PEVI_200745_Geotechnical_Report.pdf

National Park Service U.S. Department of the Interior

Perry’s Victory and International Peace Memorial Restoration of North and South Seawalls Put-In-Bay, Ohio

Subsurface Geotechnical Investigation, Final January 22, 2021

Table of Contents Page i

Table of Contents

Acronyms and Abbreviations ........................................................................................... iii

Chapter 1 – Introduction

Chapter 2 – Site Description

Chapter 3 – Project Description

Chapter 4 – Historical Subsurface Information

Chapter 5 – Site Investigation

5.01 Landside Soil Borings

5.02 Lakeside Soil Borings

Chapter 6 – Laboratory Test Results

6.01 Laboratory Test Results for Soil Samples

6.02 Laboratory Test Results for Rock Samples

Chapter 7 – Subsurface Conditions

7.01 Soil Profile, North Seawall

7.02 Soil profile, South Seawall

7.03 Bedrock

7.04 Groundwater

Chapter 8 – Soil and Rock Parameters for Design

8.01 Bearing Capacity of Rock

8.02 Soil Pressure and Strength Parameters

Chapter 9 – References

Table of Contents Page ii

List of Tables

Table 1: Boring elevations and depths

Table 2: Summary of Results of Soil Laboratory Testing

Table 3: Summary of Results of Rock Laboratory Testing

Table 4: Summary of Rock Cores

Table 5: Geotechnical Design Parameters

List of Figures

Figure 1: Project Location Figure 2: Boring Location Diagram

List of Appendices

Appendix A – Historical Report Appendix B – Boring Logs Appendix C – Rock Core Photographs Appendix D – Laboratory Results Appendix E – Fence Diagrams

Acronyms and Abbreviations Page iii

Acronyms and Abbreviations

% percent

ASTM ASTM International

CH2M CH2M HILL, Inc.

ft feet

IGLD International Great Lakes Datum ksf kips per square foot

NOAA National Oceanic and Atmospheric Administration pcf pound(s) per cubic foot psf pound(s) per square foot psi pound(s) per square inch

RQD rock quality designation

SPT standard penetration test tsf ton per square foot

Chapter 1 – Introduction

This report presents the motivation, methodology, and results of the geotechnical investigation performed for the Perry’s Victory and International Peace Memorial (PEVI) at Put-In-Bay, Ohio. The investigation included soil borings both on the land side and the lake side of the existing seawalls.

Chapter 2 – Site Description

The Perry’s Victory and International Peace Memorial is in the village of Put-In-Bay, which is located on South Bass Island in Lake Erie and is part of Ottawa County, Ohio.

The memorial and surrounding park are situated on an isthmus that separates East Point from the rest of South Bass Island. The isthmus was originally a low-lying marshland, but seawalls were constructed in 1936 on the northwest and southeast side of the area to stabilize the shore line and raise the ground level to allow construction of the park and Bayview Avenue / Ohio Highway 357. The locations of the seawalls are shown on Figure 1.

Figure 1: Project Location (USGS, EarthExplorer, 2019)

The area adjacent to the south seawall is generally flat. On the north side, the area behind the wall rises gently to the northeast. Soil deposits in this region are generally from the Wisconsin glaciation, post-glacial alluvium, or human-constructed deposits.

Bedrock consists of Silurian sedimentary rocks, typically dolomite and limestone with lesser amounts of shale. (Bedrock Geologic Map of Ohio, Slucher et al., 2006).

Chapter 3 – Project Description

The main objective of the current project is the restoration of the north and south seawalls. The first seawalls at this site were constructed in 1936. They were partially replaced in 1976, when the north seawall was raised, and extensions were added on the east and west ends of the original wall. On the south side, the original 1936 wall was demolished in 1976 and a new wall built further south into Lake Erie. Both north and south seawalls consist of reinforced concrete and have a Galveston (curved) profile, except for a segment of the south seawall, which has a vertical profile. Currently, the north seawall is approximately 1,900 feet long, and the south seawall is approximately 1,500 feet long.

Both seawalls have been damaged over the years from wave action, ice loads, and freeze-thaw cycles. Portions of both walls have been undermined, which has resulted in soil loss and sinkholes on the land side of both walls. Both walls have significant cracks, spalls, and delaminations of the concrete of both the 1936 and 1976 construction.

The scope of this project calls for the removal and replacement of the center segment of the north seawall, which will be redesigned with a deeper footing. For the remaining wall segments, proposed alternatives range from localized repairs to complete redesign and replacement of the walls.

Chapter 4 – Historical Subsurface Information

A report prepared by David V. Lewin Corp. in 1974, presented in Appendix A, describes the findings of the geotechnical investigation performed for the 1976 expansion. Most of the soil borings were drilled on the lake side of the 1936 walls. The soil profile generally consisted of loose sand or sand and gravel overlying clay of varying consistency. The clay was classified as partly lacustrine deposits and partly glacial till. Limestone bedrock was encountered at elevations ranging from 553 to 570.1

Chapter 5 – Site Investigation

A geotechnical investigation program consisting of both landside (LB) and lakeside/marine (MB) soil borings was performed in September and October 2019.

Eighteen soil borings were drilled at the approximate locations shown on Figure 2.

Boring locations were selected by CH2M HILL, Inc. (CH2M) and staked or marked in the field by Intertek/PSI. A utility locator service was called, and National Park Service personnel checked the area for private utilities and conflicts with the park sprinkler system. Borings were drilled by Intertek/PSI under the guidance and direction of CH2M.

1An elevation datum was not included in the report; we presume the International Great Lakes Datum (IGLD) of

1955 was used. For Lake Erie, an elevation value measured in IGLD 55 will be approximately 0.6 feet less than the value measured in IGLD 85.

A summary of boring depths and elevations is shown in Table 1.2 Boring logs are included in Appendix B, rock core photos in Appendix C, and laboratory test results in Appendix D.

Figure 2: Boring Location Diagram

(Planned locations, slight modifications made during drilling – see respective boring logs)

Table 1: Boring elevations and depths

Boring number Top of boring elevation (ft)

Boring depth (ft) Bottom of boring elevation (ft)

LB-1 574.8 16.6 558.2

LB-2 575.0 14.7 560.3

LB-3 575.4 15.0 560.4

LB-4 577.0 15.0 562.0

LB-5 575.5 24.5 551.0

LB-6 575.4 27.6 547.8

LB-7 575.1 22.1 553.0

Unless noted otherwise, all elevations are positive, measured in feet, and with respect to the International Great

Lakes Datum of 1985 (IGLD 85).

