B08_Section_J_Attachment_8_Waterfront_Inspection.pdf

FORT JEFFERSON SOUTH COALING DOCK

DRY TORTUGAS NATIONAL PARK, FL

September 2020

WATERFRONT INSPECTION

REPORT

Prepared by:

124 Venture Court, Suite 10

Lexington, Kentucky 40511

859.367.0097 • www.collinsengr.com

Prepared for:

Fort Jefferson South Coaling Dock Dry Tortugas National Park, FL • September 2020

TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION

1.1 Purpose and Scope

1.2 Scope of Work

1.3 Method of Investigation

2.0 OBSERVED CONDITIONS

2.1 General Conditions

2.2 Observed Conditions

2.2.1 Deck

2.2.2 Substructure

3.0 CONDITION EVALUATION

EXHIBIT 1 – FIGURES

LOCATION MAP

SOUNDING PLAN

LOSS OF FILL DIAGRAM

DEFECT LOCATIONS

DEFECT TABLE

DOCK WALL CROSS SECTION

NORTH WALL ELEVATION

EAST WALL ELEVATION

SOUTH WALL ELEVATION

WEST WALL ELEVATION

EXHIBIT 2 – INSPECTION PHOTOGRAPHS

Photograph No. 1: Overall View of South Coaling Dock, Looking North.

Photograph No. 2: Overall View of South Coaling Dock, Looking Northwest.

Photograph No. 3: View of the Typical Deck Surface, Looking North.

Photograph No. 4: View of the Typical Deck Cross Section, Looking North.

Photograph No. 5: View of the Typical Tie Rod at the Southeast Corner of the Structure, Looking

North.

Photograph No. 6: View of the Typical Deck at the Southeast Corner, Looking Northwest.

Photograph No. 7: View of the Typical Deck at the Southwest Corner, Looking Northeast.

Photograph No. 8: View of the Typical Deck at the Northwest Corner, Looking Southeast.

Photograph No. 9: View of the Typical Deck at the Northeast Corner, Looking Southwest.

Photograph No. 10: View of the Typical Spalling in Deck, Looking South.

Photograph No. 11: View of the Typical Vegetation Growth in Joints, Looking South.

Photograph No. 12: View of the Typical Column Base Plate Condition.

Photograph No. 13: View of the Typical Column Base Plate Condition.

Photograph No. 14: View of the Southwest Corner Broken Wall, Looking Southwest.

Photograph No. 15: View of the West Wall Separation at STA 3+70, Looking West.

Photograph No. 16: View of the West Wall Separation at STA 3+90, Looking West.

Photograph No. 17: View of the West Wall Separation at 4+30, Looking West.

Photograph No. 18: View of the West Wall Separation at 4+46 to End, Looking West.

Photograph No. 19: View of the Northwest Corner Separation, Looking Northwest.

Photograph No. 20: View of the North Wall Separation at 4+74, Looking North.

Photograph No. 21: View of the Southeast Corner Separation, Looking East.

Photograph No. 22: View of the South Wall Typical Cracking Along Joint, Looking South.

Photograph No. 23: View of the South Wall Separation at STA 1+56, Looking North.

Photograph No. 24: View of the South Wall Separation at STA 1+72 and 1+80, Looking South.

Photograph No. 25: View of the South Wall Separation at STA 3+15, Looking South.

Photograph No. 26: View of the South Wall Separation at STA 3+15, Looking Southeast.

Photograph No. 27: View of the East Wall, Looking Northwest.

Photograph No. 28: View of the Separation at the Southeast Corner, Looking West.

Photograph No. 29: View of the Separation at the Southeast Corner, Looking West.

Photograph No. 30: View of the Separation at the Southeast Corner, Looking West.

Photograph No. 31: View of the South Wall, Looking Northwest.

Photograph No. 32: View of the Typical Timber Pile at the Southeast Corner, Looking North.

Photograph No. 33: View of the Typical Timber Pile at the Southeast Corner, Looking North.

Photograph No. 34: View of the Typical Concrete Condition Below the Waterline, Looking North.

Photograph No. 35: View of the Separation in the South Wall at STA 1+80 Below the Waterline, Looking North.

Photograph No. 36: View of the Separation in the South Wall at STA 1+80 Below the Waterline, Looking North.

Photograph No. 37: View of the Separation in the South Wall at STA 1+80 Below the Waterline, Looking North.

Photograph No. 38: View of the Separation in the South Wall at STA 1+80 Above the Waterline, Looking North.

Photograph No. 39: View of the Separation in the South Wall at STA 1+80 Above the Waterline, Photograph No. 40: View of the Separation in the South Wall at STA 1+80 Above the Waterline, Looking North.

Photograph No. 41: View of the South Wall at the Midspan, Looking Northwest.

Photograph No. 42: View of the Typical Waterline at the South Wall at STA 2+25, Looking North.

Photograph No. 43: View of the Typical Waterline at the South Wall at STA 2+25, Looking North.

Photograph No. 44: View of the Timber Support Piles at STA 1+75 with Penetration, Looking North.

Photograph No. 45: View of the Timber Support Piles at STA 1+75 with Penetration, Looking North.

Photograph No. 46: View of the Timber Support Piles at STA 1+75 with Penetration, Looking North.

Photograph No. 47: View of the South Wall Separation at STA 3+15, Looking North.

Photograph No. 48: View of the South Wall Separation at STA 3+15, Looking North.

Photograph No. 49: View of the South Wall Separation at STA 3+15, Looking North.

Photograph No. 50: View of the South Wall Separation at STA 3+15, Looking North.

Photograph No. 51: View of the South Wall at STA 3+00, Looking Northwest.

Photograph No. 52: View of the Southwest Corner Separation, Looking North.

Photograph No. 53: View of the Southwest Corner Separation, Looking North.

Photograph No. 54: View of the Southwest Corner Separation, Looking North.

Photograph No. 55: View of the Southwest Corner Separation, Looking North.

Photograph No. 56: View of the Southwest Corner Separation, Looking East.

Photograph No. 57: View of the Southwest Corner Separation, Looking East.

Photograph No. 58: View of the Southwest Corner Separation, Looking East.

Photograph No. 59: View of the Southwest Corner Separation, Looking East.

Photograph No. 60: View of the Southwest Corner Separation, Looking East.

Photograph No. 61: View of Spalling of the Top of Wall at STA 4+00 on the West Wall, Looking

East.

Photograph No. 62: View of West Wall at the Midpoint, looking Northeast.

