Amendment 0001_24May2022.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83)

Prescribed by GSA

FAR (48 CFR) 53.243

This amendment is addressing contractor questions, extending bid due date, adding/changing specs, and updating a new w age determination. Please see attachments in this amendment for further information. Please see also the updated bid opening call in information.

1. CONTRACT ID CODE PAGE OF PAGES

1 4

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 24-May-2022

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912P422B0010

X 9B. DATED (SEE ITEM 11)

20-Apr-2022

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer X is extended, is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

24-May-2022

CODE

U.S. ARMY ENGINEER DISTRICT, BUFFALO

1776 NIAGARA STREET

BUFFALO NY 14207-3199

W912P4 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912P422B0010

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION 00 10 00 - SOLICITATION

The required response date/time has changed from 23-May-2022 02:00 PM to 02-Jun-2022 02:00 PM.

The Issued By organization below has been added:

U.S. ARMY ENGINEER DISTRICT, BUFFALO

1776 NIAGARA STREET

BUFFALO NY 14207-3199

SECTION 00 21 13 - INSTRUCTIONS TO BIDDERS

The following have been modified:

INSTRUCTIONS

Bids: ALL RESPONSES TO THIS ANNOUNCEMENT SHALL BE SUBMITTED ELECTRONICALLY. Hand carried delivery or USPS/UPS/FEDEX delivery of hard copies and or CD-ROMs are not authorized. Facsimile submission is not authorized. electronic Proposal Submission is required through the Army’s Electronic File

Sharing service, DOD SAFE (https://safe.apps.mil). The DOD SAFE Application is used to send large files to individuals that would normally be too large to send via email. There are no user accounts for SAFE.

Authentication is handled via email. Anyone has access to DOD SAFE, and the application is available for use by anyone. The SAFE “Getting Started Guide” has information on how to utilize the system

(https://safe.apps.mil/about.php).

1. Instructions for uploading are as follows:

1. Send an email to the Contracting Officer and Contract Specialist to receive the link to drop off your bid.

This will need to be completed WITHIN five (5) days of the proposal due date, but no later than one day prior to the proposal due date.

a. Jeffrey G. Ernest, Contracting Officer at Jeffrey.G.Ernest@usace.army.mil

b. Walter Kamad, Contract Specialist at Walter.Kamad@usace.army.mil

2. You will receive an email with the link to submit your drop-off.

3. Short Note to the Recipients: Click the Add Files or Drag and Drop your files. For file description, enter

W912P422B00010-FIRMNAME.

4. Click Upload button to send documents.

5. Guest users will need to check their email to verify their email address before the recipients will be notified. No additional action is required by CAC users.

File Size Limitations: Offerors are advised to follow the DOD SAFE instructions for uploading files. DOD

SAFE supports delivery up to 8GB. If needed, Offerors are advised to break the files down into smaller sections in order to upload it to the system. In such cases, please divide the sections as logically as possible and be sure to clearly name the files as specified below.

File Naming Convention: To ensure your submission is received and processed appropriately, it is important that interested parties CAREFULLY ensure their electronic files adhere to the following naming convention:

• W912P422B0010-FIRMNAME-Bid

• W912P422B0010-FIRMNAME-Amendments

• W912P422B0010-FIRMNAME-Bid Bonds

Each file name shall begin with the solicitation number followed by the firm’s name and a brief file description. Please see examples above.

https://safe.apps.mil/ https://safe.apps.mil/about.php mailto:Jeffrey.G.Ernest@usace.army.mil mailto:Walter.Kamad@usace.army.mil

File Organization: Although hard copies are not accepted, each file shall be clearly indexed, and logically assembled. Font size shall be 10 or larger.

Upload Completion & Deadline: Interested parties shall submit responses no later than the date specified on the solicitation document. The time & date of bid receipt will be the upload completion / delivery time

& date recorded within DOD SAFE site. Do not assume that electronic submission will occur instantaneously. Large files (e.g. 10MB or more) will take some time to upload. Offerors should time their upload effort with prudence by not waiting until the last few minutes—this will allow for unexpected delays in the transmittal process. Bidders are encouraged to keep a copy of the upload confirmation for their record. Submissions after the deadline will be considered late and will be processed in accordance with FAR 14.304.

Electronic Files: Files shall be in their native format (i.e. doc, xls, ppt, etc.), or if in pdf format, shall be in searchable text. Text and graphics portfolios of the electronic copies shall be in a format readable by

Microsoft Office or Adobe applications. Data submitted in a spreadsheet format shall be readable by MS

Excel (all cells and formulas should be unlocked).

2. INTENT

The intent of this solicitation is to award one (1) firm fixed-price construction contract for the FY22 Grand

River Bank Street Slope Stabilization CAP 14 requirement.

3. BASIS OF SELECTION OF AWARD

A. Award shall be made to the lowest priced bidder who is found to be responsive and responsible. See

FAR Subpart 9.1, Responsible Prospective Contractors and FAR Provision 52.214-19, Contract Award—

Sealed Bidding—Construction, for more information.

4. SITE VISIT

A. As indicated in FAR Provision 52.236-27 SITE VISIT (CONSTRUCTION), visits to the project ite can be scheduled on an individual basis. The Government’s Point of Contact for coordinating visits is Walter

Kamad at Walter.Kamad@usace.army.mil or call 716-879-4134.

B. Prospective contractors are strongly encouraged to visit the project site prior to preparing and submitting any bid.

5. REGISTRATION IN SAM

A. The System for Award Management (SAM) is the Government’s online database of federal contractors.

Contractors self-register in SAM at the website www.sam.gov. Registration is free to all users.

B. In accordance with FAR Provision 52.204-7 SYSTEM FOR AWARD MANAGEMENT, a bidder must be registered in SAM when submitting an offer and must continue to be registered until time of award, during performance, and through final payment of any contract.

C. Bidders who are not currently registered in SAM with the NAICS Code that is indicated in Block 10, at the front of this Solicitation, are encouraged to start the registration process as soon as possible to ensure that it is complete prior to submission of any bid.

D. See FAR Provision 52.204-7 for more information.

6. REQUESTS FOR INFORMATION

A. This section should be revised to say that questions/inquiries shall be submitted in accordance with the

Projnet Instructions in Section 00 21 00 since the use of Projnet is mandatory.

