MDNR Torch River Bridge BAS Specs Vol 2.pdf

GRETCHEN WHITMER

GOVERNOR

STATE OF MICHIGAN

DEPARTMENT OF TECHNOLOGY, MANAGEMENT & BUDGET

LANSING

MICHELLE LANGE

DIRECTOR

DESIGN & CONSTRUCTION DIVISION

3111 W. ST. JOSEPH STREET ● LANSING, MICHIGAN 48917

www.michigan.gov/dtmb ● 517-284-7910

1/16/2024

Beckett & Raeder, Inc.

535 W. William St. Suite 101 Ann Arbor MI 48103

SUBJECT: File No. 751/20126.GAG

DNR – Torch River Bridge Boating Access Site Plan Review for Soil Erosion & Sedimentation Control (SESC)

The Dept. of Technology, Management & Budget (DTMB), Design and Construction Division, Soil Erosion and Sedimentation Control Program, has received the project drawings and specifications for the Torch River Bridge Boating Access Site.

Upon review, the following comments are issued for your consideration.

Project Specifications/Drawings

1. As an Authorized Public Agency (APA), DTMB is responsible for controlling erosion and off-site sedimentation on DTMB construction projects. Following the award of a contract, the contractor shall prepare and issue for approval a Contractor Checklist and an “SESC Implementation Plan”, which indicates the contractor’s intended implementation of the SESC on the project, including a schedule. The SESC Program, upon approval of the implementation plan, will issue the contractor an “Authorization to Proceed with Earth Change”, which is to be posted at the jobsite.

This document is issued in lieu of a permit from the county.

If you have any questions or concerns, please contact me at (517) 388-3045 or email me at mcgarryc@michigan.gov

Sincerely, Christopher J. McGarry SESC, Health & Safety Administrator

Enclosure

C: Gerald Gregorski, DTMB Ken Dao, DTMB SESC File mailto:mcgarryc@michigan.gov

EH-54; 2/22

2022 Permit Application - Septic System/Water Well Antrim and Emmet Counties

Existing Well - Out of Water: □ Yes □ No □ NA Name of Well Driller: _______________________________________

Proposed Well Use: ______________________________

Existing Septic - Failed or Failing: □ Yes □ No □ NA Name of Septic Contractor: __________________________________

Septic System Age: ____

Proposed drainfield location identified: □ Yes □ No If No, by what date: _____________ The area of the proposed drainfield must be clearly identified by digging 36”-48” deep test holes, providing flagging or marked in a manner that is highly visible and positively defines the proposed area.

Note: Sites with difficult soil conditions may require backhoe excavations, at the owner’s expense, to complete permitting activity.

Non-Residential – Additional Information:

Type of Facility/Use: ___________________________________ Maximum # of People/Day: _____

Food Facility Only: Number of Seats (including outdoor seating): ____ Number of Meals/Day: ____

This department requires that the owner or his/her representative draw a site plan and directions to the property described above. Please use the back of this form and attach the appropriate documentation. Failure to draw a site plan, or provide adequate directions to the property may delay the process of this permit/report.

I hereby authorize Health Department of Northwest Michigan to access the above described property to determine its suitability for the development plans indicated, to conduct such tests as may be necessary in order to obtain information required for this evaluation, and to conduct inspections of permitted facilities. I also agree to comply with the requirements of the District Sanitary Code for the county, and with the applicable laws of the State of Michigan.

Signature of Owner:______________________________________ Phone #:__________________________________ Date:_____________

Residential Non-Residential FOR DEPARTMENT USE

□ Septic (New) - $336 □ Septic (New) - $399 Fee___________________________

□ Septic (Replacement) - $336 □ Septic (Replacement) - $399 Application #___________________

□ Well - $263 □ Type I Public Well - $263 Miss Dig Ticket # ________________

□ Septic Tank Only - $258 □ Type III Public Well (Inc. Irrigation Wells) - $263 Comp. Date:____________________

Permits for the installation of sewage treatment and disposal systems and water supply systems are required under Sections 4-2 and 6-2 of the 2017 District Sanitary Code serving Antrim, Charlevoix, Emmet, And Otsego Counties. It is unlawful to construct, repair, alter, or extend such systems until permit(s) are issued by this agency.

Property Information Year Parcel Created: □ Prior to 1997 □ 1997-present Size of Parcel: ______ acres County:_______________________

Property Tax ID# (MANDATORY):___________________________________ Township:_____________________ Section#:____

Address:__________________________________________ City:______________________________ Zip code:__________

Subdivision: _______________________________________________________ Lot #: _____

Total Number of Bedrooms (including bonus Rooms): _____ □ Replacement for an Existing Use □ New or Change of Use

Owner Information

Owner Name:______________________________________________________________________________________________

Mailing Address:___________________________________ City:_______________________ State:_____ Zip code:__________

Phone Number:_________________________________ Email:_____________________________________________________

Send Report to (if other than owner) Name: ____________________________________________________________________________________________________

Address:_________________________________ City:____________________________ State:_____ Zip code:__________

Phone Number(required):_________________________________ Email:_____________________________________________

517-881-3492 01-05-24

Kyra Vander Meulen Text Box X

Kyra Vander Meulen Text Box Antrim

Kyra Vander Meulen Text Box Milton

Kyra Vander Meulen Text Box 05-12-700-010-01, 05-12-700-015-00, 05-12-700-034-00

Kyra Vander Meulen Text Box 12565 SW Torch Lake Drive

Kyra Vander Meulen Text Box Rapid City

Kyra Vander Meulen Text Box 49676

Kyra Vander Meulen Text Box

Kyra Vander Meulen Text Box X

Kyra Vander Meulen Text Box MDNR (contact:Matt Lincoln)

Kyra Vander Meulen Text Box 525 West Allegan Street

Kyra Vander Meulen Text Box Lansing

Kyra Vander Meulen Text Box

MI

Kyra Vander Meulen Text Box 48909

Kyra Vander Meulen Text Box 517-889-5432

Kyra Vander Meulen Text Box

LINCOLNM@MICHIGAN.GOV

Kyra Vander Meulen Text Box Christy Summers

Kyra Vander Meulen Text Box 535 West William, Suite 101, Kyra Vander Meulen Text Box Ann Arbor

Kyra Vander Meulen Text Box

MI

Kyra Vander Meulen Text Box 48103

Kyra Vander Meulen Text Box X

Kyra Vander Meulen Text Box

NA

Kyra Vander Meulen Text Box *holding tank for vault toilet

Kyra Vander Meulen Text Box *holding tank for vault toilet

Kyra Vander Meulen Text Box *Site for holding tank for vault toilet has been identified and is shown on plans. Test holes have not been dug, as holding tank will not infiltrate