Photograph No. 63: View of Spalling of the Top of Wall at STA 4+20 on the West Wall, Looking

East.

Photograph No. 64: View of the Crack in the West Wall at STA 4+40, Looking East.

Photograph No. 65: View of the Crack in the West Wall at STA 4+40, Looking East.

Photograph No. 66: View of the Break at the Northwest Corner, Looking East.

Photograph No. 67: View of the Separation at the Northwest Corner, Looking East.

Photograph No. 68: View of the North Wall, Looking Southeast.

Photograph No. 69: View of the Separation at the Northwest Corner, Looking South.

Photograph No. 70: View of the Separation at the Northwest Corner, Looking South.

Photograph No. 71: View of the Separation at the Northwest Corner, Looking South.

Photograph No. 72: View of the Separation at the Northwest Corner, Looking South.

EXECUTIVE SUMMARY

Project: Fort Jefferson South Coaling Dock Inspections - 2020

Purpose of Project: To perform a detailed visual and tactile waterfront investigation of the interior and exterior portions of the south coaling dock.

Inspection Team: Team Leader – Brian Rhett, P.E. – Collins Engineers, Inc.

Team Member – Matthew Rogers, E.I.T. – Collins Engineers, Inc.

Team Member – Nicholas Lane – Collins Engineers, Inc.

Inspection Date(s): September 15, 2020

Water Visibility: 30 ft Water Velocity: 1 ft/s Water Temperature: 85 °F Weather: Clear – 90 °F Waterline Elevation: 00.0 ft Type of Boat: N/A Coordinates: 24.626476°N, 82.873143°W Access Location: Northeast Corner of Structure Dive Mode: Surface Supplied Air Waterline Reference: Mean Sea Level Maximum Depth at SSU: 3.5 ft – NW corner of structure Shoreline Conditions: The shorelines consisted of well-vegetated, gently sloped sandy beach with no signs of erosion.

Summary of Findings:

• Deck:

o Large areas of the deck slab have broken off at the west end and southeast corner of the structure.

o The deck exhibited typical light scaling measuring up to 1/8 in. throughout with up to 25% delaminated slabs near edge of dock are typically undermined up to a max of 5 ft.

o Spalling measuring 12 in. wide by 2 ft long by 1/2 in. deep was observed throughout deck over approximately 5% of surface area.

o Typical cracking measuring up to 1/4 in. wide was observed at approximately the mid-point of each section of concrete slab running north to south. Slabs measure 15 ft length by 23 ft wide.

• Substructure:

o The fill material around the substructure consisted of sand, coral, concrete, and intermittent bricks at the southeast corner.

o Six breaks through the outer wall are present with separation between sections up to 24 in.

located at STA 0+95, 1+60, 3+10, 3+50, 4+50, and 5+00.

o The south wall exhibited outward deflection along the entire length of up to 18 in. at STA 1+00, up to 24 in. maximum at STA 1+25, up to 14 in. at STA 3+10, and up to 6 in at STA 3+50.

o The west wall exhibited outward deflection of up to 12 in. along the entire length.

o The north wall exhibited outward deflection of up to 12 in. along a 50 ft length from STA 4+50 to STA 5+00.

o Areas of lost fill are present along the east and south walls from STA 0+75 to 2+00 and along the south, west, and north walls from STA 3+10 to 4+90.

o Several tie rods are exposed in the areas of missing fill, many of which have broken due to the outward deflection of the wall. The remaining tie rods exhibit extensive corrosion and section loss with 3/4 in. typical remaining section.

o Two areas of spalling of the top of wall near the midpoint of the western wall were observed measuring 2 ft vertical by 8 ft horizontal by 2 ft deep (STA 4+00) and 4 ft vertical by 10 ft horizontal by 2 ft deep (STA 4+20).

o An exposed timber pile located near the Southeast corner and measuring 8 in. diameter exhibited up to 3/8 in. awl penetration and hourglass necking.

o An area of delamination was observed in the foundation wall measuring 12 in. wide along apparent chain fence.

o Typical bollard and base plates exhibited severe corrosion and flaking with scattered areas of up to 100% loss of section.

Summary of Recommendations:

• Shift helicopter landing zone.

• Repair spalls and delamination in concrete.

• Remove portions of the south and west walls to limit public safety concerns.

• Place riprap or erosion mats to prevent further erosion of bearing material.

• Monitor channel bottom to verify undermining is not increasing.

1.0 INTRODUCTION

1.1 Purpose and Scope

This report consists of the results of a detailed investigation of the South Coaling Dock located at Fort

Jefferson in Dry Tortugas National Park located west of Key West, FL. Collins Engineers, Inc. (Collins) conducted the underwater and topside investigation for HDR on September 15, 2020. The primary purpose of the investigation was as follows:

• Determine the condition of the substructure components and deck.

• Obtain channel bottom depth measurements along the substructure of the coaling dock and around the submerged substructure units.

• Obtain photographs and video of the structure and any significant defects.

The following report includes a description of the structure, the method of investigation, a description of existing conditions, an evaluation and recommendations based on the conditions, inspection figures, and photographs.

1.2 Scope of Work

A visual and tactile field inspection was conducted to determine the general condition of the deck and substructure of the South Coaling Dock located at Fort Jefferson. The inspection included observations of existing damage to the deck and substructure units.

The condition of all structural elements was documented with field notes and photographs. All of the inspection findings are included in this inspection report, which also contains evaluation of the structural elements, inspection drawings, inspection photographs, and repair recommendations. Existing design drawings were not available at the time of the inspection. Refer to Figure 1 in Exhibit 1 for a Location Map of the structure. Refer to Photographs 1 and 2 in Exhibit 2 for overall views of the structure.

1.3 Method of Investigation

A three-person team consisting of a professional engineer-diver and team leader (Brian Rhett, P.E.) an engineer-diver (Matthew Rogers, E.I.T.) and a technician-diver (Nicholas Lane) conducted the inspection. The underwater inspection was conducted using surface supplied air diving equipment. During the inspection, the inspectors worked from the shore and a note taker on the shore recorded the inspection notes.

The above water inspection consisted of a visual and tactile examination of the top of the deck, deck slab, and substructure units located above the waterline, as well as areas exposed due to loss of fill. Hammer sounding was utilized to identify areas of delamination and spalling in the deck and substructure.

The underwater inspection consisted of a visual and tactile examination of the accessible surfaces of the substructure units from the waterline to the channel bottom with particular attention given to any observed areas of deterioration or apparent distress. Approximately 10 percent of the total area on the underwater surfaces of the substructure units was cleaned so that the condition could be more closely examined. Video and photographs were taken to document the general conditions and observed deficiencies. The type of channel bottom material, the presence or extent of scour, the presence or extent of riprap, the presence or extent of drift and debris, and the location of any foundation exposure or undermining were noted.

