PEVI_200745_Dive_Inspection_Memo.pdf

National Park Service

Perry’s Victory and International Peace Memorial

Restoration of North and South Seawalls Put-in-Bay, Ohio

PEVI 200745

Dive Team Investigation Report Final

January 22, 2021

Prepared by:

CH2M HILL, Inc.

New York, NY

Contract No. P15PC00018

Task Order No. P16PD01166

U.S. Department of the Interior

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls Put-in-Bay, Ohio

PEVI 200745

Dive Team Investigation Report, Final January 22, 2021

Table of Contents Page i

Table of Contents

Acronyms and Abbreviations ........................................................................................... iii

Chapter 1 – Introduction ............................................................................................ 1-1

1.01 Site Description ............................................................................................ 1-1

Chapter 2 – Scope of Work ........................................................................................ 2-1

2.01 Structural Inspection .................................................................................... 2-1

2.02 Partially Destructive Sampling and Testing .................................................. 2-3

Chapter 3 – Inspection Findings and Recommendations ....................................... 3-1

3.01 North Seawall .............................................................................................. 3-1

3.02 South Seawall .............................................................................................. 3-1

3.03 Concrete Core Testing Results .................................................................... 3-2

3.04 Conclusions and Recommended Actions .................................................... 3-8

List of Figures

Figure 1. PEVI- Site Plan ............................................................................................. 1-2

Figure 2. PEVI – Concrete Coring Plan ........................................................................ 2-4

List of Photos

Photo 1. Overall view of PEVI, looking east ................................................................. 1-2

Photo 2. North Seawall—Center. Overall view of the seawall looking southwest. ........ 1-3

Photo 3. North Seawall—Center. Joint between the original 1936 straight seawall and the 1976 curved addition. ............................................................................................. 1-3

Photo 4. North Seawall—East. Overall view of the seawall looking south.................... 1-4

Photo 5. South Seawall. Overall view of the seawall looking northeast........................ 1-4

Photo 6. South Seawall—West. Overall view of the seawall looking east. ................... 1-5

Photo 7. North Seawall—Center. Spall on nose of seawall exposing multiple reinforcing bars with minor corrosion. ............................................................................................ 3-4

Photo 8. North Seawall—East. Spall on the nose of the seawall exposing multiple reinforcing bars with minor corrosion............................................................................ 3-4

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Table of Contents Page ii

Photo 9. North Seawall—East. Typical condition of the concrete seawall face below water. ........................................................................................................................... 3-5

Photo 10. North Seawall—East. Typical condition of the seawall contraction joints. .... 3-5

Photo 11. North Seawall—East. Typical delamination at seawall joint. ........................ 3-6

Photo 12. South Seawall. Exposed reinforcement with minor corrosion in void at Station 29+65. .......................................................................................................................... 3-6

Photo 13. South Seawall—West. Spall/delamination on top of seawall. ...................... 3-7

Photo 14. South Seawall. Core No. 6 post-extraction. ................................................. 3-7

Appendix

Appendix A – P-1550 Seawall Characterization

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Acronyms and Abbreviations Page iii

Acronyms and Abbreviations

ASTM ASTM International

CH2M CH2M HILL Inc.

NPS National Park Service

PEVI Perry’s International Victory and Peace Memorial

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 1 – Introduction Page 1-1

Chapter 1 – Introduction

The National Park Service (NPS) contracted CH2M HILL Inc. (CH2M) to perform a design level inspection of the North and South Seawalls at Perry’s Victory and International Peace Memorial, located in Put-in-Bay, on South Bass Island, Ohio. The field investigation included both an above and underwater inspection of the North and South Seawalls as well as partially destructive testing of specific portions of the seawall.

The investigation was performed in April of 2020.

1.01 Site Description

Perry’s International Victory and Peace Memorial (PEVI) is located in Put-in-Bay, Ohio on South Bass Island, situated approximately 3 miles off the south shore of Lake Erie.

The memorial consists of a 352-foot-tall Doric column and Beaux Arts Plaza surrounded by open parkland with shoreline to the north and south of the memorial (Photo 1). The shoreline is protected by approximately 1,865 feet of concrete seawall on the north side of the park and 1469 feet of concrete seawall on the south side of the park.

The North Seawall is a Galveston style seawall, which utilizes a concave profile to reflect wave energy away from the wall. The seawall extends from Station 0+00 at the northwest corner of the park to Station 18+65 at the parks northeastern extent. The cast-in-place concrete seawall is separated into monoliths by contraction joints spaced approximately every 20 feet and expansion joints spaced approximately every 100 feet.

There are three distinct sections of the North Seawall: west, center, and east. The center portion of the seawall, comprising approximately 1,159 feet from Station 3+66 to 15+25, is the oldest portion and was originally constructed in 1936 (Photo 2). The center section is a gravity wall supported on a concrete spread footing, and originally was constructed with a flat, vertical wall profile.