Table 1: Boring elevations and depths

Boring number Top of boring elevation (ft)

Boring depth (ft) Bottom of boring elevation (ft)

LB-8 575.3 22.1 553.2

LB-9 575.3 13.6 561.7

MB-1 571.4 7.1 564.3

MB-2 568.8 8.8 560.0

MB-3 568.4 8.6 559.8

MB-4 570.2 7.9 562.3

MB-5 570.1 8.0 562.1

MB-6 570.4 7.7 562.7

MB-7 567.2 13.2 554.0

MB-8 568.2 19.7 548.5

MB-9 570.3 13.2 557.1

Note:

ft = feet

1.01 Landside Soil Borings

The landside borings, numbered LB-1 through LB-9, were drilled between September 23 and 27, 2019. All the borings were drilled within 6 feet of the staked locations (Figure 2). Eight of the borings were drilled on grass immediately adjacent to the seawalls. Due to utility conflicts in the grass between the seawall and Bayview Avenue/ Ohio Highway 357, boring LB-2 was offset to the south and into the roadway.

All landside borings were drilled using a truck-mounted Diedrich D-50 drill rig. For the first boring drilled (LB-5), 3.25-inch-diameter hollow-stem augers were used but proved difficult to advance through the glacial till layer. The augers were pulled, and the rig was offset and another hole (LB-5A) blind-drilled to rock using 4.25-inch-diameter hollow-stem augers. The 4.25-inch-diameter augers were used for the remaining borings.

Standard penetration test (SPT) split-spoon samples (ASTM International [ASTM] D1586) were taken using a hammer with an energy ratio of 86.9 percent, per a calibration test performed on June 22, 2018. Although the SPT values presented on the logs are uncorrected for the energy ratio, a N60 value may be obtained by multiplying the SPT value by a value of 87/60 = 1.45. Split-spoon samples were typically taken continuously for the first 10 feet, and at 5-foot intervals thereafter. Thin-walled Shelby tube samples (ASTM D1587) were selectively obtained in cohesive soil layers. Rock was cored using an NQ barrel, typically one 5-foot-long run. All borings were logged in the field by CH2M personnel. Soil samples were stored in jars and rock samples boxed for transport to Intertek/PSI’s laboratory. Boring holes were backfilled with soil cuttings and cement grout.

1.02 Lakeside Soil Borings

The lakeside (marine) borings, numbered MB-1 through MB-9, were drilled between September 30 and October 8, 2019. All borings were drilled using a CME-55 drill rig on a shallow barge. The planned boring locations were indicated with marks on the outside of the seawall, and the barge was positioned as close as possible to each mark. At most locations, the borings were drilled within 15 feet of the marked location on the wall;

however, three of the borings (MB-1, MB-2, and MB-3) had to be offset between 15 and 25 feet away from the marks due to large rocks or very shallow water. Approximate coordinates of the as-drilled locations were calculated from the coordinates of the marks on the seawalls and the offset direction and distance.

The elevation of the lake floor at each boring location was estimated based on lake level data from the National Oceanic and Atmospheric Administration (NOAA) weather station at Marblehead, Ohio, approximately 9 miles south of the project site. The elevation was estimated based on the NOAA lake level at the time of each boring and the recorded water depth at the boring location. As the lake levels vary due to prevailing winds and local swells (especially in the harbor and close to the seawalls), the calculated elevations were also compared to the preliminary results of the concurrent bathymetric survey. In the areas where bathymetry data was available, the calculated elevations reasonably agreed with the survey data.

The CME-55 drill rig used for the lakeside borings had a hammer with an energy ratio of

91.3 percent, per a calibration test performed on June 22, 2018. Although the SPT values presented on the logs are uncorrected for the energy ratio, a N60 value may be obtained by multiplying the SPT value by a value of 91/60 = 1.51. In the same manner as for the landside borings, 4.25-inch-diameter hollow-stem augers were used, and SPT split-spoon samples were obtained continuously for the first 10 feet and at 5-foot intervals thereafter. A single Shelby tube sample was obtained from a cohesive layer encountered at boring location MB-3. A 5-foot-long rock core was obtained at each boring location using an NQ barrel. All borings were logged in the field by CH2M personnel, and soil and rock samples were containerized and transported to Intertek/PSI’s laboratory for further testing.

Chapter 6 – Laboratory Test Results

1.03 Laboratory Test Results for Soil Samples

A series of classification and strength tests were performed on selected soil samples.

The results are summarized in Table 2, and presented in detail in Appendix D.

Table 2: Summary of Results of Soil Laboratory Testing

Test ASTM Number of Tests

Performed Results

Moisture Content D2216 85 3% to 43%, average 15%

Atterberg Limit D4318 21

LL = 13 to 44

PL = 12 to 20

PI = 3 to 24

Grain Size Distribution D422 and D1140 32 See appendix

Unconsolidated Undrained Triaxial

D2850 1 See appendix

Note:

% = percent

1.04 Laboratory Test Results for Rock Samples

The results of laboratory tests performed on rock samples are summarized in Table 3 and shown in detail in Appendix D.

Table 3: Summary of Results of Rock Laboratory Testing

Test ASTM Number of Tests

Performed Results

Unconfined Compression

D7012 19 2,557 psi to 14,267 psi, average 7,621 psi

Point Load D5731 15 See appendixes

Note:

psi = pound(s) per square inch

Chapter 7 – Subsurface Conditions

1.05 Soil Profile, North Seawall

Ten soil borings were drilled along the north seawall, including four landside borings (LB-1 through LB-4) and six lakeside borings (MB-1 through MB-6). A subsurface profile diagram illustrating the results is shown on Figure 1 in Appendix E. The soils encountered in these borings generally consisted of silty sand, silt, and clay alluvium, overlying glacial clay till and limestone.

Three of the four landside borings (LB-1, LB-3, and LB-4) were drilled on grass and encountered 12 to 15 inches of topsoil. LB-2 was drilled on the roadway, encountering

6 inches of asphalt overlying 4.3 feet of gravel and sand—presumably fill material placed during construction of the road. Due to utility conflicts, boring LB-1 was drilled close to the seawall and encountered fill material consisting of limestone fragments, gravel, and silty sand overlying 32 inches of reinforced concrete—presumably associated with the seawall.