Channel bottom soundings were performed utilizing a telescoping survey rod and digital fathometer.

Soundings were collected along the outside and inside of the substructure walls and the waterline was noted at mean sea level. A sounding plan was developed using the soundings and approximate location of the shorelines.

Refer to Figures 2 and 7 through 10 in Exhibit 1 for the sounding plan and channel cross sections that show the channel limits and water depths around the structure.

2.0 OBSERVED CONDITIONS

2.1 General Conditions

At the time of the inspection, the waterline of the South Coaling Dock was located at mean sea level, which corresponds to a waterline elevation of +000.00 ft. During the inspection, the waterway was flowing at approximately 1 ft per second. The shorelines consisted of well-vegetated, gently sloped sandy beach with no signs of erosion. Refer to Photographs 6 through 8 in Exhibit 2 for views of the shorelines near the structure.

2.2 Observed Conditions

2.2.1 Deck

The deck typically exhibited light scaling measuring up to 1/8 in. throughout with up to 25% delaminated slabs near the edge of the dock are typically undermined up to a max of 5 ft. Spalling measuring

12 in. wide by 2 ft long by 1/2 in. deep was observed throughout the deck over approximately 5% of the surface area. Typical cracking measuring up to 1/4 in. wide was observed at approximately the mid-point of each section of concrete slab running north to south. Slabs measured 15 ft long by 23 ft wide. Refer to Figures 2 through 5 in Exhibit 1 for detailed inspection notes of the deck. Refer to Photographs 3 through 11 in Exhibit 2 for views of the deck.

2.2.2 Substructure

The fill material observed on the interior of the substructure consisted of sand, coral, concrete, and intermittent bricks at the southeast corner.

Six breaks through the outer wall are present with separation between sections up to 24 in. located at

STA 0+95, 1+60, 3+10, 3+50, 4+50, and 5+00. The south, west, and north walls exhibit large areas of deflection and are leaning away from the center of the structure. The south wall exhibited outward deflection along the entire length of up to 18 in. at STA 1+00, up to 24 in. maximum at STA 1+25, up to 14 in. at STA 3+10, and up to 6 in at STA 3+50. The west wall exhibited outward deflection of up to 12 in. along the entire length. The north wall exhibited outward deflection of up to 12 in. along a 50 ft length from STA 4+50 to STA 5+00.

Areas of lost fill are present along the east and south walls from STA 0+75 to 2+00 and along the south, west, and north walls from STA 3+10 to 4+90. Several tie rods are exposed in the areas of missing fill, many of which have broken due to the outward deflection of the wall. The remaining tie rods exhibit severe corrosion and section loss with 3/4 in. typical remaining section. Tie rod spacing was observed to be 8 ft along the exterior foundation walls.

Three exposed timber pile were located near the Southeast corner and measuring 8 in. diameter exhibited up to 3/8 in. awl penetration and hourglass necking with a maximum vertical exposure of 12 in. The timber piles are likely indicative of the wall foundation throughout with the three being exposed in areas of scour depressions with an approximate spacing of 4 ft. Two areas of spalling of the top of wall near the midpoint of the western wall were observed measuring 2 ft vertical by 8 ft horizontal by 2 ft deep (STA 4+00) and 4 ft vertical by 10 ft horizontal by 2 ft deep (STA 4+20). Typically the intact portions of the foundation walls were observed to be in sound condition with delaminations covering less than 10% of the surface area. An area of delamination was observed on the top of the foundation wall measuring 12 in. wide along the middle of the foundation walls. The concrete slab typically exhibited delaminations up to 5 ft wide by the length of the wall closes to the exterior edges due to loss of fill and undermining. Typical bollard and base plates exhibited severe corrosion and flaking with scattered areas of up to 100% loss of section.

Refer to Figure 5 in Exhibit 1 for detailed inspection notes of the dock wall cross-section. Refer to

Figures 6 through 10 for detailed inspection notes of each dock wall condition. Refer to Photographs 12 through

16 in Exhibit 2 for overall views of west wall conditions. Refer to Photographs 17 and 18 in Exhibit 2 for overall views of north wall conditions. Refer to Photographs 19 through 24 in Exhibit 2 for views of west wall conditions. Refer to Photograph 25 in Exhibit 2 for an overall view of east wall condition. Refer to Photographs

26 through 29 in Exhibit 2 for overall views of south wall conditions. Refer to Photographs 12 through 16 in

Exhibit 2 for views of west wall conditions.

3.0 CONDITION EVALUATION

Overall, the inspected substructure units were in poor to fair condition. To prevent further deterioration of the bearing material, corrective actions should be taken at this time. Given the deteriorative state of the deck, corrective actions should include the shifting of the helicopter landing zone to be encompassed within STA

2+00 to 3+00 in its entirety to prevent further stress on the substructure.

The spalls and associated concrete delaminations are a structural concern at this time and they should be repaired to prevent further deterioration. The repairs should include removal of unsound concrete to a minimum of 1 inch behind the reinforcing steel, cleaning and replacing reinforcing steel as required, and placing concrete designed to provide high durability with low permeability.

The sections of the south wall from STA 1+00 to 1+50 and the west wall from STA 3+00 to 3+50 should be removed at this time to limit safety concerns to the public. These sections of wall have failed in their entirety and are likely beyond possible corrective action.

To prevent further deterioration of the bearing material, corrective actions should be taken at this time.

Corrective actions may include placement of properly designed riprap or erosion mats. The channel bottom configuration should continue to closely be monitored during future inspections to verify that the undermining is not increasing and that intact foundation elements remain adequately embedded in the channel bottom.

If these corrective actions are made, it is recommended that the South Coaling Dock be next inspected at an interval not to exceed 60 months, no later than September 15, 2025. Until that time, it is recommended that a 24-month inspection cycle be maintained if no corrective actions are taken.

Respectfully Submitted, COLLINS ENGINEERS, INC.

Joshua Johnson, P.E.

Project Manager

Originated by:

Kevin Mitchell, E.I.T.

EXHIBIT 1 – FIGURES

124 Venture Court, Ste 10 Lexington, KY 40511 Phone: 859-367-0097

Fax: 859-367-0140

FORT JEFFERSON

SOUTH COALING DOCK

LOCATION MAP

HDR Engineering, Inc.

