sample 12 55.00 60.00

Sample 13 60.00 65.00

Sample 14 65.00 70.00

Sample 15 70.00 75.00

Sample 16 75.00 80.00

Sample 17 80.00 85.00

Sample 18 85.00 90.00

Sample 19 90.00 95.00

Sample 20 95.00

100.00

Sample 21 100.00 105.00

Sample 22 105.00 110.00

Sample 23 110.00 115.00

DYL-12A-59-60' collected

DYL-12A-69-70' collected

DYL-12A-79-80' collected

DYL-12A-89-90' collected

Bucket DYL-12A-90-95' collected

Bucket DYL-12A-95-100' collected

DYL-12A-99-100' collected

DYL-12A-109-110'

collected

(40.0 - 50.0 ft) Brown, silty SAND with gravel (SM) (continued) (50.0 - 68.0 ft) Brown, sandy SILT with gravel

(SM)

4-inch casing could not be initially removed after 65' run. Added 10 gallons EZ-Mud to free.

(68.0 - 75.0 ft) Grey, silty GRAVEL (GM)

(75.0 - 80.0 ft) Brown, silty GRAVEL with sand

(GM)

10 Gallons of EZ-Mud added @ 75'. Measured 13' column.

(80.0 - 90.0 ft) Brown, silty SAND with gravel

(SM)

(90.0 - 108.0 ft) Brown, silty GRAVEL with sand

(GM)

10 Gallons of EZ-Mud added @ 90'

Drillers report soft drilling at 98'

(108.0 - 110.0 ft) Brown, silty SAND (SM)

(110.0 - 120.0 ft) Brown, poorly graded, SAND with silt (NATIVE) (SP-SM)

3 SHEETS

PROJECT 2INSTALLATION

Philadelphia District

DRILLING LOG (Cont Sheet)

ELEVATION TOP OF HOLE

1083.0 Hole No. DYL-12A

General Edgar Jadwin Dam

SHEET

OF

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

Hole No. DYL-12A

HOLE NO.

DYL-12A1836-A

JUN 67

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 30

Sand

Centralizer

2" PVC

Sch. 80 0.020" slot

130.00

140.00

+953.0

+943.0

Sample 24 115.00 120.00

Sample 25 120.00 125.00

Sample 26 125.00 130.00

Sample 27 130.00 135.00

Sample 28 135.00 140.00

DYL-12A-119-120'

collected

DYL-12A-129-130'

collected

DYL-12A-139-140'

collected

(110.0 - 120.0 ft) Brown, poorly graded, SAND with silt (NATIVE) (SP-SM) (continued) 2 Gallons of EZ-Mud added @ 115'

(120.0 - 130.0 ft) Brown, poorly graded SAND with silt (SP-SM)

2 Gallons of EZ-Mud added @ 120'

(130.0 - 140.0 ft) Brown, silty SAND (SM)

Boring Terminated @ 140 ft.

3 SHEETS

PROJECT 3INSTALLATION

Philadelphia District

DRILLING LOG (Cont Sheet)

ELEVATION TOP OF HOLE

1083.0 Hole No. DYL-12A

General Edgar Jadwin Dam

SHEET

OF

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

Hole No. DYL-12A

HOLE NO.

DYL-12A1836-A

JUN 67

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 31

2" PVC

Sch. 80 Centralizer

Bentonite

Sand Centralizer

2" PVC

Sch. 80 0.020" slot

8.00

10.00

30.00

35.00

+976.0

+974.0

+954.0

+949.0

Sample 1 0.00

10.00

Sample 2 10.00 20.00

Sample 3 20.00 30.00

Sample 4 30.00 35.00

DYL-13A-5-6' collected

DYL-13A-18-19' collected

DYL-13A-29-30' collected

DYL-13A-34-35' collected

(0.0 - 8.0 ft) Brown, silty SAND (SM)

Water @ 5'

(8.0 - 10.0 ft) Brown, sandy SILT (ML)

(10.0 - 20.0 ft) Brown, poorly graded, SAND with silt (SP-SM)

(20.0 - 30.0 ft) Brown, poorly graded, SAND with silt and GRAVEL (SP-SM)

(30.0 - 35.0 ft) Brown, silty SAND (SM)

Boring Terminated @ 35 ft.