Kyra Vander Meulen Text Box X

Kyra Vander Meulen Text Box

NA

Kyra Vander Meulen Text Box X

Kyra Vander Meulen Text Box Boat launch with public vault toilets

EH-54; 2/22

Permit Application - Septic System/Well

Directions to site: (include name of nearest crossroad/landmarks/neighboring house number)________________________________

INCLUDE ON SKETCH (If Known): PLEASE COMPLETE A SITE PLAN SKETCH BELOW

1. Property lines/dimensions

2. Location of ALL buildings – include distance to roads/landmarks

3. Well locations - (proposed and/or existing) distance to septic/drain field

4. Neighboring well/septic system locations

5. Septic tank and drainfield location(s) -proposed and/or existing

6. Location(s) of streets/roads

7. Location(s) of body(ies) of water

8. Location(s) of underground and above ground fuel storage tanks

9. Test hole locations

10. Indicate proposed additions/changes to existing buildings for remodeling

11. Attach existing and proposed floor plan for remodeling.

12. Location of utilities; i.e. electric, gas, phone (call Miss Dig 811) Attach copy of (8 ½” x 11”) Property Survey

Office Locations

FOR HEALTH DEPARTMENT USE ONLY:

Date Received:_________________ Amount Received:__________ Cash:________ Check:________ CC # ________________

Receipt #:_____________________

□ Mound Design/Review:

Date Received:_________________ Amount Received:__________ Cash:________ Check:________ CC # ________________

Receipt #:_____________________

Antrim 209 Portage Dr.

Bellaire, MI 49615

(231) 533-8670

Fax (231) 533-8450

Charlevoix 220 W. Garfield

Charlevoix, MI 49720

(231) 547-6523

Fax (231) 547-6238

Emmet 3434 Harbor-Petoskey Rd., Suite

A Harbor Springs, MI 49740

(231) 347-6014 Fax (231) 347 2861

Otsego 95 Livingston Blvd.

Gaylord, MI 49735

(989) 732-1794 Fax (989) 732-3285

Kyra Vander Meulen Text Box Directions to the boat launch site are from Elk Rapids/ Highway 31. At the intersection of highway 31 and Ames St, take Ames Street east for 1.2 miles. Continue on as Ames Street becomes Cairn Highway for 2.4 miles, and continue on again as Cairn Highway becomes Cherry Avenue. Turn east (left) to stay on Cherry Avenue/593 . Just past the intersection of Torch Lake Drive the existing boat access will be immediately to the north. There is an existing driveway near the boat launch. To the east along Cherry Avenue is Torch River Bridge and to the west is a private office building (12939 Cherry Ave)

Kyra Vander Meulen Text Box

SEE PLANS & DETAILS ATTACHED

Revision Date: 3/2022

APPENDIX IV

SUBSURFACE CONDITIONS

Expanded Boating Access Site at the Torch River Bridge

Rapid City, Michigan

Beckett & Raeder, Inc.

Ann Arbor, Michigan

October 24, 2022

TTL Project No. 2103601

TTL Associates, Inc.

1915 North 12th Street Toledo, OH 43604-5305 419-324-2222 www.ttlassoc.com

Geotechnical Subsurface Investigation file://///tol-dfs1.ttl.local/dfs/Testing/Projects/2131201%20-%20Method%20Architecture%20-%20Proposed%20Oil%20Change%20Facility%20Addition%20-%20Toledo%20Ohio/Reports%20and%20Other%20Deliverables/Parts/www.ttlassoc.com

Teamwork - Trust - Leadership Since 1927

October 24, 2022 TTL Project No. 2103601

Ms. Christy Summers

Beckett & Raeder, Inc.

535 West Williams Street – Suite 101

Ann Arbor, Michigan 48103

Geotechnical Subsurface Investigation

Expanded Boating Access Site at the Torch River Bridge

12565 Southwest Torch Lake Drive

Rapid City, Michigan

Dear Ms. Summers:

Following is the report of the geotechnical subsurface investigation performed by TTL

Associates, Inc. (TTL) for the referenced project. This study was performed in accordance with

TTL Proposal No. 2103601, dated May 27, 2021, and authorized by you on August 11, 2021.

The project was placed on hold until questions regarding potential environmental concerns were addressed. A Change Order for additional borings and containerization of lakeside samples, dated May 13, 2022, was authorized by you on July 26, 2022.

This final report contains the results of our study, our engineering interpretation of the results with respect to the project characteristics, and our recommendations for design and construction of pavements.

Soil samples collected during this investigation will be stored at our laboratory for 90 days from the date of this report. The samples will be discarded after this time unless you request that they be saved or delivered to you.

Should you have any questions regarding this report or require additional information, please contact our office.

Sincerely, Curtis E. Roupe, P.E.

Vice President

T:\Projects\2103601…\Reports and Other Deliverables\2103601 TTL Geotech Report Torch River Boat Access Lots Rapid City MI.docx

1915 North 12th Street

Toledo, OH 43604-5305

T 419-324-2222

F 419-241-1808 www.ttlassoc.com

GEOTECHNICAL SUBSURFACE INVESTIGATION

EXPANDED BOATING ACCESS SITE

AT THE TORCH RIVER BRIDGE

12565 SOUTHWEST TORCH LAKE DRIVE

RAPID CITY, MICHIGAN

FOR

BECKETT & RAEDER, INC.

535 WEST WILLIAMS STREET – SUITE 101

ANN ARBOR, MICHIGAN 48103

SUBMITTED

OCTOBER 24, 2022

TTL PROJECT NO. 2103601

TTL ASSOCIATES, INC.

1915 NORTH 12TH STREET

TOLEDO, OHIO 43604

(419) 324-2222

(419) 321-6257 FAX

Beckett & Raeder, Inc. October 2022 TTL Project No. 2103601 Page i

TABLE OF CONTENTS

Page No.

