B09-ACAD_251732_Great_Meadow_Culvert_-_Geotech_Design_Memo_0002.pdf

An Equal Opportunity Employer M/F/V/H

M E M O R A N D U M (via email)

To: Tim Bryant, P.E.

VHB

500 Southborough Drive Suite 105B South Portland, ME 04106-6928

From: Nicholas Williams, P.E.

Christopher L. Snow, P.E.

Andrew R. Blaisdell, P.E., Consultant Reviewer GZA GeoEnvironmental, Inc.

File No.: 09.0026196.00

Date: January 11, 2024

Re: Geotechnical Design Memorandum Great Meadow Culvert Replacement Acadia National Park Bar Harbor, Maine

This memorandum presents the results of our geotechnical evaluation for the proposed Great Meadow Culvert Replacement on Park Loop Road in Bar Harbor, Maine. Our services were provided in accordance with the Subconsultant Agreement between VHB and GZA GeoEnvironmental, Inc.

(GZA), signed on May 30, 2023, and the Limitations included in Appendix A.

BACKGROUND

An existing culvert carries Cromwell Brook under the Park Loop Road, west of the intersection at Great Meadow in Acadia National Park in Bar Harbor, Maine, as shown on the attached Locus Plan, Figure 1. We understand the replacement will consist of a 60-foot-long precast concrete box culvert with a span of 12 feet, rise of 8 feet, and 1-foot-thick concrete walls. The culvert openings will have supplier-designed, precast wingwalls to be supported on cast-in-place or precast concrete spread footings. The new culvert will be offset approximately 25 feet to the east of the existing culvert.

A rock riffle crest channel is proposed to be constructed upstream from the culvert inlet, and will be flanked on both sides by embankments with fill heights ranging from 2 to 6 feet to create a nature-like weir.

The primary geotechnical concerns are foundation requirements for the new culvert and wingwalls, settlement and resulting long-term functionality of the proposed weir embankments, and constructability.

1/11/2024

VHB

GREAT MEADOW CULVERT REPLACEMENT, BAR HARBOR, MAINE

GEOTECHNICAL DESIGN MEMORANDUM

File No. 09.0026196.00 active by Design

SUBSURFACE EXPLORATIONS

GZA completed an exploration program between September 14 and 15, 2023, consisting of two test borings and four hand-auger probes conducted near the ends of the proposed culvert. The as-drilled boring locations were located approximately using a handheld GPS unit and are shown on Figure 2. The test borings (GZ-1 and GZ-2) were drilled using a truck-mounted drill rig to depths ranging from approximately 38 to 45 feet below ground surface (bgs), and were terminated in the bedrock. Ground surface elevations of subsurface explorations were estimated by interpolating between available contours on the plan provided by VHB. Exploration locations and elevations should be considered approximate to the degree implied by the method used.

New England Boring Contractors of Hermon, Maine provided drilling services and coordinated utility clearance. The borings were drilled using 3- and 4-inch driven casing and drive-and-wash drilling techniques. Standard penetration testing (SPT) and split-spoon sampling were performed at 5-foot typical intervals using a 24-inch-long, 1-3/8-inch inside-diameter sampler. The sampler was driven with a 140-lb calibrated automatic hammer with a 30-inch drop from a truck-mounted drill rig. In situ field vane shear tests were conducted at typical 5- to 10-foot depth intervals in clay soils within GZ-2. Two vane shear tests were attempted at each test interval. One thin-walled tube sample was collected in GZ-2 to provide a sample for use in laboratory strength and compressibility testing. Approximately 5 feet of bedrock core was obtained in each boring using NQ2 coring equipment. At the completion of drilling, the borings were backfilled with cuttings and sand.

Four hand auger probes (HP-1 through HP-4) were conducted at the proposed weir embankment locations, where accessible by foot, to assess the presence of unsuitable materials. The hand auger probes were terminated in natural clay soils at depths from approximately 3 inches to 2 feet bgs.

GZA personnel monitored the drilling work and prepared test boring logs that are included in Appendix B. Elevations referenced in this report are in feet and refer to the North American Vertical Datum of 1988 (NAVD88).

LABORATORY TESTING

GZA retained Thielsch Engineering of Cranston, Rhode Island to complete a laboratory testing program to assess the gradation and engineering characteristics of the soil. The program included: seven (7) moisture content tests, three (3) gradation analysis / AASHTO Classification / Unified Soil Classification System Classifications, and two (2) sets of Atterberg Limits. Results of the testing are included in Appendix C.

GZA also retained Soil Metrics, LLC of Cape Elizabeth, Maine to complete a soil testing program on the tube sample from boring GZ-2 to assess the strength and compressibility of the clay encountered at the site. The program included: one (1) one-dimensional consolidation (compressibility) test, one (1) moisture content test, one (1) set of Atterberg Limits, and one (1) laboratory vane-shear strength test.

GENERALIZED SUBSURFACE CONDITIONS

Three soil units were encountered in the boring overlying bedrock: Fill, Silty Clay, and Glacial Till. Approximately 8 inches of asphalt was encountered at the ground surface in GZ-1. The approximate thicknesses and generalized descriptions of the underlying units are presented in the following table, in descending order from existing ground surface. Detailed descriptions of the materials encountered at specific locations are provided in the boring logs in Appendix B.

GREAT MEADOW CULVERT REPLACEMENT, BAR HARBOR, MAINE

GEOTECHNICAL DESIGN MEMORANDUM

File No. 09.0026196.00

GENERALIZED SUBSURFACE CONDITIONS

Subsurface Unit Approximate Encountered Thickness (ft)

Generalized Description

Fill 3.0 to 4.0 Gray to Brown to Olive, medium stiff to very stiff, SILT and CLAY, some Gravel, trace Sand (USCS: CL).

Encountered in both borings.

Silty Clay 20.0 to 34.5 Brown to gray, medium stiff to very stiff Silty CLAY, occasionally with trace Gravel or trace fine Sand. (USCS: CL).

Encountered in both borings.

Glacial Till 1.7 to 9.7 Grey, dense to very dense, fine to coarse SAND, trace to some Gravel, some Silt (USCS: SM).

Encountered in both borings.

Probable Cobbles/Boulders 2.0 Granite fractured into gravel pieces.

Encountered in GZ-2

Approximate Encountered Top of Bedrock Elevation

(see Note 1)

GZ-1 (Downstream) El. 26.8 GZ-2 (Upstream) El. 31.3

Notes:

1. Ground Surface Elevations were interpolated based on plan provided by VHB and are approximate.

The hand auger probes along the proposed weir embankments typically encountered approximately 1 to 3 inches of organic silt at the ground surface, then were terminated at depths from approximately 3 inches to 2 feet bgs in the silty clay deposits.

GROUNDWATER

Groundwater was not measured in the borings due to influence of water introduced in the borings during drilling.

