REV Part 2 - BCD Bulkhead_RTA DB RFP 25NOV2025.pdf

APPENDIX E

1964 EXISTING BORINGS

This appendix contains a listing of existing subsurface exploration drawings from studies conducted by the U.S. Army Corps of Engineers in 1964. This information is provided for informational purposes only and may supplement the contractor's understanding of subsurface conditions relevant to bulkhead design. The Corps of Engineers makes no representations as to the accuracy or completeness of this data and it should not be solely relied upon for design purposes.

APPENDIX F

2012 EXISTING DRAWINGS

This appendix identifies existing drawings for the adjacent bulkhead replacement project completed for the New York City Economic Development Corporation (NYCEDC) in 2012. The intent is for the design of this project to closely match the adjacent NYCEDC bulkhead. This information is provided for informational purposes only and may be used to supplement the contractor's understanding of the desired design aesthetic and potential construction details. It should not be solely relied upon for design purposes.

APPENDIX G

2023 DIVE INSPECTION REPORT

This appendix contains the underwater inspection report of the existing bulkhead conducted by the U.S. Army Corps of Engineers in 2023. This information is provided for informational purposes only and may supplement the contractor's understanding of the current condition of the bulkhead. It should not be solely relied upon for design purposes.

Philadelphia District

Beach Channel Drive Bulkhead Underwater Inspection Report, Jacob Riis Park Gateway National Recreation Area Queens, New York Authors: Bailey Calvitti, P.G. & Stephen England, P.E.

Inspection Date: 27 February – 3 March, 2023 Report Date: April 2023

Philadelphia District Dive Team

Distribution authorized to U.S. Government Agencies only. Other requests for this document shall be referred to the U.S. Army Corps of Engineers, Philadelphia District, 1650 Arch Street, Philadelphia, PA 19103-2004.

ii

DISCLAIMER: The contents of this report are not to be used for advertising, publication, or promotional purposes.

Citation of trade names does not constitute an official endorsement or approval of the use of such commercial products.

All product names and trademarks cited are the property of their respective owners. The findings of this report are not to be construed as an official Department of the Army position unless so designated by other authorized documents.

iii

PREFACE

This report presents an assessment of the bulkhead at Jacob Riis National Park in Rockaway, Queens, New York. This report satisfies requirements for Level I, II, and III (underwater) inspection established in the American Society of Civil Engineers (ASCE) Underwater Investigations: Standard Practice Manual (2001) and Waterfront Facilities Inspection and Assessment (2015).

The U.S. Army Corps of Engineers Philadelphia District Dive Team performed the inspection of the underwater elements of the subject structures. The findings and recommendations presented in this report are based on this inspection. The inspection was performed on 27 February – 2 March 2023 in Queens Borough, New York. The dive team consisted of Ms. Bailey Calvitti, P.G., Mr.

Stephen England, P.E., Mr. Derek Burleigh, P.E., of the U.S. Army Corps of Engineers Philadelphia District, Mr. Dave Bala of the U.S. Army Corps of Engineers Buffalo District, and Mr. Brian Dockstader of the U.S. Army Corps of Engineers Chicago District.

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Unit Conversion Factors

Multiply By To Obtain acres 4,046.873 square meters acre-feet 1,233.5 cubic meters cubic feet 0.02831685 cubic meters cubic feet per second (cfs) 0.02831685 cubic meters per second cubic inches 1.6387064 E-05 cubic meters cubic yards 0.7645549 cubic meters feet 0.3048 meters gallons (U.S. liquid) 3.785412 E-03 cubic meters hectares 1.0 E+04 square meters inches 0.0254 meters miles (U.S. statute) 1,609.347 meters miles per hour 0.44704 meters per second mils 0.0254 millimeters square feet 0.09290304 square meters square inches 6.4516 E-04 square meters square miles 2.589998 E+06 square meters square yards 0.8361274 square meters yards 0.9144 meters v

Table of Contents PREFACE ................................................................................................................................................... III UNIT CONVERSION FACTORS ............................................................................................................ IV

TABLE OF CONTENTS ............................................................................................................................. V