1.0 INTRODUCTION

2.0 INVESTIGATIVE PROCEDURES

3.0 PROPOSED CONSTRUCTION

4.0 GENERAL SITE AND SUBSURFACE CONDITIONS

4.1 General Site Conditions

4.2 General Soil Conditions

4.3 Groundwater Conditions

5.0 DESIGN RECOMMENDATIONS

5.1 Subgrades

5.1.1 Existing Subgrade

5.1.2 Modified Subgrade

5.2 Flexible (Asphalt) Pavement

5.3 Rigid (Concrete) Pavement

5.4 Groundwater Control and Drainage

5.5 Excavations and Slopes

5.5.1 Sediment and Erosion control

6.0 CONSTRUCTION RECOMMENDATIONS

6.1 Site and Subgrade Preparation

6.2 Fill

7.0 QUALIFICATION OF RECOMMENDATIONS

PLATES

Plate 1.0 Site Location Map

Plate 2.1 Test Boring Location Plan – Northeast Site

Plate 2.2 Test Boring Location Plan – Southwest Site

FIGURES

Logs of Test Borings B-1 through B-15

Legend Key

Grain Size Distribution

TTL Project No. 2103601 Page 1

1.0 INTRODUCTION

This geotechnical subsurface investigation report has been prepared for the new parking lot and boat launch at 12565 Southwest Torch Lake Drive in Rapid City, Michigan. The general project area is shown on the Site Location Map (Plate 1.0).

This report summarizes our understanding of the proposed construction, describes the investigative and testing procedures, presents the findings, discusses our evaluations and conclusions, and provides our design and construction recommendations for pavements.

This study was performed in accordance with TTL Proposal No.2103601, dated May 27, 2021, and authorized by Ms. Christy Summers of Beckett & Raeder, Inc. on August 11, 2021. The project was placed on hold until questions regarding potential environmental concerns were addressed. A Change Order for additional borings and containerization of lakeside samples, dated May 13, 2022, was authorized by Ms. Summers on July 26, 2022.

The purpose of this investigation was to evaluate the subsurface conditions and laboratory data relative to the design of pavements at the referenced site. To accomplish this, fifteen (15) test borings, field and laboratory soil testing, and a geotechnical engineering evaluation of the test results was performed. Additionally, TTL reviewed a report entitled “Due Care Investigation and Preconstruction Recommendations” dated April 19, 2021, prepared by Global

Environmental Engineering Inc (Global).

This report includes:

• A description of the subsurface soil and groundwater conditions encountered in the borings.

• Design recommendations for pavements related to the proposed development.

• Recommendations concerning soil- and groundwater-related construction procedures such as site preparation, earthwork, pavement construction, and related field testing.

This investigation did not include an Environmental Site Assessment of the surface or subsurface materials at the site.

TTL Project No. 2103601 Page 2

2.0 INVESTIGATIVE PROCEDURES

This subsurface investigation included fifteen test borings, designated as B-1 through B-15, drilled by TTL on August 22 and 23, 2022. Borings B-1 and B-2 were performed in the area of the proposed boat launch. Boring B-3 was performed at the entrance of the boat launch area.

The remaining twelve borings were performed in the area of the proposed parking lots. The test borings were located in the field by TTL in general accordance with the preliminary site plan provided by Beckett & Raeder, Inc. The approximate locations of the borings, and locations of the proposed pavements are shown on the Test Boring Location Plan (Plate 2.0).

The test borings were performed in accordance with geotechnical investigative procedures outlined in ASTM Standard D 6151. The test borings performed during this investigation were drilled with an ATV-mounted CME 550X drill rig utilizing 3¼-inch inside diameter hollow-stem augers. Borings B-1 and B-2 were terminated at the target completion depth of 15 feet below existing grade. The remaining borings were terminated at the target completion depth of 5 feet.

During auger advancement, soil samples were collected at 2½-foot intervals to 10 feet and then at 5-foot intervals thereafter. Split-spoon (SS) samples were obtained by the Standard

Penetration Test (SPT) Method (ASTM D 1586), which consists of driving a 2-inch outside diameter split-barrel sampler into the soil with a 140-pound weight falling freely through a distance of 30 inches. The sampler was driven in three successive 6-inch increments with the number of blows per increment being recorded. The sum of the number of blows required to advance the sampler the second and third 6-inch increments is termed the Standard Penetration

Resistance (N-value) and is presented on the Logs of Test Borings attached to this report. The samples were sealed in jars and transported to our laboratory for further classification and testing.

Soil conditions encountered in the test borings are presented in the Logs of Test Borings, along with information related to sample data, SPT results, water conditions observed in the borings, and laboratory test data. It should be noted that these logs have been prepared on the basis of laboratory classification and testing as well as field logs of the encountered soils.

All samples of the subsoils were visually or manually classified using the Unified Soil

Classification System (ASTM D 2487 and D 2488) and were tested in the laboratory for moisture content (ASTM D 2216). Atterberg limits tests (ASTM D 4318) and a particle size analyses (ASTM D 6913 and D 7928) were performed on representative samples from Borings

TTL Project No. 2103601 Page 3

B-10 (SS-1) and B-15 (SS-1) to determine soil classification and index properties. Organic content determinations were performed on selected samples by Loss-on-Ignition (ASTM D

2974). The results of these tests are presented on the Logs of Test Borings, and Grain Size

Distribution sheet attached to this report.

Experience indicates that the actual subsoil conditions at a site could vary from those generalized on the basis of test borings made at specific locations, especially at previously developed sites such as this site. Therefore, it is essential that a geotechnical engineer be retained to provide soil engineering services during the site preparation and excavation phases of the proposed project. This is to observe compliance with the design concepts, specifications, and recommendations, and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction.

TTL Project No. 2103601 Page 4

3.0 PROPOSED CONSTRUCTION

It is our understanding that the project consists of construction of a new parking lot and trailerable boat launch at 12565 Southwest Torch Lake Drive in Rapid City, Michigan to access the south end of Torch Lake.

Pavements are anticipated to consist of either flexible (asphalt) sections or rigid (concrete) sections. Design traffic loads and volumes were not provided. We anticipate that final site elevations will approximate existing site elevations.

TTL Project No. 2103601 Page 5

4.0 GENERAL SITE AND SUBSURFACE CONDITIONS

4.1 General Site Conditions

The site is located at the intersection of Southeast Torch Lake Drive and Cherry Avenue. At the northeast corner, the site is occupied by a lodge, cabins, and a former gas station/convenience store, with grassy areas, sparse trees, and mostly gravel drives. An asphalt drive is located in the vicinity of an existing boat launch with access to Torch Lake in the southeast corner of the property. At the southwest corner of the intersection, the site is occupied by a gravel parking lot.

Borings B-1 and B-2 were performed within the water; distinct surface materials were not encountered. Borings B-3 through B-6 and B-9 through B-11 encountered surface materials consisting of topsoil with thicknesses ranging from 3 to 5 inches. Borings B-7 and B-12 through B-15 were performed in gravel areas and encountered crushed stone varying in thickness from 5 to 8 inches. Boring B-8 was performed in an asphalt drive and encountered surface materials consisting of asphalt on the order of 3 inches in thickness, underlain by crushed stone on the order of 3 inches in thickness.