In 1976, the top of wall elevation was raised, and a new, curved portion was built on top of the existing seawall (Photo 3). In addition to raising the top of seawall elevation, new sections were built, extending the seawall 366 feet to the west and 340 feet to the east (Photo 4). The newer east and west sections of concrete seawall are curved over their full exposed height with concrete footings keyed into the bedrock. The exposed height of the seawall varies between 8 feet and 10 feet high from mudline to top of wall in the center section and transitions from 8 feet to on-grade at each end.

The South Seawall was fully rebuilt during the 1976 construction, with a new alignment further south of the memorial than the original, and consists of two distinct sections. The main section, the South Seawall, is a cast-in-place concrete Galveston style seawall similar in construction to the west and east sections of the North Seawall (Photo 5). The South Seawall is located from Station 20+00 at the southeast corner of the park to Station 32+67. The South Seawall—West, located between Station 32+67 and Station 34+69, is angled to the northwest and is a flat faced concrete wall rather than convex (Photo 6). At the end of the South Seawall—West there is a public beach, located in the southwest corner of the park. Figure 1 presents the site plan with structure locations.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 1 – Introduction Page 1-2

Figure 1. PEVI Site Plan

Photo 1. Overall View of PEVI, Looking East.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 1 – Introduction Page 1-3

Photo 2. North Seawall—Center. Overall view of the seawall looking southwest.

Photo 3. North Seawall—Center. Joint between the original 1936 straight seawall and the 1976 curved addition.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 1 – Introduction Page 1-4

Photo 4. North Seawall—East. Overall view of the seawall looking south.

Photo 5. South Seawall. Overall view of the seawall looking northeast.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 1 – Introduction Page 1-5

Photo 6. South Seawall—West. Overall view of the seawall looking east.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 2 – Scope of Work Page 2-1

Chapter 2 – Scope of Work

CH2M has been contracted by NPS to furnish design documents for PEVI 200745:

Restoration of North and South Seawalls. The scope of the project includes complete demolition and replacement of the North Seawall—Center and partial demolition and replacement of the upper 3 feet of the North Seawall—East and West as well as the South Seawall and South Seawall—West. The design will include repairs to any remaining portions of the seawall, raising the overall top of wall elevation for both structures and raising the surrounding grade at the South Seawall. Additional items in the scope of the proposed repairs include upgrades to the existing stormwater system, new sidewalks along both seawalls, and updated landscape architecture elements.

The preliminary design package was based on the information provided in the most recent condition assessment of the seawalls, performed in 2017 by Wiss, Janney, Elstner Associates, Inc. It is noted that that the previous condition assessment recommendation was for partial repairs along the sections of seawall scheduled to remain. The majority of defects were located along the top portions of the seawall, and the concrete below the waterline was noted to be in generally good condition. Following a Value Analysis performed by NPS and CH2M in 2019, it was decided to demolish top 3-foot portion of the seawalls entirely and rebuild to a new elevation. The primary purpose of this inspection was to evaluate the existing condition of the North and South Seawalls against the 2017 inspection, confirm continuity of the design with the existing field conditions and document the location, size, severity, and extent of all defects with enough detail to sufficiently design repairs. A primary concern of the dive evaluation was to determine the condition of concrete below the waterline that was scheduled to remain in place.

2.01 Structural Inspection

The above and underwater structural inspection consisted of a detailed documentation of all existing defects and all site-related conditions that affect or impede execution of the proposed repair work. For the purposes of the proposed repair design, the inspection focused on documenting all defects on portions of the seawall designated to remain, while noting the general conditions and verifying the existing geometry where demolition was proposed.

2.01.1 Methodology

The above and underwater structural inspection was conducted by a three person team consisting of a Professional Engineer-Diver (Team Leader), a Diving Supervisor, and a Technical-Diver. All diving work was performed in accordance with all federal and state requirements for safe commercial diving practices, including U.S. Occupational Safety and Health Administration Title 29 of the Code of Federal Regulations Part 1910, Subpart T, U.S. Army Corps of Engineers, and Association of Diving Contractors

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 2 – Scope of Work Page 2-2

International guidelines. Dive operations were staged from a dive van stationed immediately behind the seawall, outfitted with all necessary equipment for surface-supplied diving, including a Superlight 27 diving helmet, three-part umbilical with continuous hard-wire communications, and all associated commercial diving equipment.

A Level I inspection effort, consisting of a close visual and/or tactile examination, was performed on all accessible structural and non-structural components (elements) along the seawall from the waterline to mudline. In additional to the Level I inspection, a Level II inspection effort was performed at approximately 100-foot intervals. A Level II inspection includes the removal of marine growth, typically at three elevations along the height of the wall, with the purpose of exposing any defects hidden by marine growth and identifying subsurface conditions. Due to the shallow water level present at the PEVI seawalls, marine growth removal was only performed at one elevation along the wall for this inspection. In addition to the physical inspection, photo documentation was performed for all typical conditions encountered and unique defects observed, both above and below water. Where water clarity was too poor to allow traditional photography, a clear water box was utilized to capture images.

2.01.2 Damage Grade Assessment

The damage grades used in this inspection memo express the conditional information of each observed defect or deficiency. Dependent only on type, dimensional data recorded during the inspection, and other relevant observations relating to the damage, typical damage encountered in waterfront facilities is categorized using four grades: severe, advanced, moderate, and minor. An assigned damage grade is independent of the overall condition and structural impact of the deteriorated element.