Beneath the fill material at LB-2 and beneath the topsoil at LB-3 was a layer of alluvial/estuarine low plasticity clay containing small amounts of sand and organic material (mainly roots). Soil samples obtained from this layer had SPT N-values in the low single digits and pocket penetrometer readings between 0.5 and 1.0 ton per square foot (tsf), indicating medium stiff consistency. At LB-4, beneath the topsoil was a layer of low plasticity silt with N-values ranging from 13 to 33. Beneath this layer and beneath the low-plasticity clay layer at LB-3 was a layer of clay till containing sand and gravel, with hard consistency (pocket penetrometer readings in excess of 4 tsf). This layer extended to rock. The depth to rock at the landside borings ranged from 7.6 to 10 feet.

The lakeside borings also encountered variable soils, although the thickness of the soil was thinner than on the land side of the wall, at 2 to 3.8 feet. At locations MB-1 and MB-6, the overburden consisted entirely of silty sand and gravel. At MB-5, a thinner layer of silty sand overlaid hard clay till similar to that encountered at LB-3 and LB-4.

The till layer was also encountered at MB-2 and MB-4. At MB-3, the overburden consisted of medium stiff, low plasticity clay similar to that encountered at LB-2 and

LB-3.

At all 10 boring locations adjacent to the north seawall, the top of rock elevation ranged from 569.3 to 563.4. The top of rock generally rises slightly from southwest to northeast along the wall alignment, except at MB-1 to the west where the rock is higher than at the adjoining boring locations.

1.06 Soil profile, South Seawall

Eight borings were drilled along the south seawall: five landside borings (LB-5 through LB-9) and three lakeside borings (MB-7 through MB-9). A subsurface profile diagram illustrating the profile is shown on Figure 2 in Appendix E.

The area adjacent to the south seawall is quite flat, and the five landside borings were all drilled from elevations between 575.0 and 575.5. Ten to 14 inches of topsoil was noted in all landside borings. Beneath the topsoil was 7 to 16 feet of fill, consisting of silty sand, gravel, and crushed limestone. These findings are consistent with the known history of the site, as the south seawall was extended further into the lake as part of the 1976 site modifications. Samples from the fill layer were classified as loose to dense, with SPT N-values ranging from three to 37, generally decreasing with depth, with an average value of 14. At boring locations LB-8 and LB-9, the fill extended to rock at

17.1 and 7.7 feet below ground surface, respectively. At LB-7, the fill was underlain by a layer of silty sand, dark gray and medium dense. Beneath this layer and directly beneath the fill layer at LB-5 and LB-6 was a layer of clay till with hard consistency (pocket penetrometer readings in excess of 4.5 tsf). The till layer extended to rock at all three boring locations, at 17 to 22.5 feet below ground surface.

At the lakeside boring locations, the profile generally consisted of silty sand, similar to that encountered at LB-7. Samples obtained from the sand layer had SPT N-values ranging from 0 to 8, indicating very loose relative densities. At MB-8, the sand layer was underlain by clay till. At MB-7 and MB-9, the sand extended to rock. The depth from the lake bottom to the top of rock ranged from 8 to 15 feet.

1.07 Bedrock

The elevation at which rock was first encountered ranged from 569 to 553, typically rising from south to north and from west to east across the site. (See fence diagrams in Appendix E.) This is generally consistent with the historical findings. A summary of the rock cores is in Table 4. All rock samples were classified as limestone, with small pockets of limestone breccia at LB-1, MB-6, and MB-7. Most of the rock samples were classified as slightly to moderately weathered, with the degree of weathering typically decreasing with depth. The rock mass was found to be slightly to closely fractured, with the degree of fracturing also generally decreasing with depth. Limestone samples were typically classified as moderately strong. In breccia samples, the clasts were classified as moderately strong, and the matrix as very weak to moderately strong.

Table 4: Summary of Rock Cores

Boring Location

Core Run

Length (ft)

Top Elevation

Bottom Elevation

Recovery

RQD (%)

Rock

Quality Rating

LB-1 R1 5.0 567.2 562.2 100 20a Very poor

LB-1 R2 4.0 562.2 558.2 61 34 Poor

LB-2 R1 5.0 565.3 560.3 91 80 Good

LB-3 R1 5.0 565.4 560.4 92 77 Good

LB-4 R1 5.0 567.0 562.0 93 73 Fair

LB-5A R1 6.5 557.5 551.0 100 88 Good

LB-6 R1 5.0 552.8 547.8 93 78 Good

LB-7 R1 5.0 558.0 553.0 100 91 Excellent

LB-8 R1 5.0 558.2 553.2 72 45 Poor

LB-9 R1 5.0 566.7 561.7 63 48 Poor

MB-1 R1 5.0 569.3 564.3 80 80 Good

MB-2 R1 5.0 565.0 560.0 100 90 Excellent

MB-3 R1 5.0 564.8 559.8 58 51 Fair

Table 4: Summary of Rock Cores

Boring Location

Core Run

Length (ft)

Top Elevation

Bottom Elevation

Recovery

RQD (%)

Rock

Quality Rating

MB-4 R1 5.0 567.3 562.3 74 36 Poor

MB-5 R1 5.0 567.1 562.1 33 0 Very poor

MB-6 R1 5.0 567.7 562.7 67 17 Very poor

MB-7 R1 5.0 559.0 554.0 37 15 Very poor

MB-8 R1 5.0 553.5 548.5 48 28 Poor

MB-9 R1 5.0 562.1 557.1 38 7 Very poor a Cored length includes 32 inches of concrete, presumed to be the footing of the existing seawall. RQD is calculated from cored length of rock only.

Note:

RQD = rock quality designation

Based on the rock quality designation (RQD), the quality rating of the rock ranges from very poor to excellent. However, it should be noted that wave-induced movement of the rig during coring and core retrieval at boring locations MB-4 through MB-9 likely contributed to increased core loss (and therefore artificially lowered RQD values). If only the landside borings and the lakeside borings where wave activity was not noted during drilling (i.e., MB-1 through MB-3) were considered, the average RQD would be 65 percent.

The unconfined compressive strength of limestone rock core samples ranged from 2,557 pounds per square inch (psi) to 14,267 psi, with an average value of 7,819 psi.

Only one sample of limestone breccia was strength tested, and had an unconfined compressive strength of 4,046 psi. The strength of the rock mass will depend on the rock quality, which varies across the site and with depth. For preliminary design, a net allowable bearing stress of 20 kips per square foot (ksf) should be used.

1.08 Groundwater

Water was encountered within 4 feet of the ground surface at all the landside boring locations, at elevations ranging from 571.4 to 573.8. The average water level in Lake Erie during drilling was approximately 573.5. Due to the granular soils on the site, the ground water table behind the walls can generally be expected to closely mimic the water level in the lake. However, in the event of heavy rain the water level may be higher behind the wall than in the lake. For design purposes, wall sections should be analyzed assuming the groundwater level coincides with the ground surface.