4.2 General Soil Conditions

Based on the results of our field and laboratory tests, the subsoils encountered underlying the surface and fill materials can be generally described as predominantly granular soils with varying amounts of organics, as well as zones of peat.

Underlying the topsoil in Borings B-5 and B-6, peat was encountered to depths on the order of 3½ feet below existing grade. SPT N-values were 4 blows per foot (bpf) in both borings, indicating very loose compactness. Organic contents of approximately 35 percent and 55 percent were determined for the recovered samples, along with moisture contents of approximately 144 percent and 203 percent. Zones of peat were also encountered to depths of up to 4 feet in the environmental borings performed by Global.

Underlying the topsoil in Boring B-4, wood fragments were encountered. Boring B-4 was terminated within the wood fragments at a depth of 5 feet. SPT N-values of 16 bpf and 13 bpf were determined within the wood fragments. Moisture contents were approximately 144 percent and 98 percent. Organic contents of approximately 86 percent and 22 percent were determined for the recovered samples.

TTL Project No. 2103601 Page 6

At the sediment surface of Borings B-1 and B-2, and underlying the surface materials and peat in the remaining borings, predominantly loose to medium dense native granular soils were encountered. These granular soils included poorly graded sand (SP) with trace silt and varying amounts of gravel or rock fragments, poorly graded sand with silt (SP-SM) and varying amounts of gravel or rock fragments, as well as silty sand (SM) with varying amounts of gravel.

Trace organics were noted within the uppermost samples for three of the nine borings, for which organic contents of approximately 2 to 4 percent were determined. However, more than trace organics were noted for the uppermost samples from Borings B-3 and B-9 representing soils up to depths of 3½ feet and 3 feet, respectively. Additionally, more than trace organics were determined for a sample obtained from Boring B-5 (SS-2) from 3 feet to termination, which was obtained just below a zone of peat, indicating some transition below the organic soils. In the samples with more than trace organics, an organic content of approximately

8 percent was determined, and moisture contents were 39 percent or greater. Moisture contents for the remaining samples generally ranged from 5 to 32 percent. SPT N-values within the granular soils generally ranged from 5 to 26 blows per foot (bpf). Within occasional sample intervals, SPT N-values on the order of 0 bpf (split-spoon sampler advanced 18 inches under the weight of the SPT hammer) to 4 bpf, indicating very loose compactness.

Additional descriptions of the stratigraphy encountered in the borings are presented on the

Logs of Test Borings.

4.3 Groundwater Conditions

Borings B-1 and B-2 were performed within the water. Groundwater was initially encountered during drilling and observed upon completion of drilling operations in 12 of the 13 on-land borings at depths ranging from 0.6 to 3 feet below existing grade. The borings were drilled and backfilled within the same day. However, based on the lake level at the time of our investigation and the encountered granular soils, it is our opinion that the water levels initially encountered in the borings likely represent the ambient groundwater levels at the time of our investigation. Instrumentation was not installed to observe long-term groundwater levels.

Based on the soil characteristics and groundwater conditions encountered in the borings, it is our opinion that “normal” groundwater levels will generally occur at or slightly above typical water levels in Torch Lake. It should be noted that groundwater elevations can also fluctuate with seasonal and climatic influences. Therefore, the groundwater conditions may vary at different times of the year from those encountered during this investigation.

TTL Project No. 2103601 Page 7

5.0 DESIGN RECOMMENDATIONS

The following conclusions and recommendations are based on our understanding of the proposed construction and on the data obtained during the field investigation. If the project information or location as outlined is incorrect or should change significantly, a review of these recommendations should be made by TTL. These recommendations are subject to the satisfactory completion of the recommended site and subgrade preparation and fill placement operations described in Section 6.0, “Construction Recommendations”.

5.1 Subgrades

5.1.1 Existing Subgrade

The subgrades that would result upon the satisfactory completion of the site preparation as described in Section 6.0 of this report are considered generally suitable for support of the proposed pavements, including removal of organic-laden subgrade soils (including topsoil and soils with more than trace [more than 5%] organics encountered at the subgrade elevation) as encountered in Borings B-3 through B-6 and B-9. If left in place, and where buried peat was encountered within the environmental borings performed by Global, there is potential for long-term settlement associated with the underlying peat due to the decay of organics. More frequent maintenance and rehabilitation should be anticipated due to these conditions. If the potential for a more frequent maintenance and rehabilitation schedule is not acceptable, full-depth removal and replacement of the peat should be performed prior to pavement construction.

Based on field and laboratory data developed during this investigation, the subgrade soils consist of native granular soils. Laboratory analyses for Borings B-10 and B-15, as well as visual descriptions of the upper soil profile, indicate that the granular subgrade soils may be generally classified as Group A-1-b or A-3 in accordance with the American Association of

State Highway Transportation Officials (AASHTO) system of soil classification. The granular soils are considered good as subgrade materials.

At the time of this investigation, moisture contents in the upper 2½ feet of the granular subgrade soils with trace or less organics typically ranged from approximately 5 to 32 percent.

These moisture contents are estimated to range from near to significantly above the expected optimum moisture content for these soils. Therefore, remedial action should be expected to adjust the moisture contents of the existing granular soils and achieve proper compaction of the subgrade. Remedial action should also be anticipated due to the loose compactness of the

TTL Project No. 2103601 Page 8 granular subgrade soils.

5.1.2 Modified Subgrade

If soils containing more than trace organics are encountered at the subgrade elevation, they should be over-excavated a minimum of 12 inches below subgrade elevation. As indicated in Section 5.1.1, where buried peat was encountered, continued long-term settlement of the pavements may be expected, requiring more frequent pavement maintenance and rehabilitation. If the potential for a more frequent maintenance and rehabilitation schedule is not acceptable, full-depth removal and replacement of the organic-laden soils should be performed prior to pavement construction.

If soils are dry of optimum, water should be uniformly mixed into the subgrade. Where soils wet of optimum are encountered, lowering the moisture content by scarification and aeration

(discing and exposure to sun and wind) may be required. However, this may not be feasible if construction occurs during wet seasonal conditions. Very moist to wet soils will “pump” under the operation of heavy equipment, resulting in deep rutting and perhaps rendering the operation of grading and paving equipment difficult or impossible. The granular subgrade soils should be generally conducive for drying using scarification and aeration.