B. Once all inquiries are compiled and addressed, the questions and answers will be generated as an amendment and posted to the beta.sam.gov website for all interested parties to view/acknowledge to be sent in with submission prior to the closing date. If additional time is needed for submission, this extension will be executed on the same amendment as the questions and answers amendment.

7. SUBMISSION OF BIDS

A. All Bidders are reminded to complete and submit with their bid all FAR and DFARS Provisions related to Representations and Certifications.

B. Bidders shall complete and submit any additional full text certifications that are included in the solicitation. An offeror may also complete the certifications at https://www.sam.gov in lieu of completing mailto:Walter.Kamad@usace.army.mil https://www.sam.gov/ the representations and certifications in this solicitation provided that all the FAR and DFARS certifications contained in the solicitation have been completed on line.

C. All Bidders shall be registered at https://www.sam.gov with the NAICS code that is shown on the front page of the solicitation prior to contract award.

D. Remember to fill in and sign the Standard Form 1442, from the front of the Solicitation, before submitting your bid.

E. E-Bids shall be completely uploaded into SAFE by the date and time indicated in Block 13 on page 1.

8. BID OPENING

A public Bid Opening will be conducted via teleconference, at the date and time indicated for receipt of bids/offers in Box 13 of the Standard Form 1442 at the front of this solicitation. The Bid Opening will be broadcast via live audio telephone conference. Interested parties may access the conference by calling one of the following numbers and entering the access code when prompted. Callers may log into the conference up to 5 minutes before the stated time.

AUDIO CONFERENCE ACCESS INFORMATION:

Microsoft Teams meeting

Join on your computer or mobile app

Click here to join the meeting

Or call in (audio only) +1 503-207-9433,,586242547#

Phone Conference ID: 586 242 547#

Find a local number | Reset PIN

9. FACSIMILE BIDS/OFFERS NOT ACCEPTED

Facsimile bids/offers, modifications thereto, or cancellations of bid/offers will not be accepted.

10. AMENDMENTS

Acknowledgement of each amendment by the Bidder must be made in the space provided on the SF 1442, or by returning a signed copy of the amendment by the time set for receipt of bids. Explanations or instructions given in a form other than an amendment to the solicitation shall not be binding. Questions (on a non-attribution basis) and answers shall be furnished to all prospective Bidders via the website. For security reasons all potential Bidders, plan rooms and printing companies are required to register in SAM at www.sam.gov.

NOTE: Failure to comply with the above instructions may result in an offeror not being eligible for award.

(End of Summary of Changes) https://www.sam.gov/ https://dod.teams.microsoft.us/l/meetup-join/19%3adod%3ameeting_950464c5b2754ac490b34ba8c23ba817%40thread.v2/0?context=%7b%22Tid%22%3a%22fc4d76ba-f17c-4c50-b9a7-8f3163d27582%22%2c%22Oid%22%3a%22cb3562e7-c020-4b72-bea8-8c2f3b6db95a%22%7d tel:+15032079433,,586242547# https://dialin.cpc.dod.teams.microsoft.us/71aa306f-43b1-41da-a46c-76ada22fc845?id=586242547 https://dialin.cpc.dod.teams.microsoft.us/usp http://www.sam.gov/

Contractor Questions:

Question: Would a PZC 18 sheet in place of the PZ27 sheet. It is lighter, stronger, and covers 25" per single sheet compared to 18" (PZ27).

Answer: See section 01 33 00 paragraph 1.8 and section 31 41 16 paragraphs 2.1 and 2.1.2.

Question: Solicitation Package does not include Sheet S-101 included on the Index of Drawings.

Other sheets include references to both S-101 and an S-102.

Answer: This will be answered by amendment.

Question: Prevailing Wage determination included in Solicitation Package is for Illinois. Will Ohio rates be issued by Amendment?

Question: Page 239 of the Solicitation Package has multiple attachments listed. We are unable to open those attachments. Will the 18 files be available on www.sam. gov? How do we access these?

Answer: See page 239 of the solicitation. Click on the attachments tab in adobe (the paperclip).

Question: Are the powerline s able to be relocate d (Underground, Temporary Placed Across the Street)?

Answer: See sheet C-102. Utility Note 1.

Question: Does the gov't have an area designate d for laydown?

Answer: See work limits on sheet G-003.

Question: Were there any soil samples taken at this location? Can you provide the results?

Question: Were there any soil samples taken at this location? Can you provide the results?

Question: 1. Spec Section 31 41 16, 1.5 Submittal s, SD-02 Pile Shoe, there is no pay item for these nor are they shown, are they required ? If so please provide a specific ation for the shoes

2. Is spec section 31 41 16, 1.3.1 and 31 41 16, 3.3.5 the same inspecti on company or are they to be two differen t ones?

3. The soil borings are mentione d as part of the specific ation and are not in the package, please provide the missing soil borings.

4. Drawing C-103, Sheet Pile Notes #2, allows an alternat e sheet pile section, is the NZ19 an approved alternat e?

5. Drawing C-103 Note #2 General Notes says to install sheets on each end 25' +/- and Note #2 in Construc tion Sequence says to install soil anchors, test, then unstress . Installi ng sheets at both ends then trying to mesh them to fit is difficul t to do to meet up with the fixed ends.

What is the reason for these notes? Can the wall start on either end and proceed to opposite end?

6. Bid item #3 Clearing , there are no definite clearing lines/li mits shown, only work limits, please advise on clearing limits7. Can the wale bolts holes be burned thru the sheet?

Answer: 1. No additional information will be provided, please bid as shown.

2. No additional information will be provided, please bid as shown.

3. See page 239 of the solicitation PDF and click on the attachments tab in Adobe (the paperclip).

4. See section 01 33 00 Paragraph 1.8 and section 31 41 16 paragraphs 2.1 and 2.1.2. See sheet C-103, notes 2&3.

5. See note 2 on C-103 and S-502 note 3 and details A7 and D7.

6. See section 31 10 00 paragraph 1.2.2.1.

7. See section 31 41 16 paragraph 3.3.2.c.

Question: This project is located within the known habitat ranges of the federally listed and protected Indiana Bat and Northern Long-Eare d Bat. Is tree removal for this project limited to occur between October 1 and March 31? What is the anticipa ted Notice to Proceed for this project?