1. EXECUTIVE SUMMARY

2. PROJECT LOCATION

3. STRUCTURE DESCRIPTION

4. INSPECTION PROCEDURE

5. INSPECTION METRICS AND REPORTING

A. GENERAL

B. TYPICAL DAMAGE DESCRIPTIONS

6. INSPECTION SUMMARY

7. CONCLUSIONS

8. REFERENCES

APPENDICES

APPENDIX A INSPECTION PHOTOGRAPHS

APPENDIX B DAMAGE TABLES

APPENDIX C DIVE LOGS

APPENDIX D INSPECTION NOTES

APPENDIX E AUDIO/VIDEO (PROVIDED ELECTRONICALLY)

vi

Figures and Tables

Figure 1-1. Jacob Riis National Park Bulkhead Figure 2-1. Jacob Riis National Park Bulkhead Figure 3-1. Cross-section of bulkhead, taken from 1935 permit application Figure 3-2. Riis Park Bulkhead (looking west)

Table 5-1. Routine Underwater Condition Assessment Ratings (ASCE 101) Table 6-1. Summary of Overall Condition Rating for the Riis Park Bulkhead Table 6-2. Sheet Pile Defects Table 6-3. Cygnus Measurements

JACOB RIIS NATIONAL PARK INSPECTION

27 FEB – 2 MAR 2023

UNDERWATER INSPECTION

1. EXECUTIVE SUMMARY

General Project Description: The U.S. Army Corps of Engineers (USACE) Philadelphia District Dive Team performed a visual and tactile inspection of the bulkhead at Jacob Riis National Park on 27 February – 2 March 2023.

The U.S. Army Corps of Engineers New York District (NAN), at the request of the National Park Service (NPS), has been tasked with providing a preliminary design (10% to 15% design level) and cost estimate for the rehabilitation of the bulkhead, that is under the jurisdiction of NPS, at Jacob Riis Park. The focus of this inspection was to evaluate the conditions of the tie rods (also referred to as tiebacks), sheet pile, concrete cap, and any other structural elements of the bulkhead below the waterline.

The purpose of the underwater investigation is to allow NAN to assess the condition of the anchored bulkhead and its ability to continue performing its function for the next 25 to 50 years. The investigation consisted of a thorough visual inspection, photographs/video, nondestructive testing, and measurements of components of the anchored bulkhead that are accessible from the water. The investigation team also looked for signs of corrosion and other deterioration including reduction in thickness and cross-sectional area of the structural steel elements. Figure 1-1 shows the location of the inspection.

Figure 1-1. Jacob Riis National Park Bulkhead

A description of the structures inspected, is given in Section 3 of this report and condition ratings are described in Table 5-1. Overall, the following ratings are assigned:

• Riis Park Bulkhead: Poor (Selected areas in Serious Condition)

This rating is based on the overall condition of the components that were visible during the inspection; including holes in the sheet pile, degraded/spalled concrete cap and exposed rebar. In addition to these below water deficiencies, numerous sinkholes were identified on the landside of the concrete cap. These sinkholes were generally located in locations of degraded sheet pile and pose a safety hazard to the residents or tourists that use that area.

Although the general condition of the bulkhead is in Poor condition, there are localized areas along the bulkhead that have more advanced deterioration and are in Serious condition. These are areas where the tie rods have been exposed and are no longer retaining the sheet pile wall due to corrosion of the surrounding sheet pile. Since the tie rods are primary load-bearing members of the wall, in locations where they are no longer supporting the sheet pile, the wall no longer has the designed structural capacity. Although this condition was identified in several locations, it should be noted that he presence of this defect could not be determined in areas that were not accessible to the divers. A description and condition assessment are shown in Section 6.

Inspection Location

SITE

2. PROJECT LOCATION

The project is located in Rockaway, Queens, New York. The bulkhead is located to the north of the Jacob Riis Parking Lot along Beach Channel Drive and faces Jamaica Bay.

The wall is part of the Jamaica Bay Unit of the Gateway National Recreation Area. A general photo of the bulkhead is shown in Figure 2-1.