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

13. TOTAL NO. OF SAMPLES

TAKEN

17. ESTIMATED ELEVATION TOP OF HOLE (MSL)

16. DATE OF HOLE

Boart Longyear LS-250 Minisonic

14. UNCORRECTED DEPTH TO MUDLINE (FT)

15. TIDE-CORRECTED DEPTH TO MUDLINE (FT)

6" DIA Sonic

HONESDALE, PENNSYLVANIA

19. GEOLOGIST

Craig Petko

UNDISTURBEDDISTURBED

COMPLETEDSTARTED

11/18/2019 11/18/2019

U.S. Army Corps of Engineers

SHEET

Devon Gawarecki

DIVISION

OF

DYL-13A

2. LOCATION (Coordinates or Station)

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

SHEETS

18. TOTAL CORE RECOVERY FOR BORING

35.0 N/A

35.00

Hole No. DYL-13A

1. PROJECT

Parratt-Wolf

+984.0 0.0

VERTICAL INCLINED

General Edgar Jadwin Dam

DRILLING LOG 1

3. DRILLING AGENCY

5. NAME OF DRILLER

6. DIRECTION OF HOLE

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

N/A N/A

N/A

INSTALLATION

Philadelphia District

10. SIZE AND TYPE OF BIT

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

NAVD 83

12. MANUFACTURER'S DESIGNATION OF DRILL

+984.0

Hole No. DYL-13A

HOLE NO.

DYL-13APREVIOUS EDITIONS ARE OBSOLETE.1836

MAR 71

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 32

Grout

2" PVC

Sch. 80

Centralizer

8.00

10.00

30.00

40.00

+976.0

+974.0

+954.0

+944.0

+934.0

Sample 1 0.00

10.00

Sample 2 10.00 20.00

Sample 3 20.00 30.00

Sample 4 30.00 40.00

Sample 5 40.00 50.00

DYL-14A-9-10' collected

DYL-14A-17-18' collected

DYL-14A-27-28' collected

DYL-14A-36-37' collected

DYL-14A-45-46' collected

(0.0 - 8.0 ft) Brown, silty GRAVEL with sand

(GM)

Water @ 5'

(8.0 - 10.0 ft) Brown, sandy SILT (ML)

(10.0 - 20.0 ft) Brown, poorly graded, SAND with silt (SP-SM)

(20.0 - 30.0 ft) Brown, poorly graded, SAND with silt and gravel (SP-SM)

(30.0 - 40.0 ft) Brown, poorly graded, SAND (SP)

(40.0 - 50.0 ft) Brown, poorly graded, SAND with silt (SP-SM)

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

13. TOTAL NO. OF SAMPLES

TAKEN

17. ESTIMATED ELEVATION TOP OF HOLE (MSL)

16. DATE OF HOLE

Boart Longyear LS-250 Minisonic

14. UNCORRECTED DEPTH TO MUDLINE (FT)

15. TIDE-CORRECTED DEPTH TO MUDLINE (FT)

6" DIA Sonic

HONESDALE, PENNSYLVANIA

19. GEOLOGIST

Bernie Beegle

UNDISTURBEDDISTURBED

COMPLETEDSTARTED

11/14/2019 11/15/2019

U.S. Army Corps of Engineers

SHEET

Devon Gawarecki

DIVISION

OF

DYL-14A

2. LOCATION (Coordinates or Station)

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

SHEETS

18. TOTAL CORE RECOVERY FOR BORING

65.0 N/A

65.00

Hole No. DYL-14A

1. PROJECT

Parratt-Wolf

+984.0 0.0

VERTICAL INCLINED

General Edgar Jadwin Dam

DRILLING LOG 2

3. DRILLING AGENCY

5. NAME OF DRILLER

6. DIRECTION OF HOLE

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

N/A N/A

N/A

INSTALLATION

Philadelphia District

10. SIZE AND TYPE OF BIT

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

NAVD 83

12. MANUFACTURER'S DESIGNATION OF DRILL

+984.0

Hole No. DYL-14A

HOLE NO.