Answer: See section 01 35 13 paragraph 1.2.

Question: Is there any finish required on the sheet piling, wale, or plates (galvaniz ed, painted, or bare steel)?

Answer: All requirements are shown in sections 05 12 00, 05 50 14, and 31 41 16.

Question: Typical Waler Splice Detail A7 on sheet S501 shows 3/4" DIA. Bolts. Typical Waler Splice Detail D1, Detail F1 and Detail F4 call out 5/8" DIA. Bolts. Are the bolts for the waler splices to be 3/4" or 5/8"?

Answer: This will be answered via amendment.

Question: This project is located within the known habitat ranges of the federally listed and protected Indiana Bat and Northern Long-Eare d Bat. Is tree removal for this project limited to occur between October 1 and March 31?

Answer: See section 01 35 13 paragraph 1.2, any restrictions are shown therein.

US Army Corps of Engineers

Buffalo, New York

Final Report

Geotechnical Subsurface Investigation

Bank Street, Grand River

Painesville, Lake County, Ohio

August 2019

1915 North 12th Street t Toledo, OH 43604-5305

I 419-324-2222

F 419-241-1808 a S S o c I a t e S I I n c www.ttlassoc.com

Environmental, Geotechnkal Engineering & Testing

August 2, 2019 USACE Contract No. W912P4-15-D-0001 Delivery Order W912P419F0006

TTL Project No. 12045.14 Mr. David Mitchell Us Army Corps of Engineers Buffalo District 1776 Niagara Street Buffalo, New York 14207-3 199

Following is the report of the geotechnical subsurface investigation performed by TTL Associates, Inc. (TTL) for the referenced project. This investigation was performed in general accordance with TTL Associates, Inc. (TTL) ProposalNo. 12045.14 dated January4, 2019, and authorized by Mr. David Mitchell ofUSACE via Contract No. W912P4-15-D-0001 Delivery Order W912P419F0006, fully executed January 17, 2019.

A draft report was submitted on March 22, 201 9 for review and comment. This final report contains a description of the investigative procedures, as well as the results of the subsurface investigation. Engineering analysis or design recommendations were not included in the scope of services for this project. Soil samples collected during this investigation will be stored at our laboratory for 90 days from the date ofthis report. The samples will be discarded afier 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.

Dear Mr. Mitchell:

Final Report Geotechnical Subsurface Investigation

Bank Street, Grand River Painesville, Lake County, Ohio

Sincerely, TTL ASSOCIATES, INC.

E:;:C.C. çL’ Katherine C. Hennicken, P .E.

Geotechnical Engineer

CC: Josh Kennedy — US Army Corps of Engli

“tt’IuIlIIt,,t

: • KATHERINE .

*:• HENNICKEN

: E-83245 :

r)_’

Curtis E. Roupe, P.E.

Vice President

R:\W912P4-14-R-0019. . \Task Order 14. . .\Report\1204514 Geotechnical Data Report Bank Street, Grand River, Painesville, Ohio.doc

Teamwork - Trust - Leadership Since 7927

GEOTECHNICAL SUBSURFACE INVESTIGATION

BANK STREET, GRAND RIVER

PAINESVILLE, LAKE COUNTY, OHIO

FOR

US ARMY CORPS OF ENGINEERS

BUFFALO DISTRICT

1776 NIAGARA STREET

BUFFALO, NEW YORK 14207-3199

SUBMITTED

AUGUST 2, 2019

USACE CONTRACT NO. W912P4-15-D-0001

DELIVERY ORDER W912P419F0006

TTL PROJECT NO. 12045.14

TTL ASSOCIATES, INC.

1915 NORTH 12TH STREET

TOLEDO, OHIO 43604

(419) 324-2222

(419) 321-6257 FAX

US Army Corps of Engineers August 2019

TTL Project No. 12045.14 Page i

TABLE OF CONTENTS

Page No.

1.0 Introduction

1.1 Authorization and Purpose of Investigation

1.2 Project Location

2.0 Investigative Procedures

2.1 Exploration Survey

2.2 Subsurface Exploration

2.3 Laboratory Testing Program

3.0 Proposed Construction

4.0 General Site and Subsurface Conditions

4.1 Encountered Subsurface Conditions

4.2 Laboratory Test Results

4.3 Groundwater Conditions

5.0 Qualification of Findings

TABLES

Table 2.1 Summary of Subsurface Exploration

Table 4.2.A Index Property Tests

Table 4.2.B Summary of Rock Core Data and Unconfined Compressive Strength

Table 4.2.C Summary of Slake Durability Test Results

Table 4.3 Summary of Groundwater Level Observations During Drilling Operations ...10

FIGURES

Logs of Test Borings DUC19-1 through DUC19-3

Legend Key

Tabulation of Test Data

Grain Size Distribution

Atterberg Limits Results

Unconsolidated-Undrained Triaxial Compressive Strength Test Results

Rock Core Photographic Logs

Unconfined Compressive Strength on Rock Test Results

Slake Durability Test Results

Survey Data

TTL QC Checklist

DIGITIZED DATA

gINTTM Project File

Survey Output File

AutoCAD Drawing Files

TTL Project No. 12045.14 Page 1

1.0 INTRODUCTION

1.1 Authorization and Purpose of Investigation

This study was performed in general accordance with TTL Associates, Inc. (TTL) Proposal

No. 12045.14 dated January 4, 2019, and authorized by Mr. David Mitchell of the US Army Corps of Engineers (USACE) via Contract No. W912P4-15-D-0001, Delivery Order W912P419F0006, fully executed January 17, 2019.

This geotechnical subsurface investigation has been performed to determine and characterize the subsurface conditions for the proposed improvements at the project site.

This report contains a description of the investigative procedures, as well as the results of the subsurface investigation. Engineering analysis or design recommendations were not included in the scope of services for this project.

The scope of this study did not include an Environmental Site Assessment of the surface or subsurface materials.

1.2 Project Location

The project is located on Bank Street between South State Street and East Walnut Street in

Painesville, Lake County, Ohio.