15450 New Barn Road

Suite 304 Miami Lakes, FL 33014

Phone: 305-728-7400

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING

DOCK_2020_DWG.DWG11/12/2020 2:44:09 PM

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

15 SEP 2020

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

BMR

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT:

AutoCAD SHX Text 55-12641.00

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text N

AutoCAD SHX Text

LAT: +24.626476 +24.626476 LONG: -82.873143-82.873143

V en tu re

C ou rt , S te

Le xi ng to n, K Y

Ph on e:

-3

-0

Fa x:

-3

-0

F O

R T

J E

F F

E R

S O

N

S O

U T

H

C

O A

L I N

G

D

O C

K

S O

U N

D I N

G

P

L A

N

H D

R En gi ne er in g, In c.

N ew

B ar n Ro ad S ui te

M ia m i L ak es

, F L

Ph on e:

-7

-7

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING DOCK_2020_DWG.DWG11/12/2020 2:44:10 PM

AutoCAD SHX Text LEGEND Sounding Depth from Waterline (ft) Failed Wall/Slab

AutoCAD SHX Text -2.7

AutoCAD SHX Text N

AutoCAD SHX Text

SOUNDING PLAN

AutoCAD SHX Text

STA 0+00 STA 7+00

AutoCAD SHX Text

STA 0+50

AutoCAD SHX Text

STA 0+25

AutoCAD SHX Text

STA 0+75

AutoCAD SHX Text

STA 1+00

AutoCAD SHX Text

STA 1+25

AutoCAD SHX Text

STA 1+50

AutoCAD SHX Text

STA 1+75

AutoCAD SHX Text

STA 2+00

AutoCAD SHX Text

STA 2+25

AutoCAD SHX Text

STA 2+50

AutoCAD SHX Text

STA 2+75

AutoCAD SHX Text

STA 3+00

AutoCAD SHX Text

STA 3+25

AutoCAD SHX Text

STA 3+75

AutoCAD SHX Text

STA 4+00

AutoCAD SHX Text

STA 4+25

AutoCAD SHX Text

STA 4+75

AutoCAD SHX Text

STA 5+00

AutoCAD SHX Text

STA 5+25

AutoCAD SHX Text

STA 5+50

AutoCAD SHX Text

STA 5+75

AutoCAD SHX Text

STA 6+00

AutoCAD SHX Text

STA 6+25

AutoCAD SHX Text

STA 6+50

AutoCAD SHX Text

STA 6+75

AutoCAD SHX Text -2.1

AutoCAD SHX Text -3.1

AutoCAD SHX Text -0.8

AutoCAD SHX Text -0.8

AutoCAD SHX Text -0.6

AutoCAD SHX Text -0.8

AutoCAD SHX Text -1.0

AutoCAD SHX Text -1.6

AutoCAD SHX Text -2.9

AutoCAD SHX Text -3.0

AutoCAD SHX Text -1.0

AutoCAD SHX Text -3.5

AutoCAD SHX Text -0.5

AutoCAD SHX Text -1.7

AutoCAD SHX Text -3.6

AutoCAD SHX Text -3.7

AutoCAD SHX Text

STA 3+50

AutoCAD SHX Text

STA 4+50

AutoCAD SHX Text -2.4

AutoCAD SHX Text Gulf of Mexico

AutoCAD SHX Text Shoreline (Typ.)

AutoCAD SHX Text Shoreline (Typ.)

AutoCAD SHX Text North Wall

AutoCAD SHX Text East Wall

AutoCAD SHX Text South Wall

AutoCAD SHX Text West Wall

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text

BMR

AutoCAD SHX Text

SEP 2020

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT

55-12641.00

V en tu re

C ou rt , S te

Le xi ng to n, K Y

Ph on e:

-3

-0

Fa x:

-3

-0

F O

F F

E R

S O

N

S O

U T

H

C

O A

L I N

G

D

O C

K

D E

P T

H

O

F

F

I L

L

L

O S

S

H D

R En gi ne er in g, In c.

N ew

B ar n Ro ad S ui te

M ia m i L ak es

, F L

Ph on e:

-7

-7

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING DOCK_2020_DWG.DWG11/12/2020 2:44:10 PM

AutoCAD SHX Text -1.3

AutoCAD SHX Text -5.8

AutoCAD SHX Text -5.6

AutoCAD SHX Text -4.9

AutoCAD SHX Text -4.3

AutoCAD SHX Text -5.5

AutoCAD SHX Text -3.3

AutoCAD SHX Text -5.9

AutoCAD SHX Text -4.5

AutoCAD SHX Text -1.5

AutoCAD SHX Text -5.3

AutoCAD SHX Text -1.9

AutoCAD SHX Text -3.9

AutoCAD SHX Text -5.9

AutoCAD SHX Text -7.9

AutoCAD SHX Text LEGEND Vertical Depth of Lost Fill Material Measured from Top of Wall (ft)

AutoCAD SHX Text -2.7

AutoCAD SHX Text

DEPTH OF FILL LOSS

AutoCAD SHX Text N

AutoCAD SHX Text

STA 0+00 STA 7+00

AutoCAD SHX Text

STA 0+50

AutoCAD SHX Text

STA 0+25

AutoCAD SHX Text

STA 0+75

AutoCAD SHX Text

STA 1+00

AutoCAD SHX Text

STA 1+25

AutoCAD SHX Text

STA 1+50

AutoCAD SHX Text

STA 1+75

AutoCAD SHX Text

STA 2+00

AutoCAD SHX Text

STA 2+25

AutoCAD SHX Text

STA 2+50

AutoCAD SHX Text

STA 2+75

AutoCAD SHX Text

STA 3+00

AutoCAD SHX Text

STA 3+25

AutoCAD SHX Text

STA 3+75

AutoCAD SHX Text

STA 4+00

AutoCAD SHX Text

STA 4+25

AutoCAD SHX Text

STA 4+75

AutoCAD SHX Text

STA 5+00

AutoCAD SHX Text

STA 5+25

AutoCAD SHX Text

STA 5+50

AutoCAD SHX Text

STA 5+75

AutoCAD SHX Text

STA 6+00

AutoCAD SHX Text

STA 6+25

AutoCAD SHX Text

STA 6+50

AutoCAD SHX Text

STA 6+75

AutoCAD SHX Text

STA 3+50

AutoCAD SHX Text

STA 4+50

AutoCAD SHX Text Gulf of Mexico

AutoCAD SHX Text

STA 1+32

AutoCAD SHX Text

STA 3+15

AutoCAD SHX Text

STA 4+65

AutoCAD SHX Text Shoreline (Typ.)

