Geotechnical Investigation Report - Proposed Nursery Bridge Replacement.pdf

REPORT OF GEOTECHNICAL INVESTIGATION

FOR

PROPOSED NURSEY BRIDGE REPLACEMENT

FOREST ROAD 162-8.1 OVER EAST FORK CHIPPEWA

RIVER

ASHLAND COUNTY, WISCONSIN

JUNE, 2017

CEC PROJECT #GD-16518

Coleman

Engineering

Civil Engineering ● Environmental Engineering

Geotechnical Engineering ● Land Surveying ● Test Drilling

Construction Quality Control ● Materials Laboratory Testing

REPORT OF GEOTECHNICAL INVESTIGATION

FOR

PROPOSED NURSEY BRIDGE REPLACEMENT

FOREST ROAD 162-8.1 OVER EAST FORK CHIPPEWA RIVER

ASHLAND COUNTY, WISCONSIN

JULY, 2017

CEC PROJECT #GD-16518

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 Lateral Loads Road Restoration Inspection and Testing Construction Consideration

VI. LIMITATIONS OF SUBSURFACE EXPLORATION

APPENDIX

APPENDIX A. LOCATION MAPS

• Project Location Map

• Boring Location Maps

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 Report

Proposed Nursey Bridge Replacement FR162-8.1 over East Fork Chippewa River

Ashland County, Wisconsin July 2017

I. INTRODUCTION

The United States Forest Service (USFS) is planning to replace an existing timber bridge on Forest Road (FR) 162-8.1 over the East Fork Chippewa River in Ashland County, Wisconsin. The existing bridge is a 130-foot long treated timber, multi-span, simply supported girder-deck system founded on round-pile back-wall abutments and four intermediate bents. The proposed bridge will consist of a 160 foot, multi-span structure utilizing two instream piers with 100-foot main span and 30-foot approach spans at each end. Based on the information provided by Mr. Christopher McMahon of Ayres Associates, we understand the primary consideration is to support the new structure on steel H-piles. Ancillary construction will include reclamation of the roadway to preconstruction conditions. We have assumed that proposed grades will remain within about 1 foot of existing surface elevations.

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

II. FIELD PROCEDURES

The site of the proposed bridge was evaluated with two (2) borings designated as Borings B-1 and B-2 advanced to a depth of 75 feet. The borings were advanced with a Diedrich D-50 all-terrain drill unit present on the site between May 23 and 25, 2017 utilizing 4 ¼-inch I.D. hollow-shaft augers (HSA) and 3 7/8-inch mud rotary.

The HSAs act as continuously-advancing steel casing to prevent the borehole walls from collapsing in above the depths to be tested/sampled. Sampling tools are lowered inside the augers for testing into undisturbed soils ahead of the tip of the augers.

Mud rotary drilling consists of advancing soil borings using a rotary bit designed to allow drilling fluid to flow through the bit. Bentonite based drilling mud is pumped through the bit to flush soil cuttings to the surface as the bit advances. At each sampling interval, the roller bit is removed and sampling tools are lowered to the undisturbed soils.

Drilling and field sampling were performed in accordance with ASTM D-1586, "Penetration Test and Split Barrel Sampling of Soils" with a 2-inch O.D. split spoon. Thirty-eight (38) such samples were obtained.

Coleman Engineering Company 2 Geotechnical Investigation Report

FR162-8.1 over East Fork Chippewa River

Ashland County, Wisconsin July 2017

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 established in the field by CEC referencing the existing bridge. Ground surface elevations at the boring locations were referenced to the top of a ¾-inch rebar set by Ayres Associates located along the existing ATV Trail southeast of the bridge. The elevation of this benchmark was assumed to be +100.0. 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 proposed project is located on FR 162-8.1 where the road crosses the East Fork Chippewa River in Ashland County, Wisconsin. The existing crossing consists of a multi-span, timber bridge.

Ground surface elevations at the boring locations were relatively flat at about elevations of +99.2 and +99.5 on our assumed datum.

Existing fill consisting of silty sand was encountered to depths of about 7 to 8.5 feet below existing ground surface. Below the surficial embankment fill, the borings primarily disclosed native silty sand (SM) with varying amounts of gravel, cobbles and boulders to the maximum depths explored.