Groundwater depth was therefore estimated based on visual identification of soil moisture content at a depth of approximately 5 feet bgs in both borings, corresponding to approximately El. 62 in GZ-1 and El. 59 in GZ-2. Fluctuations in groundwater levels will occur due to variations in season, precipitation, river level and other factors. Consequently, water levels during and after construction are likely to vary from those encountered in the boring at the time the observations were made.

ENGINEERING EVALUATIONS AND RECOMMENTATIONS

Geotechnical engineering evaluations have been conducted in accordance with the AASHTO LRFD Bridge Design Specifications, 9th Edition (AASHTO LRFD), and the Maine Bridge Design Guide (BDG), as described below.

PROPOSED REPLACEMENT CULVERT

The proposed 60-foot-long culvert replacement will be constructed approximately 25 feet east of the existing pipe culvert and will consist of a precast reinforced concrete box. The wing walls will also consist of precast concrete. The base of the culvert will have precast concrete key walls on both upstream and downstream sides of the base. The borings indicate

GREAT MEADOW CULVERT REPLACEMENT, BAR HARBOR, MAINE

GEOTECHNICAL DESIGN MEMORANDUM

File No. 09.0026196.00 that the proposed bearing elevation of the culvert and wing walls is within a medium stiff Silty Clay stratum. We understand the culvert will be underlain by approximately 12 inches of Granular Borrow below the structure. The subgrade should be protected with woven separation geotextile and then backfilled with compacted Granular Borrow for Underwater Backfill up to the proposed bearing elevation. If necessary, due to the anticipated wet excavation/subgrade, structures may be founded on 12 inches of crushed stone in lieu of Granular Borrow.

PROPOSED FOOTING DESIGN PARAMETERS

Bearing resistance was evaluated in accordance with Articles 10.6.3.1.1 and 10.6.3.1.2a of AASHTO LRFD. The proposed foundations will bear on compacted Granular Borrow as defined by 703.19 Granular Borrow for Underwater Backfill overlying woven separation geotextile and undisturbed Clay.

Recommended LRFD resistance factors for strength limit state design of spread footing foundations, from AASHTO LRFD Table 10.5.5.2.2-1, are presented in the following table.

RESISTANCE FACTORS – STRENGTH LIMIT STATE

Foundation

Resistance Type Method/Condition Resistance Factor (ϕ)

Bearing Theoretical method, in Clay ϕb = 0.50

Sliding Precast Concrete Placed on Sand ϕτ = 0.90 Cast-in-Place Concrete on Sand ϕτ = 0.80

Resistance factors for service and extreme limit state design should be taken as 1.0.

We recommend a factored strength and service limit bearing resistance of 2 ksf. At the location of the replacement culvert, it is anticipated that the proposed construction will result in a net decrease in effective stress at the base of the structure. Therefore, if the bearing pressure is limited as recommended, and the clay material remains undisturbed, we estimate the post construction settlement of the culvert to be less than approximately 1 inch. Although not anticipated, if encountered in the footing subgrade excavation, all organic, or otherwise unsuitable soils should be removed beneath the footing bearing zone and replaced with compacted Granular Borrow or crushed stone.

We recommend that resistance against sliding of the wingwalls be evaluated in accordance with AASHTO LRFD Article

10.6.3.4 using the internal friction angle of the soil, φs’ = δ = 32 degrees. Nominal sliding resistance for footings is equal to the vertical force multiplied by the concrete placement type factor, and the sliding resistance coefficient (tan δ), which is equal to 0.62. Based on a resistance factor of 0.9 for precast and 0.8 for cast-in-place Strength conditions, the recommended factored sliding resistance coefficients are 0.56 and 0.5 respectively.

BACKFILL MATERIALS AND LATERAL LOADING

We recommend that the culvert and associated wing walls be supported on and backfilled with compacted MaineDOT

703.19 Granular Borrow for Underwater Backfill. Recommended soil properties for Granular Borrow to be used below bearing level and as backfill are as follows:

GREAT MEADOW CULVERT REPLACEMENT, BAR HARBOR, MAINE

GEOTECHNICAL DESIGN MEMORANDUM

File No. 09.0026196.00

Soil Type Friction Angle Soil Total Unit Weight (pcf)

MaineDOT Granular Borrow 32 125

Because the culvert side walls are not allowed to rotate at the top, they should be designed based on at-rest lateral earth pressure (Ko) equal to 0.47.

Based on Figure C3.11.5.3-1 of LRFD, the wing walls are considered to be short-heeled and free to rotate at the top with backslopes as steep as 3 horizontal to 1 vertical (3H:1V) above the wingwalls. Therefore, the Coulomb coefficient of active earth pressure should be used to calculate lateral earth pressures. The wing walls should be designed using an active earth pressure coefficient, Ka, equal to 0.36.

Live load surcharge should be applied as a uniform lateral surcharge pressure using the equivalent fill height (Heq) values developed in accordance with LRFD Section 3.11.6.4, based on the culvert/wingwall height and distance from the wall backface to the edge of traffic. A minimum Heq of 2 feet is recommended.

Foundation drainage should be provided in accordance with Section 5.4.1.9 of the MaineDOT BDG. We recommend the use of French drains on the uphill side of wingwalls to prevent buildup of differential hydrostatic pressure. The drains should be sloped to drain by gravity and should outlet through a series of 4-inch-diameter weep holes, spaced approximately 10 feet center-to-center.

FROST DEPTH

Based on the MaineDOT BDG, Section 5.2.1, the Freezing Index for the site is 1100, and with low to moderate moisture content and fine-grained soils, the estimated depth of frost penetration is approximately 4.0 feet. If the culvert is dry and freezing temperatures penetrate beneath the floor, they could result in frost-heaving of the underlying soils. Given the length of and width of the culvert section, it is considered unlikely that the majority of underlying subgrade will become frozen and heave at any given time. Therefore, the risk is considered low that the structure and roadway will show significant uplift as a result of frost heave.

SEISMIC CONSIDERATIONS

Per AASHTO LRFD Article 3.10.1, seismic analysis is not required for buried structures except where they cross active faults.

Therefore, seismic design parameters are not required.

NATURE-LIKE WEIR EMBANKMENTS

The Nature-Like Weir Embankments are proposed to be constructed upstream of the roadway and culvert, with an opening at the rock riffle crest channel. The proposed fill heights of the weir embankments range from 2 to 6 feet. Stress increases will occur in clay as a result of the embankment fills. The stress increases will result in consolidation and secondary compression of the silty clay. We estimate approximately 3 inches of embankment surface settlement due to the proposed fills. If the long-term top elevation of the embankments is critical, they should be overbuilt by approximately 3 inches to account for future settlement.

GREAT MEADOW CULVERT REPLACEMENT, BAR HARBOR, MAINE

GEOTECHNICAL DESIGN MEMORANDUM

File No. 09.0026196.00

CONSTRUCTION CONSIDERATIONS

Construction considerations are intended to identify geotechnical-related issues that have the potential to impact design and construction of the culvert replacement. These items are provided in the sections that follow.