Therefore, other methods of subgrade modification may be required in areas of high moisture content. Modification may be achieved by undercutting and replacement with granular subbase

(possibly in combination with a geotextile separation layer or geogrid reinforcement), mixing stone into the subgrade, or treating the subgrade with cement. The method of subgrade modification should be determined at the time of construction (See Section 6.1, “Construction

Recommendations - Site and Subgrade Preparation”).

5.2 Flexible (Asphalt) Pavement

Based on the results of the laboratory testing and visual classifications, we recommend a subgrade CBR value of 7 percent for flexible pavement design for the Group A-3 or better soils. This CBR value is based on subgrade compacted to at least 95 percent of the maximum dry density as determined by ASTM D 1557 (Modified Proctor) or verified as stable through proof rolling.

It should be noted that we are not privy to the design traffic loads or intended design life. The subgrade support recommendations indicated herein should be reviewed by the site engineer in conjunction with the design traffic criteria to determine the required pavement sections. In

TTL Project No. 2103601 Page 9 any case, we recommend the light-duty pavement cross-section consist of at least 3 inches of asphalt underlain by 6 inches of aggregate base for even the lightest-duty pavements based on our experience regarding environmental exposure and reasonable serviceability.

All paving operations should conform to the State of Michigan Department of Transportation

(MDOT) specifications. The pavement and subgrade preparation procedures outlined in this report should result in a reasonably workable and satisfactory pavement. It should be recognized, however, that all flexible pavements need repairs or overlays from time to time as a result of progressive yielding under repeated traffic loads for a prolonged period of time, as well as exposure to freeze-thaw conditions.

5.3 Rigid (Concrete) Pavement

Rigid (concrete) pavement design recommendations are being provided should it be decided to use concrete pavements for all or a portion of the proposed parking lot. For properly prepared subgrade soils, a modulus of subgrade reaction (k) of 165 pounds per cubic inch (pci) may be used for rigid pavement design. A concrete pavement section is recommended in the loading-unloading areas, areas of repetitive turning, and site exit and entrance aprons. This section should consist of a minimum of 6 inches of reinforced, air-entrained concrete with a minimum compressive strength of 3,500 pounds per square inch (psi) underlain by a minimum of 6 inches of a dense-graded aggregate base such as MDOT 21AA. The pavement section should be supported on subgrade compacted to at least 95 percent of the maximum dry density as determined by ASTM D 1557 (Modified Proctor) or verified as stable through proof rolling.

5.4 Groundwater Control and Drainage

As stated previously, groundwater was initially encountered during drilling and observed upon completion of drilling operations in 12 of the 13 on-land borings at depths ranging from 0.6 to

3 feet below existing grade. Based on the soil characteristics and the groundwater conditions encountered during this investigation, it is our opinion that the “normal” groundwater level will generally occur at or slightly above typical water levels in Torch Lake.

Excavations along the banks of Torch Lake will require temporary sheet-pile cutoff walls or cofferdams for management of groundwater in addition to pumping from prepared sumps. The sheet-pile cutoff walls should extend a minimum of 15 feet below the planned excavation depth for control of groundwater seepage. Deeper embedment may be required for resistance of lateral earth pressures and overall stability of the excavation support system.

TTL Project No. 2103601 Page 10

In the event excessive seepage is encountered during construction, TTL may be notified to evaluate whether other dewatering methods are required.

5.5 Excavations and Slopes

The sides of temporary excavations for utility installations and other construction should be adequately sloped to provide stable sides and safe working conditions. Otherwise, the excavation must be properly braced against lateral movements. In any case, applicable

Occupational Safety and Health Administration (OSHA) safety standards must be followed.

Based on the test borings, it is likely that excavations will encounter OSHA Type C soils

(granular soils).

For temporary excavations in Type C soils, side slopes must be no steeper than

1½ horizontal to 1 vertical (1½H:1V). Flatter slopes may be required if lower strength soils or adverse seepage conditions are encountered during construction.

For permanent excavations and slopes, we recommend that grades be no steeper than 3H:1V without a more extensive geotechnical evaluation of the proposed construction plans and site conditions.

5.5.1 Sediment and Erosion control

In planning the implementation of earthwork operations, special consideration should be given to provide measures to prevent or reduce soil erosion and the subsequent sedimentation into nearby waterways. These measures may include some or all of the following:

1. Scheduling of earthwork operations such that erodible areas are kept as small as possible and are exposed for the shortest possible time.

2. Using special grading practices, along with diversion or interceptor structures, to reduce the amount of run-off water from an erodible area.

3. Providing vegetative buffer zones, filter berms, or sedimentation basins to trap sediment from surface run-off water.

A specific and detailed soil erosion and sedimentation control program and permits may be required by local, state, or federal regulatory agencies.

TTL Project No. 2103601 Page 11

6.0 CONSTRUCTION RECOMMENDATIONS

6.1 Site and Subgrade Preparation

Prior to proceeding with construction operations, all topsoil, peat, root mats, vegetation, and other deleterious non-soil materials should be removed from the proposed construction areas.

Suitable topsoil may be stockpiled for later use in landscaped areas. Topsoil thicknesses may vary across the site. Dark soils having the appearance of topsoil, but exhibiting only root

“hairs” or trace organics may not require stripping for the full depth of the darkly colored zone, provided the subgrade can be satisfactorily proof rolled as described below. The actual amount of required stripping should be determined in the field by a geotechnical engineer or qualified representative.

Upon completion of stripping and clearing, the areas intended to new fill and pavements should be carefully inspected by a geotechnical engineer. At that time, the engineer may require proof rolling/compaction of the granular subgrades utilizing a smooth- drum roller under “static” operation. The roller should make a minimum of two passes covering the proposed development area, with additional passes as necessary to achieve required compaction and/or subgrade stabilization.

The purpose of compaction for the granular soils is to densify zones of loose materials that are encountered in the upper portion of the soil profile, thereby providing more uniform subgrade support. We recommend a roller with a minimum dead weight on the drums of 8 tons, under

“static” operation, and traveling at speeds not exceeding approximately 4 feet per second

(about 3 miles per hour). These operational criteria should provide sufficient dynamic compaction energy to alleviate loose soil conditions within the zone of influence for subgrade support.

Any unsuitable materials observed during the inspection and proof-rolling operations should be undercut and replaced with compacted fill or stabilized in place utilizing conventional remedial measures such as discing, aeration, and recompaction. Once the site has been proof rolled, inspected, and stabilized, the proof-rolled or inspected subgrades should not be exposed to wet conditions.