The damage grade for an individual concrete defect is based on a four-point assessment scale as quantified below:

Minor Mechanical abrasion or impact dents up to 1 inch; general cracks up to

1/16 inch; occasional corrosion stains or small pop-out spalls.

Moderate Structural cracks up to 1/16 inch wide; corrosion cracks up to 1/4 inch wide; chemical deterioration: Random cracks up to 1/16 inch wide;

“Soft” concrete and rounding of corners up to 1 inch deep.

Advanced Structural cracks between 1/16 inch to 1/4 inch wide and partial breakages (structural spalls); Corrosion cracks wider than 1/4 inch and open spalls (excluding pop-outs); multiple cracking and disintegration of surface layer due to chemical deterioration.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 2 – Scope of Work Page 2-3

Severe Structural cracks wider than 1/4 inch or complete breakage. Loss of bearing and displacement at connections; complete loss of concrete cover due to corrosion of reinforcing steel with over 30 percent of diameter loss for any main reinforcing bar; loss of concrete cover

(exposed steel) due to chemical deterioration; loss of over 30 percent of cross section due to any cause described above.

The damage grade for an individual steel defect is based on a four-point assessment scale as quantified below:

Minor Protective coating partially or no longer intact; less than 50 percent of perimeter or circumference affected by corrosion at any elevation or cross section; loss of thickness up to 15 percent of nominal at any location.

Moderate Over 50 percent of perimeter or circumference affected by corrosion at any elevation or cross section; loss of nominal thickness 15 to 30 percent at any location.

Advanced Partial loss of flange edges or visible reduction of wall thickness on pipe piles;

loss of nominal thickness 30 to 50 percent at any location.

Severe Structural bends or buckling, breakage and displacement at supports, loose or lost connections; perforations or loss of thickness exceeding 50 percent of nominal at any location.

2.02 Partially Destructive Sampling and Testing

In conjunction with the structural inspection, partially destructive sampling and testing was performed to qualitatively examine the properties, conditions, and strength of the existing seawall concrete. The repair design associated with this inspection is proposing to remove the top 3 feet of existing seawall and reuse the concrete below. The purpose of the core testing was to verify that the existing concrete on the lower portion of wall is in a condition suitable for reuse. The scope of the coring included extraction of six, 4-inch-diameter concrete core samples; three each from the North and South Seawalls.

All cores were extracted from the portion of the seawalls proposed to remain, approximately 4 feet below the top of wall. A plan view with the approximate location of each core is provided on Figure 2.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 2 – Scope of Work Page 2-4

Figure 2. PEVI Concrete Coring Plan

All concrete cores were extracted using a hydraulic coring drill equipped with a diamond-tipped coring bit. Prior to extracting the cores, an ultrasonic scanner was utilized to locate reinforcing in the wall and the core drill was anchored on a stand to the side of the wall and positioned to avoid rebar. Following extraction, core samples were cleaned, photographed, labeled, sealed in watertight packaging, and hand delivered to the laboratory for testing. All core testing for this project was performed by Concrete Research and Testing, LLC, located in Columbus Ohio. Upon completion of coring operations, the core holes were filled with a cementitious grout.

2.02.1 Petrographic Examination

Petrographic examination of the core samples was performed in accordance with ASTM International (ASTM) C856, “Standard Practice for Petrographic Examination of Hardened Concrete.” Petrographic examination is used to evaluate characteristics of the concrete sample such as cement paste content, aggregate type, and level of air entrainment. It is also used to identify deleterious conditions present in the concrete matrix, such as freeze-thaw damage, carbonation, alkali-aggregate reaction, and delayed ettringite formation.

The examination involves cutting each core sample in half longitudinally, grinding (lapping) one of the halves from the sample to produce a smooth, flat, semi-polished surface, and examining the resulting surfaces under magnification ranging from 3.5× to 144×. Additionally, thin sections of each core are prepared at a thickness of 20 to 30

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 2 – Scope of Work Page 2-5 micrometer and examined at magnifications of up to 500×.

2.02.2 Chloride Ion Testing

Chloride ion testing of the core samples was performed in accordance with ASTM C1152 “Standard Test Method for Acid-Soluble Chloride Testing in Mortar and Cement.”

Chloride testing is used to measure the concentration of chloride ions in the concrete at various depths. Chloride ions destroy the passivation layer surrounding reinforcing steel in concrete and promote corrosion of the steel. Typically, chlorides are introduced into concrete through road salt or salt spray and leach into the concrete over time, but they can also be introduced as contaminants in the original concrete mix. The testing involves cutting thin sections of the core samples at specific depths, grinding them into powder, and measuring the total chloride content by weight. This is then compared to a calculated chloride content threshold where corrosion is initiated. This information can be used to help determine the future susceptibility of the reinforcing steel to corrosion.