DEWATERING AND EXCAVATION SUPPORT

Since the proposed culvert will be constructed off-alignment, we anticipate that stream flow can be maintained in the existing culvert during construction of the new culvert, and that construction can be completed in-the-dry. We anticipate that water control for construction could be achieved by working within temporary dams such as sandbags, combined with pumping from open sumps in the base of the excavations to collect infiltration and precipitation inflows. The contractor should be responsible for controlling groundwater, surface runoff, infiltration, and water from all other sources by methods which preserve the undisturbed condition of the subgrade and permit foundation construction in-the-dry.

Discharge of pumped groundwater and river water should comply with all local, State, and federal regulations.

Temporary excavation slopes should be limited according to Occupational Safety and Health Administration standards.

Excavation safety is the responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. Excavation safety is the responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations.

CULVERT AND WING WALL SUBGRADE PREPARATION

We recommend that all bearing surface preparation be conducted in-the-dry, using a smooth-edged excavator bucket. All unsuitable material should be removed within the zone of influence of the new foundation to expose undisturbed, naturally deposited Clay. The excavation should then be protected with woven separation geotextile and filled up to bearing level with compacted Granular Borrow for Underwater Backfill or Crushed Stone if necessary. The zone of influence is defined as the area between a line that extends 1 foot horizontally away from the footing bearing level and then down at a 1H:1V inclination away from the footing.

Effort should be made to prevent freezing of foundation subgrades. In the event that freezing occurs, the frozen material should be stripped and replaced with compacted Granular Borrow.

BACKFILLING

Excavations should be backfilled with Granular Borrow for Underwater Backfill placed in 8-inch maximum thickness lifts and compacted to at least 95 percent of the maximum density in accordance with ASTM D1557. Backfilling should proceed uniformly on both sides of the culvert in order to avoid unequal lateral forces that could result in sliding of the partially completed structure. If Crushed Stone is used in lieu of Granular Borrow, the material should be densified in lifts not exceeding 1 foot thickness.

REUSE OF ON-SITE MATERIALS

We anticipate that existing roadway subbase material excavated on site may be suitable for reuse as backfill beside the new box culvert. However, the existing fill typically had more than 10 percent passing the No. 200 sieve, indicating the fill

GREAT MEADOW CULVERT REPLACEMENT, BAR HARBOR, MAINE

GEOTECHNICAL DESIGN MEMORANDUM

File No. 09.0026196.00 will not meet MaineDOT Specification requirements for Granular Borrow for Underwater Backfill and is not considered suitable for use beneath the culvert or wing walls. Excavated silty clay is not considered suitable for reuse on this project.

GEOTECHNICAL SPECIFICATIONS, BID SUPPORT, AND CONSTRUCTION OBSERVATION

Although not part of the base scope of work, GZA is available to provide geotechnical services to support subsequent phases of the project including: technical specification preparation, bid phase support services, and design support during construction including submittal review and limited field observation of critical geotechnical elements of the proposed construction.

CLOSURE

We trust this information meets current project needs. Please feel free to call Nicholas Williams at (207) 358-5129 if you have any questions or if we can be of further service.

NVW/CLS/ARB:erc \\GZAPort1\Jobs\09 Jobs\0026100s\09.0026196.00 - VHB - Acadia Culvert Replacement\Report\FINAL 26196.00 Geotech Design Memo 01.11.24.docx

Attachments: Figure 1 – Site Locus Figure 2 – Boring Location Plan Appendix A – Limitations Appendix B – Test Boring Logs Appendix C – Laboratory Test Results

FIGURES

Copyright:© 2013 National Geographic Society, i-cubed

PROJ. MGR.: NVW

DESIGNED BY: NVW

REVIEWED BY: CLS

OPERATOR: ADM

DATE: 10-24-2023

LOCUS PLAN

PARK LOOP ROAD

BAR HARBOR, MAINE

JOB NO.

FIGURE NO.

SOURCE : THIS MAP CONTAINS THE ESRI ARCGIS ONLINE USA TOPOGRAPHIC

MAP SERVICE, PUBLISHED DECEMBER 12, 2009 BY ESRI ARCIMS SERVICES

AND UPDATED AS NEEDED. THIS SERVICE USES UNIFORM NATIONALLY

RECOGNIZED DATUM AND CARTOGRAPHY STANDARDS AND A VARIETY OF

AVAILABLE SOURCES FROM SEVERAL DATA PROVIDERS. THIS MAP ALSO

CONTAINS THE ESRI ARCGIS ONLINE USA COUNTIES WHICH PROVIDES DETAILED

BOUNDARIES THAT ARE CONSISTENT WITH THE TRACT, BLOCK GROUP, AND

STATE DATA SETS AND ARE EFFECTIVE AT REGIONAL AND STATE LEVELS.

Data Supplied by :

09.0026196.00

USGS

QUADRANGLE

LOCATION

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

SCALE IN FEET

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ZA

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SERVICE LAYER CREDITS: SOURCE: ESRI, MAXAR,

EARTHSTAR GEOGRAPHICS, IGN, AND THE GIS USER

COMMUNITY

@A

@A ED

ED

ED

ED

GZ-1

GZ-2 HP-1

HP-2

HP-3

HP-4

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NOTES

1) THE BASE MAP WAS DEVELOPED FROM A PLAN PREPARED

BY VHB ENTITLED "GENERAL PLAN", SHEET NO. 7 DATED

12/23/2022.

2) THE LOCATION OF THE BORINGS AND

HAND PROBES WERE APPROXIMATELY DETERMINED BY

HANDHELP GPS. ELEVATIONS OF THE EXPLORATIONS

WERE INTERPOLATED BASED ON THE CONTOURS FROM

THE PLAN PROVIDED BY VHB. THIS DATA SHOULD BE

CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED

BY THE METHOD USED.

0 50 10025

SCALE IN FEET

LEGEND

@A Boring Location and Designation

ED Hand Probe Location and Designation

- G

ZA

G eo En vir on me nta l, I nc

UNLESS SPECIFICALLY STATED BY WRITTEN AGREEMENT, THIS DRAWING IS THE SOLE PROPERTY OF GZA GEOENVIRONMENTAL, INC. (GZA). THE INFORMATION SHOWN ON THE DRAWING IS SOLELY FOR USE BY GZA'S CLIENT OR THE CLIENT'S DESIGNATED REPRESENTATIVE FOR THE SPECIFIC PROJECT AND LOCATION IDENTIFIED ON THE DRAWING. THE DRAWING SHALL NOT BE TRANSFERRED, REUSED, COPIED, OR ALTERED IN ANY MANNER FOR USE AT ANY OTHER LOCATION OR FOR ANY OTHER PURPOSE WITHOUT THE PRIOR WRITTEN CONSENT OF GZA. ANY TRANSFER, REUSE, OR MODIFICATION TO THE DRAWING BY THE CLIENT OR OTHERS, WITHOUT THE PRIOR WRITTEN EXPRESS CONSENT OF GZA, WILL BE AT THE USER'S SOLE RISK AND WITHOUT ANY RISK OR LIABILITY TO GZA.