TTL Project No. 12045.14 Page 2

2.0 INVESTIGATIVE PROCEDURES

This subsurface investigation included four test borings designated DUC19-1 through DUC19-3, drilled by TTL on February 25 through 27, 2019.

2.1 Exploration Survey

The boring locations were established based on northing and easting coordinates indicated on the provided boring location plans furnished by USACE and included with the Request for Proposal

(RFP) dated December 13, 2019. The State Plane Ohio North (FIPS 3401) based on North American

Datum 1983 (NAD83) horizontal coordinate system was used to establish the northing and easting coordinates in U.S. Survey Feet. Ground surface elevations at the boring locations were surveyed by

TTL referencing the North American Vertical Datum of 1988 (NAVD88). TTL used CORS data from the Ohio Department of Transportation to correct the as-drilled survey data to the datum.

The boring locations were identified in real time using a Trimble® hand-held GPS unit. Prior to the survey, the locations were input into the GPS unit, and the GPS unit was utilized to locate the borings onsite within 0.1 feet of the requested locations. The requested locations for Borings

DUC19-1 and DUC19-2 were just north of existing overhead utilities, and the borings were offset

66 feet southeast and 46 feet southeast of their requested locations, respectively, based on direction from the onsite USACE representative. Due to underground utilities at the DUC19-3 location, the boring was offset 7 feet northeast, based on direction from the onsite USACE representative. The survey data input and outputs are attached to this report.

Boring locations and ground surface elevations, as well as boring termination depths and elevations are summarized in Table 2.1.

TTL Project No. 12045.14 Page 3

Table 2.1. Summary of Subsurface Exploration

Project: Bank Street, Grand River, Painesville, Ohio

State Plane: Ohio North (FIPS 3401) based on North American Datum 1983 (NAD83)

Drilling Firm: TTL Associates, Inc.

Boring

No.

Proposed As-Drilled

Offset

(feet)

Ground

Surface

Elevation

(feet)

Boring Termination

Northing Easting Northing Easting Depth

(feet)

Elevation

(feet)

DUC19-1 751083.7 2313449.0 751018.990 2313515.847 93 688.8 69 619.8

DUC19-2 750973.8 2313631.9 750996.235 2313585.526 52 691.9 69 622.9

DUC1-3 750994.8 2313528.4 750952.599 2313675.325 153 688.7 40.5 648.2

Boring

No.

Dates Drilled

Shelby Tube

Sample Interval Depth

(feet)

Borehole Status

DUC19-1 February 25 and 26, 2019 15 to 17 and 20 to 22 Borehole Sealed with Cement/Bentonite Grout

DUC19-2 February 26 through 28, 2019 11 to 13 and 21 to 23 Borehole Sealed with Cement/Bentonite Grout

DUC1-3 February 25 through 28, 2019 - Borehole Sealed with Cement/Bentonite Grout

TTL Project No. 12045.14 Page 4

2.2 Subsurface Exploration

The borings were performed in general accordance with geotechnical investigative procedures outlined in ASTM Standards D 1452 and D 5434.

The borings were drilled with an ATV-mounted CME 550X drilling rig utilizing 3¼-inch inside diameter hollow-stem augers. Soil samples were planned for collection at 5-foot intervals to boring termination in Borings DUC19-1, DUC19-2, and DUC19-3. Samples were collected at the intervals indicated on the logs of test borings as directed by the onsite USACE representative. Split-spoon (SS) samples were obtained by the Standard Penetration Test (SPT)

Method (ASTM D 1586), which consists of driving a 2-inch (or 3-inch) outside diameter split-barrel sampler into the soil with an automated hammer consisting of a 140-pound weight falling freely through a distance of 30 inches. The split-spoon samples were obtained using a

2-inch outside diameter sampler. 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, or Nf-value for field-recorded values) and is presented on the

Logs of Test Borings attached to this report. The calibrated hammer/rod energy ratio relative to an equivalent rod energy ratio of 60 percent (N60) for the CME 550X ATV-mounted drill rig utilized in this project was 77.3, calibrated on February 20, 2019. As such, the Nf-values were corrected to N60 values by multiplying by a factor of 1.29. The N60-values are presented on the attached Logs of Test Borings, along with the field-measured Nf-values for each boring. The samples were sealed in jars and transported TTL’s laboratory for laboratory classification and testing. Borings DUC19-1, DUC19-2, and DUC19-3 were terminated at the target completion depths of 69 feet, 69 feet, and 40.5 feet below existing grade, respectively.

Thin-walled Shelby tube samples, designated ST on the Logs of Test Borings, were attempted from Boring DUC19-1 (15 to 17 feet and 20 to 22 feet), and were obtained from Boring

DUC19-2 (11 to 13 feet and 21 to 23 feet). The Shelby tube samples were obtained by hydraulically advancing a 3-inch diameter, thin-walled sampler approximately 24 inches beyond the hollow-stem auger into relatively undisturbed soil in accordance with ASTM D 1587. The

Shelby tubes were then extracted from the subsoils, and the ends were capped and sealed. The attempted Shelby tubes from Boring DUC19-1 resulted in no recovery upon extraction from the subsoils. The remaining samples were transported to our laboratory where they were extruded, classified, and tested.

Core runs were completed using an NQ diamond-bit core barrel and coring techniques in general accordance with ASTM D 2113 immediately following auger refusal borings DUC19-1 and

DUC19-2. Five core runs were performed at lengths of 5 feet each. Recovery of the core is expressed as the percentage ratio of the recovered rock length to the total length of the core run.

The Rock Quality Designation (RQD) is the percentage ratio of the summed length of rock pieces 4 inches in length and greater to the total length of the run. The rock core samples are designated as “RC” on the Logs of Test Borings.

TTL Project No. 12045.14 Page 5

This investigation included installation of one temporary piezometer placed within the borehole of Boring DUC19-3. The piezometer included a 20-foot PVC slotted screen installed just above the termination depth of 40.5 feet below existing grade. The screen and PVC riser pipe had a nominal 2-inch diameter. Groundwater readings in the piezometer were obtained on February 27, 2019. The piezometer was removed upon completion of field work on February 28, 2019.

Upon completion of drilling and temporary piezometer removal, the boreholes were sealed with grout.

Soil and rock 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.

