J.2 Rock Harbor_Geotechnical Report_DRAFT 07082020.pdf

34 William Way Bellingham, MA 02019

(508) 966 9092 childseng.com

Rock Harbor Dock Extension

Geotechnical Report

July 2020

Submitted to:

Volpe National Transportation System Center

55 Broadway

Cambridge, MA 02142

Submitted by:

| i |

TABLE OF CONTENTS

1.0 Purpose and Scope

1.1 Site Description

1.2 Regional Geology

2.0 Subsurface Exploration

2.1 Boring Locations and Procedure

2.2 Subsurface Conditions

2.2.1 Glacial Till

2.2.2 Bedrock

3.0 Lab Testing

4.0 Initial Recommendations

4.1 Driven Piles

APPENDIX A – Figure

APPENDIX B – Boring Logs

APPENDIX C – Lab Test Results

1.0 Purpose and Scope

The National Park Service will be expanding the Rock Harbor dock at Isle Royale National Park to accommodate the draft of the largest vessel that uses it, the Ranger III.

Furthermore, the dock extension would address congestion issues encountered during typical boarding and cargo operations.

A geotechnical subsurface investigation was performed along the length of the proposed 15-foot dock extension to assess the ground conditions needed to support the design of the deep foundation support. Standard penetration tests were performed continuously and on 5-foot intervals. A series of split spoon samples were used to extract soil samples to submit to a laboratory for testing. An 8-foot rock core was collected to investigate the strength characteristics of the bedrock. A series of lab tests including grain size distributions, hydrometer, direct shear, and a rock mass rating were also performed to better understand the soil characteristics. The drilling and testing services were provided by Coleman Engineering Company.

1.1 Site Description

The existing dock is located southeast of the Rock Harbor National Park Visitor Center Building, as shown in Appendix A, SK-01. The existing outshore face is approximately 80 feet from the shoreline. The dock extension is planned to be 15 feet southeast of the existing dock. A subsurface investigation was performed along the 15-foot extension to provide information relevant to foundation design requirements.

1.2 Regional Geology

The rock sequence at Isle Royale is the same as the Keweenaw peninsula in Michigan for which the Portage Lake volcanic flow represents the upper portion of the Keweenaw Volcanic sequence.

The rock formation is comprised of by Precambrian volcanic flows with intermittent sedimentary layers subjected to several sequences of glacial activity.

2.0 Subsurface Exploration

2.1 Boring Locations and Procedure

All boring elevations used in this report are in feet and reference the Low Water Datum in Lake Superior. According to NOAA Tidal Station at Grand Marais, Lake Superior, Minnesota, the Low Water Datum is 601.1 feet IGLD1985. For reference, the water level at the time of borings was 602.6 feet IGLD1985, 1.5 feet above the Low Water

Datum. The GPS coordinates are WGS84. The following table presents the boring location information, the GPS coordinates are WGS84. The locations can also be found in Appendix A, SK-01.

Boring Number N. Latitude (dd.mm.ss)

W. Longitude (dd.mm.ss)

Water Depth (feet)

Boring Length (feet)

B-1 48°08’44.22” 88°29’10.38” 14.5 38.7

B-2 48°08’44.63” 88°29’09.13” 13.0 27.0

B-3 48°08’43.78” 88°29’11.64” 17.0 25.0

Note: Water depth is distance from mudline to Lake Superior Low Water Datum.

Soil sampling was conducted in accordance with ASTM D1586, “Standard Penetration Test Sampling Using a Split Barrel Sampler”. The 2 inch diameter split spoon sampler is placed at the bottom of a borehole, then an automatic heavy slide hammer (140 pounds) is dropped repeatedly 30 inches onto the top of the sample tube, driving it into the soil being tested. The blow counts are then recorded, and the soil sample is extracted. Sampling was conducted continuously in the first boring and at five-foot intervals in the second and third borings, driving the sampler in 24-inch increments.

