Attachment 4_Fire Cove Inspection Report.pdf

United States Department of Agriculture

Remote Dock and Marine Facility Inspections Southeast Alaska/Tongass National Forest

MATOC Agreement No. 1205G219D005 Task Order No. 12010920F0013

Inspection of Fire Cove Remote Dock Revillagigedo Island|Ketchikan‐Misty Ranger District

Inspection October 6, 2020

United States Department of Agriculture

Remote Dock and Marine Facility Inspections Southeast Alaska/Tongass National Forest

Contract No. 12010920F0013

Inspection of Fire Cove Dock Revillagigedo Island | Ketchikan-Misty Ranger District

Inspected: October 6, 2020

Report Date: September 29, 2021

Joshua Steiner, PE Inspection Leader CONSOR Engineers, LLC

Heath Pope, PE Vice President CONSOR Engineers, LLC

Fire Cove Dock Inspected October 6, 2020

TABLE OF CONTENTS

1 Scope of Work and Inspection Procedure

2 Definitions, Rating Criteria, and Terminology

3 Facility Description

4 Inspection Findings

4.1 General Inspection Findings

4.2 Cathodic Protection System

4.3 Abutment

4.4 Pin Bearing Connection

4.5 Steel Frame and Gangway

4.6 Floating Dock

4.7 Safety Ladder

5 Repair Recommendations

Appendix A Damage Rating Criteria ..................................................................................................... A-1

Appendix B Facility Sketches ................................................................................................................. B-1

Appendix C Photos ................................................................................................................................ C-1

1 SCOPE OF WORK AND INSPECTION PROCEDURE

In October 2020, CONSOR Engineers, LLC performed inspections of 16 Forest Service dock facilities in

Southeast Alaska. These inspections were performed with the assistance of Mott MacDonald and R&M

Engineering for SCJ Alliance, under contract to the United States Department of Agriculture (USDA).

The purpose of these inspections was to document and assess the dock facility's existing condition, develop rehabilitation/repair recommendations, and provide the documented field information for the future rehabilitation/repair engineering design and contractor bidding phases. The services performed included a Repair Design Inspection of the accessible underwater and above water structural elements composing the facilities and preparation of inspection reports summarizing the findings and repair recommendations. All inspections were performed in accordance with ASCE MOP 130: Waterfront

Facilities Inspection and Assessment.

The dock facilities were inspected by a crew of five inspectors, led by a Professional Engineer familiar with inspection of waterfront facilities. The docks were accessed by boat, and the above water inspection was performed using various hand tools, measuring devices, and cameras. The underwater inspection was performed using tethered SCUBA with hardwire communications equipment, using various hand tools, an ultrasonic thickness measuring gauge, bathycorrometer, and cameras.

2 DEFINITIONS, RATING CRITERIA, AND TERMINOLOGY

The conditions of the dock facility and structural systems are rated in accordance with MOP 130 according to the Condition Assessment Rating below. Additionally, the inspected structural elements are assigned damage ratings from Minor to Severe, shown in Appendix A.

CONDITION ASSESSMENT RATINGS

6 – Good No visible damage or only minor damage noted. Structural elements may show very minor deterioration, but no overstressing observed. No repairs are required.

5 – Satisfactory Limited minor to moderate defects or deterioration observed but no overstressing observed. No repairs are required.

4 – Fair All primary structural elements are sound but minor to moderate defects or deterioration observed. Localized areas of moderate to advanced 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.

3 – Poor Advanced deterioration or overstressing observed on widespread portions of the structure but does not significantly reduce the load-bearing capacity of the structure.

Repairs may need to be carried out with moderate urgency.

2 – Serious Advanced deterioration, overstressing, or breakage may have significantly affected the load-bearing capacity of primary structural components. Local failures are possible and loading restrictions may be necessary. Repairs may need to be carried out on a high-priority basis with urgency.

1 – Critical Very advanced 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.

3 FACILITY DESCRIPTION

The Fire Cove facility includes a reinforced concrete abutment supporting a steel frame with aluminum gangway, and a floating dock. The dock is constructed of four 8 ft x 12 ft foam-filled concrete floats joined with 7 in. x 16 in. glulam wales and tie-rods. On the exterior face of the wale there is a 2.5 in. x 12 in. non-structural timber rub rail. There are no guide piles at this floating dock, it is only secured by the gangway-dock universal joint connection. The general layout of the facility is shown below.