Figure 2-1. Jacob Riis National Park Bulkhead

3. STRUCTURE DESCRIPTION

The bulkhead’s structural elements include: a steel sheet pile wall, steel tie rods, steel walers which connect the tie rods to the sheet pile wall, timber piles, timber walers connecting the piles to the tie rods, and the bolts (or other connecting elements) at each connection as well as a concrete cap. See Figure 3-1 for an illustration of these components.

After the bulkhead’s initial steel wall construction, a concrete “seal” was applied to the waterside face of the steel sheet pile. This occurred approximately in the 1960’s or later.

The concrete seal has since deteriorated, partially exposing the steel sheet pile. There is also a timber “fender” system present along the waterside face of the bulkhead, which was possibly used as formwork for the concrete seal. Additionally, the top of the bulkhead now features a concrete cap and guardrail.

Note that the 2014 inspection report (Atlantic Engineering, LLC) discovered voids at the base of the bulkhead wall. Based on the report’s findings, it is understood that the concrete “seal” terminates above the mudline, exposing the steel sheet pile wall. The report notes that the exposed steel sheet pile is deteriorated in many locations along the wall’s length.

Structure Name: Jacob Riis Bulkhead Owner: National Park Service County: Queens Real Property Number: N/A Location: Queens, New York Latitude: 40°34'0.264"N Longitude: 73°52'18.696"W Installation POC: N/A Installation POC Phone Number: N/A Date of Previous Inspection: October 2014 (Atlantic Engineering, LLC) Inspected By: Bailey Calvitti, P.G., Stephen England, P.E., Derek Burleigh, P.E, Dave Bala, Brian Dockstader

Date of Inspection: 27 February – 2 March 2023

Figure 3-1. Cross-section of bulkhead, taken from 1935 permit application

Figure 3-2. Riis Park Bulkhead (looking west)

4. INSPECTION PROCEDURE

The dive inspections were conducted by the USACE Philadelphia District Dive Team consisting of a professionally registered engineer dive supervisor, one professionally registered diver, a second engineer diver and a tender.

A detailed visual and tactile inspection was performed by the diver on all accessible portions of the structures below the water line. Access to inspect the structures was from a pontoon boat moored adjacent to the inspection location.

All diving activities were accomplished in accordance with EM 385-1-1 and ER 385-1-86.

The dive inspections were conducted using surface-supplied air diving operations and included Kirby Morgan Superlite 47 helmets, 225-ft Aquaflow umbilicals with communications and video, and a KMACS DCS-2A dive station for SAS operations.

Primary breathing air was from 440-cu ft HP cylinders, while back-up air supply included 80 cubic ft emergency air and 40 cubic ft bailout bottles worn by the diver. All communications were conducted with a diver 4-wire system integrated with diver helmet mounted HD video camera. Video from the diver’s camera was viewed topside during the inspection. Any areas of concern that were not accessible have been noted in their appropriate section.

ASCE defines three levels of underwater inspection efforts; during this inspection, the Level I, II, and III inspections required by the Scope of Work was used to gather information.

Level I This inspection involves no cleaning of any structural elements and, therefore, is the most rapid of the three types of inspection. The purpose of the Level I inspection is to confirm as-built structural plans, provide initial input for an inspection strategy, and detect obvious major damage or deterioration due to overstress, impacts, severe corrosion, or extensive biological growth and attack.

Level II A detailed inspection that requires marine growth to be removed from portions of the structure below water. Cleaning is time consuming, hence the need to base the inspection on a representative sampling of components.

For piles, a 12” high band is cleaned near the low waterline, at the mudline, and midway between the low waterline and mudline. On retaining structures, a 1-ft x 1-ft area is cleaned at the same three elevations. This inspection is intended to detect and identify damaged and deteriorated areas that may be hidden by surface biofouling or built up corrosion product.

Level III A detailed inspection that involves nondestructive testing, conducted to detect the extent of corrosion by measuring the remaining steel thickness using ultrasonic testing. This level of inspection is limited to key structural areas required to determine a representative sampling of the remaining sheet pile thickness.

For this inspection a Level I inspection was performed along the entirety of the wall below the waterline. Level II inspections were performed on at least 10% of the wall below the waterline by scraping light to moderate marine growth from the submerged elements. Level III non-destructive testing of the accessible steel sheeting was performed at selected locations using a Cygnus underwater steel thickness meter. This meter was factory calibrated in February 2023 and was field calibrated on each day of use.