DYL-14APREVIOUS EDITIONS ARE OBSOLETE.1836

MAR 71

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 33

Sand

Centralizer

2" PVC

Sch. 80 0.020" slot

50.00

60.00

65.00

+924.0

+919.0

Sample 6 50.00 60.00

Sample 7 60.00 65.00

DYL-14A-59-60' collected

DYL-14A-64-65' collected

(50.0 - 60.0 ft) Brown, silty GRAVEL with sand

(GM)

(60.0 - 65.0 ft) Brown, poorly graded, SAND with silt and gravel (SP-SM)

Boring Terminated @ 65 ft.

2 SHEETS

PROJECT 2INSTALLATION

Philadelphia District

DRILLING LOG (Cont Sheet)

ELEVATION TOP OF HOLE

984.0 Hole No. DYL-14A

General Edgar Jadwin Dam

SHEET

OF

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

Hole No. DYL-14A

HOLE NO.

DYL-14A1836-A

JUN 67

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 34

Grout

2" PVC

Sch. 80 Centralizer

10.00

+1072.0

Sample 1 0.00

10.00

Sample 2 10.00 20.00

Sample 3 20.00 30.00

Sample 4 30.00 35.00

Sample 5 35.00 40.00

Sample 6 40.00 45.00

Sample 7 45.00 50.00

DYL-15A-15-16' collected

DYL-15A-19-20' collected Bucket DYL-15A-20-30' collected

DYL-15A-29-30' collected

DYL-15A-39-40' collected

DYL-15A-49-50' collected

(0.0 - 10.0 ft) No Recovery

(10.0 - 80.0 ft) Brown, silty SAND with gravel

(SM)

10 Gallons of EZ-Mud added from 10' to 20' for 6-inch advancement

10 Gallons of EZ-Mud added from 20' to 30' for 6-inch advancement

21' Column of EZ-Mud measured @ 40'

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

13. TOTAL NO. OF SAMPLES

TAKEN

17. ESTIMATED ELEVATION TOP OF HOLE (MSL)

16. DATE OF HOLE

Boart Longyear LS-250 Minisonic

14. UNCORRECTED DEPTH TO MUDLINE (FT)

15. TIDE-CORRECTED DEPTH TO MUDLINE (FT)

6" DIA Sonic

HONESDALE, PENNSYLVANIA

19. GEOLOGIST

Craig Petko

UNDISTURBEDDISTURBED

COMPLETEDSTARTED

12/8/2019 12/13/2019

U.S. Army Corps of Engineers

SHEET

Devon Gawarecki

DIVISION

OF

DYL-15A

2. LOCATION (Coordinates or Station)

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

SHEETS

18. TOTAL CORE RECOVERY FOR BORING

85.0 N/A

85.00

Hole No. DYL-15A

1. PROJECT

Parratt-Wolf

+1082.0 0.0

VERTICAL INCLINED

General Edgar Jadwin Dam

DRILLING LOG 2

3. DRILLING AGENCY

5. NAME OF DRILLER

6. DIRECTION OF HOLE

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

N/A N/A

N/A

INSTALLATION

Philadelphia District

10. SIZE AND TYPE OF BIT

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

NAVD 83

12. MANUFACTURER'S DESIGNATION OF DRILL

+1082.0

Hole No. DYL-15A

HOLE NO.

DYL-15APREVIOUS EDITIONS ARE OBSOLETE.1836

MAR 71

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 35

Sand

Centralizer

2" PVC

Sch. 80 0.020" slot

80.00

85.00

+1002.0

+997.0

Sample 8 50.00 55.00

Sample 9 55.00 60.00

Sample 10 60.00 65.00

Sample 11 65.00 70.00

Sample 12 70.00 75.00

Sample 13 75.00 80.00

Sample 14 80.00 85.00

DYL-15A-59-60' collected

DYL-15A-69-70' collected

DYL-15A-79-80' collected

DYL-15A-82-83' collected

(10.0 - 80.0 ft) Brown, silty SAND with gravel (SM) (continued)

(80.0 - 85.0 ft) Brown, silty GRAVEL with sand

(GM)

Boring Terminated @ 85 ft.