AutoCAD SHX Text Shoreline (Typ.)

AutoCAD SHX Text North Wall

AutoCAD SHX Text East Wall

AutoCAD SHX Text South Wall

AutoCAD SHX Text West Wall

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text

BMR

AutoCAD SHX Text

SEP 2020

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT

V en tu re

C ou rt , S te

Le xi ng to n, K Y

Ph on e:

-3

-0

Fa x:

-3

-0

F O

F F

E R

S O

N

S O

U T

H

C

O A

L I N

G

D

O C

K

D E

F E

C

L

O C

A T

I O

N S

H D

R En gi ne er in g, In c.

N ew

B ar n Ro ad S ui te

M ia m i L ak es

, F L

Ph on e:

-7

-7

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING DOCK_2020_DWG.DWG11/12/2020 2:44:10 PM

AutoCAD SHX Text GENERAL NOTES: 1. Substructure units of the South Coaling Dock are labeled according to approximate stations. Substructure units of the South Coaling Dock are labeled according to approximate stations. 2. At the time of inspection on September 15, 2020, the waterline was located at Mean Sea Level. This corresponds with a At the time of inspection on September 15, 2020, the waterline was located at Mean Sea Level. This corresponds with a waterline elevation of +000.0 ft.

AutoCAD SHX Text

PLAN

AutoCAD SHX Text LEGEND Failed Wall/Slab Timber Pile

AutoCAD SHX Text Failed Wall/Slab

AutoCAD SHX Text Failed Wall/Slab

AutoCAD SHX Text 18 sq. in. concrete piles

AutoCAD SHX Text Gulf of Mexico

AutoCAD SHX Text N

AutoCAD SHX Text A

AutoCAD SHX Text S-06

AutoCAD SHX Text B

AutoCAD SHX Text S-06

AutoCAD SHX Text C

AutoCAD SHX Text S-06

AutoCAD SHX Text D

AutoCAD SHX Text S-06

AutoCAD SHX Text Shoreline (Typ.)

AutoCAD SHX Text Shoreline (Typ.)

AutoCAD SHX Text North Wall

AutoCAD SHX Text East Wall

AutoCAD SHX Text South Wall

AutoCAD SHX Text West Wall

AutoCAD SHX Text Overpour Shelf at Toe of Wall

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text

BMR

AutoCAD SHX Text

SEP 2020

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT

V en tu re

C ou rt , S te

Le xi ng to n, K Y

Ph on e:

-3

-0

Fa x:

-3

-0

F O

F F

E R

S O

N

S O

U T

H

C

O A

L I N

G

D

O C

K

D E

F E

A B

L E

H D

R En gi ne er in g, In c.

N ew

B ar n Ro ad S ui te

M ia m i L ak es

, F L

Ph on e:

-7

-7

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING DOCK_2020_DWG.DWG11/12/2020 2:44:11 PM

AutoCAD SHX Text

FORT JEFFERSON - SOUTH COALING DOCK DEFECTS

AutoCAD SHX Text No.

AutoCAD SHX Text

STA

AutoCAD SHX Text

DEFECT DESCRIPTION

AutoCAD SHX Text

AutoCAD SHX Text

DECK

AutoCAD SHX Text Large areas of the deck slab had broken off at the west end and southeast corner of the structure.

AutoCAD SHX Text

AutoCAD SHX Text

DECK

AutoCAD SHX Text Deck exhibited typical light scaling up to 1/8 in. throughout with up to 25% delaminated slabs near edge of dock are typically undermined up to a max of 5 ft.

AutoCAD SHX Text

AutoCAD SHX Text

DECK

AutoCAD SHX Text Spalling throughout deck measuring up to 12 in. wide X 2 ft long X 1/2 in. deep was observed over approximately 5% of surface area.

AutoCAD SHX Text

AutoCAD SHX Text

DECK

AutoCAD SHX Text Typical cracking measuring up to 1/4 in. wide was observed at approximately the mid-point of each section of concrete slab running north to south. Slabs measure 15 ft length X 23 ft wide.

AutoCAD SHX Text

AutoCAD SHX Text N/A

AutoCAD SHX Text The fill material around the substructure consisted of sand, coral, concrete, and intermittent bricks at the southeast corner.

AutoCAD SHX Text

AutoCAD SHX Text N/A

AutoCAD SHX Text Typical bollard and base plates exhibited severe corrosion and flaking with scattered areas of up to 100% loss of section.

AutoCAD SHX Text

AutoCAD SHX Text 0+60

AutoCAD SHX Text An area of delamination was observed in the foundation wall measuring 12 in. delamination was observed in the foundation wall measuring 12 in. wide along apparent chain fence.

AutoCAD SHX Text

AutoCAD SHX Text 0+75 to 2+00

AutoCAD SHX Text Area of fill loss with exposed tie rods.

AutoCAD SHX Text

AutoCAD SHX Text 0+95

AutoCAD SHX Text Break through the outer wall with separation between sections up to 24 in.

AutoCAD SHX Text

AutoCAD SHX Text 1+00

AutoCAD SHX Text South wall exhibited up to 18 in. outward deflection.

AutoCAD SHX Text

AutoCAD SHX Text 1+00, 1+45, & 1+50

AutoCAD SHX Text A timber pile measuring 8 in. diameter exhibited up to 3/8 in. awl penetration and hourglass necking with approximately 12 in. maximum vertical exposure.

AutoCAD SHX Text

FORT JEFFERSON - SOUTH COALING DOCK DEFECTS

AutoCAD SHX Text No.

AutoCAD SHX Text

STA

AutoCAD SHX Text

DEFECT DESCRIPTION

AutoCAD SHX Text

AutoCAD SHX Text 1+25

AutoCAD SHX Text South wall exhibited up to 24 in. outward deflection.

AutoCAD SHX Text

AutoCAD SHX Text 1+60

AutoCAD SHX Text Break through the outer wall with separation between sections up to 24 in.

AutoCAD SHX Text

AutoCAD SHX Text 3+10

AutoCAD SHX Text Break through the outer wall with separation between sections up to 24 in.

AutoCAD SHX Text

AutoCAD SHX Text 3+10 to 4+90

AutoCAD SHX Text Area of fill loss with exposed tie rods.

AutoCAD SHX Text

AutoCAD SHX Text 3+50

AutoCAD SHX Text South wall exhibited up to 12 in. outward deflection.

AutoCAD SHX Text

AutoCAD SHX Text 3+50

AutoCAD SHX Text Break through the outer wall with separation between sections up to 24 in.