The results of the inspection and proof-rolling operations will be partially dependent on construction operations, the moisture content of the soil, and the weather conditions prevalent at the time. If pumping or rutting is encountered and difficulty is experienced in the operation of construction equipment, TTL should be notified in order to determine which method of

TTL Project No. 2103601 Page 12 subgrade modification may be best suited for the conditions encountered. Should such conditions be experienced, we may recommend that a small test area be used to determine the necessary depth of undercutting and stone replacement or other remedial action necessary to achieve a stable subgrade condition.

6.2 Fill

Material for engineered fill or backfill required to achieve design grades may consist of any non-organic soils having a maximum dry density as determined by the Modified Proctor

(ASTM D 1557) of 90 pounds per cubic foot (pcf) or greater. To maintain use of the design subgrade support values (CBR value and k-value) presented in this report, the fill materials should consist of AASHTO A-3 or better soils. On-site soils may be used as engineered fill materials provided that they are free of organic matter, debris, excessive moisture, and rock or stone fragments larger than 3 inches in diameter. Depending on seasonal conditions, the on-site soils may be wet of optimum and may require scarification and aeration to achieve satisfactory compaction. If the construction schedule does not allow for scarification and aeration activities, it may be more practical or economical to utilize imported granular fill.

Fill should be placed in uniform layers no more than 8 inches thick (loose measure) and adequately keyed into stripped and scarified soils. All fill within the pavement subgrades should be compacted to not less than 95 percent of the maximum dry density as determined by

ASTM D 1557 (Modified Proctor).

The upper soil profile at the site consists of predominantly native granular soils. The contractor should be prepared to use a vibratory, smooth-drum roller to provide effective compaction of the granular soils and new granular engineered fill.

Scarified subgrade soils and all fill material should be within 3 percent of the optimum moisture content to facilitate compaction. Furthermore, fill material should not be frozen or placed on a frozen base. It is recommended that all earthwork and site preparation activities be conducted under adequate specifications and properly monitored in the field by a qualified geotechnical testing firm.

TTL Project No. 2103601 Page 13

7.0 QUALIFICATION OF RECOMMENDATIONS

Our evaluation of pavement design and construction conditions has been based on our understanding of the site and project information and the data obtained during our field investigation. The general subsurface conditions were based on interpretation of the subsurface data at specific boring locations. Regardless of the thoroughness of a subsurface investigation, there is the possibility that conditions between borings will differ from those at the boring locations, that conditions are not as anticipated by the designers, or that the construction process has altered the soil conditions. This potential is increased at previously developed sites.

Therefore, experienced geotechnical engineers should observe earthwork and foundation construction to confirm that the conditions anticipated in design are noted. Otherwise, TTL assumes no responsibility for construction compliance with the design concepts, specifications, or recommendations.

The design recommendations in this report have been developed on the basis of the previously described project characteristics and subsurface conditions. If project criteria or locations change, a qualified geotechnical engineer should be permitted to determine whether the recommendations must be modified. The findings of such a review will be presented in a supplemental report.

The nature and extent of variations between the borings may not become evident until the course of construction. If such variations are encountered, it will be necessary to reevaluate the recommendations of this report after on-site observations of the conditions.

Our professional services have been performed, our findings derived, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either expressed or implied. TTL is not responsible for the conclusions, opinions, or recommendations of others based on this data.

1-0-0 (0)

1-7-7 (14)

5-7-6 (13)

10-12-10 (22)

12-12-14 (26)

NP

NP

NP

NP

NP

SS

SS

SS

SS

SS

Top of Water to Mudline

0.9' Wet Very Loose Gray POORLY GRADED SAND w/Rock Fragments and Trace Silt (SP) (Free Water Noted)

3.5' Wet Medium Dense Gray POORLY GRADED SAND w/Silt and Rock Fragments (SP-SM)

6.0' Wet Medium Dense Brown POORLY GRADED SAND w/Gravel and Trace Silt (SP) (Free Water Noted)

@8.5': Tan, w/Trace Wood in SS-4 Sample (Organic Content = 1.1%)

@13.5': (Free Water Noted)

15.0' Bottom of hole at 15.0 feet.

NOTES

LOGGED BY KKC

AT TIME OF DRILLING 0.0 ft

AT END OF DRILLING 0.0 ft

0hrs AFTER DRILLING Backfilled w/Cuttings and Bentonite Chips

GROUND WATER LEVELS:

CHECKED BY KCH

GROUND ELEVATIONRIG NO. 550DRILLING CONTRACTOR TTL Associates, Inc. JW MS

DRILLING METHOD 3-1/4 in. HSA

DATE STARTED 8/23/22 COMPLETED 8/23/22

E

LE

V A

T

IO

N (f t)

D E

P T

H (f t)

0.0

2.5

5.0

7.5

10.0

12.5

15.0

G R

A P

H

IC

LO

G

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

U N

C O

N F

. C O

M P

S

T R ts f)

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

S A

M P

LE

T

Y P

E N

U M

B E

R

20 40 60 80

PL LLMC

MATERIAL DESCRIPTION

BORING NUMBER B-1

CLIENT Beckett & Raeder, Inc.

PROJECT NUMBER 2103601

PROJECT NAME Expanded Boating Access Site at the Torch River Bridge

PROJECT LOCATION Rapid City, MI

T T

L_ G

E O

T E

C H

_S T

A N

D A

R D

1.

G

P J

G

IN

T U

S L

A B

.G D

T

0/

4/

TTL Associates, Inc.

1915 N 12th Street Toledo Ohio 43604 Telephone: (419)324-2222

3-1-3 (4)

6-10-9 (19)

10-9-10 (19)

10-11-8 (19)

12-14-10 (24)

NP

NP

NP

NP

NP

SS

SS

SS

SS

SS

Top of Water to Mudline

1.2' Wet Very Loose Gray POORLY GRADED SAND w/Gravel and Trace Silt (SP) (Free Water Noted)

3.5' Wet Medium Dense Gray POORLY GRADED SAND w/Gravel and Trace Silt (SP) (Free Water Noted)

@6': (Free Water Noted)

@8.5': Tan, (Free Water Noted)

@13.5': Brown

15.0' Bottom of hole at 15.0 feet.

NOTES

LOGGED BY KKC

AT TIME OF DRILLING 0.0 ft

AT END OF DRILLING 0.0 ft

0hrs AFTER DRILLING Backfilled w/Cuttings and Bentonite Chips

GROUND WATER LEVELS:

CHECKED BY KCH

GROUND ELEVATIONRIG NO. 550DRILLING CONTRACTOR TTL Associates, Inc. JW MS

DRILLING METHOD 3-1/4 in. HSA

DATE STARTED 8/23/22 COMPLETED 8/23/22

E

LE

V A

T

IO

N (f t)

D E

P T

H (f t)

0.0

2.5

5.0

7.5

10.0

12.5

15.0

G R

A P

H

IC

LO

G

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

U N

C O

N F

. C O

M P

S

T R ts f)

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

S A

M P

LE

T

Y P

E N

U M

B E

R

20 40 60 80

PL LLMC

MATERIAL DESCRIPTION

BORING NUMBER B-2

CLIENT Beckett & Raeder, Inc.

