Geotechnical_Investigation_-_Proposed_Waupee_Dam_Repairs.pdf

GEOTECHNICAL INVESTIGATION

FOR

PROPOSED WAUPEE DAM REPAIRS

CHEQUAMEGON‐NICOLET NATIONAL FOREST

OCONTO COUNTY, WISCONSIN

MARCH 27, 2019

CEC PROJECT NO. GD‐18625

GEOTECHNICAL INVESTIGATION

FOR

PROPOSED WAUPEE DAM REPAIRS

CHEQUAMEGON‐NICOLET NATIONAL FOREST

OCONTO COUNTY, WISCONSIN

MARCH 27, 2019

CEC PROJECT NO. GD‐18625

Prepared By:

COLEMAN ENGINEERING COMPANY

200 E. Ayer Street Ironwood, MI 49938

TABLE OF CONTENTS

PAGE #

I. INTRODUCTION

II. FIELD PROCEDURES

III. LABORATORY PROCEDURES

. IV. SITE CONDITIONS

V. ANALYSIS AND RECOMMENDATIONS

Site Preparation and Grading

Foundations

Inspection and Testing

Construction Considerations

VI. LIMITATIONS OF SUBSURFACE EXPLORATION

APPENDIX

APPENDIX A. LOCATION MAPS

Project Location Map

Boring Location Map

APPENDIX B. CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

(UNIFIED SOIL CLASSIFICATION SYSTEM)

APPENDIX C. SOIL EXPLORATION – GENERAL NOTES AND LEGEND

APPENDIX D. BORING LOGS

Coleman Engineering Company 1 Geotechnical Investigation

Proposed Waupee Dam Repairs Oconto County, Wisconsin

March 27, 2019

I. INTRODUCTION

The United States Forest Service (USFS) is planning repairs to the Waupee Dam in Oconto County, Wisconsin. The construction will consist of replacing the existing 36‐inch concrete pipe, inlet structure and outlet structure with a new drop inlet structure, new inlet wing walls, new 48‐inch concrete pipe and a new concrete outlet endwall. In addition, the rip rap for the existing auxiliary spillway is planned to be replaced. The drop inlet structure and wing walls are anticipated to be founded on concrete cast‐in‐place spread footings.

The purpose of this report is to document the results of the field investigation and to provide recommendations/guidance for site preparation, soil bearing capacity, settlement mitigation, groundwater management, earthwork quality assurance/control (QA/QC) and other geotechnical considerations.

II. FIELD PROCEDURES

The site of the proposed dam repair project was evaluated with two (2) borings designated as

Borings B‐1 and B‐2. The borings were advanced with a Diedrich D‐50 all‐terrain drill unit present at the site on March 14 and March 15, 2019. Drilling was performed using 4 ¼‐inch hollow stem augers (HSA). The HSA augers act as continuously advancing steel casing that prevents the borehole walls from collapsing in above the depths to be tested/sampled. Sampling tools were lowered inside the augers for testing into undisturbed soils ahead of the tip of the augers.

Soil sampling was performed in accordance with ASTM D‐1586, “Penetration Test and Split Barrel

Sampling of Soils,” with a 2 inch O.D. split spoon. Fourteen (14) such samples were obtained.

A field log was prepared for each boring during exploration which contained the work method, standard penetration test (SPT) data, samples recovered and the indication of the presence of various soil types. The field logs were submitted to CEC’s laboratory, along with the soil samples for evaluation of the subsurface information and preparation of the final boring logs.

The boring locations were selected by Ayres Associates and established in the field by CEC drilling crew. Ground surface elevations at the boring locations were referenced to the top of the northwest corner of the existing inlet structure. The elevation of this benchmark was assumed to

Coleman Engineering Company 2 Geotechnical Investigation

Oconto County, Wisconsin

March 27, 2019 be +100.0 on our assumed datum. The general project location and boring location maps are presented in Appendix A.