Chapter 8 – Soil and Rock Parameters for Design

1.09 Bearing Capacity of Rock

All the proposed design alternatives for the new seawalls have the seawalls bearing on bedrock. No portion of the wall will be designed to bear on soil. The strength parameters of the rock will depend on the base of wall elevation. For preliminary design, the net allowable bearing stress can be taken as 20 ksf.

1.010 Soil Pressure and Strength Parameters

Preliminary design loads for the seawalls should be based on the parameters in Table 5.

Table 5: Geotechnical Design Parameters

Soil type Total unit weight (pcf) Effective friction angle φ’ (deg) Effective cohesion (psf)

Granular fill, sand 120 30 0

Medium stiff clay 120 20 0

Clay till 135 32 0

Limestone 150 36 0

Notes:

pcf = pound(s) per cubic foot psf = pound(s) per square foot

Chapter 9 – References

ASTM International (ASTM). 2015. ASTM D1587 / D1587M-15, Standard Practice for Thin-Walled Tube Sampling of Fine-Grained Soils for Geotechnical Purposes, ASTM International, West Conshohocken, PA. http://www.astm.org/cgi-bin/resolver .cgi?D1587D1587M.

ASTM International (ASTM). 2018. ASTM D1586 / D1586M-18, Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils, ASTM International, West Conshohocken, PA. http://www.astm.org/cgi-bin/resolver.cgi?

D1586D1586M.

Slucher, E.R., E.M. Swinford, G.E. Larsen, G.A. Schumacher, D.L. Shrake, C.L. Rice, M.R. Caudill, and R.G. Rea. 2006, Bedrock geologic map of Ohio: Ohio Department of Natural Resources, Division of Geological Survey Map BG-1, Version 6.0, scale 1:500,000. https://geosurvey.ohiodnr.gov/portals/geosurvey/PDFs/BedrockGeology /BG-1_8.5x11.pdf.

U.S. Geological Survey (USGS). 2019. EarthExplorer. https://earthexplorer.usgs.gov/.

Appendix A – Historical Report

Appendix B – Boring Logs

3.0

4.0

6.0

0.0

SS-1

SS-2

SS-3

SS-4

SS-5

Topsoil (12") 0-1' Limestone Fragments With Clay, Silt, And Trace Organic Material (fill) 1-1.9' - dark brown, wet, medium dense Limestone Fragments (fill) 1.9-5.1' - light gray with orange staining, wet, very loose to loose

Poorly Graded Sand With Gravel (probable Fill) 5.1-7.6' - gray, wet, medium dense, fine to coarse grained, angular to subangular

Begin Rock Coring at 7.6 ft bgs See the next sheet for the rock core log

5.5

1.0

2.5

4.0

6.0

7.5

Wc=32% Hard drilling from 1.5 ft, auger wandering.

Auger pulled and reset twice.

Wc=12% 18-inch boulder pulled out at 3 ft.

Wc=3%

Wc=11%

Auger refusal at 7.6'

6-7-8 (15)

4-5-3 (8)

2-1-1 (2)

3-7-10 (17)

50/1" (R)

6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (724261.4 N, 1882658.4 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 574.8 ft

LB-1

DRILLING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, 4.25" Hollow Stem Augers

LOGGER : Hilde Knai

BORING NUMBER:

START : 9/26/19 13:15 END : 9/26/19 15:30

PROJECT : PEVI, Put-In-Bay, Ohio

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

RECOVERY (in)

S Y

M B

O

LI

C L

O G

574.8

569.8

564.8

559.8

554.8

549.8

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

SHEET 1 OF 2

ORIENTATION : Vertical

WATER LEVELS : 1.0 ft bgs

R1 coring duration 20 minutes.

32" concrete and 14" rock recovered.

Unconfined Compressive Strength = 6,698 psi at 11.5' Unconfined Compressive Strength = 5,262 psi at 12.5' R2 coring duration 12 minutes

Concrete 7.6-10.3'

Poorly Graded Gravel And Limestone Cobbles With Clay (GC) 10.3-11.4' - light brown Limestone 11.4-13.2' - light to medium gray, medium strong (R3), fresh to slightly weathered, closely fractured, pitting on 5% of surface Limestone Breccia 13.2-14.3' - dark gray, very weak to weak (R1 to R2), fresh to slightly weathered, closely fractured, pitting on 5% of surface. Clasts 1/8" to 3", subangular to subrounded, medium strong (R3).

Limestone 14.3-16.6' - light to medium gray, medium strong (R3), fresh to slightly weathered, closely fractured Bottom of Boring at 16.6 ft bgs on 9/26/19 15:30

12.1' - Mechanical break, horizontal, rough, planar, orange stain on 60% of surface, fresh, incipient fracture 12.7' - Fracture zone 13.2' - Mechanical break, 45 deg, smooth, stepped, fresh, incipient fracture 13.4' - Mechanical break, horizontal, smooth, stepped, fresh, incipient fracture 13.8' - Mechanical break, 15 deg, smooth, stepped, fresh, incipient fracture 14.2' - Fracture zone, smooth, undulating, fresh 14.4' and 14.5' - Joint, horizontal, rough, undulating, fresh 14.9' - Fracture, 60 deg and -60 deg, rough, undulating, slightly weathered

12.6

16.6

7.6

564.8

559.8

554.8

549.8

544.8

539.8

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : PSI/IntertekELEVATION : 574.8 ft

LB-1

LOCATION : (724261.4 N, 1882658.4 E)

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Hilde Knai

BORING NUMBER:

WATER LEVELS : 1.0 ft bgs

PROJECT : PEVI, Put-In-Bay, Ohio

SHEET 2 OF 2

START : 9/26/19 13:15 END : 9/26/19 15:30

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, NQ

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

R1-NQ

5 ft

100%

R2-NQ

4 ft

61%

0.5- 0.75

1.5

14.0

13.0

12.0

20.0

13.0

3.0

SS-1

SS-2

SS-3

ST-4

SS-5

SS-6

Asphalt (6") 0-0.5' Poorly Graded Gravel With Sand And Silt (fill) 0.5-1.4' - gray, moist, medium dense Silty Sand, Trace Gravel (fill) 1.4-2.2' - brown to 1.6', then dark gray, wet, medium dense Poorly Graded Gravel And Sand, Trace Silt (GP) 2.2-4.8' - light brown to 4.5', then gray, wet, loose, rounded to subrounded Low Plasticity Clay, Trace Organic Material (roots)

(CL)

4.8-9.7' - dark gray, moist, medium stiff to stiff, 5-inch seam of poorly graded sand (dark gray, wet, very loose) at 8.2'.