AutoCAD SHX Text

AutoCAD SHX Text 3+50 to 4+50

AutoCAD SHX Text West wall exhibited deflection of up to 12 in. along the entire length.

AutoCAD SHX Text

AutoCAD SHX Text 4+50

AutoCAD SHX Text Break through the outer wall with separation between sections up to 24 in.

AutoCAD SHX Text

AutoCAD SHX Text 4+50 to 5+00

AutoCAD SHX Text North wall exhibited up to 12 in. outward deflection along a 50 ft length.

AutoCAD SHX Text

AutoCAD SHX Text 5+00

AutoCAD SHX Text Break through the outer wall with separation between sections up to 24 in.

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text

BMR

AutoCAD SHX Text

SEP 2020

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT

V en tu re

C ou rt , S te

Le xi ng to n, K Y

Ph on e:

-3

-0

Fa x:

-3

-0

F O

F F

E R

S O

N

S O

U T

H

C

O A

L I N

G

D

O C

K

D O

K

W

L

L

C

R O

S

C

T I O

N S

H D

R En gi ne er in g, In c.

N ew

B ar n Ro ad S ui te

M ia m i L ak es

, F L

Ph on e:

-7

-7

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING DOCK_2020_DWG.DWG11/12/2020 2:44:11 PM

AutoCAD SHX Text INSPECTION NOTES: 1 The channel bottom material consisted of sand, coral, concrete, and intermittent bricks at the southeast corner. The channel bottom material consisted of sand, coral, concrete, and intermittent bricks at the southeast corner.

AutoCAD SHX Text LEGEND Water Surface

AutoCAD SHX Text

TYPICAL NORTH EXTERIOR WALL CROSS SECTION

AutoCAD SHX Text A

AutoCAD SHX Text S-02

AutoCAD SHX Text

TYPICAL EXTERIOR WALL CROSS SECTION

AutoCAD SHX Text

WSE +000.0

AutoCAD SHX Text B

AutoCAD SHX Text S-02

AutoCAD SHX Text

TYPICAL FAILED INTERIOR WALL CROSS SECTION

AutoCAD SHX Text C

AutoCAD SHX Text S-02

AutoCAD SHX Text

TYPICAL INTERIOR WALL CROSS SECTION

AutoCAD SHX Text D

AutoCAD SHX Text S-02

AutoCAD SHX Text Overpour Shelf at Toe of Wall

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text

BMR

AutoCAD SHX Text

SEP 2020

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT

NORTH WALL LOOKING SOUTH

V en tu re

C ou rt , S te

Le xi ng to n, K Y

Ph on e:

-3

-0

Fa x:

-3

-0

F O

F F

E R

S O

N

S O

U T

H

C

O A

L I N

G

D

O C

K

N O

R T

H

W

A L

L

E

L E

V A

T I O

N

H D

R En gi ne er in g, In c.

N ew

B ar n Ro ad S ui te

M ia m i L ak es

, F L

Ph on e:

-7

-7

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING DOCK_2020_DWG.DWG11/12/2020 2:44:11 PM

AutoCAD SHX Text

NORTH WALL (LOOKING SOUTH)

AutoCAD SHX Text Note: Footing elevations unknown due to unavailable record drawings.

AutoCAD SHX Text Station

AutoCAD SHX Text T/Wall to C/B

AutoCAD SHX Text T/Wall to WSE

AutoCAD SHX Text Water Depth

AutoCAD SHX Text 5+50

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 5+25

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 5+00

AutoCAD SHX Text 6.7

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 4+75

AutoCAD SHX Text 9.5

AutoCAD SHX Text 8.5

AutoCAD SHX Text 1.0

AutoCAD SHX Text 4+50

AutoCAD SHX Text 9.0

AutoCAD SHX Text 5.5

AutoCAD SHX Text 3.5

AutoCAD SHX Text 4+50

AutoCAD SHX Text 4+75

AutoCAD SHX Text 5+00

AutoCAD SHX Text 5+25

AutoCAD SHX Text 5+50

AutoCAD SHX Text W.S.E. +000.0

AutoCAD SHX Text LEGEND Approximate Channel Bottom (C/B) - September 2020 Water Surface Elevation (ft)

AutoCAD SHX Text +450

AutoCAD SHX Text *All measurements recorded in feet.

AutoCAD SHX Text +10

AutoCAD SHX Text +0

AutoCAD SHX Text -10

AutoCAD SHX Text +10

AutoCAD SHX Text +0

AutoCAD SHX Text -10

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text

BMR

AutoCAD SHX Text

SEP 2020

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT

EAST WALL LOOKING WEST

V en tu re

C ou rt , S te

Le xi ng to n, K Y

Ph on e:

-3

-0

Fa x:

-3

-0

F O

F F

E R

S O

N

S O

U T

H

C

O A

L I N

G

D

O C

K

E A

L

L

E

L E

V A

T I O

N

H D

R En gi ne er in g, In c.

N ew

B ar n Ro ad S ui te

M ia m i L ak es

, F L

Ph on e:

-7

-7

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING DOCK_2020_DWG.DWG11/12/2020 2:44:12 PM

AutoCAD SHX Text

EAST WALL (LOOKING WEST)

AutoCAD SHX Text Note: Footing elevations unknown due to unavailable record drawings.

AutoCAD SHX Text Station

AutoCAD SHX Text T/Wall to C/B

AutoCAD SHX Text T/Wall to WSE

AutoCAD SHX Text Water Depth

AutoCAD SHX Text 1+00

AutoCAD SHX Text 10.1

AutoCAD SHX Text 7.3

AutoCAD SHX Text 2.4

AutoCAD SHX Text 0+75

AutoCAD SHX Text 8.1

AutoCAD SHX Text 7.6

AutoCAD SHX Text 0.5

AutoCAD SHX Text 0+50

AutoCAD SHX Text 7.2

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 0+25

AutoCAD SHX Text 0.4

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 0+00 7+00

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 1+00

AutoCAD SHX Text 0+75

AutoCAD SHX Text 0+50

AutoCAD SHX Text 0+25

AutoCAD SHX Text 0+00 7+00

AutoCAD SHX Text W.S.E. +000.0

AutoCAD SHX Text +10

AutoCAD SHX Text +0

AutoCAD SHX Text -10

AutoCAD SHX Text LEGEND Approximate Channel Bottom (C/B) - September 2020 Water Surface Elevation (ft)

AutoCAD SHX Text +450

AutoCAD SHX Text *All measurements recorded in feet.