Figure 1: General Layout

Access to the dock is provided by an aluminum gangway supported by a steel frame connected to the landside abutment by two pin bearings, and at the dock by a universal joint and supplemental steel safety chains on both sides. The steel frame is constructed of various types of W-shape main members and crossbeams with flat bar bracing, all connected with welded connections. The general configuration of the steel frame is provided in the drawings in Appendix B.

The gangway is 79 ft long and 48 in. wide with a 32 in. high handrail with a metal grating walking surface and transition plate at the bottom. The gangway is supported by the steel frame.

The water depths at the site vary from 3.7 ft to 11.7 ft relative to Mean Lower Low Water and are referenced to Tide Station 9450460 Ketchikan, AK.

This facility is typically used by recreational boaters for pedestrian access to the shore. The only boat observed was an aluminum jon boat; typical boats are likely shorter than 30 ft overall length, although larger boats were observed at some of the other inspected facilities. There were no Forest Service barges moored at this facility at the time of inspection.

Drawings and photos are presented in Appendix B: Facility Sketches and Appendix C: Photos, respectively.

4 INSPECTION FINDINGS

4.1 GENERAL INSPECTION FINDINGS

Overall, the facility is in poor condition, primarily due to deterioration of the concrete floats and damaged universal joint and anchor chain connections. Detailed inspection findings for the individual structural components are presented below.

4.2 CATHODIC PROTECTION SYSTEM

There was no cathodic protection system observed at the site. There is no submerged steel to require cathodic protection.

4.3 ABUTMENT

The concrete abutment is in satisfactory condition with no deficiencies observed at the time of inspection.

4.4 PIN BEARING CONNECTION

The abutment pin bearings are in satisfactory condition with no deficiencies observed at the time of inspection.

4.5 STEEL FRAME AND GANGWAY

The steel frame and gangway are in satisfactory condition. Minor surface corrosion with no measurable section loss is present on 50% of the steel frame members. Crossbeams 4 and 10 have minor local deflection of bottom flange from impact damage. The inshore three bays of the frame cross-bracing straps sag up to 1 in., although this is likely the as-built condition. The universal joint exhibits localized minor to moderate corrosion and one of the bolts is bent and is too short for the connection.

Due to the long span of the gangway and “flat” configuration of the relatively heavy steel frame, the gangway “bounces” when used, and was observed to deflect downward approximately 1 ft. There is more than 4 in. of clear space between the intermediate rails, and the top rail of the gangway is only 32 in. high.

4.6 FLOATING DOCK

The floating dock is in poor condition primarily due to delamination and spalling of the concrete exposing the interior foam, and overstressing of the safety chain anchor. These deficiencies do not affect the overall load carrying capacity of the structure; however, it does reduce the resiliency of the structure if the universal joint fails.

CONCRETE FLOATS

The condition of the surface of the concrete floats varies. One float has minor weathering and minor cracks, one float has heavy weathering of the concrete up to 1 in. deep, and two of the floats have extensive map cracking with delamination and large spalls. The left padeye for the gangway safety chain has pulled out of the concrete and the surrounding concrete is spalled and delaminated. There is a 2 sq.

ft x 1 in. deep spall adjacent to the universal joint that extends 4 in. under the offshore edge of its baseplate. The offshore right corner of the dock has a spall 3.7 ft x 2 ft x 2 in. deep with exposed welded wire reinforcement with up to 100% section loss and exposed floatation foam. There were no deficiencies observed underwater.

The floating dock is level with a freeboard of 13 in. at all corners.

WALE AND TIE-RODS

No deficiencies were observed on the glulam wale.

The majority of the tie-rods were covered by the rub rail; however, the exposed tie-rods’ ends and connections exhibited moderate to major corrosion. Additionally, two tie-rods were missing. Although the concrete floats remain stable, this damage has comprised the overall integrity and durability of the dock.