5. INSPECTION METRICS AND REPORTING

A. General

The following inspection ratings are taken from ASCE 101 (Underwater Condition Assessment Ratings) and have been modified slightly to apply to the overall structural conditions exhibited at the inspected structures.

Table 5-1. Routine Underwater Condition Assessment Ratings (ASCE 101)

Rating Description

Good

No visible damage or only minor damage noted.

Structural elements may show very minor deterioration, but no overstressing is observed.

No repairs are required.

Satisfactory

Limited minor to moderate defects or deterioration are observed, but no overstressing is observed.

No repairs are required.

Fair

All primary structural elements are sound, but minor to moderate defects or deterioration is observed.

Localized areas of moderate to advance deterioration may be present but do not significantly reduce the load-bearing capacity of the structure.

Repairs are recommended, but the priority of the recommended repairs is low.

Poor

Advance deterioration or overstressing is observed on widespread portions of the structure but does not significantly reduce the load-bearing capacity of primary structural components.

Repairs may need to be carried out with moderate urgency.

Serious

Advance deterioration, overstressing, or breakage may have significantly affected the load bearing capacity of primary structural components.

Local failures are possible and loadings restrictions may be necessary.

Repair may need to be carried out on a high-priority basis with urgency.

Critical

Very advance deterioration, overstressing, or breakage has resulted in localized failure(s) of primary structural components.

More widespread failures are possible or likely to occur, and load restrictions should be implemented as necessary.

Repairs may need to be carried out on a very high priority basis with strong urgency.

B. Typical Damage Descriptions

The following damage descriptions are to be used in conjunction with the damage columns of the tables shown in Section 6-B of this report. Each description below will elaborate on the extent of damage listed in the tables.

FINE CRACK:

• Hairline crack that is less than 1/16” wide.

SMALL CRACK:

• Crack width ranges from 1/16” to 1/8”.

• Water will easily seep into these cracks and corrode the reinforcing steel.

LARGE CRACK:

• Crack width is greater than 1/8” wide.

• Corrosion of steel reinforcing is a concern, as well as loss of structural capacity of the member.

SURFACE SPALL:

• The area of concrete loss is shallow and does not expose any reinforcing steel.

• This type of damage is primarily cosmetic and repairs are a low priority.

DEEP SPALL:

• The area of concrete loss extends into the section far enough to expose reinforcing steel.

• The primary concern is corrosion of the exposed reinforcing

• Corrosion will in time lead to more bursting and spalling of concrete in adjacent areas.

JOINT SPALL:

• A spall adjacent to a joint.

ABRASION DAMAGE:

• Wearing away of surface by rubbing and friction.

HONEYCOMB:

• Voids left in concrete due to failure of the mortar to effectively fill the spaces among the coarse aggregate particles.

SCALING:

• Local flaking or peeling away of near surface portion of hardened concrete or mortar.

CORROSION:

• Destruction of metal by chemical, electrochemical, or electrolytic reaction with its environment.

6. INSPECTION SUMMARY

This section contains inspection results and Structure Condition Rating for the bulkhead inspected. The following will address the structure by location and will include: a brief physical description of the structure or item, a description of the defects identified during the inspection, an assessment of each item inspected, and an overall assessment rating of the structure.

The overall condition of the Jacob Riis National Park bulkhead is Poor. This rating is due to significant voids and degraded concrete in the lower portion of the concrete seal, as well as holes in the sheet pile throughout the bulkhead.