However, extremely dense glacial till prevented advancing the sampler 24 inches at designated sampling intervals. In this instance, the sampler was driven to practical refusal and the sample retrieved. The remaining portion of the sampling interval was drilled out to the next interval and sampling resumed. The soil is classified in the field using Unified Soil Classification System and then placed in a moisture proof glass jar to submit to a laboratory for testing. When rock was encountered, it was cored to discern between bedrock and a boulder field.

Bedrock was sampled using a NQ-sized double tube and coring methods in accordance with ASTM D2113, “Standard Practice for Rock Core Drilling and Sampling of Rock for Site Investigation”. The coring utilizes a double tube configuration which allows a spinning outer barrel with a diamond impregnated bit to cut the rock while an inner barrel remains stationary receiving the 1.875-inch diameter core sample. Coring is conducted in increments or “runs” of five feet. At the end of a run, the inner barrel is lifted to the surface using a winch or “wire-line”. The bedrock core is removed from the inner barrel and placed in wooden core boxes. The core is labeled with respect to boring identification, orientation, and depth. Spacers are placed in the core boxes to prevent samples from shifting during transport. Upon removal and labeling of the rock core, the inner barrel is replaced and coring resumes.

Water and soil cuttings recovered from drilling were disposed of on site at the direction of the NPS. The soil laden water was pumped to an upland area designated by the NPS allowing water to seep into the soil.

2.2 Subsurface Conditions

According to the exploration results the subsurface soil profile remains relatively consistent between each boring. In general, the mudline is located at about 15 feet below the Low Water Datum. The subsurface below the mudline consists of a 22-foot-thick layer of dense to very dense glacial overlying bedrock. Appendix B contains the soil boring and rock core logs from the soil exploration.

2.2.1 Glacial Till

The glacial till is comprised of 42 to 52 percent fine to coarse sand, 30 to 51 percent silt, 3 to 24 percent fine gravel with varying amounts of cobbles and boulders. The soil has been classified primarily as a silty sand, SM. Due to the very dense condition, practical refusal of the SPT sampler occurred at numerous sampling intervals within each boring.

2.2.2 Bedrock

The bedrock, classified as the Portage Lake Volcanics Basalt, was encountered in each borehole. The bedrock depth, distance from the mudline to the bedrock, is defined in the table below.

Boring Number Bedrock Depth

(feet) Bedrock Elevation

(feet IGLD1985)

B-1 27 559.6

B-2 23 565.0

B-3 18 566.1

In B-1, 8 feet of bedrock was cored with an approximate drill rate of 4 minute per inch. The bedrock exhibited RQD values between 40 and 85%, corresponding to “Poor” to “Good” rock quality (generally increasing with depth). RMR was determined on one 5-foot coring run from 31.0 to 36.0 feet. The RMR value of 62 corresponds to a “Good” rock rating. The Average Point Load Strength Index of Rock indicated an average unconfined compressive strength of 18,692 psi. Rock testing methods are described in the following section.

3.0 Lab Testing

All soil samples collected were visually classified in accordance with ASTM D2488 “Description and Identification of Soils” (Visual-Manual Procedure). Samples underwent particle size analyses and a composite sample was tested for direct shear strength.

Particle size analyses were conducted in accordance with ASTM D6913 and D7928. The direct shear test was prepared from selected soil samples from Borings B-1, B-2 and B-

3. The composite sample was submitted to Soils Engineering and Testing of Bloomington, Minnesota to determine direct shear in accordance with ASTM D3080. The test results are presented in Appendix C.

The bedrock cores were observed for bedrock classification and measured to determine the Rock Quality Designator (RQD) and Rock Mass Rating (RMR), ASTM D5878-08, “Using Rock-Mass Classification Systems for Engineering Purposes” and ASTM D5731, “Point Load Strength Index of Rock.” The RQD is defined as the sum of rock core pieces 4 inches in length or greater in a given coring run divided by the run length and multiplied by 100. The RMR is a rating system that assigns a rating to the rock core based on six parameters: strength of intact rock material by point load test; RQD;

spacing of joints; condition of discontinuity; presence of groundwater; and rating adjustment for discontinuity orientations. The point load strength of rock is a simple test to indicate the strength of rock. Selected core samples were tested for Point Load Strength to provide a representative unconfined compressive strength in conjunction with determining the RMR.