III. LABORATORY PROCEDURES

All field soil samples collected were visually classified in accordance with ASTM D‐2488, "Description and Identification of Soils” (Visual‐Manual Procedure). Because of the relative uniformity and density of the subsurface conditions encountered and extensive past experience with local subsurface conditions, additional laboratory testing was deemed unnecessary.

The final logs contain both factual and interpretive information. It should be emphasized that the recommendations are based only on the final boring logs. On the final logs, horizontal lines designating the interface between differing materials encountered represent approximate boundaries. The transition between soil strata is typically gradual.

IV. SITE CONDITIONS

The borings encountered silty sand fill to depths of 7 and 17 feet underlain by poorly graded sand with silt (SP‐SM) and silty sand (SM) to the auger drilling refusal depths of 9.5 feet and 30.4 feet.

The SPT borings indicated that the native granular soil was in a loose to dense condition. Cobbles and/or boulders were present in the fill and native glacial soils.

Groundwater was encountered at depths of about 9 ½ and 15 feet below the existing site surface grades. Generally, the groundwater will correspond to the level of dam impoundment.

Fluctuations in groundwater levels with seasonal variations in precipitation and spring runoff should be anticipated.

V. ANALYSIS AND RECOMMENDATIONS

Our analysis and recommendations related to the geotechnical aspects of the proposed project include:

Coleman Engineering Company 3 Geotechnical Investigation

Oconto County, Wisconsin

Site Preparation and Grading

We recommend removing the existing concrete pipe and inlet/outlet structures in their entirety and extending the foundation excavation to remove any existing embankment fill within the plan area of the proposed footings. Removal/replacement will need to extend laterally a distance at least equal to the depth of removal/replacement below the bottom of footing grade.

The pipe and structure removals will require a cofferdam to prevent water from entering the excavation during the proposed construction activities. Dewatering may be required depending on the volume of water encountered at the time of construction. Dewatering, if required, will most likely be accomplished by the use of sumps and pumps. Dewatering systems are typically installed in the field by contractors based on previous experience. The contractor may need to adjust the system a number of times until finding a combination of equipment and techniques that can adequately dewater the construction site. Dewatering will need to be maintained continually until the new concrete pipe and inlet/outlet structures have been adequately constructed to resume normal flow.

It is anticipated that foundation excavations at or just below the water table will disturb the native subgrade at bearing elevation. If this is the case, it is recommended that the excavation accommodate a minimum of 18 inches of open graded stone (ASTM D448 Size No. 4 or similar) at the base of the excavation for foundation support. A suitable geotextile fabric (Mirafi 140N or similar) completely enveloping the open graded aggregate should be placed as a separation medium to prevent migration of fines into the open graded aggregate

We recommend embankment backfill consist of soils similar to the existing site soils or as specified by the design engineer. Fill shall be placed in lifts not exceeding about 12 inches in loose thickness compacted to a minimum of ninety‐five percent (95%) of standard Proctor (ASTM D‐698) maximum dry density.

Foundations

With the assumption that foundations will bear on undisturbed native subgrade, engineered fill and/or a minimum of 18 inches of open graded aggregate, foundations so supported can be proportioned for a net allowable soil bearing pressure of up to 3,000 psf. The net allowable soil‐ bearing pressure refers to that pressure in excess of the final overburden pressure. The recommended net allowable bearing pressure can be increased by one‐third for short‐term

Coleman Engineering Company 4 Geotechnical Investigation

Oconto County, Wisconsin

March 27, 2019 transient‐type live loadings. For the recommended design soil‐bearing pressure, we estimate a total settlement of less than 1 inch for continuous footing. Differential settlement is expected to approach fifty to seventy‐five percent (50‐75%) of the total settlement for similarly sized and loaded footings.

All abutment footings should extend to a minimum depth of 60 inches or below frost depth or as recommended by the culvert designer. All footings should have a minimum width of 24 inches.

Shallow foundations will need to be protected from stream erosion and scour by rip/rap, gabion baskets/mats, concrete aprons or similar methods.