PREPARED FOR:PREPARED BY:

REVIEWED BY:

DRAWN BY:

PROJECT NO:

DESIGNED BY:

PROJ MGR:

DATE:

SCALE:

CHECKED BY:

REVISION NO:

GZA GeoEnvironmental, Inc.

www.gza.com

PARK LOOP ROAD

BAR HARBOR, MAINE

BORING LOCATION PLAN

CULVERT REPLACEMENT AT GREAT MEADOW

VHB

FIGURECR

1 " = 50 FEET

01/11/2024

PRM

ET

09.0026196.00

PIC

ADM

GZ-2

HP-4

APPENDIX A – LIMITATIONS

APPENDIX A-1

LIMITATIONS

Explorations

1. The analyses and recommendations in this report are based in part upon the data obtained from subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this report.

2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretations of widely spaced explorations and samples; actual soil transitions are probably more erratic. For specific information, refer to the boring logs.

3. Water level readings have been made in the drill holes at times and under conditions stated on the boring logs. These data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors occurring since the time measurements were made.

Review

4. In the event that any changes in the nature, design, or location of the proposed structures are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by GZA GeoEnvironmental, Inc. It is recommended that this firm be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications.

Construction

5. It is recommended that this firm be retained to provide soil engineering services during construction of the foundation phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction.

Use of Report

6. This design basis report has been prepared for this project by GZA GeoEnvironmental, Inc. This report is for design purposes only and is not sufficient to prepare an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to design considerations only.

7. This report has been prepared for this project by GZA GeoEnvironmental, Inc. for the exclusive use of VHB and their project team for specific application to the repairs to culvert as part of the NNEPRA Wells Siding Extension at Station 4050+10 in Berwick, Maine in accordance with generally accepted soil and foundation engineering practices. No Warranty, express or implied, is made.

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APPENDIX B – TEST BORING LOGS

All fractions > 10% <10% fine <10% coarse <10% fine and medium <10% coarse and fine <10% coarse and medium

PROPORTION OF

COMPONENT

Fine to coarse Medium to coarse Fine to medium Coarse Medium Fine

Very Soft Soft Medium Stiff Stiff Very Stiff Hard

Consistency Blows/Ft.

SPT N-Value

< 2 2 - 4 4 - 8 8 - 15 15 - 30

>30

PLASTIC SOILS GRAVEL & SAND

Density

BURMISTER SOIL CLASSIFICATION (INORGANIC)

NAME

GRAVEL, SAND, FINES*

Gravel, Sand, Fines*

COMPONENT

MAJOR

Minor

*See identification of fines table.

Fibrous PEAT (Pt) - Lightweight, spongy, mostly visible organic matter, water squeezes readily from sample. Typically near top of deposit.

Fine Grained PEAT (Pt) - Lightweight, spongy, little visible organic matter, water squeezes reqdily from sample. Typically below fibrous peat.

Organic Silt (OL) - Typically gray to dark gray, often has strong H2S odor. Typically contains shells or shell fragments. Lightweight. Usually found near coastal regions. May contain wide range of sand fractions.

Organic Clay (OH) - Typically gray to dark gray, high plasticity. Usually found near coastal regions. May contain wide range of sand fractions. Need organic content test for final identification.

LOG KEY

Engineers and Scientists

GZA

Geo Environmental, Inc.

ABBREVIATIONS

and some little trace

>50 35 - 50 20-35 10-20 0-10

PERCENT BY

WEIGHT

PROPORTIONAL

TERM

Highly Organic Soils

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

Pt

Silts and Clays Liquid Limit <50

Silts and CLays Liquid Limit >50

Clean Gravels (Little or no fines)

Gravels with Fines (Appreciable amount of fines)

Clean Sands (Little or no fines)

Sands with Fines (Appreciable amount of fines)

Coarse Grained Soils More than 50% of material larger than No. 200 sieve.

Fine Grained Soils More than 50% of material smaller than No. 200 sieve.

Group SymbolsMAJOR DIVISIONS

Sand More than 50% smaller than No. 4 sieve.

Cannot Roll0 1-5 5-10

10-20 20-40

1/4" 1/8" 1/16" 1/32"

SILT

>40 1/64"

Material PI

Gravel More than 50% larger than No. 4 sieve.

IDENTIFICATION OF FINES

Atterberg Thread Dia.

Very Loose Loose Medium Dense Dense Very Dense

Blows/Ft.

SPT N-Value

BURMISTER SOIL CLASSIFICATION (ORGANIC)

GRADATION DESIGNATION

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) (ASTM D 2487)

MR = Mud Rotary HSA = Hollow Stem Auger SSA = Solid Stem Auger SS = Split Spoon Sampler U = Undisturbed Sample (Shelby Tube) MC = Modified California Sampler V = Vibracore M = Macrocore

USCS = Unified Soil Classification System (ASTM D2487) NYCBC = New York City Building Code WOR = Weight of Rods WOH= Weight of Hammer SPT = Standard Penetration Test (ASTM D1586) N-Value = Cumulative number of uncorrected blows for the middle two six-inch intervals (blows/foot).

Tv = Field Vane Shear Test (Torvane) PP = Pocket Penetrometer PI = Plasticity Index MC = Moisture Content CO = Consolidation UC = Unconfined Compression Test SI = Sieve Analysis DS = Direct Shear PID = Photoionization Detector ppm = Parts Per Million REC = Recovery RQD = Rock Quality Designation

= Measured Water Level

< 4 4 - 10 10 - 30 30 - 50

> 50

Clayey SILT

SILT & CLAY

CLAY & SILT

Silty CLAY

CLAY

S-1

S-2

S-3

S-4

S-5

S-6

S-1: Grey/Brown, very stiff, SILT & CLAY and Gravel, little Sand (Fill)

S-2: Gray, wet, medium stiff, Silty CLAY, trace Sand.

S-3: Olive-gray, wet, medium stiff, Silty CLAY, little Sand, trace Gravel.

S-4: Gray, wet, medium stiff, Silty CLAY.

S-5: Gray, wet, Silty CLAY.

S-6: Gray, wet, Silty CLAY.

1 - Ground surface elevation was estimated by interpolating between available 1.0' contours on the plan provided by VHB, and is estimated to the nearest 0.5'.

Locations were approximately located using a handheld GPS unit and should be considered accurate to the degree implied.

2 - Automatic hammer NEBC #D28 Energy Transfer Ratio = 0.765.

3 - Water level estimated based on soil descriptions.

14 15 8 7

1 1 1 2

WOH

WOH

3 3

WOR

WOH

1 WOH

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

ASPHALT

FILL

SILTY CLAY

0.7

1.0- 3.0

5.0- 7.0

10.0- 12.0

15.0- 17.0

20.0- 22.0

25.0- 27.0

66.3

63.0

Drilling Co.: NAVD88

G Z

A T

E M

P

LA

T E

T E

S T

B O

R

IN

G ; 1

/1 1/

1:

:3

P

M

H. Datum:

Groundwater Depth (ft.)