Boring B-1 encountered poorly graded gravel (GP-GM), clayey sand (SC) and sandy organic clay (OL) between the silty sand at depths of 22 and 35 feet. Poorly graded sand (SP) was encountered

Coleman Engineering Company 3 Geotechnical Investigation Report

FR162-8.1 over East Fork Chippewa River

Ashland County, Wisconsin July 2017 below the silty sand at a depth of 62 and extended to the maximum depth explored. Boring B-2 encountered a layer of organic clay at a depth of 32 and 37 feet.

The SPT borings indicated that the native granular soil was generally in a very loose to medium dense condition in the upper 25 feet then becoming very dense. The sandy organic clay consistency was considered very stiff.

Groundwater was noted at a nominal depth of about 6.5 feet below the existing ground surface.

Generally, the groundwater will correspond to the level of the East Fork Chippewa River.

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:

Site Preparation and Grading

We recommend removing the existing bridge super structure and substructure in entirety and extending the foundation excavation to remove any existing embankment fill prior to establishing the plan grade for the new structure. Removal/replacement will need to extend laterally a distance at least equal to the depth of removal/replacement below the bottom of footing grade. All exposed subgrade exposed after stripping/excavation should be evaluated by a geotechnical engineer or person under the direction of a geotechnical engineer. The evaluation should include shallow hand auger borings and/or dynamic cone penetrometer tests to determine if native subgrade soils are similar to those encountered in the soil borings and suitable for support of fill and design loads.

Engineered fill is recommended to be placed where embankment/abutment backfill is required and should consist of sand and/or gravel with less than about ten percent (10%) by weight of fines passing the No. 200 sieve with a maximum rock size of about 4 inches. A soil meeting the Unified Soil Classification of GP, GP-GM, SP or SP-SM would be acceptable for use as engineered fill. 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.

Coleman Engineering Company 4 Geotechnical Investigation Report

FR162-8.1 over East Fork Chippewa River

Ashland County, Wisconsin July 2017

Foundations

Pile support calculations were made based on the boring data and 10x42 H-pile and 12x53 H-pile.

The H-piles are expected to be better equipped to drive to greater depths without damage as scour evaluation may indicate that piles need to be driven into the very dense soils one site. H-piles are also preferred for diving/socketing into the very dense soils for added later support, if needed. The H-piles are anticipated to attain maximum resistance around 65 feet. Final grades are understood to be about 2 ½ to 3 feet above the existing grades, therefore, downdrag is not anticipated to occur on the piling. If grades are raised more than indicated, downdrag forces could occur through the consolidation of the organic clay.

A static pile capacity analysis was performed using the computer program DRIVEN and the boring data. An analysis was performed on 10x42 H-piles at the abutments and 12x53 H-piles at the piers. The set-up factor was assumed to be 1.2 for the granular soils and 1.5 for the cohesive soils. Pile tip areas used in the analysis were 0.086 ft.2 for the 10x42 H-pile and 0.108 ft.2 for the 12x53 H-pile, while pile circumferences were 3.294 ft. for the 10x42 H-pile and 3.971 ft. for the 12x53 H-pile. For the purpose of analysis we have assumed that the abutment foundation would be 10 feet below the existing ground surface at the borings and about 20 feet below at the piers.

The results of the analysis are provided in the following tables. These values should be multiplied by the appropriate pile surface areas. The skin friction and end bearing capacities shown are the nominal (ultimate) values and should be reduced by a resistance factor (Φstat) of 0.45 for static analysis and a resistance factor (Φdyn) of 0.5 for analysis in the field during pile driving using the modified Gates dynamic formula, as recommended by WisDOT.