Inspection and Testing

A qualified testing laboratory should be retained throughout the course of earthwork operations for testing and documentation of compliance with the recommendations of this report and related project specifications. As a guide, the following compaction testing schedule is recommended:

Area or Material To Be Tested

Recommended Minimum Testing Frequency

Native Subgrades 1 test per 2,500 sq. ft.

Engineered Fill 1 test per 2,500 sq. ft. per lift

Construction Considerations

We anticipate that the sidewalls of excavations to depths greater than 4 feet below surrounding grades will cave to 1 vertical to 1.5 horizontal or flatter. Excavation spoil, heavy equipment and any type of vibrating machinery should not be permitted within a lateral distance from the top of the excavation to 0.5 times the depth of the excavation. Excavation safety is the excavation contractor's responsibility.

During periods of wet weather, surface runoff water should be intercepted prior to the site and routed away from the proposed construction.

During construction, adequate provision should be made for proper drainage, so as to prevent erosion and possible damage to this site and adjacent property. Temporary cut slopes during construction should not exceed about 2:l. Post‐construction finished slopes should not exceed about 3:l.

Coleman Engineering Company 5 Geotechnical Investigation

Oconto County, Wisconsin

VI. LIMITATIONS OF SUBSURFACE EXPLORATION

Services performed by CEC as part of this investigation have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering profession currently practicing under similar conditions. No other warranty, expressed or implied, is made.

Subsurface conditions between borings will probably vary from those encountered at the locations where borings have been made. The data, interpretations and recommendations contained herein are based solely on the information obtained from the two (2) soil borings completed for this study.

The conclusions and recommendations contained in this report are based on the assumption that the materials encountered in the borings represent the site conditions. If any unforeseen difficulties or unusual conditions are encountered, CEC should be contacted immediately in order to make supplemental recommendations.

This report completes our present assignment for this project. As the design nears completion, we recommend that you consult with us on unanticipated problems or questions regarding the design and/or review of any plans or specifications. The work assignments for the above services are subject to your prior approval and authorization.

OUR CONCLUSIONS AND RECOMMENDATIONS ARE PREDICATED ON OBSERVATION AND TESTING

OF THE EXCAVATION AND FOUNDATION PREPARATIONS BY QUALIFIED PERSONNEL. IT WOULD BE LOGICAL FOR COLEMAN ENGINEERING COMPANY TO PROVIDE THAT SERVICE, SINCE WE ARE BEST ABLE TO DETERMINE IF THE CONDITIONS ENCOUNTERED MATCH THOSE USED IN OUR ANALYSES, TO DETERMINE IF MODIFICATIONS OF OUR RECOMMENDATIONS ARE NEEDED AND TO MAKE SUCH

MODIFICATIONS OF OUR RECOMMENDATIONS AS MAY BE NECESSARY. MODIFICATIONS OF OUR

RECOMMENDATIONS BY OTHERS RELIEVES US OF RESPONSIBILITY FOR THEM.

This report has been completed by Garth C. Stengard, a registered engineer in the State of

Wisconsin.

Garth C. Stengard, P.E.

Geotechnical Engineer Registration #: 33731‐006

APPENDIX A

PROJECT LOCATION MAPS

Project Location Map Boring Location Map

PROJECT LOCATION MAP

U.S. FOREST SERVICE

WAUPEE DAM

OCONTO COUNTY, WISCONSIN

DATE 3/18/19

JOB NO 18625B

PDF FILE 18625B-WIW-WIQ.PDF

PROJECT LOCATION

SITE LOCATION

SOIL BORING LOCATION MAP

U.S. FOREST SERVICE

WAUPEE DAM

OCONTO COUNTY, WISCONSIN

DATE 3/26/19

JOB NO 18625-B

PDF FILE 18625-B-BORELOC.PDF

IMAGE FILE PROVIDED BY CLIENT

B-2

B-1

BENCHMARK

APPROXIMATE SOIL

BORING LOCATIONS

APPENDIX B

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

(UNIFIED SOIL CLASSIFICATION SYSTEM)