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.

2.3 Laboratory Testing Program

All samples of the subsoils were visually or manually classified in accordance with the Unified

Soil Classification System (ASTM D 2487 and D 2488). Moisture content determinations

(ASTM D 2216) were performed on all cohesive split spoon samples as well as on Shelby tube samples. Atterberg limits tests (ASTM D 4318) and particle size analyses (ASTM D 422) were performed on selected samples. These test results are presented on the Logs of Test Borings, Tabulation of Test Data sheets, and Grain Size Distribution sheets attached to this report.

A one-point unconsolidated-undrained (UU) triaxial compressive strength test (ASTM D 2850) was performed on the Shelby tube sample obtained from Boring DUC19-2 (21 to 23 feet) to evaluate the undrained shear strength of the upper profile, in-situ soils at the site. The UU test was performed using a confining pressure approximately equal to the approximate overburden pressure at the sample depth. The test results are attached to this report.

Recovered rock core specimens were visually classified in general accordance with Engineering

Manual EM 1110-1-2908 criteria. Four selected intact rock specimens were tested for unconfined compressive strength in accordance with ASTM D 7012, Method D. Additionally, four selected rock specimens were tested for slake durability in accordance with ASTM D 4644.

The rock unconfined compressive strength test specimens were prepared using a tile saw to obtain flat perpendicular ends with respect to the longitudinal specimen. The planeness of the bearing surfaces of the specimens were checked by means of an angle. ASTM D 7012 requires that we indicate the sample was not prepared using specialized equipment per ASTM D 4543, and that the reported results may differ from those obtained using a test specimen prepared per

ASTM D 4543. Results of these tests are attached to this report.

TTL Project No. 12045.14 Page 6

3.0 PROPOSED CONSTRUCTION

Based on the provided information, it is our understanding that the United States Army Corps of

Engineers (USACE) Buffalo District is assisting in the design for retaining wall to be located between Bank Street and Grand River in Painesville, Ohio.

TTL Project No. 12045.14 Page 7

4.0 GENERAL SITE AND SUBSURFACE CONDITIONS

4.1 Encountered Subsurface Conditions

The site was located on an escarpment elevated approximately 100 to 110 feet above Grand

River. Borings DUC19-1 and DUC19-3 were performed within the pavement of Bank Street, and Boring DUC19-2 was performed within a grassy area north of Bank Street.

Borings DUC19-1 and DUC19-3 were performed through the existing pavement, and the encountered surface materials consisted of asphalt on the order of 3 inches and 2½ inches in thickness, underlain by concrete on the order of 9 inches and 9½ inches in thickness, respectively. Boring DUC19-2 was performed in a grassy area, and encountered surface materials consisting of topsoil on the order of 10 inches in thickness.

Based on the results of the field and laboratory tests, the subsurface conditions encountered underlying the surface materials consisted of a stratum of granular soils underlain by three strata of cohesive soils with varying strength and moisture characteristics, which were underlain by shale. The soil strata have been interpreted based on soil texture, moisture contents, unconfined compressive strengths, and SPT N-values recorded in the borings. It should be noted that the demarcations between cohesive soil strata can be transitional with respect to strength and moisture conditions.

Stratum I consisted of loose granular soils encountered underlying the surface materials in each of the borings to depths ranging from 6 to 10 feet below existing grades (approximate Elevs. 683 to 680). The granular soils consisted of poorly graded sand (SP) with varying amounts of silt and gravel, silty sand (SM) with gravel, as well as well graded sand (SW/SM) with silt and gravel.

Based on published geologic mapping, these granular soils are interpreted as beach ridge deposits. SPT N60-values for these soils ranged from 6 to 10 blows per foot (bpf). Moisture contents ranged from 10 to 14 percent.

Stratum II consisted of predominantly medium stiff to stiff cohesive soils underlying Stratum I to depths ranging from 9½ to 22 feet (approximate Elevs. 679 to 667). The Stratum II cohesive soils consisted of sandy silt (ML) with trace clay and varying amounts of gravel, as well as sandy lean clay (CL) with trace gravel. Based on published geologic mapping, these cohesive soils are interpreted as lacustrine deposits. SPT N60-values for these soils generally ranged from 8 to

14 bpf. Unconfined compressive strengths generally exceeded 7,000 pounds per square foot

(psf), likely indicative of desiccation and possibly some transition into the underlying stiffer soils. Moisture contents ranged from 14 to 22 percent.

Stratum III consisted of very stiff to hard cohesive soils underlying Stratum II to depths ranging from 30 to 33½ feet (approximate Elevs. 659 to 656). The Stratum III cohesive soils consisted of lean clay (CL) with varying amounts of sand and gravel, as well as sandy silt (ML) with trace gravel and/or shale fragments. Based on published geologic mapping, these cohesive soils are interpreted as glacial till deposits. SPT N60-values for these soils generally ranged from 19 to

35 bpf. Unconfined compressive strengths ranged from 4,000 pounds per square foot (psf) to greater than 9,000 psf (the maximum obtainable reading using a calibrated hand penetrometer), with tested values as high as 12,910 psf. An unconsolidated-undrained (UU) triaxial compressive

TTL Project No. 12045.14 Page 8 strength test performed for a Shelby tube sample obtained from Stratum III in Boring DUC19-2 resulted in an undrained shear strength (Su) of 6,885 psf. Moisture contents ranged from 12 to

16 percent.

A zone of very dense clayey gravel (GC) with sand was encountered underlying Stratum III in

Boring DUC19-2 to a depth of 38½ feet (approximate Elev. 653). Within this zone, an SPT

N60-value of 102 bpf and a moisture content of 11 percent were determined for the recovered sample.

Stratum IV consisted of hard cohesive soils underlying Stratum III in Borings DUC19-1 and

DUC19-3, as well as underlying the zone of granular soils in Boring DUC19-2, to depths ranging from 39 to 44.8 feet (approximate Elevs. 649 to 647). The Stratum IV cohesive soils consisted of silty clay (CL/ML) with varying amounts of sand and shale fragments, as well as lean clay (CL) with sand and trace gravel. Cobbles were noted within the lean clay soils at a depth of 39½ feet in Boring DUC19-3. Based on published geologic mapping, these cohesive soils are interpreted as glacial till deposits. SPT N60-values for these soils ranged from 75 bpf to split-spoon refusal (SSR, 50 or more blows over 6 inches or less penetration). Unconfined compressive strengths were greater than 9,000 psf (the maximum obtainable reading using a calibrated hand penetrometer). Moisture contents ranged from 7 to 18 percent.