2.02.3 Compressive Strength Testing

Compressive strength testing of the core samples was performed in accordance with ASTM C42 “Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.” Compressive strength testing is used to determine the compressive strength of in situ concrete. The test involves applying a compressive axial load to the core sample until failure. The compressive strength is calculated by dividing the load by the cross-sectional area of the sample.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 3 – Inspection Findings and Recommendations Page 3-1

Chapter 3 – Inspection Findings and Recommendations

3.01 North Seawall

Overall the North Seawall is in poor condition with advanced to severe concrete deterioration along the full length of the wall. The North Seawall—Center has severe spalling occurring at the nose of the wall as well as along the horizontal joint between the original and 1976 addition to the wall and at the vertical monolith joints (Photo 7).

Additionally, undermining of the wall in this section has been previously documented and a limited inspection of the base of the seawall confirmed this condition is still present.

At the North Seawall—East and West, severe defects are isolated to the upper 1 feet to 3 feet of seawall. Spalls and delaminations are present on the top face and nose of the seawall, typically around joints between monoliths (Photo 8). Corrosion staining is not present at any of the concrete defects and where steel reinforcing is exposed, there is minor corrosion present on the steel. Spalled areas are typically accompanied by pattern cracking and crumbling concrete around the perimeter of the spall, which is an indicator of freeze-thaw related damage. Lower on the seawall face, the concrete is firm when sounded with a masonry hammer and is generally in good condition (Photo 9).

The footing is not exposed anywhere on the east and west sections of seawall.

The seawall contraction joints are spaced at approximately 20 feet on center at the east and west sections of the North Seawall and are their dimensions range from 3/4 inch to 1 inch wide and 1 1/2 inch to 2 inch deep. The contraction joints typically are missing sealant for the full height of the joint on the face of the seawall (Photo 10), however the sealant is typically still in place on top of the seawall. In addition to the missing sealant, minor delaminations are present at 13 of 36 total joints on the east and west sections of the North Seawall. The delaminations are typically 1 inch to 3 inch wide by 1 feet to 6 feet high, and are located on the corners of the joints at each monolith (Photo 11).

Expansion joints do not have any joint filler present between monoliths, and when probed can typically be penetrated to the key in the joint.

3.02 South Seawall

The South Seawall is overall in fair condition with advanced and severe concrete defects typical at the top 1 feet to 3 feet of the seawall, similar to the North Seawall— East and West sections. Concrete spalls and delaminations are typical along wall at the nose of the curved section, most commonly occurring at the joints between monoliths.

There is no rust staining visible at defects and only minor corrosion on exposed steel reinforcing. The condition of the South Seawall expansion and contraction joints is also similar to the North Seawall, with sealant and joint filler typically missing and minor delaminations present at 20 of 72 joints. Approximately 50 percent of the expansion joints on the South Seawall have been cast over during previous concrete repairs, Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 3 – Inspection Findings and Recommendations Page 3-2 preventing the ability of the joint to expand and perform its intended function. The expansion joints are only bridged at the top 1 foot of seawall where the previous repairs are located and are open lower on the joint.

One large void is present in the South Seawall between Station 29+62 and Station 29+67. The void in the concrete is centered 7 feet below the top of the wall and is approximately 2-feet-high by 5-feet-long by 4-inch-deep, exposing multiple vertical and horizontal reinforcing bars (Photo 12). There is minor corrosion on the exposed reinforcing and the void appears to be the result of poorly consolidated concrete that has washed out since originally being formed. Beyond the extents of the void, the seawall concrete is firm and sound with minor erosion of the cement paste below waterline.

The South Seawall—West is in fair condition with spalls and delaminations present on the offshore, top corner of the wall over approximately 35 percent of its length. The spalls and delaminations typically comprise the top 20 inch of the wall face and extend up to the full width of the top of the wall (Photo 13). Below the top corner, the South Seawall—West is in good condition with only minor defects noted.

3.03 Concrete Core Testing Results

A total of seven concrete cores were extracted from the seawalls, four from the North Seawall and three from the South Seawall (Photo 14). The first core removed from the North Seawall broke during extraction and was not viable for testing, so one additional core was taken. A summary of core locations and dimensions is provided in Table 1.

Table 1. Concrete Core Log

Core No.

Extraction Date

Structure Station

Top of Seawall to Core

(ft)

Core Length

(in.)

Core Diameter

(in.)

Notes

1 4/15/2020 North Seawall- East

16+33 4.8 8 3.625 Core broke.

Rejected

2 4/15/2020 North Seawall- East

16+32 4.8 8 3.625 Good core

3 4/15/2020 North Seawall- East

15+53 4.8 9.25 3.625 Good core

4 4/15/2020 North Seawall- West

2+15 4.2 10.5 3.625 Good core

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 3 – Inspection Findings and Recommendations Page 3-3

Core No.

Extraction Date

Structure Station

Top of Seawall to Core

(ft)

Core Length

(in.)

Core Diameter

(in.)

Notes

5 4/16/2020 South Seawall

31+05 3.5 10.75 3.625

Good core.

Vertical bar through core at approx. 3"

6 4/16/2020 South Seawall

28+32 4.3 11 3.625 Good core

7 4/16/2020 South Seawall

24+09 4.1 11 3.625

Good core.