COLEMAN ENGINEERING COMPANY

635 Circle Drive

Iron Mountain, Michigan 49801

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

ASTM Designation: D-2487 – 83

(Based on Unified Soil Classification System)

Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification

Group Group NameB Symbol

Coarse-Grained Soils More than 50 % retained on No. 200 sieve

Gravels More than 50 % of coarse fraction retained on No. 4 sieve

Clean Gravels Less than 5 % finesC

Cu > 4 and 1 < Cc < 3 E GW Well-graded gravel F

Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF

Gravels with Fines more than 12 % finesC

Fines classify as ML or MH GM Silty gravelF.G.H.

Fines classify as CL or CH GC Clayey gravelF.G.H.

Sands 50 % or more of coarse fraction passes No. 4 sieve

Clean Sands Less than 5 % finesD

Cu > 6 and 1 < Cc < 3E SW Well-graded sand

Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand l

Sands with Fines More than 12 % finesD

Fines classify as ML or MH SM Silty sandG.H.J.

Fines classify as CL or CH SC Clayey sandG.H.I.

Fine-Grained Soils 50 % or more passes the No. 200 sieve

Silts and Clays Liquid limit less than 50 inorganic Pl > 7 and plots on or above “A” lineJ CL Lean clayK.L.M.

Pl < 4 or plots below “A” lineJ ML SiltK.L.M.

organic Liquid limit – oven dried < 0.75 OL Organic clayK.L.M.N.

Liquid limit – not dried Organic siltK.L.M.O.

Silts and Clays Liquid limit 50 or more inorganic Pl plots on or above “A” line CH Fat clayK.L.M.

Pl plots below “A” line MH Elastic siltK.L.M.

organic Liquid limit – oven dried < 0.75 OH Organic clayK.L.M.P.

Liquid limit – not dried

Organic siltK.L.M.Q.

Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-in. (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12 % fines require dual symbols:

GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay D Sands with 5 to 12 % fines require dual symbols:

SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay

E Cu = D60/D10 (D30)

2 L If soil contains > 30 % plus No. 200, predominantly sand, add “sandy” to group name.

M If soil contains > 30 % plus No. 200, predominately gravel, add “gravelly” to group name.

N Pl > 4 and plots on or above “A” line.

O Pl < 4 or plots below “A” line.

P Pl plots on or above “A” line.

Q Pl plots below “A” line.

D10 x D60 F If soils contains > 15 % sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains > 15 % gravel, add “with gravel” to group name.

J If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29 % plus No. 200, add “with sand” or “with gravel”, whichever is predominant.

APPENDIX C

SOIL EXPLORATION – GENERAL NOTES AND LEGEND

APPENDIX D

BORING LOGS

1.5

1.5

1.5

1.5

1.5

1.5

10-19-29

17-26-14

9-10-11

6-11-10

5-6-6

10-3-2

12-9-8

(48)

(40)

(21)

(21)

(12)

(5)

(17)

TOPSOIL

0.8' (FILL) SILTY SAND, brown, fine to medium, trace gravel to with gravel, moist

...1/8" diameter piece of wood

...damp

...wet at 15.0'

± 17.0'

(SP-SM) GRAVELLY POORLY GRADED SAND

WITH SILT, grayish brown, fine to medium, medium dense

4-1/4" Hollow Stem Auger 2" SPT Sampling 140# wt., 30" drop Auto Hammer Frost to 3.5' deep

Driller's note: Cobbles and/or boulders 2.0' to 3.5'

Driller's note: Hard drilling 5.5' to 17.0'

Driller's note: Samples wet 15.0' to 29.5'

DRILLING METHOD:

C. Rasmussen hours

(tsf)

30.4BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

See soil boring location drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

18625.GPJ

BORING NO.:

+4

15.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

3/19/19

-2SS-2" Split Spoon after drilling

-GS-Grab Sample

N U

M B

E R

Waupee Dam

-MC-Macrocore

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Neat Cement & Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