Begin Rock Coring at 9.7 ft bgs See the next sheet for the rock core log

1.0

2.5

4.0

6.0

8.0

9.5

Wc=23%

Wc=12%

SS-3 overshot to 6' Wc=9%

Wc=42%

Wc=29% Fines = 83.7%, LL = 39, PL = 18

Auger refusal at 9.7'

6-5-7 (12)

7-6-4 (10)

2-2-1-1 (3) push

1-2-1 (3)

50/3" (R)

6"-6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (724277.6 N, 1883016.7 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 575.0 ft

LB-2

DRILLING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, 4.25" Hollow Stem Augers

LOGGER : Hilde Knai

BORING NUMBER:

START : 9/27/19 08:35 END : 9/27/19 10:45

PROJECT : PEVI, Put-In-Bay, Ohio

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

RECOVERY (in)

S Y

M B

O

LI

C L

O G

575.0

570.0

565.0

560.0

555.0

550.0

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

P P

T

S F

SHEET 1 OF 2

WATER LEVELS : 1.5 ft bgs

R1 coring duration 27 minutes

Difficulty extracting core from core barrel led to several mechanical breaks.

Unconfined Compressive Strength = 14,267 psi at 12.5'

Limestone 9.7-12.2' - light gray, medium strong (R3), slightly weathered, closely fractured, with 2-5 mm pits on 5% of surface Limestone 12.2-14.2' - light gray, medium strong (R3), slightly weathered, moderately fractured

Bottom of Boring at 14.7 ft bgs on 9/27/19 10:45

10.0' - Joint, horizontal, smooth, undulating 10.1' - Mechanical break, horizontal 10.5' - Mechanical break, 60 deg, rough, stepped, white crystalline deposit on 80% of surface, incipient fracture 10.8' - Fracture zone, rough, undulating 11.0' - Mechanical break, 60 deg, rough, stepped, incipient fracture 11.2', 12.4', 12.9', 13.2' - Mechanical break, horizontal 12.2' - Joint, 10 deg, rough, undulating

9.7

565.0

560.0

555.0

550.0

545.0

540.0

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : PSI/IntertekELEVATION : 575.0 ft

LB-2

LOCATION : (724277.6 N, 1883016.7 E)

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Hilde Knai

BORING NUMBER:

WATER LEVELS : 1.5 ft bgs

PROJECT : PEVI, Put-In-Bay, Ohio

SHEET 2 OF 2

START : 9/27/19 08:35 END : 9/27/19 10:45

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, NQ

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

R1-NQ

5 ft

91%

0.5- 0.75

0.75-1

0.75

4.5+

16.0

12.0

15.0

8.0

10.0

13.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

Topsoil (13") 0-1.1' Clay And Silt, Trace Sand, Gravel, And Organic Material (CL-ML) 1.1-2.9' - dark brown, moist, very stiff

Lean Clay, Trace Sand And Organic Material/roots

(CL)

2.9-7.1' - dark gray, moist, medium stiff

Till: Lean Clay With Sand And Organic Material/roots (CL) 7.1-10' - mottled brown and light gray, moist, hard

Begin Rock Coring at 10.0 ft bgs See the next sheet for the rock core log

9.6

1.0

2.5

4.0

5.5

7.0

8.5

Wc=22%

Wc=43%

Wc=31% Fines = 88.6%, LL = 44, PL = 20

Wc=24%

Wc=15%

Wc=17% Fines = 51.1%, LL= 26, PL = 15

Auger refusal at 10.0'

3-3-4 (7)

4-2-2 (4)

4-2-3 (5)

2-2-2 (4)

1-3-6 (9)

5-18-50/1" (R)

6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (724480.4 N, 1883362.3 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 575.4 ft

LB-3

DRILLING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, 4.25" Hollow Stem Augers

LOGGER : Hilde Knai

BORING NUMBER:

START : 9/26/19 08:40 END : 9/26/19 10:30

PROJECT : PEVI, Put-In-Bay, Ohio

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

RECOVERY (in)

S Y

M B

O

LI

C L

O G

575.4

570.4

565.4

560.4

555.4

550.4

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

P P

T

S F

SHEET 1 OF 2

WATER LEVELS : 4.0 ft bgs

>10

>10

R1 coring duration 18 minutes Unconfined compressive strength = 6,439 psi at 11.5'

Limestone 10-13.2' - light gray, occasionally mottled with light brown, medium strong (R3), slightly weathered, pitting on 5% of surface

Limestone 13.2-14.6' - light gray, occasionally mottled with light brown, medium strong (R3), slightly weathered to moderately weathered, with pits, vugs, and small honeycombed areas on 20% of surface Bottom of Boring at 15.0 ft bgs on 9/26/19 10:30

10.0' - Fracture zone, rough, possibly incipient fracture zone broken up during coring 10.9' - Mechanical break 11.8' - Fracture, 50 deg, rough, stepped

14.0' - Fracture zone, rough

10.0

565.4

560.4

555.4

550.4

545.4

540.4

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : PSI/IntertekELEVATION : 575.4 ft

LB-3

LOCATION : (724480.4 N, 1883362.3 E)

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Hilde Knai

BORING NUMBER:

WATER LEVELS : 4.0 ft bgs

PROJECT : PEVI, Put-In-Bay, Ohio

SHEET 2 OF 2

START : 9/26/19 08:40 END : 9/26/19 10:30

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, NQ

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

R1-NQ

92%

0.7511.0 ST-1

6.0

4.0

Offset 2' NE from LB-3 and blind drilled to 4' to obtain Shelby tube sample.

Bottom of sample: lean clay, trace sand and organic material, dark gray, moist, medium stiff (CL).