Horizontal bar partially through top of core at approx. 3"

Note:

ft = feet (foot)

in. = inch(es)

Test results from the concrete lab show the concrete air void content for the cores extracted from the North and South Seawalls is 5.34 percent and 2.09 percent, respectively. This is below the American Concrete Institute recommended limit for concrete exposed to severe freeze-thaw environments of 6.5 percent and indicates the concrete is susceptible to freeze-thaw damage. The chloride ion content was measured for each core at the typical depth of reinforcing (approximately 2.5 inch), and the average chloride content was found to be 0.023 percent and 0.021 percent for the North and South Seawalls, respectively. A chloride content of 0.020 percent is considered baseline for fresh, uncontaminated concrete, and a content of 0.03 percent is considered the minimum for corrosion initiation. The results suggest that corrosion of the reinforcing steel is not a significant concern for either seawall. Full test results are available attached to this memo in Appendix A.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 3 – Inspection Findings and Recommendations Page 3-4

Photo 7. North Seawall—Center. Spall on nose of seawall exposing multiple reinforcing bars with minor corrosion.

Photo 8. North Seawall—East. Spall on the nose of the seawall exposing multiple reinforcing bars with minor corrosion.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 3 – Inspection Findings and Recommendations Page 3-5

Photo 9. North Seawall—East. Typical condition of the concrete seawall face below water.

Photo 10. North Seawall—East. Typical condition of the seawall contraction joints.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 3 – Inspection Findings and Recommendations Page 3-6

Photo 11. North Seawall—East. Typical delamination at seawall joint.

Photo 12. South Seawall. Exposed reinforcement with minor corrosion in void at Station 29+65.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 3 – Inspection Findings and Recommendations Page 3-7

Photo 13. South Seawall—West. Spall/delamination on top of seawall.

Photo 14. South Seawall. Core No. 6 post-extraction.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 3 – Inspection Findings and Recommendations Page 3-8

3.04 Conclusions and Recommended Actions

The 2017 inspection noted widespread freeze-thaw damage to the upper portion of both seawalls causing delaminations and spalling, as well as joints typically missing sealant and expansion joints that were cast over during previous repairs. The 2017 inspection also noted undermining at the North Seawall—Center as well as several sinkholes that had formed behind the wall. The sinkholes have been repaired since the previous report, however the undermining condition that caused them is still present. Overall, the existing conditions observed by this inspection agree with the overall findings of the previous inspection. The recommendations based on the findings of this inspection are:

• There is widespread spalling and delaminations at multiple elevations on the North Seawall—Center as well as undermining. The proposed repair design includes full demolition and replacement of this section of seawall. No change in the design is recommended.

• The concrete defects at the North Seawall—East and West as well as the

South Seawall are present on the top 1 feet to 3 feet of the wall. The proposed repairs will be removing the top 3 feet of the existing seawall. Below this area, the concrete is typically sound. The results of the concrete core analysis support this with no significant deleterious conditions found by the petrographic examination and chloride analysis. No change in the design approach is recommended.

• There are minor delaminations and spalls at joints between monoliths on the North Seawall and South Seawall. These defects do not affect the structural performance of the seawall. Additionally, based on the observed levels of corrosion on exposed reinforcing, there is a low risk of these defects leading to corrosion of reinforcing steel. No additional repairs are recommended to address these defects.

• The contraction and expansion joints are typically missing sealant/joint filler and expansion joints are cast over at seven locations on the South Seawall.

The proposed repairs include removal of the top 3 feet of the South Seawall, which will remove the bridged over portions of expansion joint. The joints should be sealed to protect against water penetrating the joints and causing additional freeze-thaw damage.

• The void in the South Seawall at Station 29+65 is due to poorly consolidated concrete and is an isolated condition due to faulty construction. A repair detail for this void should be included in the proposed repairs. The repair should include removal of the existing defective concrete, chipping to 1 inch behind the exposed rebar, forming the void area to match the curve in the seawall, and pumping the void with concrete.

• The delaminations and spalls on the top, offshore corner of South Seawall—

West requires a change to the proposed wall extension design, which requires doweling new rebar into the top of the existing concrete wall. Repair of these

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Chapter 3 – Inspection Findings and Recommendations Page 3-9 spalls and delaminations should be incorporated into the proposed wall extension details in this area. The updated repair detail should include removal of the defective concrete, doweling in reinforcing after demolition, installing formwork that encompasses the existing spalled area and the new wall extension, and pumping the form with concrete to create a single monolithic repair.

Perry’s Victory and International Peace Memorial—Restoration of North and South Seawalls

Concrete Research & Testing, LLC • 400 Frank Road, Columbus, Ohio 43207 • 614.443.0085

CRT Report No. P-1550

Petrographic Examination and Testing of Concrete Cores Removed from Perry’s Victory and International Peace Memorial in Put-In-Bay, Ohio

May 22, 2020

Prepared for: CH2M HILL, Inc.

Englewood, Colorado CH2M HILL Project No. 200745 www.ConcreteTesting.com

INTRODUCTION

Six concrete cores were received from Derek Lobedan with CH2M Hill, Inc. on April 23, 2020. The cores were taken from the North and South seawalls at the Perry’s Victory and International Peace

Memorial located at Put-in-Bay, Ohio. The North wall is comprised of concrete from 1935 (when the original wall was removed and replaced) and concrete placed in 1976 due to repair work and expansion of the wall. The South was completely removed and replaced in 1976 with some repair work performed in 2001.