103.35 +/-ELEV.:

3/14/19 3/15/19 qa qu

BORING LOCATION:

103.4

98.4

93.4

88.4

83.4

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

15.0

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-1

R. Ochs / D. Ebidon

DATE STARTED:

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

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE

IRON MOUNTAIN, MICHIGAN 49801

TLL

PL

C O

N T

E N

T

DATE:

PROJECT:

4-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

U.S. Forest Service

0.7

4-5-6

23-50/0.4'

(11)

(SP-SM) GRAVELLY POORLY GRADED SAND

WITH SILT, grayish brown, fine to medium, medium dense

(Alluvial) ± 25.0' (SM) SILTY SAND, brown, fine to medium, with gravel, wet, medium dense

...grayish brown, dense

(Alluvial) 30.4'

Auger Drilling Refusal and End of Boring

Driller's note: Cobbles and/or boulders 27.0' to 29.5'

DRILLING METHOD:

C. Rasmussen hours

(tsf)

30.4BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

See soil boring location drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

COMMENTS

18625.GPJ

BORING NO.:

+4

15.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

3/19/19

-2SS-2" Split Spoon after drilling

-GS-Grab Sample

N U

M B

E R

Waupee Dam

-MC-Macrocore

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Neat Cement & Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

103.35 +/-ELEV.:

3/14/19 3/15/19 qa qu

BORING LOCATION:

83.4

78.4

73.4

68.4

63.4

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

15.0

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-1

R. Ochs / D. Ebidon

DATE STARTED:

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

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE

IRON MOUNTAIN, MICHIGAN 49801

TLL

PL

C O

N T

E N

T

DATE:

PROJECT:

4-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

0.7

0.8

NR

8-32-23

5-5-4

12-5-3

5-3-2

50/0'

(55)

(9)

(8)

(5)

(FILL) SILTY SAND, dark brown, fine to medium, with gravel, moist

2.5'

(FILL) POORLY GRADED SAND WITH SILT,

brown, trace gravel, trace roots to 3.0', moist

± 7.0' (SM) SILTY SAND, gray, fine to medium, trace gravel, with organics, wet, loose

(Alluvial) 9.5'

Auger Drilling Refusal and End of Boring

4-1/4" Hollow Stem Auger 2" SPT Sampling 140# wt., 30" drop Auto Hammer Frost to 1.5' deep

Driller's note: Cobbles and/or boulders 0.0' to 1.5'

Driller's note: Cobbles and/or boulders 3.5' to 5.0'

Driller's note: Samples wet 8.0' to 9.5'

Driller's note: Cobbles and/or boulders 9.0' to 9.5'

Sampler bouncing

DRILLING METHOD:

C. Rasmussen hours

(tsf)

9.5BORING DEPTH:

JOB NO.:

B-2

HOLE CLOSURE:

CLIENT:

See soil boring location drawing

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

9.5

COMMENTS

18625.GPJ

BORING NO.:

+4

8.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

3/19/19

-2SS-2" Split Spoon after drilling

-GS-Grab Sample

N U

M B

E R

Waupee Dam

-MC-Macrocore

RIG TYPE:

DATE COMPLETED:

-AS-Auger Sample while drilling

Neat Cement & Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

103.94 +/-ELEV.:

3/14/19 3/14/19 qa qu

BORING LOCATION:

103.9

98.9

93.9

88.9

83.9

B L

O W

S /6

N

TEST RESULTS

S P

T V

A L

U E

S

E L

E V

(F

T

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

8.0

(tsf) after

-RC-Rock-Core

SAMPLE

REVIEWED BY:

B-2

R. Ochs / D. Ebidon

DATE STARTED:

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

COLEMAN ENGINEERING COMPANY

635 CIRCLE DRIVE

IRON MOUNTAIN, MICHIGAN 49801

TLL

PL

C O

N T

E N

T

DATE:

PROJECT:

4-1/4" Hollow Stem Auger

M O

IS

T

U R

E

-200

9.5