The following table presents a summary of the lab tests that were performed.

Test Standard Quantity Description and Identification of Soils ASTM D2488 All samples

Particle Size Analysis (1 with Hydrometer)

ASTM D6913 &

ASTM D7928

Direct Shear Test on Soil ASTM D3080 3

Rock Mass Rating

ASTM D5878-08

& ASTM D-5731

4.0 Initial Recommendations

4.1 Driven Piles

The initial configuration for the deep foundation support consists of a row of 16-inch pipe piles spaced along the outer water side edge of the proposed deck extension.

To meet design loads, the piles require sufficient axial and lateral support resistance from the soil. The top of the piles will be firmly fixed to the deck and support structure. The piles will achieve lateral resistance at the base by embedment into the dense subsurface below the mudline. The current design estimates requiring at least 10 feet of embedment in the dense to very dense glacial till soil.

Driving the pipe piles in the dense glacial soils will be a challenge, as seen, at a smaller scale, by the recurring refusal encountered during the SPT. Additional equipment may need to be mobilized to achieve proper depth or provide other means of developing the proper support resistance.

Childs Engineering Corporation appreciates the opportunity to present this geotechnical report. If you have any questions or comments on this report, please don’t hesitate to contact the undersigned.

Charlie M. Roberts, P.E., D.PE Dr. James M. Kramer, P.E., Ph.D.

President Senior Geotechnical Engineer 508 966 9092 x237 508 966 9092 x235 robertsc@childseng.com kramerj@childseng.com

Jordan Greer, EIT Project Engineer 508 966 9092 x238

APPENDIX A

FIGURE

APPENDIX B

BORING LOGS

of

Mudline Elevation ft. Datum

Item

Truck Tripod Cat-Head Safety Bentonite

ATV Geoprobe Winch Doughnut Polymer

Track Air Track Roller Bit Automatic None

Skid Cutting Head Drilling Notes:

3 3 20 29 45

3 3 20 29 45

3 3 20 29 45

3 3 20 29 45

3 3 20 29 45

3 3 20 29 45

47 15 3 3 20 29 45

50/.2

50/.4 17 7 4 8 30 51

50/.4 18 7 4 8 30 51

50/.4 23 7 4 8 30 51

Open End Rod

Thin Wall Tube

Undisturbed Sample

Split Spoon Sample

Geoprobe BORING NO.

Recovery:

NR

ML, very dense, red-brown, Silt, some well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps approx .3"

ML, very dense, red-brown, Silt, some well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps approx .3"

ML, very dense, red-brown, Silt, some well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps approx .3"

SM, very dense, brown, Silty, well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps .3"

Mudline

SummaryWater Level Data

SM, very dense, brown, Silty, well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps .2"

SM, dense, red-brown, Silty, well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps .6"

SM, very dense, red-brown, Silty, well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps .6"

SM, very dense, red-brown, Silty, well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps .6"

SM, very dense, brown, Silty, well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps .6"

SM, very dense, red-brown, Silty, well graded Sand, trace Fine Gravel, wet, no odor.

Gravel is angular with mps .4"

BOULDER ENCOUNTERED FROM 8.5' to 11'

Note: NR = No Recovery

Possible start of bedrock at 27', see next page for ROCK CORE LOG

13.8

11.8

6.4

15.7

Sample 7

Recovery:

8.4"

Sample 6

Recovery:

9.6"

Sample 5

Recovery:

9.6"

Sample 2

Recovery:

20.5"

Recovery:

5"

20.5"

Sample 450/.4

Sample 3

Recovery:

Sample 1

Recovery:

19"

50/.3

50/.3

B-1 Page

Rock Harbor Dock Extension Project No.

Elapsed

Time (hr.)