10x42 piling

Boring Soil Type Elevation Friction Angle Cohesion Unit

Weight Skin

Friction End

Bearing (feet) (degrees) (psf) (pcf) (psf) (psf)

B-1 Fill 99.6-91.1 -- -- 120 N/A N/A Sandy Silt, ML 91.1-90.1 28 -- 120 N/A N/A Silty Sand, SM 90.1-79.6 34.5 -- 120 500 12,000 Silty Sand, SM 79.6-77.6 43 -- 125 1,100 40,000 P-G Gravel with Silt, GP-GM 77.6-72.6 42.5 -- 125 1,200 100,000 Clayey Sand, SC 72.6-67.6 42 -- 125 1,250 150,000 Sandy Organic Clay, OL 67.6-64.6 -- 3,500 125 1,500 30,000 Silty Sand, SM 64.6-57.6 40 -- 125 1,650 250,000

Coleman Engineering Company 5 Geotechnical Investigation Report

FR162-8.1 over East Fork Chippewa River

Ashland County, Wisconsin July 2017

Silty Sand, SM 57.6-37.6 43 -- 125 2,500 650,000 P-G Sand, SP 37.6-24.6 43 -- 125 2,700 650,000

Boring Soil Type Elevation Friction Angle Cohesion Unit

Weight Skin

Friction End

B-2 Fill 99.2-92.2 -- -- 120 N/A N/A Silty Sand, SM 92.2-84.2 28 -- 120 250 12,000 Silty Sand, SM 84.2-67.2 38.5 -- 120 1,000 75,000 Sandy Organic Clay, OL 67.2-62.2 -- 2,000 125 1,500 15,000 Silty Sand, SM 62.2-24.2 43 -- 125 2,500 650,000

12x53 H-Piling

Angle Cohesion Unit

Weight Skin

Friction End

B-1 Fill 99.6-91.1 -- -- 120 N/A N/A Sandy Silt, ML 91.1-90.1 28 -- 120 N/A N/A Silty Sand, SM 90.1-79.6 34.5 -- 120 N/A N/A Silty Sand, SM 79.6-77.6 43 -- 125 1,200 40,000 P-G Gravel with Silt, GP-GM 77.6-72.6 42.5 -- 125 1,350 100,000 Clayey Sand, SC 72.6-67.6 42 -- 125 1,500 150,000 Sandy Organic Clay, OL 67.6-64.6 -- 3,500 125 1,500 30,000 Silty Sand, SM 64.6-57.6 40 -- 125 2,000 250,000 Silty Sand, SM 57.6-37.6 43 -- 125 2,650 650,000 P-G Sand, SP 37.6-24.6 43 -- 125 2,800 650,000

Angle Cohesion Unit

Weight Skin

Friction End

B-2 Fill 99.2-92.2 -- -- 120 N/A N/A Silty Sand, SM 92.2-84.2 28 -- 120 N/A N/A Silty Sand, SM 84.2-67.2 38.5 -- 120 1,200 75,000 Sandy Organic Clay, OL 67.2-62.2 -- 2,000 125 1,500 15,000 Silty Sand, SM 62.2-24.2 43 -- 125 2,800 650,000

Coleman Engineering Company 6 Geotechnical Investigation Report

FR162-8.1 over East Fork Chippewa River

Ashland County, Wisconsin July 2017

The borings encountered very dense sands and cobbles/boulders. Therefore, protective tips are recommended in an effort to prevent damage to the piles. Pile capacities should be evaluated in the field using a dynamic pile analyzer, ENR pile driving criteria, or other approved procedures.

A drivability analysis was performed using GRLWEAP Version 2010-6 software on 10x42 H-pile and 12x53 H-pile. The analysis was based on the boring data and the software’s default manufacturer’s information for the hammer parameters and cushion information. The H-piles noted above should be drivable to boring depths without overstressing the pile section using Delmag D-12, Delmag D-15, or Delmag D-30 Hammers. Other hammers may be suitable for pile driving at this site, but were limited to these three hammer types for our analysis. We recommend a pile drivability analysis be performed prior to final pile and driving hammer selection to determine the pile-hammer compatibility.

Lateral Loads

We recommend using the following equivalent fluid pressures and a triangular-shaped pressure distribution for the design of any abutment walls/wing walls resisting lateral loads from soil backfill and bridge traffic:

WALL TYPE

EQUIVALENT ACTIVE

FLUID PRESSURE

EQUIVALENT PASSIVE

FLUID PRESSURE

Restrained at top

60 pcf

300 pcf

Free to rotate at top

40 pcf

300 pcf

Backfill within 5 lateral feet of the back of the abutment should consist of engineered fill as defined in the “Site Preparation” section of this report. The backfill should be compacted to at least ninety-five percent (95%) of standard Proctor maximum dry density. Relatively light manually-propelled compactors should be used within 5 feet of walls. Compactors used beyond 5 feet should be limited in weight to 3000 lbs.