RUB RAIL

The non-structural rub rail exhibits moderate to major deterioration due to rot and abrasion and is missing in two locations for a total of 4 LF.

MOORING HARDWARE

There are eight 12 in. cleats and four steel padeye connections with no deficiencies observed at the time of inspection.

FENDER SYSTEM

The fender system consists of tires roughly spaced at 4 ft on center. There were eight missing tires observed on the offshore face of the dock.

4.7 SAFETY LADDER

There is no safety ladder present at the site.

5 REPAIR RECOMMENDATIONS

The concrete floats have exceeded their useful design life and the floating dock should be replaced with one that uses guide piles to provide a 30+ year design life. If full replacement is not performed, the following repairs should be completed.

Table 1: Repair Recommendations

Structure Element Location Quantity Defect Repair Priority Comments

Dock Tie-rods Above Water 128 nuts/ 64 rods

Corroded tie rods and hardware Replace all tie-rod nuts and 50% of tie-rods 1-High Structural - Restore original capacity

Dock Concrete Floats

Above Water 16 SF Cracked/spalled concrete floats Remove and patch delaminated concrete and spalled areas, or fully replace concrete floats

1-High Structural - Reduce deterioration rate

Dock Safety Ladder

Above Water 1 EA No safety ladder present Install safety ladder 1-High Safety - Provide safe emergency egress from water

Gangway Universal Joint

Above Water 2 bolts Corroded and bent bolts in universal joint Replace bolts in universal joint 1-High Structural - Restore original capacity

Gangway Safety Chain Padeye

Above Water 1 EA Loose safety chain padeye connection Repair safety chain padeye connection 1-High Structural - Reduce deterioration rate

Gangway Transition Plate

Above Water 1 EA Missing top transition plate Install transition plate at the top of gangway 1-High Safety - Mitigate trip hazard

Dock Rub Rail Above Water 64 LF Deteriorated rub rail Remove and replace 3x12 rub rail for inshore and offshore faces of dock

2-Med Structural - Reduce deterioration rate

Gangway Steel Frame Above Water 1660 SF Minor corrosion of gangway framing Clean and paint with zinc-rich paint 2-Med Structural – Prevent further deterioration

Dock Fender System

Waterline 82 LF Tire only fender system Remove tires and install rubber D fender system along Left, Right, and Offshore faces

3-Low Convenience/Safety - Provide safe mooring and berthing

Gangway Handrails Above Water 948 LF Rails do not meet IBC/ADA Standards Install rails with a height of 42 in. and intermediate rails to provide maximum clear spacing of 4 in.

4-Option Safety – Mitigate fall hazard

A-1

Appendix A Damage Rating Criteria

A-2

Source: ASCE MOP 130 Waterfront Facilities Inspection and Assessment.

A-3

A-4

A-5

A-6

B-1

Appendix B Facility Sketches

Dock: Fire Cove Island: Revillagigedo Ranger District: Ketchikan-Misty Inspection Date: October 6, 2020

UNITED STATES DEPARTMENT OF AGRICULTURE

REMOTE DOCK AND MARINE FACILITY INSPECTIONS

Southeast Alaska/Tongass National Forest Contract No. 12010920F0013

12'

DWG 1 General Layout

X" = FREEBOARD (INCHES)

X' = DEPTH (FEET)

13" 11.7'

Water depth is presented relative to MLLW based on Tide Station 9450460Ketchikan, AK

ALUMINUM

GANGWAY

W8x10 (TYP.)

W14x48 (TYP.)

4" W x 14" THICK

STEEL BAR (TYP.)

13" 11.7'

13" 3.7'

13" 3.7'

8' (TYP.)

X"

XX.X'

SAFETY CHAIN

TIRE (TYP.)

TIE-RODS (TYP.)

SAFETY CHAIN PADEYE AND

BASE PLATE (L8x8x1

2)

2 12" x 12" TIMBER RUB RAIL

7" x 16" TIMBER WALE

7'-3"

14'

UNIVERSAL JOINT

STEEL PADEYE

(TYP.)

CONC. FLOAT (TYP.)

ROCK AND GRAVEL (TYP.)