A boulder/cobble zone was encountered within Stratum IV in Boring DUC19-1 from 35 to

37 feet (approximate Elevs. 654 to 652). Within this zone, an SPT N60-value of 75 bpf was determined for the recovered sample.

A zone of granular soils was encountered underlying Stratum IV in Boring DUC19-3 from

39 feet to boring termination at 40½ feet (approximate Elevs. 650 to 648). The granular soils consisted of silty sand (SM) with trace gravel. An SPT N60-value of 104 bpf, indicating very dense compactness, and a moisture content of 9 percent were determined for the recovered sample.

Underlying the soils at the site, shale was encountered. The borings were advanced into the shale using coring methods. Evaluations of rock mass quality and rock strength were made based on the cored bedrock. Unconfined compressive strengths ranged from 2,967 to 8,155 pounds per square inch, indicating moderately hard to hard strength. Based on RQD values ranging from

50 to 98 percent, the rock mass index of the shale can be categorized as fair to excellent.

4.2 Laboratory Test Results

Results of the index property tests used to classify the soils in accordance with the Unified Soil

Classification System (USCS) are summarized in Table 4.2.A. The Grain Size Distribution curves for these tests are also attached to this report. It should be noted that silt and clay designations (of the overall percentage of “fines” or particles passing the No. 200 sieve) were based on ASTM demarcation of percent finer than 0.005 mm (for clay). Other classifications systems (e.g., USDA, EPA) define clay demarcation at percent finer than 0.002 mm.

TTL Project No. 12045.14 Page 9

Table 4.2.A. Index Property Tests

Boring No.

(Sample No.)

Sample

Depth

(feet)

Approximate

Sample

Elevation

(feet) In te rp re te d

S tr a tu m

Grain Size Distribution

L iq u id

L im it

P la st ic

L st ic it y

I n d e x

M o is tu re C o n te n t

U S

C S

C la ss

G ra v el a n il t(1

C la y

(1

DUC19-1 (SS-2) 5 to 6½ 684 to 682 I 3 86 11 Non-Plastic 14 SP/SM

DUC19-1 (SS-3) 10 to 11½ 679 to 677 II 0 49 47 4 Non-Plastic 22 ML

DUC19-1 (SS-4) 22 to 23½ 667 to 665 III Not Measured 28 12 16 12 CL

DUC19-1 (SS-6) 30 to 31½ 658 to 656 IV 0 35 50 15 20 14 6 18 CL/ML

DUC19-1 (SS-8) 37 to 38½ 652 to 650 IV Not Measured 20 14 6 7 CL/ML

DUC19-2 (SS-3) 8½ to 10 683 to 682 II Not Measured Non-Plastic 20 ML

DUC19-2 (ST-1) 11 to 13 681 to 679 II 1 40 34 25 22 14 8 14 CL

DUC19-2 (SS-5) 18½ to 20 673 to 672 III 4 29 24 43 27 15 12 14 CL

DUC19-2 (ST-2) 21 to 23 671 to 669 III 2 23 37 38 27 18 9 12 CL

DUC19-2 (SS-8) 33½ to 35 658 to 657 Zone 47 21 15 17 26 12 14 11 GC

DUC19-3 (SS-1) 2½ to 4 686 to 685 I 19 62 11 Non-Plastic 10 SW/SM

DUC19-3 (SS-3) 9½ to 11 679 to 678 III 0 29 27 44 25 12 13 13 CL

DUC19-3 (SS-4) 13 to 14½ 676 to 674 III Not Measured Non-Plastic 16 ML

DUC19-3 (SS-6) 26 to 27½ 663 to 661 III Not Measured 26 18 8 13 CL

DUC19-3 (SS-8) 39 to 40½ 650 to 648 Zone 10 53 31 6 18 16 2 9 SM

(1) Silt and clay designations (of the overall percentage of “fines” or particles passing the No. 200 sieve) were based on ASTM demarcation of percent finer than 0.005 mm (for clay). Other classifications systems

(e.g., USDA, EPA) define clay demarcation at percent finer than 0.002 mm.

Results of the unconfined compressive strength on rock are summarized in Table 4.2.B. The stress-strain curves for these tests are also attached to this report.

Table 4.2.B. Summary of Rock Core Data and Unconfined Compressive Strength

Number

Rock

Core

Depth

Below

Ground

Surface

(feet)

Approximate

Elevation

(feet)

Rock

Core

Recovery

RQD

Approximate

Elevation of

Compressive

Strength Test

Specimen

(feet)

Compressive

Strength

(psi)

DUC19-1

RC-1 44.0 to 49.0 644.8 to 639.8 96 88.3 - -

RC-2 49.0 to 54.0 639.8 to 634.8 100 96.7 639.8 to 639.0 8,155

RC-3 54.0 to 59.0 634.8 to 629.8 104 65 631.4 to 630.7 2,967

RC-4 59.0 to 64.0 629.8 to 624.8 96 95 - -

RC-5 64.0 to 69.0 624.8 to 619.8 98 91.7 - -

DUC19-2

RC-1 44.0 to 49.0 647.9 to 643.9 100 51.7 645.2 to 644.5 3,657

RC-2 49.0 to 54.0 643.9 to 637.9 100 75 - -

RC-3 54.0 to 59.0 637.9 to 633.9 100 76.7 - -

RC-4 59.0 to 64.0 633.9 to 627.9 100 98.3 - -

RC-5 64.0 to 69.0 627.9 to 623.9 100 93.3 627.9 to 627.3 3,329

Results of the slake durability testing are summarized in Table 4.2.C.