Photographs of the seawalls are shown in Figure 1 and Figure 2 of Appendix A; the photographs were provided by Jacobs Engineering. The upper exposed portions of the seawalls are currently exhibiting spalling and cracking distress. The causes of this distress were detailed in a report prepared by WJE on February 10, 2017. New work is being proposed to remove and repair the distressed, upper portion of the walls. The current testing is being performed to determine the overall quality and condition of the concrete below the water level.

Concrete Research & Testing (CRT) was requested by CH2M Hill to perform petrographic examinations on four of the received cores. It was also requested that compressive strength testing, chloride testing, and air void analyses be performed on the cores.

CORE LOCATIONS AND TESTING PERFORMED

The as-received cores were labeled No. 2 through No. 7; a table showing core location information is presented below. A diagram showing the core locations is presented in Figure 3 of Appendix A. All of the cores were taken in a horizontal orientation below the waterline; the core centerlines were about

3.5 to 5 ft. below the top of the seawall (see table below). The table below also shows the testing performed on each of the cores.

Core Structure Station Elevation from

Top of Wall Testing

Core #2 North Wall – East 2+33 4’10” Petrographic, Chloride

Core #3 North Wall – East 3+12 4’10” Strength, Chloride

Core #4 North Wall – West 16+50 4’2” Petrographic, Strength, Chloride

Core #5 South Wall – West 3+65 3’6” Petrographic, Chloride

Core #6 South Wall – Center 6+38 4’3” Strength, Chloride

Core #7 South Wall – East 10+61 4’1” Petrographic, Chloride

CORE DESCRIPTIONS

Photographs of the cores in the as-received condition are shown in Figure 4 through Figure 8.

Core 2 has a diameter of 3.7 in. and a length of 8.1 in. One end of the core is a flat, formed surface that represents the face of the wall exposed to the lake. The other end of the core is a fractured surface.

Core 4 has a diameter of 3.7 in. and a length of 10.5 in. One end of the core represents the represents the face of the wall exposed to the lake. The surface is exhibits moderate wear exposing fine aggregate particles. The other end of the core is a fractured surface.

Core 5 has a diameter of 3.7 in. and a length of 10.7 in. One end of the core is a flat, formed surface that represents the face of the wall exposed to the lake. The other end of the core is a fractured surface.

This core contains a No. 6 rebar at a depth of 1.8 in. from the exterior end surface.

Core 7 has a diameter of 3.7 in. and a length of 10.6 in. One end of the core represents the wall surface exposed to the lake water. The surface exhibits heavy wear with fine aggregate particles and some coarse aggregate particles exposed. The other end of the core is a fractured surface. The core contains a No. 6 rebar at the edge of the core at a depth of 2.2 in. from the exterior end surface.

Core 3 has a diameter of 3.7 in. and a length of 9.2 in. One end of the core represents the wall surface exposed to the lake water. The other end of the core is a fractured surface.

and Core 6 has a diameter of 3.7 in. and a length of 11.0 in. One end of the core represents the wall surface exposed to the lake water. The other end of the core is a fractured surface.

EXAMINATION AND TEST METHODS

A preliminary stereomicroscopic examination was performed on the as-received cores. Due to the core lengths, the petrographic cores were first cut in half, parallel to the end surfaces. The interior end portion of Core 4 was used for compressive strength testing. The remaining interior and exterior portions were then saw-cut perpendicular to the end surfaces; two parallel saw-cuts were made to obtain a 0.75 in.-thick section from each portion. The depths of carbonation were measured on the concrete following the exposure of a freshly saw-cut surface to phenolphthalein solution.

The saw-cut sections were prepared for microscopic examination by lapping on a steel wheel with progressively-finer diamond and silicon carbide abrasives. The lapped sections were examined under a stereomicroscope having a magnification range of 3.5X to 144X. Visual and microscopic examinations were also performed on fresh fractured surfaces of the samples. The examinations were performed following the relevant guidelines outlined in ASTM C856, “Standard Practice for

Petrographic Examination of Hardened Concrete.”

The water-cement ratio (w/c) of the concrete was estimated based on observations and qualitative assessments of the cement paste, including hardness, textural features, color, abundance of residual cement particles and rate of water absorption. The hardness is determined by probing the cement paste with a sharpened metal tool. The appearance of the probed areas is also used in the w/c assessment.

Air void analyses were performed on the cores used for the petrographic examinations. The air void analyses were performed in accordance with ASTM C457, "Standard Test Method for Microscopical

Determination of Parameters of the Air-Void System in Hardened Concrete” (modified point count method). The measurement was performed at a magnification of 90X. This test method also provides a measurement of the cement paste content.

Acid-soluble chloride ion testing was performed on samples removed from the cores. The chloride ion testing was performed in accordance with ASTM C1152, "Standard Test Method for Acid-Soluble

Chloride in Mortar and Concrete.”