If the wall design risks entrapping water in the embankment backfill, a minimum 4-inch diameter perforated flexible drainage pipe (ADS green stripe or similar) should be located behind, parallel to, the abutment wall/wing wall, above the water table. The pipe should be embedded in washed concrete aggregate wrapped with filter fabric (Mirafi 140N or similar). The pipe should be routed to gravity discharge into the Creek.

Coleman Engineering Company 7 Geotechnical Investigation Report

FR162-8.1 over East Fork Chippewa River

Ashland County, Wisconsin July 2017

External loads on the back of walls have not been taken into account in our recommendations.

Surcharge loads imposed by vehicle parking, construction equipment and material storage should be considered during structural design.

Road Restoration

Engineered fill, as previously defined in the “Site Preparation” section of this report, is recommended to backfill the structure. The engineered fill section should be graded to accommodate a minimum 5 horizontal to 1 vertical slope upward and away from the base of the structure. The proposed transition slope will act to reduce, but not eliminate, the potential differential frost heave of the existing road embankment to the engineered fill section.

Re-establish the road surface with AASHTO Class 5 aggregate base course or similar for unpaved aggregate surfaces. The aggregate surface course should be compacted to a minimum of ninety-five percent (95%) of standard Proctor (ASTM D-698) maximum dry density.

The existing native silty sand (SM) and silty sand fill/embankment is highly sensitive to construction disturbance and may become unstable during periods of wet weather. If this is the case, we recommend eliminating all rubber tire traffic from the surface of exposed subgrade. Construction traffic should be limited to low ground contact pressure tracked equipment.

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

Excavation Observations Full Time

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

Coleman Engineering Company 8 Geotechnical Investigation Report

FR162-8.1 over East Fork Chippewa River

Ashland County, Wisconsin July 2017 excavation to 0.5 times the depth of the excavation. Excavation safety is the excavation contractor's responsibility.

Silty sand is the predominate soil at this site and will likely become unstable under construction traffic wheel loads during periods of wet weather. Should this become the case, the unstable areas should be undercut as necessary and replaced with engineered fill to create a stable working surface for both construction traffic and staging areas. In addition, 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 2:l.

APPENDIX A

PROJECT LOCATION MAPS

• Project Location Map

• Boring Location Map

• Wetland and Soils Maps

PROJECT LOCATION MAP

U.S.D.A. FOREST SERVICE

NURSERY BRIDGE

ASHLAND COUNTY, WISCONSIN

Project Location

Site Location

DATE 6/1/17

JOB NO 16518

BORING LOCATION MAP

U.S.D.A. FOREST SERVICE

NURSERY BRIDGE

ASHLAND COUNTY, WISCONSIN

DATE 6/1/17

JOB NO 16518

Service Layer Credits: Source:

7 A-9 A-8 A-7

A-6 A-5A-4

A-3 A-2

A-1

A-88 A-87

A-84 A-82 A-81

A-79 A-78 A-77

A-76 A-75

A-74 A-73

A-71 A-70 A-69 A-68

A-67

A-65 A-64

A-63 A-62A-61

A-60

A-59 A-58

A-57 A-56

A-55A-47 A-46

A-44 A-43A-42A-41

A-40A-39A-38

A-34A-33 A-32A-31

A-30 A-29 A-28

A-27 A-26

A-25 A-24 A-23 A-22 A-21

A-20 A-19

A-17 A-16A-15

A-14

A-13 A-12A-11

A-10

A-54 I A-53 I

A-52 I A-51 I

A-50 I

A-37 open A-45 to A-1

A-80 culvert

COE A-9 upland

COE A-62 upland

COE A-9 wetland

COE A-62 wetland

A-86 10 ft offset

A-85 10 ft offset

NURSURY BRIDGE ±0 125 25062.5 Feet

Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

¥f¢

644B Shanagolden fine sandy loam, 2 to 6 percent slopes, very stony

9050A Fordum, Totagatic, and Bowstring soils, 0 to 1 percent slopes, frequently flooded