The concrete at the upper portion of the wall is relatively uniform and smooth with cracking, efflorescence, and rust staining. There is a distinct cold joint between the upper and lower segments of the concrete wall. Scaling and spalling along this cold joint exposed the rebar connecting these sections of concrete in numerous locations. The lower portion of the wall has more significant defects with aggregate exposure and scaling. Rebar exposure was identified at degraded sections of the concrete wall as well as at the outfalls along the wall. The vertical void from mudline to the base of the concrete cap ranged from 0” to 72”, showing signs of significant deterioration. This appears significantly more variable than that discovered in the 2014 inspection where the void between the base of the concrete cap and the mudline was more consistently approximately 24”. The void could not be determined in some areas due to the vertical timber sheeting that extends to the mudline. In addition, intermittent and unconsolidated concrete was identified below the cap. This appears to be a result of overpour of the framework during construction. In several locations this unconsolidated concrete was at the mudline; however, numerous locations were also identified where the mudline has scoured below this unconsolidated concrete. Although this tends to indicate that the scour and redeposition along the face of the bulkhead is actively occurring, no areas of undercutting of the steel sheet pile were identified. Since this unconsolidated concrete appears to be a remnant of construction, it does not appear to perform a structural purpose.

There are intermittent holes in the sheet pile throughout the bulkhead. Some of the holes appear to originate from the penetration of the tie rod through the sheet pile in areas where the tie rod ends were exposed due to degradation of the base of the concrete cap. At locations where the tie rod was still present, the tie rod was loose and no longer retaining the steel sheeting as designed. Many of the identified holes coincide with sinkholes at the surface. See Table 6-2 for details on some of the holes in the sheet pile. Stations 14+75 through 15+95 had many locations of small holes and not all were specifically identified.

The sheet pile could not always be accessed due to both the concrete cap and/or timber sheeting. The thickness of the steel was measured at 19 different locations, ranging from ¼” to ½” thickness. These steel thickness readings are also presented in Table 6-3.

Table 6-1. Summary of Overall Condition Rating for the Riis Park Bulkhead

FACILITY

NAME

LOCATION OVERALL

CONDITION

RATING

Riis Park Bulkhead

40°34'0.264"N 73°52'18.696"W

Poor

The deficiencies (defects) for the Structure are presented in Appendix B. These damage tables identify specific defects and average conditions along each 50’ section of the bulkhead.

Table 6-2. Sheet Pile Defects

Table 6-3. Cygnus Measurements

7. CONCLUSIONS

The following ratings are noted for the structures inspected:

• Riis Park Bulkhead: Poor (Rating=3) with selected areas in Serious Condition

This rating is based on the condition of the components that were visible during the inspection; including holes in the sheet pile, degraded/spalled concrete cap and exposed rebar. The degradation of the concrete below the waterline has resulted in rebar exposure and exposure of holes in the underlying steel sheet pile. Although the general condition of the bulkhead is in Poor condition, there are localized areas along the wall that have more advanced deterioration and are in Serious condition. Several of these holes in the sheet pile are at exposed tie rod ends where the tie rod no longer appears to be effectively retaining the steel sheeting, resulting in the wall no longer having the designed structural capacity.

Although this condition was identified in several locations, it should be noted that he presence of this defect could not be determined in areas that were not accessible to the divers. In addition to these below water deficiencies, numerous sinkholes were identified on the landside of the concrete cap. These sinkholes were generally located in locations of degraded sheet pile and pose a safety hazard to the residents or tourists that use the area.

8. REFERENCES

American Concrete Institute, 1997. Guide for Making a Condition Survey of Concrete in

Service, Reported by ACI committee 201.

American Society of Civil Engineers, 2001. Underwater Investigations Standard

Practices Manual, Manuals of Practice (MOP) 101, Kenneth M. Childs Jr.

Unified Facilities Criteria (UFC) 4-150-07: Maintenance and Operation: Maintenance of

Water front Facilities, 19 June 2001.

Appendix A Inspection Photographs

A-1

Table of Contents Table of Contents A. Jacob Riis National Park – Bulkhead Inspection