BEAM 1

BEAM 11

BEAM 2

BEAM 3

BEAM 4

BEAM 5

BEAM 6

BEAM 7

BEAM 8

BEAM 9

BEAM 10

TRANSITION PLATE

0 5' 10'

SCALE: 3/32"=1'-0"

U N

IT

E

D S

T A

T E

S D

E P

A R

T M

E N

T O

F A

G R

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R E

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M O

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D O

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F A

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C T

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A la sk a/

T o ng as s N a tio n al

F or es t

C on tr ac t N o

. 1

F

D W

G

E le va tio n s a nd

S e ct io ns

12' (TYP)

D o ck

F ire

C o ve Is la n d:

Re vi lla gi ge do R an ge r D is tr ic t:

K e tc h ik a n- M is ty

In sp e ct io n

D a te

O ct ob er

, 2

1' (TYP.)

2'-8"

6"

12" CLEAT TIE-ROD

8' (TYP.) CONC. FLOAT2 12" x 12" TIMBER RUB RAIL

7" x 16" TIMBER WALE

12" CLEATTIE-ROD

CONC. FLOAT 2 12" x 12" TIMBER RUB RAIL

7" x 16" TIMBER WALE

2'-8"

1'-1"

1'-1"

4"

DOCK CROSS SECTION

0 4' 8'

SCALE: 1/8"=1'-0" OFFSHORE INSHORE

DOCK ELEVATION

0 4' 8'

SCALE: 1/8"=1'-0" LEFT RIGHT

Dock: Fire Cove Island: Revillagigedo Ranger District: Ketchikan-Misty Inspection Date: October 6, 2020

UNITED STATES DEPARTMENT OF AGRICULTURE

REMOTE DOCK AND MARINE FACILITY INSPECTIONS

Southeast Alaska/Tongass National Forest Contract No. 12010920F0013

BEAM 1

ALUMINUM

GANGWAY

STEEL FRAME

BEAM 11

TIRE (TYP.)

BEAM 2

BEAM 3

BEAM 4

BEAM 5

BEAM 6

BEAM 7

BEAM 8

BEAM 9

BEAM 10

WEATHERING UP TO 1" DEEP

ROCK AND GRAVEL (TYP.)

TYPICAL DEFICIENCIES

1. Minor corrosion on steel frame members.

2. Gangway rail is 32 in. high and there is more than 4

in. of clear space between intermediate rails.

3. Universal joint has one bolt with moderate corrosion and one bolt that is bent and too short.

4. Moderate to Major corrosion of tie-rod ends and connections.

5. Moderate to Major rot and abrasion of rub rail. DWG 3

MISSING TIRE

MISSING TIE-ROD

MISSING RUB RAIL

2" L x 12" LOCAL BUCKLING ON BOTTOM FLANGE

2" L x 12" LOCAL BUCKLING ON BOTTOM FLANGE

DAMAGED UNIVERSAL JOINT

(SEE NOTES)

DISCONNECTED SAFETY CHAIN PADEYE

LEGEND

SPALL

DELAMINATION

CRACK

NO TRANSITION PLATE

Deficiency Plan

MISSING TIE-ROD

0 5' 10'

SCALE: 3/32"=1'-0"

C-1

Appendix C Photos

C-2

Photo 1: General view of the facility. Note missing tires on offshore face.

Photo 2: General view of the abutment

C-3

Photo 3: General view of the left pin bearing.

Photo 4: General view of the dock. Note safety chains and non-ADA compliant gangway rails.

C-4

Photo 5: One short and bent bolt and one corroded bolt in universal joint.

Photo 6: Spall in deck under universal joint baseplate.

C-5

Photo 7: Deck with heavy weathering

Photo 8: Deck with map cracking

C-6

Photo 9: Typical spall and delamination in deck. Note corroded welded wire reinforcement.

Photo 10: Missing and corroded tie-rods

C-7

Photo 11: Typical surface corrosion of steel frame members

Photo 12: Failed padeye base plate connection for gangway safety chain (photo 1 of 2)

C-8

Photo 13: Failed padeye base plate connection for gangway safety chain (photo 2 of 2)

Photo 14: Spall and corroded welded wire reinforcement at right offshore corner.

C-9

Photo 8: Typical condition of concrete underwater