W Water

9050A Fordum, Totagatic, and Bowstring soils, 0 to

1 percent slopes, frequently flooded

408A Lupton and Cathro soils, 0 to 1 percent slopes

9113C Padus-Karlin complex, 6 to 15 percent slopes

644B Shanagolden fine sandy loam, 2 to 6 percent slopes, very stony

9155A Haplosaprists, Peats and Mucks, 0 to 1 percent slopes

414A Loxley and

Beseman soils, 0 to 1 percent slopes

644B Shanagolden fine sandy loam, 2 to 6 percent slopes, very stony

384B Springstead sandy loam, 1 to 6 percent slopes, stony

9113C Padus-Karlin complex, 6 to 15 percent slopes

9050A Fordum, Totagatic, and Bowstring soils, 0 to 1 percent slopes, frequently flooded

9050A Fordum, Totagatic, and Bowstring soils, 0 to 1 percent slopes, frequently flooded

9113C Padus-Karlin complex, 6 to 15 percent slopes

9113C Padus-Karlin complex, 6 to 15 percent slopes

9113C Padus-Karlin complex, 6 to 15 percent slopes

744B Peeksville fine sandy loam, 0 to 4 percent slopes, very stony

644C Shanagolden fine sandy loam, 6 to

15 percent slopes, very stony

670C Keweenaw-Pence complex, 6 to 15 percent slopes, stony

538B Butternut silt loam, 1 to 6 percent slopes, very stony

974C Sayner-Pence-Vilas complex, 6 to 15 percent slopes

644B Shanagolden fine sandy loam, 2 to 6 percent slopes, very stony

9155A Haplosaprists, Peats and Mucks, 0 to 1 percent slopes

9051A Minocqua, Cable, and Pleine soils, 0 to 2 percent slopes, very stony

644C Shanagolden fine sandy loam, 6 to 15 percent slopes, very stony

644C Shanagolden fine sandy loam, 6 to 15 percent slopes, very stony

408A Lupton and Cathro soils, 0 to 1 percent slopes

16518

Soils Map Ashland County, Wisconsin

0 1,000500 Feet

Drawn By:

Project No:

Map Date:

Figure No:

² May 24 2017

Fig 2 of 3

1 inch = 750 feet

Legend

1/2 Mile Buffer Soil Boundary

MCH

NURSURY BRIDGE

Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

¥f¢

16518

NWI Wetland Map Ashland County, Wisconsin

0 1,000500 Feet

Drawn By:

Project No:

Map Date:

Figure No:

² May 24 2017

Fig 3 of 3

1 inch = 750 feet

Legend

1/2 Mile Buffer Wetland Boundary

MCH

NURSURY BRIDGE

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

0.8

0.4

NR

0.9

1.5

1.1

0.9

3-4-5

5-5-6

5-6-7

1-1-2

4-10-14

7-8-12

5-9-11

(9)

(11)

(13)

(3)

(24)

(20)

(20)

TOPSOIL

0.3'

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

+/- 8.5' (ML) SANDY SILT, brown to grayish brown, trace organics, wet, very loose

(Alluvial) +/- 9.5' (SM) SILTY SAND, reddish brown, fine to coarse, with fine to coarse gravel, wet, medium dense

4-1/4" Hollow Stem Auger 0.0' to 20.0' 3" Casing 0.0' to 40.0' 2" SPT Sampling 140# wt., 30" drop Auto Hammer Driller's note: Water 6.5' below bridge deck

Assumed benchmark elevation 100.00', 3/4" rebar by ATV trail, S.E. quadrant of bridge

Driller's note: Samples wet 5.0' to 35.0'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

75.0BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

Drilled on grass off W. gravel edge, 12' S. of bridge abutment

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

6.5

COMMENTS

16518.GPJ

BORING NO.:

+4

5.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

6/1/17

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

B-1

R. Ochs / M. Sovey

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, 3-7/8" Roller Bit & 3" Casing

M O

IS

T

U R

E

-200

U.S.D.A. Forest Service

6.5

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

5.0

(tsf)

-BS-Bag Sample after drilling

-AS-Auger Sample while drilling

Bentonite Chips and Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

99.56 +/-ELEV.:

5/23/17 5/24/17 qa qu

BORING LOCATION:

SAMPLE

REVIEWED BY:

-GS-Grab Sample

N U

M B

E R

Nursery Bridge

S P

T V

A L

U E

S

E L

E V

(F

T

99.6

94.6

89.6

84.6

79.6

B L

O W

S /6

N

TEST RESULTS

after

-RC-Rock-Core

1.0

0.7

0.9

0.6

1.0

20-32-43

22-26-30

26-30-27

42-50/0.4'

14-14-36

(75)

(56)

(57)

(50)

(SM) SILTY SAND, brown, fine to coarse, trace to some gravel, wet, very dense

(Glacial Outwash) +/- 22.0' (GP-GM) POORLY GRADED GRAVEL, grayish brown, fine to coarse, angular to subangular, with sand and silt, wet, very dense

(Glacial Outwash) +/- 27.0' (SC) CLAYEY SAND, gray, fine to coarse, with gravel, wet, very dense

(Glacial Outwash) +/- 32.0' (OL) SANDY ORGANIC CLAY, black, trace gravel, wet, very stiff

(Glacial Outwash) +/- 35.0' (SM) SILTY SAND, strong brown, fine to coarse, with fine gravel, wet, dense

3-1/2

3-7/8" Roller Bit with Quickgel drilling mud 20.0' to 73.5'

Driller's note: Cobbles and/or boulders 20.0' to 23.0'

Driller's note: Cobbles and/or boulders 24.0' to 26.0'

Driller's note: Cobbles and/or boulders 27.0' to 29.0'

Driller's note: Cobbles and/or boulders 36.0' to 40.0'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

75.0BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

Drilled on grass off W. gravel edge, 12' S. of bridge abutment

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

6.5

COMMENTS

16518.GPJ

BORING NO.:

+4

5.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

6/1/17

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

B-1

R. Ochs / M. Sovey

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, 3-7/8" Roller Bit & 3" Casing

M O

IS

T

U R

E

-200

U.S.D.A. Forest Service

6.5

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

5.0

(tsf)

-BS-Bag Sample after drilling

-AS-Auger Sample while drilling

Bentonite Chips and Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

99.56 +/-ELEV.:

5/23/17 5/24/17 qa qu

BORING LOCATION:

SAMPLE

REVIEWED BY:

-GS-Grab Sample

N U

M B

E R

Nursery Bridge

S P

T V

A L

U E

S

E L

E V

(F

T

79.6

74.6

69.6

64.6

59.6

B L

O W

S /6

N

TEST RESULTS

NR

0.9

NR

50/0.2'

50/0.4'

46-50/0.4'

50/0.3'

(SM) SILTY SAND, strong brown, fine to coarse, wiht fine gravel, wet, dense

...grayish brown, very dense

...with fine to coarse gravel

Driller's note: Cobbles and/or boulders 43.0' to 46.0'

Driller's note: Cobbles and/or boulders 50.0' to 58.5'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

75.0BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

Drilled on grass off W. gravel edge, 12' S. of bridge abutment

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

6.5

COMMENTS

16518.GPJ

BORING NO.:

+4

5.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

6/1/17

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

B-1

R. Ochs / M. Sovey

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, 3-7/8" Roller Bit & 3" Casing

M O

IS

T

U R

E

-200

U.S.D.A. Forest Service

6.5

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

5.0

(tsf)

-BS-Bag Sample after drilling

-AS-Auger Sample while drilling

Bentonite Chips and Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

99.56 +/-ELEV.:

5/23/17 5/24/17 qa qu

BORING LOCATION:

SAMPLE

REVIEWED BY:

-GS-Grab Sample

N U

M B

E R

Nursery Bridge

S P

T V

A L

U E

S

E L

E V

(F

T

59.6

54.6

49.6

44.6

39.6

B L

O W

S /6

N

TEST RESULTS

0.8

1.1

NR

47-50/0.4'

38-42-47

50/0.3'

(89)

(SM) SILTY SAND, grayish brown, fine to coarse, with fine to coarse gravel, wet, very dense

(Glacial Outwash) +/- 62.0' (SP) POORLY GRADED SAND, light brown, fine to medium, trace gravel, wet, very dense

...fine to coarse

(Glacial Outwash) 75.0'