Photo Index Photo A-1. Riis Park bulkhead (looking east) Photo A-2. Riis Park bulkhead (looking west) Photo A-3. Corroded outfall with exposed rebar at Sta. 7+50 Photo A-4. Overpoured, unconsolidated concrete at Sta. 8+50 Photo A-5. Void in concrete at Sta. 8+70 Photo A-6. Base of 36” dia outfall with ¼” D scaling at Sta. 12+20 Photo A-7. 4’L x 18”H x 6”D spall at Sta. 13+15 Photo A-8. Cygnus reading measuring 0.515” at Sta. 14+00 Photo A-9. Typical photo of degraded concrete at the bottom of the cap at Sta. 14+00 Photo A-10. Loose tie rod penetrating steel sheet pile at Sta. 14+75 Photo A-11. 12” x 10” x 3’D hole in sheet pile at Sta 14+90 Photo A-12. 6” dia. hole in sheet pile 3’ above the mudline at Sta. 15+15 Photo A-13. 7” x 4” x 2’D hole in sheet pile at Sta. 15+45 Photo A-14. 12”H x 6”W x 2’D hole in sheet pile at Sta. 15+55 Photo A-15. 18” x 4” hole in sheet pile at Sta. 15+60 Photo A-16. Area of scaling and spalling 18” below the waterline, 3’L x 18”H x 4”D with 1 exposed rebar with rust staining at Sta. 16+60 Photo A-17. Gap in cap above the waterline with exposed vertical rebar at Sta. 37+00 Photo A-18. Gap in cap above the waterline with exposed vertical rebar at Sta. 37+00 Photo A-19. Exposed rebar cage at Sta. 22+57

A-2

A. Jacob Riis National Park – Bulkhead Inspection

Photo A-1. Riis Park bulkhead (looking east)

Photo A-2. Riis Park bulkhead (looking west)

A-3

Photo A-3. Corroded outfall with exposed rebar at Sta. 7+50

Photo A-4. Overpoured, unconsolidated concrete at Sta. 8+50

A-4

Photo A-5. Void in concrete at Sta. 8+70

Photo A-6. Base of 36” dia outfall with ¼” D scaling at Sta. 12+20

A-5

Photo A-7. 4’L x 18”H x 6”D spall at Sta. 13+15

Photo A-8. Cygnus reading measuring 0.515” at Sta. 14+00

A-6

Photo A-9. Typical photo of degraded concrete at the bottom of the cap at Sta. 14+00

Photo A-10. Loose tie rod penetrating steel sheet pile at Sta. 14+75

A-7

Photo A-11. 12” x 10” x 3’D hole in sheet pile at Sta 14+90

Photo A-12. 6” dia. hole in sheet pile 3’ above the mudline at Sta. 15+15

A-8

Photo A-13. 7” x 4” x 2’D hole in sheet pile at Sta. 15+45

Photo A-14. 12”H x 6”W x 2’D hole in sheet pile at Sta. 15+55

A-9

Photo A-15. 18” x 4” hole in sheet pile at Sta. 15+60

Photo A-16. Area of scaling and spalling 18” below the waterline, 3’L x 18”H x 4”D with 1 exposed rebar with rust staining at Sta. 16+60

A-10

Photo A-17. Gap in cap above the waterline with exposed vertical rebar at Sta. 37+00

Photo A-18. Gap in cap above the waterline with exposed vertical rebar at Sta. 37+00

A-11

Photo A-19. Exposed rebar cage at Sta. 22+57.

Appendix B Damage Tables

Start End Vert (ft) Horiz (ft)

0+00 0+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. The riprap starts at Sta. 0+25. No void noted between the concrete cap and mudline.

0 0

0+50 1+00

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. There is a 36"L x 6"H x 3"D spall along the cold joint 5' above the mudline at Sta. 0+50. The area of undermining previously noted at Sta. 0+70 has silted in. There is a 24"L x 12"H x 4"D area of undermining located at Sta. 0+90. Soft/deteriorated concrete was noted at the waterline between Sta.

0+80 and 0+85.

0 to 1 0 to 0.5

1+00 1+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Soft/deteriorated concrete was noted at the waterline at Sta. 1+45.

No void noted between the concrete cap and mudline.

0 0

1+50 2+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. There is a 10'L x 18"W x 6"D corner edge spall starting at the top of the bulkhead located at Sta. 1+94. No void noted between the concrete cap and mudline.

0 0

2+00 2+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. No void noted between the concrete cap and mudline.

0 0

2+50 3+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline.