TTL Project No. 12045.14 Page 10

Table 4.2.C. Summary of Slake Durability Test Results

Number

Rock

Core

Approximate

Elevation of

Slake Durability

Test Specimen

(feet)

Slake

Durability

Index After

First Cycle, Id1

Slake

Durability

Index After

Second

Cycle, Id2

Final Description

DUC19-1

RC-2 641.5 to 640.9 97.7% 96.8% Type II – Retained specimens consist of large and small fragments

RC-3 633.6 to 632.9 97.4% 94.8% Type II – Retained specimens consist of large and small fragments

DUC19-2

RC-1 651.7 to 645.2 96.8% 92.6% Type II – Retained specimens consist of large and small fragments

RC-5 627.3 to 626.9 99.0% 97.9% Type II – Retained specimens consist of large and small fragments

4.3 Groundwater Conditions

Groundwater was observed within the borings at depths ranging from 12½ to 16½ feet

(approximate Elevs. 679 to 672). Table 4.3 summarizes the groundwater conditions encountered in the borings. The delayed groundwater reading in Boring DUC19-1 reflects the observed groundwater level with the borehole left open overnight, and the delayed groundwater reading in

Boring DUC19-3 reflects the observed groundwater level within the temporary piezometer approximately two days after installation. An additional water level reading was not performed within the piezometer on the third day prior to removing it from the borehole and sealing the borehole.

Table 4.3 Summary of Groundwater Level Observations During Drilling Operations

Number

Ground

Surface

Elevation

(feet)

Groundwater

Initially Encountered

During Drilling

Delayed

Groundwater

Reading

Groundwater Observed

Upon Completion of Drilling

Depth

(feet)

Elevation

(feet)

Depth

(feet)

Elevation

(feet)

Depth

(feet)

Elevation

(feet)

DUC19-1 688.8 N.E. - 14.2 674.6 16.5 672.3

DUC19-2 691.9 N.E. - N.O. - 12.5 679.4

DUC19-3 688.7 N.E. - 14.8 673.9 N.O. -

N.E. – not encountered.

N.O. – not observed

Based on the soil characteristics and groundwater conditions encountered in the borings, it is our opinion that “normal” groundwater levels at the site will generally be encountered at depths of approximately 12 feet or greater (Elev. 679 or lower). It should be noted that groundwater elevations can 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. 12045.14 Page 11

5.0 QUALIFICATION OF FINDINGS

Our review of the subsurface 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.

The nature and extent of variations in the surrounding area of the borings may not become evident until the course of construction.

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.

11 14

SS-1

SS-2

SS-3

ST-1

ST-2

SS-4

SS-5

SS-6

688.5 687.8

683.8

678.8

666.8

658.8

653.8

0.3 1.0

5.0

10.0

22.0

30.0

35.0

SPT HAMMER

EFFICIENCY = 77.3%

NP

NP

Hand Penetrometer: 3.5

TSF

@14.2': 24-hour Water Level

@16.2': Water Level upon Completion of Drilling

Hand Penetrometer: >4.5

TSF

UCS by ASTM D 2166: 6.46

TSF

Hand Penetrometer: >4.5

TSF

NI

SP-

SM

ML

CL

CL-

ML

NP

NP

NP

NP

0' to 0.3': ASPHALT - 3 Inches 0.3' to 1': CONCRETE - 9 Inches 1' to 5': Damp Loose Brown POORLY GRADED SAND w/Gravel and Trace Silt (SP)

5' to 10': Damp Loose Brown POORLY GRADED SAND w/Silt and Trace Gravel (SP/SM)

10' to 22': Moist Very Stiff Gray SANDY SILT w/Trace Clay (ML)

22' to 30': Moist Very Stiff to Hard Gray LEAN CLAY w/Trace Sand (CL)

25': w/Sand and Trace Gravel

30' to 35': Damp Hard Gray SANDY

SILTY CLAY (CL/ML)

SHEET

State Plane

Buffalo District

14. ELEVATION GROUND WATER

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

DUC19-1

2/28/19

DISTURBED

NAVD88

99%

2. HOLE NUMBER

CME-550x

Tim Noyes

3.25" HSA

INSTALLATION

Bank Street, Grand River

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

2/26/19

VERTICAL

TB

17. TOTAL CORE RECOVERY FOR BORING

SHEETS

BEARING

3. DRILLING AGENCY

9 2

INCLINED

TTL Associates

4. NAME OF DRILLER

5. DIRECTION OF BORING

688.8

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83

40.0

29.0

69.0

N 751,019.0 E 2,313,515.8

18. SIGNATURE AND TITLE OF INSPECTOR

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

US Army Corps of Engineers

VERTICAL

1. PROJECT

UNDISTURBED

SEP 05

SPK FORM 1836 SHEET 1 of 2

F in es

M C

Boring Designation DUC19-1

S an d

G ra ve l

B lo w s/

0.

ft

S am p N o.

ELEV DEPTH REMARKS

A S

T M

C la ssN60

LE

G

E N

D

RECNf

LL P

I

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

32.5

35.0

Laboratory

Boring Designation DUC19-1

FIELD CLASSIFICATION OF MATERIALS

(Description)

A C

E

6-

A

D R

IL

LI

N G

L O

G

.1

.G

P J

C O

P Y

T H

IS

T

E M

P

LA

T E

.G D

T

/2 /1

SS-7

SS-8

SS-9

RC-1

RC-2

RC-3

RC-4

RC-5

651.8

648.8

644.8 644.3

634.2

629.8

619.8

37.0

40.0

44.0 44.5

54.6

59.0

69.0

NP

NI

NP

RQD = 88.3%

RQD = 96.7%

Rock UCS by ASTM D

7012: 8,155 PSI

RQD = 65.0%

Rock UCS by ASTM D

7012: 2,967 PSI

RQD = 95.0%

RQD = 91.7%

CL-

ML

20 6

35' to 37': BOULDER/COBBLES

37' to 40': Damp Hard Gray SILTY CLAY w/Sand and Shale Fragments

(CL/ML)

40' to 44': Gray WEATHERED

SHALE

44' to 44.5': SHALE, Black, Highly Weathered, Soft, Very Fine Grained, Jointed - Intensely Fractured 44.5' to 54.6': SHALE, Black, Slightly Weathered, Hard, Very Fine Grained, Jointed - Highly Fractured to Moderately Fractured 45.9': Intensely Fractured Fragments to 50'

54.6' to 59': SHALE, Black, Slightly Weathered, Moderately Hard, Very Fine Grained, Jointed - Intensely Fractured to Highly Fractured 55.7': Moderately Fractured Segment to 56.6'

59' to 69': SHALE, Black, Slightly Weathered, Moderately Hard, Very Fine Grained, Jointed - Highly Fractured to Moderately Fractured

Bottom of hole at 69 feet.