AutoCAD SHX Text +10

AutoCAD SHX Text +0

AutoCAD SHX Text -10

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text

BMR

AutoCAD SHX Text

SEP 2020

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT

SOUTH WALL LOOKING NORTH

V en tu re

C ou rt , S te

Le xi ng to n, K Y

Ph on e:

-3

-0

Fa x:

-3

-0

F O

F F

E R

S O

N

S O

U T

H

C

O A

L I N

G

D

O C

K

S O

U T

H

W

A L

L

E

L E

V A

T I O

N

H D

R En gi ne er in g, In c.

N ew

B ar n Ro ad S ui te

M ia m i L ak es

, F L

Ph on e:

-7

-7

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING DOCK_2020_DWG.DWG11/12/2020 2:44:12 PM

AutoCAD SHX Text Note: The bottom of foundation wall was observed at -2.0 ft below Mean Sea Level on the southeast corner of the South Coaling Dock

AutoCAD SHX Text

SOUTH WALL (LOOKING NORTH)

AutoCAD SHX Text 3+50

AutoCAD SHX Text 3+25

AutoCAD SHX Text 3+00

AutoCAD SHX Text 2+75

AutoCAD SHX Text 2+50

AutoCAD SHX Text 2+25

AutoCAD SHX Text 2+00

AutoCAD SHX Text 1+75

AutoCAD SHX Text 1+50

AutoCAD SHX Text 1+25

AutoCAD SHX Text 1+00

AutoCAD SHX Text W.S.E. +000.0

AutoCAD SHX Text Station

AutoCAD SHX Text T/Wall to C/B

AutoCAD SHX Text T/Wall to WSE

AutoCAD SHX Text Water Depth

AutoCAD SHX Text 3+50

AutoCAD SHX Text 9.1

AutoCAD SHX Text 6.0

AutoCAD SHX Text 3.1

AutoCAD SHX Text 3+25

AutoCAD SHX Text 9.7

AutoCAD SHX Text 7.6

AutoCAD SHX Text 2.1

AutoCAD SHX Text 3+00

AutoCAD SHX Text 8.7

AutoCAD SHX Text 7.9

AutoCAD SHX Text 0.8

AutoCAD SHX Text 2+75

AutoCAD SHX Text 8.7

AutoCAD SHX Text 7.9

AutoCAD SHX Text 0.8

AutoCAD SHX Text 2+50

AutoCAD SHX Text 8.5

AutoCAD SHX Text 7.9

AutoCAD SHX Text 0.6

AutoCAD SHX Text 2+25

AutoCAD SHX Text 8.7

AutoCAD SHX Text 7.9

AutoCAD SHX Text 0.8

AutoCAD SHX Text 2+00

AutoCAD SHX Text 8.9

AutoCAD SHX Text 7.9

AutoCAD SHX Text 1.0

AutoCAD SHX Text 1+75

AutoCAD SHX Text 9.1

AutoCAD SHX Text 7.5

AutoCAD SHX Text 1.6

AutoCAD SHX Text 1+50

AutoCAD SHX Text 9.2

AutoCAD SHX Text 6.3

AutoCAD SHX Text 2.9

AutoCAD SHX Text 1+25

AutoCAD SHX Text 9.8

AutoCAD SHX Text 6.8

AutoCAD SHX Text 3.0

AutoCAD SHX Text 1+00

AutoCAD SHX Text 10.1

AutoCAD SHX Text 7.3

AutoCAD SHX Text 2.4

AutoCAD SHX Text

TIMBER PILES

AutoCAD SHX Text LEGEND Approximate Channel Bottom (C/B) - September 2020 Water Surface Elevation (ft)

AutoCAD SHX Text +450

AutoCAD SHX Text *All measurements recorded in feet.

AutoCAD SHX Text +10

AutoCAD SHX Text +0

AutoCAD SHX Text -10

AutoCAD SHX Text +10

AutoCAD SHX Text +0

AutoCAD SHX Text -10

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text

BMR

AutoCAD SHX Text

SEP 2020

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT

WEST WALL LOOKING EAST

V en tu re

C ou rt , S te

Le xi ng to n, K Y

Ph on e:

-3

-0

Fa x:

-3

-0

F O

F F

E R

S O

N

S O

U T

H

C

O A

L I N

G

D

O C

K

W E

L

L

E

L E

V A

T I O

N

H D

R En gi ne er in g, In c.

N ew

B ar n Ro ad S ui te

M ia m i L ak es

, F L

Ph on e:

-7

-7

\\NASUNI-KY\KY\PROJECTS\55 - LEXINGTON\55-12641.00 - FT JEFFERSON SOUTH COALING DOCK INSP\ENGINEERING\DRAWINGS\FORT JEFFERSON SOUTH COALING DOCK_2020_DWG.DWG11/12/2020 2:44:13 PM

AutoCAD SHX Text Note: Footing elevations unknown due to unavailable record drawings.

AutoCAD SHX Text

WEST WALL (LOOKING EAST)

AutoCAD SHX Text Station

AutoCAD SHX Text T/Wall to C/B

AutoCAD SHX Text T/Wall to WSE

AutoCAD SHX Text Water Depth

AutoCAD SHX Text 4+50

AutoCAD SHX Text 9.0

AutoCAD SHX Text 5.5

AutoCAD SHX Text 3.5

AutoCAD SHX Text 4+25

AutoCAD SHX Text 9.5

AutoCAD SHX Text 5.8

AutoCAD SHX Text 3.7

AutoCAD SHX Text 4+00

AutoCAD SHX Text 9.6

AutoCAD SHX Text 6.0

AutoCAD SHX Text 3.6

AutoCAD SHX Text 3+75

AutoCAD SHX Text 7.7

AutoCAD SHX Text 6.0

AutoCAD SHX Text 1.7

AutoCAD SHX Text 3+50

AutoCAD SHX Text 9.1

AutoCAD SHX Text 6.0

AutoCAD SHX Text 3.1

AutoCAD SHX Text 4+50

AutoCAD SHX Text 4+25

AutoCAD SHX Text 4+00

AutoCAD SHX Text 3+75

AutoCAD SHX Text 3+50

AutoCAD SHX Text W.S.E. +000.0

AutoCAD SHX Text LEGEND Approximate Channel Bottom (C/B) - September 2020 Water Surface Elevation (ft)

AutoCAD SHX Text +450

AutoCAD SHX Text *All measurements recorded in feet.