0 to 2.5 2.5

3+00 3+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Intermittent voids at mudline noted between the base of the concrete cap and overpoured concrete at the mudline from Sta. 3+00 to Sta. 3+30. These voids in the concrete are located at Sta. 3+00 (42"L x 24"H x 12"D) , Sta. 3+12 (48"L x 12"H x 12"D), and Sta. 3+15 (24"L x 6"H x 48"D).

2 to 5 0 to 4

3+50 4+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline.

2 to 5 2.5

4+00 4+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Intermittent void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline with no steel sheeting exposure.

0 to 1 3

4+50 5+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Intermittent void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline with no steel sheeting exposure.

0 to 1 1.5

5+00 5+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Intermittent void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline with no steel sheeting exposure.

1 to 2 1 to 1.5

Station 2023 Inspection Findings

Void Below Concrete

Station 2023 Inspection Findings

Void Below Concrete

5+50 6+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Intermittent void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline.

1 to 2 1 to 1.5

6+00 6+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Intermittent void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline. Soft/deteriorated concrete was noted at the waterline at Sta.

6+05.

0.5 to 1.5 1 to 1.5

6+50 7+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline.

0.5 1 to 1.5

7+00 7+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline or the sand mudline. Soft/deteriorated concrete was noted at the waterline at Sta. 7+15.

0.5 to 2.5 1 to 1.5

7+50 8+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline. Corroded outfall at Sta. 7+50.

0.5 to 2 1 to 2

8+00 8+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline.

0.5 to 1.5 1 to 1.5

8+50 9+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline. Hole in sheet pile at Sta. 8+70.

1 to 2 1 to 1.5

9+00 9+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline or the sand mudline. Undercutting of 6" below the lower unconsolidated concrete at intermittent locations.

1 to 2 1 to 2

9+50 10+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline or the sand mudline.

0.5 to 2 1 to 2

10+00 10+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1 to 2.5 1 to 2

10+50 11+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1 to 2 1 to 2

2023 Inspection Findings

Void Below Concrete

11+00 11+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1 to 2 1 to 2

11+50 12+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1 to 2 1 to 2

12+00 12+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 36" dia concrete outfall at the waterline at Sta. 12+20 with 0.25"D scaling on the face of the headwall.

1 to 2 1 to 2

12+50 13+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1 to 2 1 to 2

13+00 13+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 48"L x 18"H x 6"D spall at Sta. 13+15 just below the waterline.

1 to 2 1 to 2

13+50 14+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

2 to 3 1 to 2

14+00 14+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. The base of the concrete cap is uneven and undulating.

4 1 to 2

14+50 15+00

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. Unconsolidated and degraded concrete at Sta. 14+60. There is a hole in the sheet pile at Sta. 14+75 with the tie rod punched through the sheet pile. The tie rod is loose and does not appear to be encased in concrete or adhered to a backing plate. This defect coincides with a sinkhole at the surface. At Sta. 14+90 there is a 10"L x 12"H x 3'D void in the sheet pile.

3 to 4 1 to 2

15+00 15+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. Intermittent holes in the sheet pile throughout this section, some of the holes where the tie rods used to be. 6" dia hole in the sheet pile (sink hole above) at Sta. 15+10.

0.5 to 3 1 to 2

15+50 16+00

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. 7"L x 4"H x 24"D hole in the sheet pile at Sta. 15+45; 6"L x 12"H x 24"D hole in the sheet pile at Sta. 15+50; 4"L x 18"H x 24"D hole in the sheet pile at Sta. 15+60. Intermittent holes in the sheet pile throughout section with sinkholes at the surface. The severity of the defects begins to minimize at Sta. 15+95.

0.5 to 3 1 to 2

2023 Inspection Findings

Void Below Concrete

16+00 16+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1.5 to 4 1 to 2

16+50 17+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 3"L x 18"H x 4"D spall at Sta. 16+60 with 1 rebar exposed.

3 to 4 1 to 2

17+00 17+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

2 1 to 2

17+50 18+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1.5 to 3 1 to 2

18+00 18+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline. There is a 24"'L x 18"H x 4"D spall at Sta. 18+05 with 1 rebar exposed.

1.5 1 to 2

18+50 19+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline.

3 1 to 2

19+00 19+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline.

1.5 1 to 2

19+50 20+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline.