30"-

2880-19.00

Sampler

NQSplit Spoon

Boring Location

Hammer Type Drilling Mud Casing Advance

Type Method Depth

Bottom of

Hole

17.4

No sample

1 2

Casing

Blows

Sampler

Blows per

6 in.

3"

Core BarrelCasing

2"

2"

IGLD1985 15' southeast of center of existing dock (approximate coordinates: LAT. 48° 08' 44.22"N, LON. 88° 29' 10.38"W

Diedrich D-50 Turbo 339Rig Make & Model

Type

Inside Diameter (in.)

Hammer Weight (lb.)

Hammer Fall (in.)

TEST BORING REPORT

CLIENT

BORING NO.

PROJECT

LOCATION

50/.4

4'

6'

0'

2'

Sample

Depth (ft)

Depth from

Mudline

(ft.)

JAG

6/2/2020

FIELD REP.

DATE

Rock Harbor, MI (Isle Royale National Park)

NPS

Coleman Engineering

Sand

F in es

Field Test

6/3/2020Randy Ochs & Dustin Ebidon

Sample

No. &

Recovery

(in.)

Elev./

Depth

(ft)

CONTRACTOR

DRILLER

586.57

Depth in feet to:

Bottom of

Casing

13'

Date Time

No Sample

Recovery:

4.8"

18.4

8.7'

- 16.0'

Overburden (Linear ft.)

Rock Cored (Linear ft.)

Number of Samples

6/2/2020 - -

B-1

*NOTE: Maximum Particle Size is determined by direct observation within the limitations of sampler size.

Sample ID

G

S

U

T

O

Visual-Manual Identification & Description (density/consistency, color, GROUP NAME & SYMBOL, maximum particle size*, structure, odor, moisture, optional descriptions, geologic interpretation)

Gravel

C o ar se

F in e

C o ar se

M ed iu m

S tr en g th

F in e

D il at en cy

T o u g h n es s

P la st ic it y

3.6"

Mudline elevation

586.57'

IGLD1985,

16' below water level

23'

23.4

No Sample

Recovery:

3.6"

Bouncing 25'

No Sample

17'

15'

18'

11'

D e p th

T y p e

D ip

R g h

W e a

In fi ll

N o te s

---27'---

C1

C2

C3

Portage Lake Volcanics Basalt, grayish purple, very fine grained, very stong rock, unweathered, with slightly weathered to unweathered joints, moderately to widely fractured, amygdaloids of calcite and chlorite (1 mm to 3 mm diameter, occasionally larger) from 31.35' to 32.2', 36.35' to 38.70', and lightly present throughout, thin lamination (1 to 4 mm thickness) of reddish brown siltstone at 31.22 dipping 75° relative to core axis, joint faces typically coated with < 1 mm of chlorite or potassium feldspar.

Depth from Mudline

(ft) Run No.

Run

Depth

(ft)

Recovery RQD Rock Mass

Drill Rate

(min/ft)

CORE BORING REPORT

BORING NO.

B-1

Page 2 2

Note: Start of bedrock at 27', drilled with roller bit to 30', type of rock core bit: NQ 2"dia.

Visual Classification and Remarks

Discontinuities

(in) (%)

HRD WEA

30' 30 6" 40%

31 POOR

31' 31 60" 63%

36 Full recovery FAIR

36' 36 32.4" 85%

38.7 Full recovery GOOD

38.7'

END OF B-1

FILE NO. BORING NO. B-1

Boring B-1, Depth 30.0'-38.7'

ft. Datum

Item

Truck Tripod Cat-Head Safety Bentonite

ATV Geoprobe Winch Doughnut Polymer

Track Air Track Roller Bit Automatic None

Skid Cutting Head Drilling Notes:

13 7 12 28 40

13 7 12 28 40

13 7 12 28 40

13 7 12 28 40

7 4 8 30 51

50/.3 17 7 4 8 30 51

50/.4 22 7 4 8 30 51

Open End Rod

Thin Wall Tube

Undisturbed Sample

Split Spoon Sample

Geoprobe BORING NO.