End of boring 6' push

6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (724481.8 N, 1883363.7 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 575.4 ft

LB-3A

DRILLING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, 4.25" Hollow Stem Augers

LOGGER : Hilde Knai

BORING NUMBER:

START : 9/26/19 11:02 END : 9/26/19 11:25

PROJECT : PEVI, Put-In-Bay, Ohio

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

RECOVERY (in)

S Y

M B

O

LI

C L

O G

575.4

570.4

565.4

560.4

555.4

550.4

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

P P

T

S F

SHEET 1 OF 1

WATER LEVELS : ---

4.5+

14.0

2.0

2.0

18.0

10.0

16.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

Topsoil (15") 0-1.3'

Silt, Trace Sand And Organic Material (ML) 1.3-2.5' - dark to medium brown, moist, hard

Low Plasticity Silt With Gravel, Trace Sand And Organic Material (ML) 2.5-6.2' - dark to medium brown, moist, hard

Till: Lean Clay With Sand And Gravel (CL) 6.2-10' - mottled light gray, medium brown, and orange, moist, hard

Begin Rock Coring at 10.0 ft bgs See the next sheet for the rock core log

9.5

1.0

2.5

4.0

5.5

7.0

8.5

Wc=17%

Poor recovery for sample SS-2, gravel piece stuck in cutting shoe Wc=17% Poor recovery for sample SS-3, gravel piece stuck in cutting shoe Wc=5% Wc=11% Fines 53.9%, LL= 17, PL = 14

Wc=9%

Wc=11% Fines = 60.9%, LL=25, PL = 15

Auger refusal at 10'

5-6-7 (13)

11-12-17 (29)

22-16-17 (33)

19-17-28 (45)

48-50/4" (R)

12-50/5" (R)

6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (724988.5 N, 1883478.4 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 577.0 ft

LB-4

DRILLING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, 4.25" Hollow Stem Augers

LOGGER : Hilde Knai

BORING NUMBER:

START : 9/25/19 15:45 END : 9/25/19 17:45

PROJECT : PEVI, Put-In-Bay, Ohio

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

RECOVERY (in)

S Y

M B

O

LI

C L

O G

577.0

572.0

567.0

562.0

557.0

552.0

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

P P

T

S F

SHEET 1 OF 2

R1 coring duration 18 minutes Unconfined compressive strength = 2,557 psi at 10'

Unconfined compressive strength = 7,923 psi at 14'

Limestone 10-12.5' - light gray, medium strong (R3), slightly weathered, closely fractured

Limestone 12.5-14' - variegated light brown and gray, medium strong (R3), slightly weathered, moderately fractured, pitting on 10% of surface Limestone 14-14.7' - light gray, medium strong (R3), slightly weathered, closely fractured Bottom of Boring at 15.0 ft bgs on 9/25/19 17:45

10.2', 10.5', 10.7', 11.5', 11.8' - Joint, horizontal, rough, undulating, orange stain on 30-50% of surface 10.2' - Fracture, 80 deg, rough, undulating, orange stain 11.4' - Fracture zone, rough, undulating, orange stain on 30-50% of surfaces 11.8' - Mechanical break, vertical, rough, stepped, incipient fracture 14.2', 14.3' - Joint, horizontal, smooth, undulating

10.0

567.0

562.0

557.0

552.0

547.0

542.0

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : PSI/IntertekELEVATION : 577.0 ft

LB-4

LOCATION : (724988.5 N, 1883478.4 E)

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Hilde Knai

BORING NUMBER:

WATER LEVELS : 4.0 ft bgs

PROJECT : PEVI, Put-In-Bay, Ohio

SHEET 2 OF 2

START : 9/25/19 15:45 END : 9/25/19 17:45

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, NQ

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

R1-NQ

93%

12.0

4.0

6.0

6.0

2.0

12.0

18.0

2.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

Topsoil (10") 0-0.8' Silty Sand With Gravel And Limestone Fragments (fill) 0.8-2.2' - light brown, moist, medium dense Gravel And Limestone Fragments, Trace Sand And Silt (fill) 2.2-7.8' - light gray, moist to 4', then wet, loose to medium dense, angular to subangular, with dark brown staining on gravel and rock fragments

Lean Clay With Gravel (CL) 7.8-11.5' - dark gray, hard

Till: Lean Clay With Sand, Trace Gravel (CL) 11.5-18.5' - dark gray, moist, hard, sand fine to coarse, gravel subrounded to rounded

Limestone Fragments 18.5-19' - dark gray, fine to medium grained, moderately strong Bottom of Boring at 19.0 ft bgs on 9/23/19 17:25

10.0

15.0

18.8

1.0

2.5

4.0

5.5

7.0

8.5

13.5

18.5

Wc=4% Fines = 14.9%

Wc=8% Fines = 4.2%

Moderate rig chatter from 4' Wc=10%

Wc=12%

Wc=4%

Wc=17% Fines = 33.3%, LL = 30, PL = 18

Heavy rig chatter from 10'

Wc=8% Fines = 44.0%, LL = 19, PL = 12

Auger refusal at 19', driller estimates top of weathered rock at 18.5'.

Rock coring attempted from 19'.

Difficulties advancing core barrel.

Augers pulled and offset 4' to a new hole. Attempted to core using casing advance system. Casing advance system "clogs" around 10'. Stopping for the day.

4-5-7 (12)

9-5-6 (11)

6-3-4 (7)

4-3-4 (7)

4-2-5 (7)

9-3-3 (6)

28-33-50/6" (R)

50/4" (R)

6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (723815.3 N, 1883082.0 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 575.5 ft

LB-5

DRILLING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, 3.25" Hollow Stem Augers

LOGGER : Hilde Knai

BORING NUMBER:

START : 9/23/19 14:45 END : 9/23/19 17:25

PROJECT : PEVI, Put-In-Bay, Ohio

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

RECOVERY (in)

S Y

M B

O

LI

C L

O G

575.5

570.5

565.5

560.5

555.5

550.5

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

P P

T

S F

SHEET 1 OF 1

Offset 4' W from LB-5 and blind drilled to top of rock using 4.25-inch Hollow Stem Augers.

Auger refusal at 18', starting rock coring.

R1 coring duration 40 minutes.

Unconfined compressive strength = 8,816 psi at 18.5'

Unconfined compressive strength = 13,256 psi at 23.5'

Limestone 18-19.8' - light and medium gray, fresh to slightly weathered, moderately to closely fractured, bedding planes at 20 degrees to horizontal, pinhole pitting on 10% of surface Limestone 19.8-21.7' - light gray, slightly weathered, moderately to closely fractured, pinhole pitting and small vugs on 20% of surface. Vertical seam of white crystalline inclusions from 20.0-20.8'.