Automatic Hammer

45.2

SPT

Value

Boring Location (N,E):Type of Rig:

R em ar kCasing

Blows/ Core Rate

Erin Tome New England Boring Contractors G. McDugal

SS

2.0

Rec.

(in)

9/14/23 Hammer Weight (lb.):

Hammer Fall (in.):

Auger or Casing O.D./I.D Dia (in.):

R E

M A

R K

S

See Remark 3

5.0

Exploration No.:

GZ-1 (Downstream)

Engineers and Scientists

Foreman:

No.

Hammer Type:

Rig Model:

Drilling Method:

Mobile B-53

ATV

Sampler Type:

Sampler O.D. (in.):

Sampler Length (in.):

Rock Core Size:

9/14/2023 - 9/14/2023

NQ3.5"/3"

Drive & Wash

See Plan

Sample Description and Identification (Modified Burmister Procedure)Blows

(per 6 in.)

Great Meadow Culvert Replacement Acadia National Park

Bar Harbor, Maine

Final Boring Depth (ft.):

Stab. TimeTime

Stratum Description

D ep th (f t.

Pen.

(in)

Field Test Data

EXPLORATION NO.: GZ-1 (Downstream) SHEET: 1 of 2

PROJECT NO: 09.0026196.00

REVIEWED BY: N. Williams

Depth (ft)

See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made.

Depth (ft.) E le v.

(f t.

V. Datum:

Water Depth

GZA

GeoEnvironmental, Inc.

Ground Surface Elev. (ft.):

Date Start - Finish:

TEST BORING LOG

Date

Sample

Logged By:

R

32.4

27.6

S-7

S-8

S-9 C-1

C-2

S-7: Gray, wet, Silty CLAY.

S-8: Top 3": Gray, wet, medium stiff, Silty CLAY, trace fine Sand.

Middle 2": Brown, wet, fine to coarse SAND and GRAVEL.

Bottom 19": Gray, wet, medium stiff, Silty CLAY, trace fine Sand.

S-9: Gray, wet, GRAVEL and fine to coarse SAND, some Silty Clay.

C-1: Top 2": Fractured SCHIST and Clay infilling.

Bottom 30": Very Hard, fresh, coarse grained, gray, GRANITE. Joints are close, low angle to high angle, undulating, smooth, open.

Recovery = 100% Core times (min. sec.) 40.2-41.2' (5:05), 41.2-42.2' (6:13), 42.2-42.9' (9:17) C-2: Very hard, fresh, coarse grained, gray, GRANITE.

Joints are close to moderately spaced, high angle, undulating, smooth, fresh, moderately wide, clay infilling at at 45.0'.

Recovery = 100% Core times (min:sec): 42.9-43.2' (1:47), 43.2-44.2' (3:28), 44.2-45.2' (3:55).

End of exploration at 45.2 feet.

WOR

WOR

WOR

WOR

WOR 4

2 WOH

50/2"

RQD=55%

RQD=36%

SILTY CLAY

GLACIAL TILL

BEDROCK

38.5

40.2

45.2

32.4

27.6

30.0- 32.0

35.0- 37.0

40.0- 40.2 40.2- 42.9 42.9- 45.2

28.5

26.8

21.8

Drilling Co.: NAVD88

G Z

A T

E M

P

LA

T E

T E

S T

B O

R

IN

G ; 1

/1 1/

1:

:4

P

M

H. Datum:

Groundwater Depth (ft.)

Automatic Hammer

45.2

SPT

Value

Boring Location (N,E):Type of Rig:

R em ar kCasing

Blows/ Core Rate

Erin Tome New England Boring Contractors G. McDugal

SS

2.0

Rec.

(in)

9/14/23 Hammer Weight (lb.):

Hammer Fall (in.):

Auger or Casing O.D./I.D Dia (in.):

R E

M A

R K

S

See Remark 3

5.0

Exploration No.:

GZ-1 (Downstream)

Engineers and Scientists

Foreman:

No.

Hammer Type:

Rig Model:

Drilling Method:

Mobile B-53

ATV

Sampler Type:

Sampler O.D. (in.):

Sampler Length (in.):

Rock Core Size:

9/14/2023 - 9/14/2023

NQ3.5"/3"

Drive & Wash

See Plan

Sample Description and Identification (Modified Burmister Procedure)Blows

(per 6 in.)

Great Meadow Culvert Replacement Acadia National Park

Bar Harbor, Maine

Final Boring Depth (ft.):

Stab. TimeTime

Stratum Description

D ep th (f t.

Pen.

(in)

Field Test Data

EXPLORATION NO.: GZ-1 (Downstream) SHEET: 2 of 2

PROJECT NO: 09.0026196.00

REVIEWED BY: N. Williams

Depth (ft)

See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made.

Depth (ft.) E le v.

(f t.

V. Datum:

Water Depth

GZA

GeoEnvironmental, Inc.

Ground Surface Elev. (ft.):

Date Start - Finish:

TEST BORING LOG

Date

20.5

S-1

S-2

S-3

U1

S-4

S-5

S-6

S-1: Top 3": Dark brown, moist, SILT with Roots.

Bottom 7": Olive/gray, moist, medium stiff, SILT & CLAY, trace fine to coarse Sand.

S-2: Olive/gray, wet, stiff, CLAY & SILT, trace Sand.

S-3: Gray, wet, medium stiff to stiff, Silty CLAY.

MV1 (10'): Could not advance vane.

U1: Gray, medium stiff, Silty CLAY Su (Lab)= 742 psf

S-4: Gray, wet, medium stiff, Silty CLAY.

V1 (17.6-18.0'):Traw = 29.0/5.0 ft-lbs (Su = 796/137 psf) V2 (18.6-19.0): Traw = 22.0/4.0 ft-lbs (Su = 604/110 psf)

S-5: S-5: Gray, wet, medium stiff, Silty CLAY.

V3 (20.6-21.0'):Traw = 22.0/3.0 ft-lbs (Su = 604/82 psf) V4 (21.6-22.0): Traw = 24.0/4.0 ft-lbs (Su = 824/110 psf) Drill "chatter" and increase in resistance during roller cone advancement at 23' indicates probable stratum change.

S-6: Gray, wet, medium dense, GRAVEL and fine to coarse SAND, little Silty Clay.

Increase in roller cone resistance during advancement at 24.0.

1 - Ground surface elevation was estimated by interpolating between available 1.0' contours on the plan provided by VHB, and is estimated to the nearest 0.5'.

Locations were approximately located using a handheld GPS unit and should be considered accurate to the degree implied.

2 - Automatic hammer NEBC #D28 Energy Transfer Ratio = 0.765.

3 - "V" indicates successful field vane; MV indicates unsuccessful field vane. Field Vanes conducted with a 65x130 mm rectangular vane. Su (Lab) refers to the measured shear strength of the material collected within the tube sample, conducted with a laboratory vane.

4 - Water level estimated based on soil descriptions.