588.07Mudline Elevation

TEST BORING REPORT

BORING NO.

B-2 Page 1 1

CLIENT NPS FIELD REP. JAG

CONTRACTOR Coleman Engineering DATE 6/3/2020

PROJECT Rock Harbor Dock Extension Project No. 2880-19.00

LOCATION Rock Harbor, MI (Isle Royale National Park)

DRILLER Randy Ochs & Dustin Ebidon 6/4/2020

IGLD1985 Boring Location 15' southeast of center of existing dock (approximate coordinates: LAT. 48° 08' 44.22"N, LON. 88° 29' 10.38"W

Drilling Mud Casing Advance

Type Split Spoon NQ Type Method Depth

Casing Sampler Core Barrel Rig Make & Model Diedrich D-50 Turbo 339 Hammer Type

Depth from

Mudline

(ft.)

Casing

Blows

Sampler

Blows per

6 in.

Sample

No. &

Recovery

(in.)

Sample

Depth (ft)

Elev./

Depth

(ft)

Inside Diameter (in.) 3" 2" 2"

Hammer Weight (lb.) - 140

D il at en cy

T o u g h n es s

P la st ic it y

S tr en g th

F in es

Field Test Hammer Fall (in.) - 30"

15 Recovery: 2

Visual-Manual Identification & Description (density/consistency, color, GROUP NAME & SYMBOL, maximum particle size*, structure, odor, moisture, optional descriptions, geologic interpretation)

Gravel Sand

C o ar se

F in e

C o ar se

M ed iu m

F in e

0' 10 Sample 1 0 14.5' below water level, 588.07'

IGLD1985

19"

2' 15 Sample 2 2

32 Recovery: 4

32 18"

4' 17 Sample 3 4

50/.4 Recovery: 6

20.5"

6' 50/.3 No sample 6

Recovery: 6.3

3.6"

No recovery, possibly pushing large piece of gravel 8'

NR

50/.3 No sample

12' ML, very dense, red-brown, Silt, some well graded Sand, trace Gravel, wet, no odor.

Gravel is angular with mps approx .2"

3.6"

50/.3 No sample 13

Recovery: 13.3

17'

3.6"

No sample

Recovery: 17.3

23'

No sample ML, very dense, red-brown, silt, some fine to coarse sand, trace gravel, wet, no odor.

Gravel is angular with mps approx .2"Recovery: 22.4

22'

27' End of B-2

Water Level Data Sample ID Summary

Date Time Elapsed

Time (hr.)

Depth in feet to:

- - 14.5'

ML, very dense, red-brown, silt, some fine to coarse sand, trace gravel, wet, no odor.

Gravel is angular with mps approx .2"

Bouncing on rock, ground through bedrock with RB (roller bit) from 23' to 27' to confirm bedrock.

*NOTE: Maximum Particle Size is determined by direct observation within the limitations of sampler size.

T Rock Cored (Linear ft.) 8.7' U Number of Samples 7

G

Bottom of

Casing

Bottom of

Hole Mudline

O Overburden (Linear ft.)

4.8"

SM, dense, brown, Silty, well graded Sand, little Gravel, wet, no odor.

Gravel is angular with mps .25"

SM, dense, brown, Silty, well graded Sand, little Gravel, wet, no odor.

Gravel is angular with mps .6"

SM, very dense, brown, Silty, well graded Sand, little Gravel, wet, no odor.

Gravel is angular with mps .4", 2" layer of medium sand.

SM, dense, brown, Silty, well graded Sand, little Gravel, wet, no odor.

Gravel is angular with mps .4"

BOULDER ENCOUNTERED FROM 8.5' to 10.5'

B-2

S6/3/2020 - -

Mudline Elevation ft. Datum

Item

Truck Tripod Cat-Head Safety Bentonite

ATV Geoprobe Winch Doughnut Polymer

Track Air Track Roller Bit Automatic None

Skid Cutting Head Drilling Notes:

14 5 10 28 43

24 13 9 24 30

14 5 10 28 43

Open End Rod

Thin Wall Tube

Undisturbed Sample

Split Spoon Sample

Geoprobe BORING NO.