No mud measured in borehole upon completion.

2 SHEETS

PROJECT 2INSTALLATION

Philadelphia District

DRILLING LOG (Cont Sheet)

ELEVATION TOP OF HOLE

1082.0 Hole No. DYL-15A

General Edgar Jadwin Dam

SHEET

OF

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

Hole No. DYL-15A

HOLE NO.

DYL-15A1836-A

JUN 67

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 36

Centralizer

10.00

20.00

30.00

+1072.0

+1062.0

+1052.0

Box 1 0.00

10.00

Box 2 10.00 20.00

Box 3 20.00 25.00

Box 4 25.00 30.00

Box 5 30.00 35.00

Box 6 35.00 40.00

Box 7 40.00 45.00

Box 8 45.00 50.00

DYL-16A-3-4' collected

DYL-16A-19-20' collected

DYL-16A-29-30' collected

DYL-16A-39-40' collected

DYL-16A-47-48' collected

(0.0 - 10.0 ft) Brown, silty GRAVEL with sand

(GM)

(10.0 - 20.0 ft) Brown, silty SAND with gravel

(SM)

20 Gallons of water added from 10' t0 20'

(20.0 - 30.0 ft) Brown, silty GRAVEL with sand

(GM)

20 Gallons of water added from 20' t0 30'

(30.0 - 50.0 ft) Brown, silty SAND with gravel

(SM)

20 gallons of EZ-Mud added from 40' to 50'. 19' column measured in drill tools.

% CORE

RECOV-

ERY

LEGEND

CLASSIFICATION OF MATERIALS

(Description)

ELEVATION DEPTH

a c h

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) ge

WELL

CONSTRUCTION

b d

BOX OR

SAMPLE

NO.

f

13. TOTAL NO. OF SAMPLES

TAKEN

17. ESTIMATED ELEVATION TOP OF HOLE (MSL)

16. DATE OF HOLE

Boart Longyear LS-250 Minisonic

14. UNCORRECTED DEPTH TO MUDLINE (FT)

15. TIDE-CORRECTED DEPTH TO MUDLINE (FT)

6" DIA Sonic

HONESDALE, PENNSYLVANIA

19. GEOLOGIST

Craig Petko

UNDISTURBEDDISTURBED

COMPLETEDSTARTED

11/27/2019 12/6/2019

U.S. Army Corps of Engineers

SHEET

Devon Gawarecki

DIVISION

OF

DYL-16A

2. LOCATION (Coordinates or Station)

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

SHEETS

18. TOTAL CORE RECOVERY FOR BORING

120.0

N/A 120.00

Hole No. DYL-16A

1. PROJECT

Parratt-Wolf

+1082.0 0.0

VERTICAL INCLINED

General Edgar Jadwin Dam

DRILLING LOG 3

3. DRILLING AGENCY

5. NAME OF DRILLER

6. DIRECTION OF HOLE

DEG. FROM VERT.

4. HOLE NO. (As shown on drawing title and file number)

N/A N/A

N/A

INSTALLATION

Philadelphia District

10. SIZE AND TYPE OF BIT

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

NAVD 83

12. MANUFACTURER'S DESIGNATION OF DRILL

+1082.0

Hole No. DYL-16A

HOLE NO.

DYL-16APREVIOUS EDITIONS ARE OBSOLETE.1836

MAR 71

ENG FORM PROJECT General Edgar Jadwin Dam

Appendix B41 Page 37

2" PVC

Sch. 80

Centralizer

Centralizer

Bentonite

75.00

100.00

+1007.0

+982.0

Box 9 50.00 55.00

Box 10 55.00 60.00

NA

60.00 65.00

NA

65.00 70.00

Box 11 70.00 75.00

Box 12 75.00 80.00

Box 13 80.00 85.00

Box 14 85.00 90.00

Box 15 90.00 95.00

Box 16 95.00

100.00

Box 17 100.00…