1 1 4 7

2 6 7 8

WOH

WOH

1 1

6 7 8 14

TOPSOIL

FILL

SILTY CLAY

GLACIAL TILL

0.3

0.0- 2.0

5.0- 7.0

10.0- 12.0

15.0- 17.0

17.0- 19.0

20.0- 22.0

25.0- 27.0

63.7

61.0

41.0

Drilling Co.: NAVD88

G Z

A T

E M

P

LA

T E

T E

S T

B O

R

IN

G ; 1

/1 1/

1:

:4

P

M

H. Datum:

Groundwater Depth (ft.)

Automatic Hammer

37.7

SPT

Value

Boring Location (N,E):Type of Rig:

R em ar kCasing

Blows/ Core Rate

Erin Tome New England Boring Contractors G. McDugal

SS

2.0

Rec.

(in)

9/15/23 Hammer Weight (lb.):

Hammer Fall (in.):

Auger or Casing O.D./I.D Dia (in.):

R E

M A

R K

S

See Remark 4

5.0

Exploration No.:

GZ-2 (Upstream)

Engineers and Scientists

Foreman:

No.

Hammer Type:

Rig Model:

Drilling Method:

Mobile B-53

ATV

Sampler Type:

Sampler O.D. (in.):

Sampler Length (in.):

Rock Core Size:

9/15/2023 - 9/15/2023

NQ3.5"/3"

Drive & Wash

See Plan

Sample Description and Identification (Modified Burmister Procedure)Blows

(per 6 in.)

Great Meadow Culvert Replacement Acadia National Park

Bar Harbor, Maine

Final Boring Depth (ft.):

Stab. TimeTime

Stratum Description

D ep th (f t.

Pen.

(in)

Field Test Data

EXPLORATION NO.: GZ-2 (Upstream) SHEET: 1 of 2

PROJECT NO: 09.0026196.00

REVIEWED BY: N. Williams

Depth (ft)

See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made.

Depth (ft.) E le v.

(f t.

V. Datum:

Water Depth

GZA

GeoEnvironmental, Inc.

Ground Surface Elev. (ft.):

Date Start - Finish:

TEST BORING LOG

Date

R0

S-7

C-1 C-2 C-3 C-4

C-5

C-6

S-7: No Recovery Increase in roller core resistance during advancement at 30.7'. Advanced to 31', sand blowing into casing at 31', advanced 3" casing to 31.7' and set up to core.

C-1: GRANITE fractured into gravel pieces C-2: GRANITE fractured into gravel pieces C-3: No Recovery C-4: Hard, slightly weathered, aphanitic, gray, SCHIST joints are low angle to vertical, undulating, smooth, discolored.

Recovery = 100% Core times: 32.7-33' (1:29), 33-34' (0:52), 34-34.9' (1:24) C-5: SCHIST fractured into gravel pieces C-6: Hard, fresh, aphanitic, gray, SCHIST, joints are extremely close to close, low angle, undulating, smooth, fresh to discolored, partially open to moderately wide.

Recovery = 100% Core Times: 35.7-36.7' (3:04), 36.7-37.7' (2:41)

End of exploration at 37.7 feet.

50/3"

RDQ = 0

RDQ = 0

RDQ = 0

GLACIAL TILL

PROBABLE COBBLES

/ BOULDERS

BEDROCK

30.7

32.7

37.7

30.0- 30.3 31.0- 31.7 31.7- 32.4 32.4- 32.7 32.7- 34.9 34.9- 35.7 35.7- 37.7

33.3

31.3

26.3

Drilling Co.: NAVD88

G Z

A T

E M

P

LA

T E

T E

S T

B O

R

IN

G ; 1

/1 1/

1:

:4

P

M

H. Datum:

Groundwater Depth (ft.)

Automatic Hammer

37.7

SPT

Value

Boring Location (N,E):Type of Rig:

R em ar kCasing

Blows/ Core Rate

Erin Tome New England Boring Contractors G. McDugal

SS

2.0

Rec.

(in)

9/15/23 Hammer Weight (lb.):

Hammer Fall (in.):

Auger or Casing O.D./I.D Dia (in.):

R E

M A

R K

S

See Remark 4

5.0

Exploration No.:

GZ-2 (Upstream)

Engineers and Scientists

Foreman:

No.

Hammer Type:

Rig Model:

Drilling Method:

Mobile B-53

ATV

Sampler Type:

Sampler O.D. (in.):

Sampler Length (in.):

Rock Core Size:

9/15/2023 - 9/15/2023

NQ3.5"/3"

Drive & Wash

See Plan

Sample Description and Identification (Modified Burmister Procedure)Blows

(per 6 in.)

Great Meadow Culvert Replacement Acadia National Park

Bar Harbor, Maine

Final Boring Depth (ft.):

Stab. TimeTime

Stratum Description

D ep th (f t.

Pen.

(in)

Field Test Data

EXPLORATION NO.: GZ-2 (Upstream) SHEET: 2 of 2

PROJECT NO: 09.0026196.00

REVIEWED BY: N. Williams

Depth (ft)

See Log Key for explanation of sample description and identification procedures. Stratification lines represent approximate boundaries between soil and bedrock types. Actual transitions may be gradual. Water level readings have been made at the times and under the conditions stated. Fluctuations of groundwater may occur due to other factors than those present at the times the measurements were made.

Depth (ft.) E le v.

(f t.

V. Datum:

Water Depth

GZA

GeoEnvironmental, Inc.

Ground Surface Elev. (ft.):

Date Start - Finish:

TEST BORING LOG

Date

APPENDIX C – LABORATORY TEST RESULTS

As Rcvd

Moisture

Content

LL

PL

OD

LL

Gravel

Sand

Fines

Org.

pH gd

MAX (pcf)

Wopt gd

MAX (pcf)

Wopt (%)

(Corr.)

Dry unit wt.

(pcf)

Test

Moisture

Content %

Target

Test Setup as % of

Proctor

CBR

0.1"

CBR

0.2"

Permeability cm/sec

D2216 D2974 D4792

GZ-1 S-1 1-3 23-S-3884 36.4 13.6 50.0

Grey SILT & CLAY and f-c

GRAVEL, little f-c Sand

GZ-1 S-2 5-7 23-S-3885 30.3 Moisture Content Only

GZ-1 S-3 10-12 23-S-3886 32.0 39 19 6.7 19.1 74.2

Olive CLAY & SILT, little f-c Sand, trace fine Gravel

GZ-1 S-4 15-17 23-S-3887 46.6 Moisture Content Only

GZ-1 S-5 20-22 23-S-3888 47.5 Moisture Content Only

GZ-1 S-6 25-27 23-S-3889 36.9 Moisture Content Only

GZ-1 S-7 30-32 23-S-3890 40.1 43 18 Grey Silty CLAY

GZ-1 S-8 35-37 23-S-3891 16.4 Moisture Content Only

GZ-2 S-2 5-7 23-S-3892 0.0 5.5 94.5

Brown CLAY & SILT, trace f-m

Sand

Date Reviewed: 09.28.23Reviewed By:09.21.23

Depth

(ft)

LABORATORY TESTING DATA SHEET, Report No.: 7423-J-178

Identification Tests Proctor / CBR / Permeability Tests

Date Received:

Laboratory

No.