CLIENT NPS FIELD REP. JAG

PROJECT Rock Harbor Dock Extension Project No. 2880-19.00

LOCATION Rock Harbor, MI (Isle Royale National Park)

TEST BORING REPORT

BORING NO.

B-3 Page 1 1

DRILLER Randy Ochs & Dustin Ebidon

IGLD1985 Boring Location 15' southeast of center of existing dock (approximate coordinates: LAT. 48° 08' 44.22"N, LON. 88° 29' 10.38"W584.07

CONTRACTOR Coleman Engineering DATE 6/4/2020

D il at en cy

T o u g h n es s

P la st ic it y

S tr en g th

F in es

Field Test

Drilling Mud Casing Advance

Type Split Spoon NQ Type Method Depth

Casing Sampler Core Barrel Rig Make & Model Diedrich D-50 Turbo 339 Hammer Type

Hammer Fall (in.) - 30"

Inside Diameter (in.) 3" 2" 2"

Hammer Weight (lb.) - 140

0'

Visual-Manual Identification & Description (density/consistency, color, GROUP NAME & SYMBOL, maximum particle size*, structure, odor, moisture, optional descriptions, geologic interpretation)

Gravel Sand

C o ar se

F in e

C o ar se

M ed iu m

F in e

Depth from

Mudline

(ft.)

Casing

Blows

Sampler

Blows per

6 in.

Sample

No. &

Recovery

(in.)

Sample

Depth (ft)

Elev./

Depth

(ft)

10 Recovery: 1.6

9 Sample 1 0 SM, dense,red- brown, Silty, well graded Sand, little Gravel, wet, no odor.

Gravel is angular with mps .25"

39 19"

Mudline is

18.5' below water level.

584.07'

IGLD1985

8'

50/.2

50/.4 No sample 8 SM, dense,red- brown, Silty, well graded Sand, some Gravel, wet, no odor.

Gravel is angular with mps .6"Recovery: 8.4

4.8"

13' 50/.4 No sample 13 SM, dense,red- brown, Silty, well graded Sand, little Gravel, wet, no odor.

Gravel is angular with mps .6"Recovery: 13.4

4.8"

18' Bouncing on rock, ground through bedrock with RB (roller bit) from 18' to 25' to confirm bedrock.

25'

Water Level Data

Depth in feet to:

6/3/2020 - - - - 18.5

T Rock Cored (Linear ft.) 8.7' U Number of Samples 7

Bottom of

Casing

Overburden (Linear ft.)

End of B-3

B-3

S

Sample ID Summary

Date Time Elapsed

Time (hr.)

G

Bottom of

Hole Mudline

O

*NOTE: Maximum Particle Size is determined by direct observation within the limitations of sampler size.

APPENDIX C

LAB TEST RESULTS

0.0010.010.1110100 fine

Specimen Identification

Specimen Identification

Classification

%Gravel %Sand %Silt %Clay

GRADATION CURVES

46.0

PLLLMC%

B-3 #2

B-3 #2

Cu

D10D60D100

0.05119.10 0.146

D50 D30

0.00560.26

P E R C E N T

F I N E R

B Y

W E I G H T

U.S. SIEVE OPENING IN INCHES

GRAIN SIZE IN MILLIMETERS

U.S. SIEVE NUMBERS HYDROMETER

6 4 3 2 1.5 1

12.2 9.2

3/4 1/2 3/8 3 4 6 810 1416 20 30 40 50 70100140200

COBBLES

GRAVEL SAND

SILT OR CLAY

coarse fine coarse medium

Cc

1.82

PI

(SM) SILTY SAND, dark reddish gray, fine to medium

PROJECT JOB NO.

DATE

200346 6/16/20

Telephone: (906) 774-3440 Fax: (906) 774-7776

IRON MOUNTAIN, MICHIGAN 49801

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE

8.0' - 8.4'

8.0' - 8.4'

Childs Engineering Rock Harbor, Isle Royale

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