Core 3, Core 6, and the interior portion of Core 4 were used for compressive strength testing. The compressive strength testing was performed in accordance with ASTM C42, “Standard Test Method for Obtaining and Testing Drilled Core and Sawed Beam of Concrete.”

TEST RESULTS

Compressive Strength – Compressive strength testing was performed on Core 3, Core 6, and the bottom portion of Core 4. The cores had measured compressive strengths of 8,210 psi (Core 3), 7,930 psi (Core 4), and 8,230 psi (Core 6). The full data from the compressive strength testing is provided in Table 1 of Appendix B.

Chloride Ion Content – Acid-soluble chloride ion testing was performed on powdered concrete samples removed from the cores. The samples were taken at a depth of about 2.25 in. from the exterior end surface of the cores. This depth represents the mid-point depth of the reinforcing steel in Core 5.

For concrete having no intentionally added chlorides and which have not been subjected to subsequent exposure to chloride-bearing solutions, the baseline chloride ion content, as measured by the procedure used here, is typically less than 0.020% (based on dry concrete weight).

The measured acid-soluble chloride contents, in weight percent, are shown in the table below:

Acid-Soluble Chloride Content, % of Concrete†

Core 2 Core 3 Core 4 Core 5 Core 6 Core 7

0.023 0.023 0.022 0.021 0.020 0.021

† Measured at the approximate depth of the reinforcing steel

The minimum total chloride ion content of concrete that can lead to corrosion of embedded reinforcing steel is typically considered to be around 0.03% by weight of concrete. The measured chloride contents do not exceed the threshold for the initiation of steel corrosion.

EXAMINATION RESULTS

Photographs of the lapped surfaces of the sections prepared from the cores are shown in Figure 9 through Figure 12. The concrete is consistent in each of the examined cores and is assumed to represent the 1976 concrete.

Exterior End Surfaces – The exterior end surfaces of Core 2 and Core 5 represent the original formed surfaces of the wall. In Core 5 and Core 7, the exterior surfaces worn exposing aggregate particles.

Core 5 exhibits moderate wear with only fine aggregate particles exposed, while Core 7 exhibits heavier wear with fine aggregates and some coarse aggregates exposed.

Aggregates – The coarse aggregate is a 1.5 in. nominal maximum size crushed carbonate rock comprised of finely to medium-crystalline limestone and dolomitic limestone. Some of the limestone particles are sandy, with small to moderate amounts of fine, rounded quartz particles. The aggregate particles are very light to medium brown with small amounts of white to light gray particles. The majority of the particles are moderately to highly absorptive and have a moderate to low hardness. A small amount of the particles exhibit low absorption and have a good hardness.

The fine aggregate is a manufactured sand that is judged to be from the same source as the coarse aggregate. In addition to the predominant carbonate particles, the fine aggregate also contains minor amounts of quartz and shale particles.

The aggregates particles are uniformly distributed throughout the cores.

Cement Paste – The cement paste of the examined cores consists of well-hydrated portland cement.

The cement paste in each core is judged to be very good quality with an estimated water-cement ratio (w/c) in the range of 0.40 to 0.44. In Core 5, the cement paste exhibits some variability in quality on a microscopic scale due to localized differences in the w/c.

The cement paste surrounding or partially surrounding some of the coarse aggregate particles exhibits an elevated w/c. This cement paste has a significantly lighter color with a typical thickness of

0.5 mm and in some cases is up to 1 to 2 mm from the aggregate particles. Photomicrographs showing this feature are provided in Figure 13 through Figure 15. This elevated w/c cement paste is judged to range from low to fair quality and is judged to be related to water released from the highly absorptive coarse aggregate particles prior to the setting of the concrete.

Air Void Systems – The concrete represented by the cores is air-entrained. Air void analyses were performed on the cores; the results are presented in Table 2 of Appendix B. The American Concrete Institute (ACI) recommendations for a freeze/thaw durable air void system are shown in Table 3.

Core 2 has a measured total air void content of 5.6 percent. However, the air void system is very coarse and therefore does not meet the recommended values for freeze/thaw durability (see Table 3).

The air void system has a specific surface of 375 in.2/in.3 and a spacing factor of 0.0123 in. The entrained air voids are not uniformly distributed throughout the concrete and exhibit a small amount of clustering (see Figure 16 and Figure 17).

Core 4 has a measured total air void content of 5.1 percent. The air void system has a specific surface of 641 in.2/in.3 and a spacing factor of 0.0078 in. The air void system meets the recommended values for freeze/thaw durability (see Table 3). A photomicrograph showing the air void system is provided in Figure 17.

Core 5 has a measured total air void content of 2.1 percent. The air void system has a specific surface of 530 in.2/in.3 and a spacing factor of 0.0140 in. The air void system does not meet the recommended values for freeze/thaw durability (see Table 3). Photomicrographs showing the air void system are provided in Figure 18.

Core 7 has a measured total air void content of 2.1 percent. The air void system has a specific surface of 530 in.2/in.3 and a spacing factor of 0.0140 in. The air void system does not meet the recommended values for freeze/thaw durability (see Table 3). The air void system of this core exhibits a small amount of air void clustering.