Limestone 21.7-24.5' - light gray, fresh to slightly weathered, moderately to closely fractured, pinhole pitting on 10% of surface Bottom of Boring at 24.5 ft bgs on 9/24/19 11:00

18.7', 18.8', 19.2', 19.8' - Joint, 20 deg, rough, undulating

20.4', 21.3', 21.7', 21.9', 22.0', 22.2', 22.9' - Joint, horizontal, rough, undulating

18.0

24.5

575.5

570.5

565.5

560.5

555.5

550.5

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : PSI/IntertekELEVATION : 575.5 ft

LB-5A

LOCATION : (723815.3 N, 1883082.0 E)

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Hilde Knai

BORING NUMBER:

WATER LEVELS : 4.0 ft bgs

PROJECT : PEVI, Put-In-Bay, Ohio

SHEET 1 OF 1

START : 9/24/19 08:00 END : 9/24/19 11:00

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, NQ

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

6.5 ft 100%

13.0

12.0

13.0

11.0

3.0

5.0

18.0

18.0

0.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

SS-9

Topsoil (13") 0-1.1' Silty Sand With Limestone Fragments (fill) 1.1-2.3' - gray, moist, dense

Gravel And Limestone Fragments With Sand And Silt (fill) 2.3-11.2' - light gray, wet, loose to dense

Till: Lean Clay With Sand, Trace Gravel (CL) 11.2-14.5' - brown, moist, hard

Till: Lean Clay With Sand, Trace Gravel (CL) 14.5-16.8' - mottled brown and dark gray, moist, hard

Till: Lean Clay With Sand, Trace Gravel (CL) 16.8-22.5' - dark gray, moist, hard

Begin Rock Coring at 22.6 ft bgs See the next sheet for the rock core log

10.0

15.0

20.0

1.0

2.5

4.0

5.5

7.0

8.5

13.5

18.5

22.5

Wc=5%

Moderate rig chatter from 2' Wc=14%

Wc=9% Fines = 13.4%

Wc=12%

Wc=18%

Wc=14% Fines = 25.7%

Wc=13% Fines = 65.6%, LL = 27, PL = 16

Harder drilling from 17.5'

Wc=10%

Auger refusal at 22.5'

7-9-22 (31)

29-21-9 (30)

9-15-22 (37)

15-8-12 (20)

1-3-7 (10)

4-5-3 (8)

10-14-21 (35)

25-28-38 (66)

50/1" (R)

6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (723870.6 N, 1883299.2 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 575.4 ft

LB-6

DRILLING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, 4.25" Hollow Stem Augers

LOGGER : Hilde Knai

BORING NUMBER:

START : 9/24/19 11:40 END : 9/24/19 15:50

PROJECT : PEVI, Put-In-Bay, Ohio

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

RECOVERY (in)

S Y

M B

O

LI

C L

O G

575.4

570.4

565.4

560.4

555.4

550.4

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

P P

T

S F

SHEET 1 OF 2

WATER LEVELS : 2.5 ft bgs

R1 coring duration 22 minutes Unconfined compressive strength = 9,167 psi at 23'

Moderate water loss from 26.5'

Limestone 22.6-27.2' - light gray, medium strong (R3), fresh to slightly weathered, moderately to closely fractured, pinhole pitting on 5% of surface

Bottom of Boring at 27.6 ft bgs on 9/24/19 15:50

22.7', 23.0', 23.7', 24.9', 26.1', 26.4', 26.5', 27.2':' - Joint, horizontal, smooth, undulating 22.8' - Fracture zone, smooth, undulating

22.6

78550.4

545.4

540.4

535.4

530.4

525.4

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : PSI/IntertekELEVATION : 575.4 ft

LB-6

LOCATION : (723870.6 N, 1883299.2 E)

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Hilde Knai

BORING NUMBER:

WATER LEVELS : 2.5 ft bgs

PROJECT : PEVI, Put-In-Bay, Ohio

SHEET 2 OF 2

START : 9/24/19 11:40 END : 9/24/19 15:50

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, NQ

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

R1-NQ

93%

13.0

12.0

6.0

4.0

2.0

3.0

14.0

0.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

Topsoil (14") 0-1.2'

Silty Sand With Gravel And Limestone Fragments (fill) 1.2-2.9' - light brown, moist, dense, fine to coarse grained Gravel With Sand, Trace Silt (fill) 2.9-11.1' - light brown and gray, wet, medium dense, angular to subrounded

Silty Sand With Gravel And Trace Organic Material

(SM)

11.1-14.5' - dark gray, wet, medium dense, 1/4" laminations of black material with organic odor at 13.7'

Till: Lean Clay With Sand And Trace Gravel (CL) 14.5-17.1' - light brown, moist, hard

Begin Rock Coring at 17.1 ft bgs See the next sheet for the rock core log

10.0

15.0

1.0

2.5

4.0

5.5

7.0

8.5

13.5

17.0

Wc=4%

Wc=12% Fines = 5.5% Moderate rig chatter from 3' Wc=15%

SS-4: Poor recovery due to rock stuck in cutting shoe Wc=10% Fines = 6.1% Wc=6%

Wc=5%

Two jar samples taken: silty sand in jar SS-7A, till in jar SS-7B Wc=23% Fines = 66.9%, LL = 27, PL = 16

Auger refusal at 17'

12-25-12 (37)

12-11-7 (18)

5-7-6 (13)

4-3-2 (5)

1-2-4 (6)

4-7-7 (14)

7-7-14 (21)

50/1" (R)

6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (724148.9 N, 1883546.4 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 575.1 ft

LB-7

DRILLING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, 4.25" Hollow Stem Augers

LOGGER : Hilde Knai

BORING NUMBER:

START : 9/24/19 16:15 END : 9/24/19 18:30

PROJECT : PEVI, Put-In-Bay, Ohio

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

RECOVERY (in)

S Y

M B

O

LI

C L

O G

575.1

570.1

565.1

560.1

555.1

550.1

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

P P

T

S F

SHEET 1 OF 2

WATER LEVELS : 3.0 ft bgs

R1 coring duration 24 minutes Unconfined compressive strength = 8,341 psi at 18'

Limestone 17.1-22.1' - varved light and medium gray, medium strong (R3), fresh to slightly weathered, moderately fractured

Bottom of Boring at 22.1 ft bgs on 9/24/19 18:30

17.2', 17.9' - Joint, horizontal, smooth, undulating

21.9', 22.0' - Joint, horizontal, rough, undulating

17.1

555.1

550.1

545.1

540.1

535.1

530.1

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : PSI/IntertekELEVATION : 575.1 ft

LB-7

LOCATION : (724148.9 N, 1883546.4 E)

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Hilde Knai

BORING NUMBER:

WATER LEVELS : 3.0 ft bgs

PROJECT : PEVI, Put-In-Bay, Ohio

SHEET 2 OF 2

START : 9/24/19 16:15 END : 9/24/19 18:30

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, NQ

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

R1-NQ

10.0

8.0

6.0

4.0

1.0

7.0

13.0

0.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

Topsoil (14") 0-1.2'