Boring No.

Laboratory Log and

Soil Description

D6913

Sample ID

D4318 D1557

195 Frances Avenue Client Information:

Let's Build a Solid Foundation cts.thielsch.com Assigned By:

Collected By:

E. Tome

E. Tome

09.27.23

Moisture Contents tested by AV on 09.21.23

Project Information:

Cranston RI, 02910 GZA GeoEnvironmental, Inc.

Fax: (401)-467-2398

Acadia National Park Culvert Replacement

Project Manager: N. Williams

Bar Harbor, ME

Project Number: 09.0026196.00

Summary Page:

Report Date:

Phone: (401)-467-6454 South Portland, ME

This report only relates to items inspect and/or tested. No warranty, expressed or implied, is made.

This report shall not be reproduced, except in full, without prior written approval from the Agency, as defined in ASTM E329.

http://www.thielsch.com/ http://www.thielsch.com/ http://www.thielsch.com/ http://www.thielsch.com/ http://www.thielsch.com/ http://www.thielsch.com/ http://www.thielsch.com/

Town(s):

Boring & Sample Station Sample Depth Lab Organic W.C. L.L. P.I.

ID Number (Feet) No. (Feet) Number % Unified AASHTO Frost

GZ-1 S-1 1-3 S-3884 16.5 ML A-4(0)

GZ-1 S-2 5-7 S-3885 30.3

GZ-1 S-3 10-12 S-3886 32.0 39 20 CL A-6(14) IV

GZ-1 S-4 15-17 S-3887 46.6

GZ-1 S-5 20-22 S-3888 47.5

GZ-1 S-6 25-27 S-3889 36.9

GZ-1 S-7 30-32 S-3890 40.1 43 25 CL A7-6

GZ-1 S-8 35-37 S-3891 16.4

GZ-2 S-2 5-7 S-3892 26.9 ML A-4(0) III

Classification of these soil samples is in accordance with AASHTO Classification System M-145-95. This classification is followed by the "Frost Susceptibility Rating" from zero (non-frost susceptible) to Class IV (highly frost susceptible).

The "Frost Susceptibility Rating" is based upon the MDOT and Corps of Engineers Classification Systems.

GSDC = Grain Size Distribution Curve as determined by AASHTO T 88-19 and/or ASTM D 7928-21e1 (Last Updated June 2021)

WC = water content as determined by AASHTO T 265-19 and/or ASTM D 2216-19

LL = Liquid limit as determined by AASHTO T 89-17 and/or ASTM D 4318-17E01

PI = Plasticity Index as determined by AASHTO 90-16 and/or ASTM D4318-17E01

Waterville, ME

Trafton Rd. BridgeProject ID:

Classification

GZA Project Number: 09.0026186.00

MDOT Project Number:

CTS Laboratory

State of Maine - Department of Transportation

Laboratory Testing Summary Sheet

401.467.6454 | cts.thielsch.com

195 Frances Ave, Cranston RI 02910

This report only relates to items inspect and/or tested. No warranty, expressed or implied, is made.

This report shall not be reproduced, except in full, without prior written approvel from the Agency, as defined in ASTM

E329.

09.0026196.00Bar Harbor

Great Meadow Culvert Replacement

Th es e re su lt s ar e fo r th e ex cl u si ve u se o f th e cl ie n t fo r w h o m t h ey w er e o b ta in ed . T h is r ep o rt o n ly r el at es t o it em s in sp ec t an d

/o r te st ed . N o w ar ra n ty

, e xp re ss ed o r im p lie d , i s m ad e.

Tested By: ML Checked By: Andrew Vanasse

Particle Size Distribution Report

PE

R C

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 20.1 16.3 2.2 5.2 6.2 50.0 in in in

½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

SIEVE SIZE PERCENT SPEC.* PASS?

OR DIAMETER FINER PERCENT (X=NO)

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Borings Depth: 1-3' Sample Number: GZ-1 / S-1 Date:

Client:

Project:

Project No: Figure

Grey SILT & CLAY and f-c GRAVEL, little f-c Sand 1 1/2"

1" 3/4" 1/2" 3/8" #4

#10 #20 #40 #60

#100 #200

100.0 88.5 79.9 69.0 66.1 63.6 61.4 58.9 56.2 53.9 51.9 50.0

NP NV NP

26.7762 22.6188 1.2130

ML A-4(0)

Sample visually classified as plastic. Sample rolled to 1/8".

VHB

Acadia National Park Culvert Replacement Bar Harbor, ME

09.0026196.00

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

09.25.23

23-S-3884

Thielsch Engineering Inc.

Cranston, RI e re su lt s ar e fo r th e ex cl u si ve u se o f th e cl ie n t fo r w h o m t h ey w er e o b ta in ed . T h is r ep o rt o n ly r el at es t o it em s in sp ec t an d

/o r te st ed . N o w ar ra n ty

, e xp re ss ed o r im p lie d , i s m ad e.

Tested By: RB Checked By: Andrew Vanasse

LIQUID AND PLASTIC LIMITS TEST REPORT

PL

A

ST

IC

IT

Y

IN

D

EX

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or O L

CH or O H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

W A

TE

R

C O

N

TE

N T

37.2

37.6

38.4

38.8

39.2

39.6

40.4

40.8

41.2

NUMBER OF BLOWS

5 6 7 8 9 10 20 25 30 40

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Source of Sample: Borings Depth: 10-12' Sample Number: GZ-1 / S-3

Thielsch Engineering Inc.

Cranston, RI Figure

Olive CLAY & SILT, little f-c Sand, trace fine Gravel 39 19 20 81.4 74.2 CL

09.0026196.00 VHB

23-L-3886

Acadia National Park Culvert Replacement

Bar Harbor, ME e re su lt s ar e fo r th e ex cl u si ve u se o f th e cl ie n t fo r w h o m t h ey w er e o b ta in ed . T h is r ep o rt o n ly r el at es t o it em s in sp ec t an d

/o r te st ed . N o w ar ra n ty

, e xp re ss ed o r im p lie d , i s m ad e.

Tested By: RB Checked By: Andrew Vanasse

Particle Size Distribution Report

PE

R C

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 6.7 4.9 7.0 7.2 39.5 34.7 in in in

½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

SIEVE SIZE PERCENT SPEC.* PASS?

OR DIAMETER FINER PERCENT (X=NO)

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Borings Depth: 10-12' Sample Number: GZ-1 / S-3 Date:

Client:

Project:

Project No: Figure

Olive CLAY & SILT, little f-c Sand, trace fine Gravel 1/2" 3/8" #4

#10 #20 #40 #60

#100 #200

0.0418 mm.

0.0300 mm.

0.0216 mm.

0.0154 mm.