End of Boring

Driller's note: Cobbles and/or boulders 70.0' to 73.5'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

75.0BORING DEPTH:

JOB NO.:

B-1

HOLE CLOSURE:

CLIENT:

Drilled on grass off W. gravel edge, 12' S. of bridge abutment

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

6.5

COMMENTS

16518.GPJ

BORING NO.:

+4

5.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

6/1/17

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

B-1

R. Ochs / M. Sovey

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, 3-7/8" Roller Bit & 3" Casing

M O

IS

T

U R

E

-200

U.S.D.A. Forest Service

6.5

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

5.0

(tsf)

-BS-Bag Sample after drilling

-AS-Auger Sample while drilling

Bentonite Chips and Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

99.56 +/-ELEV.:

5/23/17 5/24/17 qa qu

BORING LOCATION:

SAMPLE

REVIEWED BY:

-GS-Grab Sample

N U

M B

E R

Nursery Bridge

S P

T V

A L

U E

S

E L

E V

(F

T

39.6

34.6

29.6

24.6

19.6

B L

O W

S /6

N

TEST RESULTS

0.9

0.9

1.0

1.1

1.0

1.5

5-7-13

10-14-6

5-3-4

7-10-13

5-3-2

1-2-1

8-16-14

(20)

(20)

(7)

(23)

(5)

(3)

(30)

BASECOURSE

0.6'

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

+/- 7.0' (SM) SILTY SAND, reddish brown, fine to coarse, with fine to coarse gravel, wet, medium dense

...grayish brown, loose

...very loose

...medium dense

4-1/4" Hollow Stem Auger 0.0' to 20.0' 3" Casing 0.0' to 40.0' 2" SPT Sampling 140# wt., 30" drop Auto Hammer Driller's note: Water 6.5' below bridge deck

Driller's note: Cobbles and/or boulders 2.5' to 10.0' Assumed benchmark elevation 100.00', 3/4" rebar S.E. quadrant of bridge

Driller's note: Samples wet 6.0' to 30.0'

Driller's note: Cobbles and/or boulders 13.5' to 15.0'

Driller's note: Cobbles and/or boulders 15.0' to 22.5'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

75.0BORING DEPTH:

JOB NO.:

B-2

HOLE CLOSURE:

CLIENT:

3' off E. shoulder of road, 12' N. of bridge deck

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

6.5

COMMENTS

16518.GPJ

BORING NO.:

+4

6.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

6/1/17

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

B-2

R. Ochs / M. Sovey

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, 3-7/8" Roller Bit & 3" Casing

M O

IS

T

U R

E

-200

U.S.D.A. Forest Service

6.5

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

6.0

(tsf)

-BS-Bag Sample after drilling

-AS-Auger Sample while drilling

Bentonite Chips and Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

99.22 +/-ELEV.:

5/25/17 5/25/17 qa qu

BORING LOCATION:

SAMPLE

REVIEWED BY:

-GS-Grab Sample

N U

M B

E R

Nursery Bridge

S P

T V

A L

U E

S

E L

E V

(F

T

99.2

94.2

89.2

84.2

79.2

B L

O W

S /6

N

TEST RESULTS

1.1

0.9

1.0

1.2

0.8

17-24-18

16-17-22

23-24-27

7-8-10

48-50/0.3'

(42)

(39)

(51)

(18)

(SM) SILTY SAND, grayish brown, fine to coarse, with fine to coarse gravel, wet, dense

(Glacial Outwash) +/- 32.0' (OL) SANDY ORGANIC CLAY, black, trace fine gravel, wet, very stiff

(Glacial Outwash) +/- 37.0' (SM) SILTY SAND, light brown, fine to coarse, with fine gravel, wet, very dense

3-7/8" Roller Bit with Quickgel drilling mud 20.0' to 73.5'

Driller's note: Cobbles and/or boulders 36.0' to 38.5'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

75.0BORING DEPTH:

JOB NO.:

B-2

HOLE CLOSURE:

CLIENT:

3' off E. shoulder of road, 12' N. of bridge deck

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

6.5

COMMENTS

16518.GPJ

BORING NO.:

+4

6.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

6/1/17

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

B-2

R. Ochs / M. Sovey

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, 3-7/8" Roller Bit & 3" Casing