Poorly Graded Sand With Limestone Fragments, Trace Silt (fill) 1.2-2.2' - light brown, moist, medium dense Limestone Fragments, Trace Silt And Sand (fill) 2.2-7.8' - light gray, wet, loose to medium dense

Limestone, Crushed, Sampled As Coarse Sand And Fine Gravel (fill) 7.8-11.3' - gray, wet, very loose to loose

Clayey Sand, Trace Gravel And Wood Fragments (fill) 11.3-17.1' - gray, wet, very loose

Begin Rock Coring at 17.1 ft bgs See the next sheet for the rock core log

10.0

15.0

1.0

2.5

4.0

5.5

7.0

8.5

13.5

17.0

Wc=4% Fines = 7.6% Moderate rig chatter from 2' Wc=8%

Wc=6%

Wc=8% Fines = 1.1%

Wc=12%

Wc=12%

Wc=30% Fines = 44.1%, LL = 26, PL = 18

Auger refusal at 17'

7-14-12 (26)

7-5-4 (9)

11-8-8 (16)

3-4-11 (15)

9-4-3 (7)

2-2-1 (3)

8-1-3 (4)

50/1" (R")

6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (724373.0 N, 1883850.6 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 575.3 ft

LB-8

DRILLING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, 4.25" Hollow Stem Augers

LOGGER : Hilde Knai

BORING NUMBER:

START : 9/25/19 08:20 END : 9/25/19 11:20

PROJECT : PEVI, Put-In-Bay, Ohio

SOIL NAME, USCS GROUP SYMBOL, COLOR,

MOISTURE CONTENT, RELATIVE DENSITY OR

CONSISTENCY, SOIL STRUCTURE, MINERALOGY

RECOVERY (in)

S Y

M B

O

LI

C L

O G

575.3

570.3

565.3

560.3

555.3

550.3

SOIL BORING LOG

DEPTH OF CASING, DRILLING RATE,

DRILLING FLUID LOSS, TESTS, AND

INSTRUMENTATION

SHEET 1 OF 2

WATER LEVELS : 2.5 ft bgs

R1 coring duration 15 minutes.

Unconfined compressive strength = 3,610 psi at 17.5' Rod drop from 18.5-20', assumed void or soil-filled void or fracture

Limestone 17.1-18.6' - variegated medium gray, light brown, and orange, medium strong (R3), fresh to slightly weathered, closely fractured, bedding planes at 10-15 degrees to horizontal. Pinhole pitting on 10% of surfaces from 18'.

Void Or Soft/loose Soil 18.6-20.1' Limestone 20.1-20.5' - mottled dark and light gray, medium strong (R3), fresh to slightly weathered, pitting on 5% of surface Limestone 20.5-22.1' - light brownish gray, medium strong (R3), fresh, moderately fractured Bottom of Boring at 22.1 ft bgs on 9/25/19 11:20

17.9', 18.1' - Joint, 15 deg, rough, undulating 17.9' to 18.1' - Fracture, vertical, rough, undulating

18.1 to 18.6' - Fracture zone, rough, undulating, 1/16 to 1/8 clay infilling, orange stains on 30% of surfaces 20.5' - Joint, horizontal, rough, undulating 21.2' - Fracture, 85 deg, incipient fracture 21.8' - Fracture, 70 deg, rough, stepped, 1/16 clay infilling, dark gray surface stains and small white crystals

17.1

555.3

550.3

545.3

540.3

535.3

530.3

C O

R E

R U

N

LE

N

G T

H , A

N D

R E

C O

V E

R Y

ORIENTATION : Vertical

F R

A C

T U

R E

S P

E R

F O

O T

R Q

D

DEPTH, TYPE, ORIENTATION, ROUGHNESS,

PLANARITY, INFILLING MATERIAL AND

THICKNESS, SURFACE STAINING, AND TIGHTNESS

DESCRIPTION

DISCONTINUITIES

PROJECT NUMBER:

DRILLING CONTRACTOR : PSI/IntertekELEVATION : 575.3 ft

LB-8

LOCATION : (724373.0 N, 1883850.6 E)

COMMENTS

SIZE AND DEPTH OF CASING,

FLUID LOSS, CORING RATE AND

SMOOTHNESS, CAVING ROD

DROPS, TEST RESULTS, ETC.

LITHOLOGY

ROCK TYPE, COLOR,

MINERALOGY, TEXTURE,

WEATHERING, HARDNESS,

AND ROCK MASS

CHARACTERISTICS

LOGGER : Hilde Knai

BORING NUMBER:

WATER LEVELS : 2.5 ft bgs

PROJECT : PEVI, Put-In-Bay, Ohio

SHEET 2 OF 2

START : 9/25/19 08:20 END : 9/25/19 11:20

ROCK CORE LOG

CORING EQUIPMENT AND METHOD : Diedrich D-50 Truck mounted rig, NQ

S Y

M B

O

LI

C L

O G

D E

P T

H A

N D

E

LE

V A

T

IO

N B

E

LO

W S

U R

F A

C E ft

R1-NQ

72%

1.515.0

5.0

8.0

9.0

8.0

0.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

Topsoil (14") 0-1.2'

Silt With Sand And Organic Material (fill) 1.2-1.9' - dark brown, moist, medium dense Limestone Fragments With Sand, Trace Silt (fill) 1.9-7.7' - light brown, wet, very loose to medium dense

Weathered Limestone 7.7-8.6' Begin Rock Coring at 8.6 ft bgs See the next sheet for the rock core log

1.0

2.5

4.0

5.5

7.0

8.5

Wc=3% Fines = 5.3%

Wc=4%

Wc=15% Fines = 4.0%

Wc=10% Fines = 10.8%

Wc=7%

Split spoon refusal at 7.7', auger refusal at 8.5'. Assume weathered rock from 7.7'.

4-6-9 (15)

10-10-8 (18)

5-2-1 (3)

8-5-4 (9)

3-50/4" (R)

50/1" (R)

6"-6"-6" (N)

PROJECT NUMBER:

SOIL DESCRIPTION

INTERVAL (ft)

DRILLING CONTRACTOR : PSI/Intertek

LOCATION : (724544.3 N, 1884154.5 E)

STANDARD

PENETRATION

TEST RESULTS

#TYPE

DEPTH BELOW EXISTING GRADE (ft) COMMENTS

ELEVATION : 575.3 ft

LB-9

DRILLING EQUIPMENT AND METHOD…