1.5 to 2 1 to 2

20+00 20+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline.

2 to 3 1 to 2

20+50 21+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and overpoured concrete at the mudline. Degraded concrete at Sta. 20+75.

2 1 to 2

21+00 21+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. 1 rebar exposed at Sta. 21+05.

1.5 to 4 1 to 2

2023 Inspection Findings

Void Below Concrete

21+50 22+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1.5 to 4 1 to 2

22+00 22+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 18" dia concrete outfall 11' above the mudline with a 3.5'L x 4'H concrete headwall located at Sta. 22+30. There is light scaling on the face of the headwall.

1.5 to 4 1 to 2

22+50 23+00

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 144"L x up to 96"V x 18"D spall at Sta. 22+57 with multiple exposed rebar and a 12"L x 14" hole in sheet pile. There is a 30" dia outfall at the waterline with moderate scaling on the headwall at Sta.

22+75.

1.5 to 4 1 to 2

23+00 23+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1.5 to 4 1 to 2

23+50 24+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 9"L x 6"H hole in the sheet pile at Sta. 23+90.

1.5 to 4 1 to 2

24+00 24+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

1.5 to 4 1 to 2

24+50 25+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. 9" x 12" hole in sheet pile at Sta. 24+97 with loose tie rod.

1.5 to 4 1 to 2

25+00 25+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. 6" x 6" hole in sheet pile at Sta. 25+03; 3" x 3" hole in sheet pile at Sta. 25+05; 12" x 12" hole in sheet pile at both Sta. 25+10 and 25+15. There is a sinkhole at the surface that coincides with these defects.

18 1 to 2

25+50 26+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

0 to 18 1 to 2

26+00 26+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

5 1 to 2

26+50 27+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the overpoured concrete at the mudline (minor undercutting below overpoured concrete).

5 1 to 2

2023 Inspection Findings

Void Below Concrete

27+00 27+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 12" dia outfall at Sta. 27+40 at the waterline with a concrete headwall that has up to 3"D scaling throughout.

2 to 5 1 to 2

27+50 28+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 9" x 18" hole in the sheet pile at Sta. 27+60.

2 to 5 1 to 2

28+00 28+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

0 to 2 0 to 2

28+50 29+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. 9" x 18" hole in sheet pile at Sta 28+60.

3 to 4 1 to 2

29+00 29+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 6"L x 7"H hole in the sheet pile at Sta. 29+40.

4 1 to 2

29+50 30+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 12"dia outfall with scaling/spalling at Sta. 29+50.

2 to 4 1 to 2

30+00 30+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

2 1 to 2

30+50 31+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

0 to 4 1 to 2

31+00 31+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

2 to 6 1 to 2

31+50 32+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline.

2 to 4 1 to 2

32+00 32+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the sand mudline. There is a 6"W x 30"V x 8"D gap at the concrete construction joint at Sta. 32+10.

2 to 4 1 to 2

2023 Inspection Findings

Void Below Concrete

32+50 33+00

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the mudline. 12"L x 18"H x 8"D corner spall at outfall with exposed rebar at Sta. 32+55. There is a 8"L x 3"H hole in the sheet pile at Sta. 32+70.

2 to 4 1 to 2

33+00 33+50

The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the mudline. 48"L x 36"H x 3"D hole in sheet pile at Sta. 33+35; 24"L x 6"H x 12"D hole in sheet pile at Sta.

33+42.

0.5 to 5 1 to 2

33+50 34+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the mudline. 2"L x 5"H x 36"D hole in the sheet pile at Sta. 33+52.

5 1 to 2

34+00 34+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the mudline.

2 to 5 1 to 2

34+50 35+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the mudline.

2 to 5 1 to 2

35+00 35+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the mudline.

4 to 4.5 1 to 2

35+50 36+00 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the mudline.

4.5 1 to 2

36+00 36+50 The concrete has a 2' wide horizontal band of moderate scaling in the tidal zone. The concrete above the water line has fine cracks with efflorescence/rust staining. Continuous void at mudline noted between the base of the concrete cap and the mudline.

2 to 3 1 to 2

36+50 37+00

The concrete has a 2' wide horizontal band of…