M O

IS

T

U R

E

-200

U.S.D.A. Forest Service

6.5

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

6.0

(tsf)

-BS-Bag Sample after drilling

-AS-Auger Sample while drilling

Bentonite Chips and Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

99.22 +/-ELEV.:

5/25/17 5/25/17 qa qu

BORING LOCATION:

SAMPLE

REVIEWED BY:

-GS-Grab Sample

N U

M B

E R

Nursery Bridge

S P

T V

A L

U E

S

E L

E V

(F

T

79.2

74.2

69.2

64.2

59.2

B L

O W

S /6

N

TEST RESULTS

0.3

1.3

NR

50/0.4'

50/0.0'

37-44-47

50/0.0'

(91)

(SM) SILTY SAND, light brown, fine to coarse, with fine gravel, wet, very dense

...with fine to coarse gravel

...fine to medium, trace gravel

Driller's note: Cobbles and/or boulders 40.0' to 55.0'

Driller's note: Cobbles and/or boulders 56.5' to 58.5'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

75.0BORING DEPTH:

JOB NO.:

B-2

HOLE CLOSURE:

CLIENT:

3' off E. shoulder of road, 12' N. of bridge deck

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

6.5

COMMENTS

16518.GPJ

BORING NO.:

+4

6.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

6/1/17

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

B-2

R. Ochs / M. Sovey

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, 3-7/8" Roller Bit & 3" Casing

M O

IS

T

U R

E

-200

U.S.D.A. Forest Service

6.5

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

6.0

(tsf)

-BS-Bag Sample after drilling

-AS-Auger Sample while drilling

Bentonite Chips and Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

99.22 +/-ELEV.:

5/25/17 5/25/17 qa qu

BORING LOCATION:

SAMPLE

REVIEWED BY:

-GS-Grab Sample

N U

M B

E R

Nursery Bridge

S P

T V

A L

U E

S

E L

E V

(F

T

59.2

54.2

49.2

44.2

39.2

B L

O W

S /6

N

TEST RESULTS

0.1

0.2

50/0.3'

50/0.0'

72 for 0.6'

(SM) SILTY SAND, light brown, fine to medium, trace gravel, wet, very dense

...fine to coarse, with fine to coarse gravel

(Glacial Outwash) 75.0'

End of Boring

Driller's note: Cobbles and/or boulders 63.0' to 65.0'

Driller's note: Cobbles and/or boulders 66.0' to 67.0'

Driller's note: Hard drilling 67.5' to 69.0'

Driller's note: Cobbles and/or boulders 70.0' to 73.5'

Driller's note: Hard drilling 73.5' to 75.0'

DRILLING METHOD:

D. Edlebeck hours

(tsf)

75.0BORING DEPTH:

JOB NO.:

B-2

HOLE CLOSURE:

CLIENT:

3' off E. shoulder of road, 12' N. of bridge deck

-3ST-3" Shelby Tube

(tsf) -4

-2ST-2" Shelby Tube

BORING NO.:

6.5

COMMENTS

16518.GPJ

BORING NO.:

+4

6.0

W A

T E

R T

A B

L E

OF

DRILL CREW:

6/1/17

-2SS-2" Split Spoon

RIG TYPE:

DATE COMPLETED:

B-2

R. Ochs / M. Sovey

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, 3-7/8" Roller Bit & 3" Casing

M O

IS

T

U R

E

-200

U.S.D.A. Forest Service

6.5

L E

G E

N D

-3SS-3" Split Spoon

Diedrich D-50 ATV

6.0

(tsf)

-BS-Bag Sample after drilling

-AS-Auger Sample while drilling

Bentonite Chips and Soil Cuttings

-PS-Piston Tube

D E

P T

H

F T

R E

C O

V E

R Y

SOIL DESCRIPTION

99.22 +/-ELEV.:

5/25/17 5/25/17 qa qu

BORING LOCATION:

SAMPLE

REVIEWED BY:

-GS-Grab Sample

N U

M B

E R

Nursery Bridge

S P

T V

A L

U E

S

E L

E V

(F

T

39.2

34.2

29.2

24.2

19.2

B L

O W

S /6

N

TEST RESULTS