2SHEET

OFBuffalo District

COORDINATE SYSTEM

Bank Street, Grand River

N 751,019.0 E 2,313,515.8

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

NAD83

SHEETS

HORIZONTAL VERTICALPROJECT

State Plane

688.8

NAVD88

INSTALLATION

SEP 05

SPK FORM 1836-A SHEET 2 of 2

F in es

M C

Boring Designation DUC19-1

S an d

G ra ve l

B lo w s/

0.

ft

S am p N o.

ELEV DEPTH REMARKS

A S

T M

C la ssN60

LE

G

E N

D

RECNf

LL P

I

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

62.5

65.0

67.5

Laboratory

Boring Designation DUC19-1

FIELD CLASSIFICATION OF MATERIALS

(Description)

A C

E

6-

A

D R

IL

LI

N G

L O

G

.1

.G

P J

C O

P Y

T H

IS

T

E M

P

LA

T E

.G D

T

/2 /1

SS-1

SS-2

SS-3

ST-1

SS-4

SS-5

ST-2

SS-6

SS-7

SS-8

691.1

683.4

680.9

678.4

673.4

671.9

663.4

658.4

0.8

8.5

11.0

13.5

18.5

20.0

28.5

33.5

SPT HAMMER

EFFICIENCY = 77.3%

NP

NP

Hand Penetrometer: 3.0

TSF

UCS by ASTM D 2166:

2.76 TSF

@12.5': Water Level upon Completion of Drilling

Hand Penetrometer: 3.0

TSF

Hand Penetrometer: 2.75

TSF

Su: 6,885 PSF

Hand Penetrometer: 4.0

TSF

Hand Penetrometer: 4.0

TSF

ML

CL

CL

CL

CL

GC

NP

NP

0' to 0.8': TOPSOIL - 10 Inches

0.8' to 8.5': Moist Loose Brown SILTY SAND w/Gravel (SM)

8.5' to 11': Moist Stiff to Very Stiff Brown SANDY SILT w/Trace Gravel and Clay (ML)

11' to 13.5': Moist Very Stiff Gray SANDY LEAN CLAY w/Trace Gravel

(CL)

13.5' to 18.5': Moist Medium Stiff Gray SANDY LEAN CLAY w/Trace Gravel (CL)

18.5' to 20': Moist Stiff to Very Stiff Gray SANDY LEAN CLAY w/Trace Gravel (CL) 20' to 28.5': Moist Hard Gray LEAN CLAY w/Sand and Trace Gravel (CL)

23.5': Stiff to Very Stiff

28.5' to 33.5': Moist Very Stiff to Hard Gray LEAN CLAY w/Sand and Trace Gravel (CL)

33.5' to 38.5': Moist Very Dense Gray CLAYEY GRAVEL w/Sand (GC)

SHEET

State Plane

Buffalo District

14. ELEVATION GROUND WATER

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

DUC19-2

2/26/19

DISTURBED

NAVD88

97%

2. HOLE NUMBER

CME-550x

Tim Noyes

3.25" HSA

INSTALLATION

Bank Street, Grand River

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

2/25/19

VERTICAL

TB

17. TOTAL CORE RECOVERY FOR BORING

SHEETS

BEARING

3. DRILLING AGENCY

10 2

INCLINED

TTL Associates

4. NAME OF DRILLER

5. DIRECTION OF BORING

691.9

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83

44.8

29.0

69.0

N 750,996.2 E 2,313,585.5

18. SIGNATURE AND TITLE OF INSPECTOR

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

US Army Corps of Engineers

VERTICAL

1. PROJECT

UNDISTURBED

SEP 05

SPK FORM 1836 SHEET 1 of 2

F in es

M C

Boring Designation DUC19-2

S an d

G ra ve l

B lo w s/

0.

ft

S am p N o.

ELEV DEPTH REMARKS

A S

T M

C la ssN60

LE

G

E N

D

RECNf

LL P

I

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

32.5

35.0

Laboratory

Boring Designation DUC19-2

FIELD CLASSIFICATION OF MATERIALS

(Description)

A C

E

6-

A

D R

IL

LI

N G

L O

G

.1

.G

P J

C O

P Y

T H

IS

T

E M

P

LA

T E

.G D

T

/2 /1

11SS-9

SS-10

RC-1

RC-2

RC-3

RC-4

RC-5

653.4

647.1 646.7

641.6

638.8

637.1

622.9

38.5

44.8 45.2

50.3

53.1

54.8

69.0

NP

Hand Penetrometer: >4.5

TSF

Hand Penetrometer: >4.5

TSF

RQD = 51.7%

Rock UCS by ASTM D

7012: 3,657 PSI

RQD = 75.0%

RQD = 76.7%

RQD = 98.3%

RQD = 93.3%

Rock UCS by ASTM D

7012: 3,329 PSI

CL

33.5' to 38.5': Moist Very Dense Gray CLAYEY GRAVEL w/Sand (GC) (continued)

38.5' to 44.8': Damp Hard Gray LEAN CLAY w/Sand and Trace Gravel (CL)

44.8' to 45.2': Gray WEATHERED

SHALE

45.2' to 50.3': SHALE, Black, Moderately Weathered, Moderately Hard, Very Fine Grained, Jointed - Intensely Fractured to Highly Fractured 46.6': Slightly Weathered

50.3' to 53.1': SHALE, Black, Slightly Weathered, Moderately Hard, Very Fine Grained, Jointed - Highly Fractured to Moderately Fractured

53.1' to 54.8': SHALE, Black, Slightly Weathered, Moderately Hard, Very Fine Grained, Jointed - Intensely Fractured to Highly Fractured 54.8' to 69': SHALE, Black, Slightly Weathered, Moderately Hard, Very Fine Grained, Jointed - Highly Fractured to Moderately Fractured

Bottom of hole at 69 feet.

2SHEET

OFBuffalo District

COORDINATE SYSTEM

Bank Street, Grand…