AutoCAD SHX Text +10

AutoCAD SHX Text +0

AutoCAD SHX Text -10

AutoCAD SHX Text +10

AutoCAD SHX Text +0

AutoCAD SHX Text -10

AutoCAD SHX Text

SHEET NO:

AutoCAD SHX Text

INSPECTED BY:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

MONROE COUNTY, FLORIDA

AutoCAD SHX Text

BMR

AutoCAD SHX Text

SEP 2020

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

KMM

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

JMJ

AutoCAD SHX Text

CEI PROJECT

EXHIBIT 2 – INSPECTION PHOTOGRAPHS

Photograph No. 1: Overall View of South Coaling Dock, Looking North.

Photograph No. 2: Overall View of South Coaling Dock, Looking Northwest.

Photograph No. 3: View of the Typical Deck Surface, Looking North.

Photograph No. 4: View of the Typical Deck Cross Section, Looking North.

Photograph No. 5: View of the Typical Tie Rod at the Southeast Corner of the Structure, Looking

North.

Photograph No. 6: View of the Typical Deck at the Southeast Corner, Looking Northwest.

Photograph No. 7: View of the Typical Deck at the Southwest Corner, Looking Northeast.

Photograph No. 8: View of the Typical Deck at the Northwest Corner, Looking Southeast.

Photograph No. 9: View of the Typical Deck at the Northeast Corner, Looking Southwest.

Photograph No. 10: View of the Typical Spalling in Deck, Looking South.

Photograph No. 11: View of the Typical Vegetation Growth in Joints, Looking South.

Photograph No. 12: View of the Typical Column Base Plate Condition.

Photograph No. 13: View of the Typical Column Base Plate Condition.

Photograph No. 14: View of the Southwest Corner Broken Wall, Looking Southwest.

Photograph No. 15: View of the West Wall Separation at STA 3+70, Looking West.

Photograph No. 16: View of the West Wall Separation at STA 3+90, Looking West.

Photograph No. 17: View of the West Wall Separation at 4+30, Looking West.

Photograph No. 18: View of the West Wall Separation at 4+46 to End, Looking West.

Photograph No. 19: View of the Northwest Corner Separation, Looking Northwest.

Photograph No. 20: View of the North Wall Separation at 4+74, Looking North.

Photograph No. 21: View of the Southeast Corner Separation, Looking East.

Photograph No. 22: View of the South Wall Typical Cracking Along Joint, Looking South.

Photograph No. 23: View of the South Wall Separation at STA 1+56, Looking North.

Photograph No. 24: View of the South Wall Separation at STA 1+72 and 1+80, Looking South.

Photograph No. 25: View of the South Wall Separation at STA 3+15, Looking South.

Photograph No. 26: View of the South Wall Separation at STA 3+15, Looking Southeast.

Photograph No. 27: View of the East Wall, Looking Northwest.

Photograph No. 28: View of the Separation at the Southeast Corner, Looking West.

Photograph No. 29: View of the Separation at the Southeast Corner, Looking West.

Photograph No. 30: View of the Separation at the Southeast Corner, Looking West.

Photograph No. 31: View of the South Wall, Looking Northwest.

Photograph No. 32: View of the Typical Timber Pile at the Southeast Corner, Looking North.

Photograph No. 33: View of the Typical Timber Pile at the Southeast Corner, Looking North.

Photograph No. 34: View of the Typical Concrete Condition Below the Waterline, Looking North.

Photograph No. 35: View of the Separation in the South Wall at STA 1+80 Below the Waterline, Photograph No. 36: View of the Separation in the South Wall at STA 1+80 Below the Waterline, Photograph No. 37: View of the Separation in the South Wall at STA 1+80 Below the Waterline, Photograph No. 38: View of the Separation in the South Wall at STA 1+80 Above the Waterline, Photograph No. 39: View of the Separation in the South Wall at STA 1+80 Above the Waterline, Photograph No. 40: View of the Separation in the South Wall at STA 1+80 Above the Waterline, Photograph No. 41: View of the South Wall at the Midspan, Looking Northwest.

Photograph No. 42: View of the Typical Waterline at the South Wall at STA 2+25, Looking North.

Photograph No. 43: View of the Typical Waterline at the South Wall at STA 2+25, Looking North.

Photograph No. 44: View of the Timber Support Piles at STA 1+75 with Penetration, Looking North.

Photograph No. 45: View of the Timber Support Piles at STA 1+75 with Penetration, Looking North.

Photograph No. 46: View of the Timber Support Piles at STA 1+75 with Penetration, Looking North.

Photograph No. 47: View of the South Wall Separation at STA 3+15, Looking North.

Photograph No. 48: View of the South Wall Separation at STA 3+15, Looking North.

Photograph No. 49: View of the South Wall Separation at STA 3+15, Looking North.

Photograph No. 50: View of the South Wall Separation at STA 3+15, Looking North.

Photograph No. 51: View of the South Wall at STA 3+00, Looking Northwest.

Photograph No. 52: View of the Southwest Corner Separation, Looking North.

Photograph No. 53: View of the Southwest Corner Separation, Looking North.

Photograph No. 54: View of the Southwest Corner Separation, Looking North.

Photograph No. 55: View of the Southwest Corner Separation, Looking North.

Photograph No. 56: View of the Southwest Corner Separation, Looking East.

Photograph No. 57: View of the Southwest Corner Separation, Looking East.

Photograph No. 58: View of the Southwest Corner Separation, Looking East.

Photograph No. 59: View of the Southwest Corner Separation, Looking East.

Photograph No. 60: View of the Southwest Corner Separation, Looking East.

Photograph No. 61: View of Spalling of the Top of Wall at STA 4+00 on the West Wall, Looking

East.

Photograph No. 62: View of West Wall at the Midpoint, looking Northeast.

Photograph No. 63: View of Spalling of the Top of Wall at STA 4+20 on the West Wall, Looking East.

Photograph No. 64: View of the Crack in the West Wall at STA 4+40, Looking East.

Photograph No. 65: View of the Crack in the West Wall at STA 4+40, Looking East.

Photograph No. 66: View of the Break at the Northwest Corner, Looking East.

Photograph No. 67: View of the Separation at the Northwest Corner, Looking East.

Photograph No. 68: View of the North Wall, Looking Southeast.

Photograph No. 69: View of the Separation at the Northwest Corner, Looking South.

Photograph No. 70: View of the Separation at the Northwest Corner, Looking South.

Photograph No. 71: View of the Separation at the Northwest Corner, Looking South.

Photograph No. 72: View of the Separation at the Northwest Corner, Looking South.