PROJECT NUMBER 2103601

PROJECT NAME Expanded Boating Access Site at the Torch River Bridge

PROJECT LOCATION Rapid City, MI

T T

L_ G

E O

T E

C H

_S T

A N

D A

R D

1.

G

P J

G

IN

T U

S L

A B

.G D

T

0/

4/

TTL Associates, Inc.

1915 N 12th Street Toledo Ohio 43604 Telephone: (419)324-2222

4-2-1 (3)

2-2-4 (6)

NP

NP

SS

SS

TOPSOIL - 5 Inches 0.4'

Wet Very Loose Brown/Dark Brown POORLY GRADED SAND w/Silt, Rock Fragments, and Wood (SP-SM) (Organic Content = 8.3%)

3.5' Wet Loose Brown POORLY GRADED SAND w/Trace Silt and Gravel (SP) (Free Water Noted)

5.0' Bottom of hole at 5.0 feet.

NOTES

LOGGED BY KKC

AT TIME OF DRILLING 0.6 ft

AT END OF DRILLING 0.6 ft

0hrs AFTER DRILLING Backfilled w/Cuttings and Bentonite Chips

GROUND WATER LEVELS:

CHECKED BY KCH

GROUND ELEVATIONRIG NO. 550DRILLING CONTRACTOR TTL Associates, Inc. JW MS

DRILLING METHOD 3-1/4 in. HSA

DATE STARTED 8/22/22 COMPLETED 8/22/22

E

LE

V A

T

IO

N (f t)

D E

P T

H (f t)

0.0

2.5

5.0

G R

A P

H

IC

LO

G

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

U N

C O

N F

. C O

M P

S

T R ts f)

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

S A

M P

LE

T

Y P

E N

U M

B E

R

20 40 60 80

PL LLMC

MATERIAL DESCRIPTION

BORING NUMBER B-3

CLIENT Beckett & Raeder, Inc.

PROJECT NUMBER 2103601

PROJECT NAME Expanded Boating Access Site at the Torch River Bridge

PROJECT LOCATION Rapid City, MI

T T

L_ G

E O

T E

C H

_S T

A N

D A

R D

1.

G

P J

G

IN

T U

S L

A B

.G D

T

0/

4/

TTL Associates, Inc.

1915 N 12th Street Toledo Ohio 43604 Telephone: (419)324-2222

4-4-12 (16)

4-6-7 (13)

NP

NP

SS

SS

TOPSOIL - 5 Inches 0.4'

Moist Medium Dense Dark Brown WOOD FRAGMENTS w/Trace Sand (SS-1 Organic Content = 85.9%)

@2.6': Wet (SS-2 Organic Content = 22.2%)

5.0' Bottom of hole at 5.0 feet.

NOTES

LOGGED BY KKC

AT TIME OF DRILLING 2.6 ft

AT END OF DRILLING 2.6 ft

0hrs AFTER DRILLING Backfilled w/Cuttings and Bentonite Chips

GROUND WATER LEVELS:

CHECKED BY KCH

GROUND ELEVATIONRIG NO. 550DRILLING CONTRACTOR TTL Associates, Inc. JW MS

DRILLING METHOD 3-1/4 in. HSA

DATE STARTED 8/22/22 COMPLETED 8/22/22

E

LE

V A

T

IO

N (f t)

D E

P T

H (f t)

0.0

2.5

5.0

G R

A P

H

IC

LO

G

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

U N

C O

N F

. C O

M P

S

T R ts f)

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

S A

M P

LE

T

Y P

E N

U M

B E

R

20 40 60 80

PL LLMC

MATERIAL DESCRIPTION

BORING NUMBER B-4

CLIENT Beckett & Raeder, Inc.

PROJECT NUMBER 2103601

PROJECT NAME Expanded Boating Access Site at the Torch River Bridge

PROJECT LOCATION Rapid City, MI

T T

L_ G

E O

T E

C H

_S T

A N

D A

R D

1.

G

P J

G

IN

T U

S L

A B

.G D

T

0/

4/

TTL Associates, Inc.

1915 N 12th Street Toledo Ohio 43604 Telephone: (419)324-2222

4-2-2 (4)

1-3-2 (5)

NP

NP

SS

SS

TOPSOIL - 5 Inches 0.4'

Moist Very Loose Brown/Black PEAT w/Trace Sand (PT) (Organic Content = 35.4%)

@2.8': Wet 3.5'

Wet Loose Gray SILTY SAND w/Gravel and Organics (SM)

5.0' Bottom of hole at 5.0 feet.

NOTES

LOGGED BY KKC

AT TIME OF DRILLING 2.8 ft

AT END OF DRILLING 2.8 ft

0hrs AFTER DRILLING Backfilled w/Cuttings and Bentonite Chips

GROUND WATER LEVELS:

CHECKED BY KCH

GROUND ELEVATIONRIG NO. 550DRILLING CONTRACTOR TTL Associates, Inc. JW MS

DRILLING METHOD 3-1/4 in. HSA

DATE STARTED 8/22/22 COMPLETED 8/22/22

E

LE

V A

T

IO

N (f t)

D E

P T

H (f t)

0.0

2.5

5.0

G R

A P

H

IC

LO

G

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

U N

C O

N F

. C O

M P

S

T R ts f)

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

S A

M P

LE

T

Y P

E N

U M

B E

R

20 40 60 80

PL LLMC

MATERIAL DESCRIPTION

BORING NUMBER B-5

CLIENT Beckett & Raeder, Inc.

PROJECT NUMBER 2103601

PROJECT NAME Expanded Boating Access Site at the Torch River Bridge

PROJECT LOCATION Rapid City, MI

T T

L_ G

E O

T E

C H

_S T

A N

D A

R D

1.

G

P J

G

IN

T U

S L

A B

.G D

T

0/

4/

TTL Associates, Inc.