0.0113 mm.

0.0082 mm.

0.0059 mm.

0.0042 mm.

0.0030 mm.

0.0013 mm.

100.0 96.8 93.3 88.4 84.5 81.4 78.9 76.9 74.2 69.9 66.2 62.5 59.3 57.8 53.1 49.6 44.0 40.2 28.5

19 39 20

2.6692 0.9484 0.0167

0.0060 0.0014

CL A-6(14)

VHB

Acadia National Park Culvert Replacement Bar Harbor, ME

09.0026196.00

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

09.27.23

23-S-3886 e re su lt s ar e fo r th e ex cl u si ve u se o f th e cl ie n t fo r w h o m t h ey w er e o b ta in ed . T h is r ep o rt o n ly r el at es t o it em s in sp ec t an d

/o r te st ed . N o w ar ra n ty

, e xp re ss ed o r im p lie d , i s m ad e.

Tested By: RB Checked By: Andrew Vanasse

LIQUID AND PLASTIC LIMITS TEST REPORT

PL

A

ST

IC

IT

Y

IN

D

EX

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or O L

CH or O H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

W A

TE

R

C O

N

TE

N T

41.5

42.5

43.5

44.5

45.5

NUMBER OF BLOWS

5 6 7 8 9 10 20 25 30 40

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Source of Sample: Borings Depth: 30-32' Sample Number: GZ-1 / S-7

Thielsch Engineering Inc.

Cranston, RI Figure

Grey Silty CLAY 43 18 25

09.0026196.00 VHB

23-L-3890

Acadia National Park Culvert Replacement

Bar Harbor, ME e re su lt s ar e fo r th e ex cl u si ve u se o f th e cl ie n t fo r w h o m t h ey w er e o b ta in ed . T h is r ep o rt o n ly r el at es t o it em s in sp ec t an d

/o r te st ed . N o w ar ra n ty

, e xp re ss ed o r im p lie d , i s m ad e.

Tested By: RB Checked By: Andrew Vanasse

Particle Size Distribution Report

PE

R C

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.4 1.1 4.0 45.9 48.6 in in in

½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

SIEVE SIZE PERCENT SPEC.* PASS?

OR DIAMETER FINER PERCENT (X=NO)

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Borings Depth: 5-7' Sample Number: GZ-2 / S-2 Date:

Client:

Project:

Project No: Figure

Brown CLAY & SILT, trace f-m Sand #4

#10 #20 #40 #60

#100 #200

0.0362 mm.

0.0262 mm.

0.0192 mm.

0.0137 mm.

0.0103 mm.

0.0075 mm.

0.0055 mm.

0.0040 mm.

0.0029 mm.

0.0013 mm.

100.0 99.6 99.3 98.5 97.7 96.5 94.5 90.8 87.4 83.0 81.1 76.5 72.6 67.1 61.3 55.7 39.9

NP NV NP

0.0330 0.0223 0.0037 0.0021

ML A-4(0)

Sample visually classified as plastic. Sample rolled below 1/8".

VHB

Acadia National Park Culvert Replacement Bar Harbor, ME

09.0026196.00

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

09.27.23

23-S-3892

Tested By: sjr Checked By: 9/26/2023

Soil Metrics LLC

Cape Elizabeth, Maine

Client:

Project:

Project No.: Figure

GZA

Acadia Culvert - Cromwell Brook, Bar Harbor, Maine

166-32 - GZA Project No 09.0026196.00

SOURCE

NATURAL

USCS

SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY LIQUIDITY

NO. CONTENT LIMIT LIMIT INDEX INDEX

SOIL DATA

PL

A

ST

IC

IT

Y

IN

D

EX

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH or O H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

LIQUID AND PLASTIC LIMITS TEST REPORT

GZ-2 U1 15-17 30.7 21.6 36.5 14.9 0.6

Consolidation Test Data Summary Report

Lab Test No: ICON 68‐423 Boring No. GZ‐2 Sample No: U1 Boring Elevation (ft). ‐‐ Sample Depth (ft): 15‐17 Test Specimen Depth (Ft): 16.2 Test Specimen Elevation: ‐‐‐ Water Content (%): 30.7 Dry Unit Weight (pcf): 89.0 Wet Unit Weight (pcf): 116.3 Saturation Before (%): 97.3 Saturation After (%): 100 Void Ratio Before: 0.99 Void Ratio After: 0.78 Overburden Pressure (psf): ‐‐ Max Previous stress (psf): 5,200 Max Prev. stress (Work) (psf): 5,500

OCR: ‐‐

Compression Index (CCE): 0.154 Recompression Index (CRE): 0.014 Liquid Limit: 36.5 Plastic Limit: 21.6 Plasticity Index: 14.9 Liquidity Index: 0.61

Lab Vane Su at 16.37 ft. (psf) 742 Tested By: sjr Date Tested: 9/20/2023 Checked By: sjr Note 1: The calculations for the Max Previous Stress, the Compression Index and the Recompression Index are provided for the convienience of the Specifier. The Specifier should make their own independent assessment of Maximum Previous stress, Cce and Cre for use in any engineering analyses.

Client: GZA ‐ PN: 09.0026196.00

Sample Description: Gray silty clay Preparation: Trimmed Shelby Tube from re‐load curve

Project Name: Acadia Culvert Project Number: 166‐32 Project Location: Bar Harbor, Maine

100 1000 10000 100000

St ra in

Vertical Stress, (psf)

GZ‐2 U1

Casagrande Construction for Preconsolidation Stress p' (~5,200 psf)

Half Load Increment Ratio (LIR = 0.5) in first load cycle to better define the maximum previous stress. Cv data not accurate in this load cycle. Use the Cv data from the reload cycle where standard Load Increment Ration (LIR = 1.0 was used)

One-Dimensional Consolidation by ASTM D2435 - Method B

2023-09-26 11:11:21 2.3.16.137 / 2.3.16.137 1

Project: Acadia Culvert

Boring No.: GZ-2

Sample No.: U1

Test No.: Icon 68-423

Description: Gray silty Clay.

Remarks: Very thin (> 0.2 mm) sand layer noted in sample tested.

Location:

Tested By: SJR

Test Date: 9/20/2023

Sample Type: wet

Project No.: 166-32

Checked By: sjr

Depth: 16.2

Elevation: --

Displacement at End of Primary

Summary Report

100 1000 10000 100000

Vertical Stress, psf

0.25

0.20

0.15

0.10

0.05

0.00

D is pl ac em en t, in

Before Test After Test

Current Vertical Effective Stress: 0 psf

Preconsolidation Stress: 0 psf

Compression Ratio: 0

Diameter: 2.5 in

LL: 37 PL: 22

Height: 1 in

PI: 15 GS: 2.83

Water Content, %

Dry Unit Weight, pcf

Saturation, %

Void Ratio

33.87

89.008

97.26

0.99

27.71

99.062

100.00

0.78

2023-09-26 11:11:22 2.3.16.137 / 2.3.16.137 2

Project:…