The concrete represented by the cores is generally well consolidated. The examined cores contain small to moderate amounts of entrapped air voids up to about 5 mm and occasional entrapped air voids in the size range of 10 to 20 mm.

Reinforcing Steel – Core 5 and Core 7 intersected No. 6 steel reinforcing bars. The rebars are located

1.8 in. and 2.2 in. from the exterior end surface of the cores. The rebar in Core 7 was located at the edge of the core and became dislodged from the concrete during the sectioning of the core. The rebars do not exhibit any significant corrosion.

Cracking Distress – The examined cores do not exhibit any significant cracking distress. Each of the cores exhibit a small number of crazing cracks located at and oriented perpendicular to the exterior end surface. These cracks are very tight (<0.01 mm) and relatively shallow having depths of 2 to 10 mm.

Core 2 has a crack that extends to a depth of 38 mm and Core 7 has a crack that extends to a depth of 28 mm. These deeper cracks can be considered shallow drying shrinkage cracks.

A few very tight cracks radiate outward from rebar in Core 5. The cracks have widths of <0.01 mm and typically extend only 4 to 7 mm from the rebar, although one of the cracks extends to a length of 15 mm where it exits the side of the core. Photomicrographs showing the cracks are provided in Figure 19.

Secondary Deposits – White, crystalline secondary deposits judged to be ettringite are present in the examined cores. In Core 2, the ettringite lines most of the air voids throughout the depth of the core.

Many of the smallest air voids (up to ~0.2 mm) are filled or mostly filled with the secondary deposits (see Figure 17). The other cores exhibit only minor to small amounts of ettringite. The ettringite is typically present within only the smallest air voids (<0.2 mm).

SUMMARY AND CONCLUSIONS

Six concrete cores removed from seawalls at the Perry’s Memorial located at Put-in-Bay, Ohio, were examined petrographically. Compressive strength testing and chloride testing was also performed on the cores. The examination and testing was performed to characterize the quality and condition of the concrete.

General Quality of the Concrete

Many of the coarse aggregate particles are judged to be of fair to low quality due a relatively low hardness and moderate to high water absorptions. These aggregates could be susceptible to cracking distress if exposed to freeze/thaw conditions while in a saturated condition. The fine aggregate is a manufactured sand produced from the same source as the coarse aggregate. The aggregates are uniformly distributed throughout the examined cores.

The cement paste of the concrete represented by the cores is judged to be very good quality with estimated water-cement ratios in the range of 0.40 to 0.44. The good quality of the cement paste is reflected in the measured compressive strength of about 8000 psi.

The concrete represented by the cores is air-entrained, although only Core 4 has an air void system that is judged to be of good quality with regard to freeze/thaw durability (see Table 2).

General Condition of the Concrete

The concrete represented by the examined cores is judged to be in very good condition with no significant distress. The cores exhibit only a minor amount of very tight cracks located at and perpendicular to the exterior end surfaces and minor very tight cracking extending from the rebar in

Core 5.

Concrete Durability

Due to the substandard quality of the air void systems and the low quality of some of the coarse aggregate, the concrete represented by the cores would be susceptible to freeze/thaw cracking distress.

However, all of the examined cores were removed from the seawall at depths that were below the water level and therefore the concrete should not be exposed to freezing conditions.

Jason Cummins, Petrographer Nick Scaglione, President & Petrographer Concrete Research & Testing, LLC Concrete Research & Testing, LLC

All concrete samples will be discarded 1 month after the report issue date unless otherwise requested

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APPENDIX A

Figure 1. Photographs showing example of the cracking and spalling distress that is occurring in the upper portions of the seawalls at the Perry’s Victory and International Peace Memorial. The photographs were provided by CH2M Hill.

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APPENDIX A

Figure 2. Photographs showing example of the cracking and spalling distress that is occurring in the upper portions of the seawalls at the Perry’s Victory and International Peace Memorial. The photographs were provided by CH2M Hill.

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APPENDIX A

Figure 3. Site diagram showing the core locations at the Perry’s Victory and International Peace Memorial located in Put-in-Bay, Ohio.

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APPENDIX A

Figure 4. Photographs of Core 2 in the as-received condition. The core was removed from the eastern portion of the north seawall (see Figure 3). The exterior end surface (lower photograph) is to the right in the upper photograph.

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APPENDIX A

Figure 5. Photographs of Core 4 in the as-received condition. The core was removed from the western portion of the north seawall (see Figure 3). The exterior end surface (lower photograph) is to the left in the upper photograph. The lower portion of this core was used for compressive strength testing (dashed lines).

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APPENDIX A

Figure 6. Photographs of Core 5 in the as-received condition. The core was removed from the western portion of the south seawall (see Figure 3). The exterior end surface (lower photograph) is to the left in the upper photograph.

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APPENDIX A

Figure 7. Photographs of Core 7 in the as-received condition. The core was removed from the eastern portion of the south seawall. The exterior end surface (lower photograph) is to the left in the upper photograph (see Figure 3).

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APPENDIX A

Figure 8. Photographs of Core 3 (upper photograph) and…