1915 N 12th Street Toledo Ohio 43604 Telephone: (419)324-2222

6-2-2 (4)

4-4-6 (10)

NP

NP

SS

SS

TOPSOIL - 5 Inches 0.4'

Moist Very Loose Black PEAT w/Wood Fragments and Trace Sand (PT) (Organic Content = 54.9%)

@2.1': Wet

3.5' Wet Loose Gray POORLY GRADED SAND w/Gravel and Trace Silt (SP) (Free Water Noted)

5.0' Bottom of hole at 5.0 feet.

NOTES

LOGGED BY KKC

AT TIME OF DRILLING 2.1 ft

AT END OF DRILLING 2.1 ft

0hrs AFTER DRILLING Backfilled w/Cuttings and Bentonite Chips

GROUND WATER LEVELS:

CHECKED BY KCH

GROUND ELEVATIONRIG NO. 550DRILLING CONTRACTOR TTL Associates, Inc. JW MS

DRILLING METHOD 3-1/4 in. HSA

DATE STARTED 8/22/22 COMPLETED 8/22/22

E

LE

V A

T

IO

N (f t)

D E

P T

H (f t)

0.0

2.5

5.0

G R

A P

H

IC

LO

G

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

U N

C O

N F

. C O

M P

S

T R ts f)

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

S A

M P

LE

T

Y P

E N

U M

B E

R

20 40 60 80

PL LLMC

MATERIAL DESCRIPTION

BORING NUMBER B-6

CLIENT Beckett & Raeder, Inc.

PROJECT NUMBER 2103601

PROJECT NAME Expanded Boating Access Site at the Torch River Bridge

PROJECT LOCATION Rapid City, MI

T T

L_ G

E O

T E

C H

_S T

A N

D A

R D

1.

G

P J

G

IN

T U

S L

A B

.G D

T

0/

4/

TTL Associates, Inc.

1915 N 12th Street Toledo Ohio 43604 Telephone: (419)324-2222

6-3-1 (4)

2-3-3 (6)

NP

NP

SS

SS

CRUSHED STONE - 5 Inches 0.4'

Moist Very Loose Brown POORLY GRADED SAND w/Trace Silt and Gravel (SP) (Trace Organics in SS-1 Sample; Organic Content = 2.3%)

@3': Wet, Loose, Gray, (Free Water Noted)

5.0' Bottom of hole at 5.0 feet.

NOTES

LOGGED BY KKC

AT TIME OF DRILLING 3.0 ft

AT END OF DRILLING 3.0 ft

0hrs AFTER DRILLING Backfilled w/Cuttings and Bentonite Chips

GROUND WATER LEVELS:

CHECKED BY KCH

GROUND ELEVATIONRIG NO. 550DRILLING CONTRACTOR TTL Associates, Inc. JW MS

DRILLING METHOD 3-1/4 in. HSA

DATE STARTED 8/22/22 COMPLETED 8/22/22

E

LE

V A

T

IO

N (f t)

D E

P T

H (f t)

0.0

2.5

5.0

G R

A P

H

IC

LO

G

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

U N

C O

N F

. C O

M P

S

T R ts f)

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

S A

M P

LE

T

Y P

E N

U M

B E

R

20 40 60 80

PL LLMC

MATERIAL DESCRIPTION

BORING NUMBER B-7

CLIENT Beckett & Raeder, Inc.

PROJECT NUMBER 2103601

PROJECT NAME Expanded Boating Access Site at the Torch River Bridge

PROJECT LOCATION Rapid City, MI

T T

L_ G

E O

T E

C H

_S T

A N

D A

R D

1.

G

P J

G

IN

T U

S L

A B

.G D

T

0/

4/

TTL Associates, Inc.

1915 N 12th Street Toledo Ohio 43604 Telephone: (419)324-2222

6-2-3 (5)

4-4-4 (8)

NP

NP

SS

SS

ASPHALT - 3 Inches 0.3'

CRUSHED STONE - 3 Inches 0.5'

Moist Loose Brown POORLY GRADED SAND w/Gravel and Trace Silt (SP)

@3': Wet, (Free Water Noted)

5.0' Bottom of hole at 5.0 feet.

NOTES

LOGGED BY KKC

AT TIME OF DRILLING 3.0 ft

AT END OF DRILLING 3.0 ft

0hrs AFTER DRILLING Backfilled w/Cuttings and Bentonite Chips

GROUND WATER LEVELS:

CHECKED BY KCH

GROUND ELEVATIONRIG NO. 550DRILLING CONTRACTOR TTL Associates, Inc. JW MS

DRILLING METHOD 3-1/4 in. HSA

DATE STARTED 8/22/22 COMPLETED 8/22/22

E

LE

V A

T

IO

N (f t)

D E

P T

H (f t)

0.0

2.5

5.0

G R

A P

H

IC

LO

G

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

U N

C O

N F

. C O

M P

S

T R ts f)

D R

Y U

N

IT

W T

(p cf

SPT N VALUE

20 40 60 80

S A

M P

LE

T

Y P

E N

U M

B E

R

20 40 60 80

PL LLMC

MATERIAL DESCRIPTION

BORING NUMBER B-8

CLIENT Beckett & Raeder, Inc.

PROJECT NUMBER 2103601

PROJECT NAME Expanded Boating Access Site at the Torch River Bridge

PROJECT LOCATION Rapid City, MI

T T

L_ G

E O

T E

C H

_S T

A N

D A

R D

1.

G

P J

G

IN

T U

S L

A B

.G D

T

0/

4/

TTL Associates, Inc.

1915 N 12th Street Toledo Ohio 43604 Telephone: (419)324-2222

2-1-2 (3)

5-5-6 (11)

NP

NP

SS

SS

TOPSOIL - 3 Inches 0.3'

Moist Very Loose Gray/Black POORLY GRADED SAND w/Peat, Trace Silt, and Gravel (SP)

3.0' Wet Medium Dense Gray POORLY GRADED SAND w/Gravel and Trace Silt (SP) (Free Water Noted)

5.0' Bottom of hole at 5.0 feet.

NOTES

LOGGED BY KKC

AT TIME OF DRILLING 3.0 ft

AT END OF DRILLING 3.0 ft

0hrs AFTER DRILLING Backfilled w/Cuttings and Bentonite Chips

GROUND WATER LEVELS:

CHECKED BY KCH

GROUND ELEVATIONRIG NO. 550DRILLING CONTRACTOR TTL Associates, Inc. JW MS

DRILLING METHOD 3-1/4 in. HSA

DATE STARTED 8/22/22 COMPLETED 8/22/22

E

LE

V A

T

IO

N (f t)

D E

P T

H (f t)

0.0

2.5

5.0

G R

A P

H

IC

LO

G

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

U N

C O

N F

. C O

M P

S

T R ts f)

D R

Y U

N

I…