1513553-SPC-5of5.pdf

APPENDIX ‘D’

Historical Waterfront Inspection Reports

This page was intentionally left blank for duplex printing.

Distribution limited to U.S. Government agencies and their contractors; administrative/operational use. Other requests for this document shall be referred to the Naval Facilities Engineering Services Center.

Report # CR-6465-OCN (Volume 1 of 2)

NAVAL STATION NORFOLK BULKHEADS

NORFOLK, VIRGINIA

ROUTINE WATERFRONT FACILITIES

INSPECTIONS & ASSESSMENTS AT

Prepared By:

22 Cortlandt Street, 33rd Fl.

New York, NY 10007

May 2008

Prepared for

NFESC EAST COAST DET

Washington Navy Yard Building 36, Suite 333 720 Kennon Street Washington DC, 20374-5063

ENGINEERING SERVICE CENTER

Port Hueneme, California 93043-4370

2.13-1

2.13 Q8 BULKHEAD CONDITION INDEX - 75

The Scope of Work for this facility included both above water and underwater inspections of the structural systems and the mooring hardware. The Q8 Bulkhead is in satisfactory condition. The Operational Capability Rating is C-2 and the Condition Index is 75.

There was no record of any previous inspections of the Q8 Bulkhead and therefore there are no previously recommended repairs.

The deficiencies of the various structural components are tabulated in Appendix A – Structural Data. The locations of the deficiencies and a typical section are shown on Fig 2.13-1, Fig 2.13-2, and Fig 2.13-3, respectively, and Photo 2.13-1 shows an overall view of the facility.

Each asset is assessed and assigned a numerical Condition Index (CI), ranging from 1 (failed) to 100 (good) in accordance with Table 1-1 – Definition of Condition Index (CI).

2.13.1 - OBSERVED CONDITIONS AND ASSESSMENT

H1010 SUBSTRUCTURE Condition Index – 75

H101001 – PILE FOUNDATIONS CI - 75

The concrete sheet piles are generally in satisfactory condition with minor erosion and small spalls throughout (Photos 2.13-2 and 2.13-3). There are isolated large spalls, typically with exposed and corroded reinforcing bars (Photo 2.13-4).

H101002 – PILE CAPS CI - 75

The concrete cap, fascia, and curb are generally in satisfactory condition with minor erosion and isolated large spalls. There are isolated vertical cracks from hairline to 1/8 in. wide and isolated spalls at the curb along the top edge of the fascia (Photo 2.13-5).

2.13-2

H101007 – BOAT RAMPS CI - 75

The boat ramp is generally in satisfactory condition with only minor spalling of the pile caps and deck.

H1030 – DECK COMPONENTS Condition Index – 75

H103001 – DECK CI - 90

The top of the deck is generally in good condition with no notable deficiencies.

H103002 – MOORING FOUNDATIONS CI - 75

The mooring hardware foundations are generally in satisfactory condition, typically with minor cracking of the bases (Photo 2.13-6).

H1040 – MOORING & BERTHING SYSTEMS Condition Index – 45

H104001 – PRIMARY FENDER SYSTEM CI - 45

The timber fender system north of Pier 14 is generally in poor condition with significant deterioration and multiple broken timber fender piles (Photo 2.13-7).

The concrete fender piles south of Pier 14 are generally in good condition with no noted deficiencies (Photo 2.13-8).

H104005 – MOORING HARDWARE CI - 60

The mooring hardware elements are generally in fair condition, with three cleats in critical condition due to severely corroded or missing bolts (Photos 2.13-9 and 2.13-10) Two double bitts are in critical condition due to poor anchorage to the base and major corrosion of the fitting.

2.13-3

A summary of the overall condition of the mooring fittings for the Q8 Bulkhead is presented in Table 2.13-1. The location of each of the individual mooring fittings is shown on Fig 2.13-4 and Fig 2.13-5.

TABLE 2.13-1

Summary of Q8 Mooring Hardware Condition

CONDITION

FACILITY

FITTING

ID

NUMBER

STATION

MOORING

HARDWARE

TYPE

DESIGN

CAPACITY

(TONS) 1 FITTING BASE

Q8 C-1 0+58 42 in. Cleat 20 2 1

Q8 C-2 1+58 42 in. Cleat 20 3 1

Q8 C-3 2+10 42 in. Cleat 20 2 1

Q8 C-4 2+60 42 in. Cleat 20 2 1

Q8 C-5 3+10 42 in. Cleat 20 2 1

Q8 C-6 5+87 42 in. Cleat 20 2 2

Q8 C-7 6+45 42 in. Cleat 20 2 2

Q8 C-8 7+08 42 in. Cleat 20 2 1

Q8 C-9 7+73 42 in. Cleat 20 2 2

Q8 C-10 8+38 42 in. Cleat 20 2 1

Q8 C-11 9+02 42 in. Cleat 20 2 2

Q8 C-12 9+50 42 in. Cleat 20 2 1

Q8 C-13 10+20 42 in. Cleat 20 2 2

Q8 C-14 10+81 42 in. Cleat 20 2 2

Q8 C-15 11+40 42 in. Cleat 20 3 2

Q8 C-16 12+01 42 in. Cleat 20 2 2

Q8 C-17 12+65 42 in. Cleat 20 2 1

Q8 C-18 13+20 42 in. Cleat 20 2 2

Q8 C-19 17+95 42 in. Cleat 20 4 2

Q8 C-20 18+68 42 in. Cleat 20 4 3

Q8 C-21 20+18 42 in. Cleat 20 4 2

Q8 C-22 20+95 42 in. Cleat 20 2 2

Q8 DB-1 21+60 Low Double Bitt 30 3 2

2.13-4

CONDITION

FACILITY

FITTING

ID

NUMBER

STATION

MOORING

HARDWARE

TYPE

DESIGN

CAPACITY

(TONS) 1 FITTING BASE

Q8 DB-2 22+18 Low Double Bitt 30 4 2

Q8 DB-3 22+88 Low Double Bitt 30 4 3

Q8 DB-4 23+57 Low Double Bitt 30 2 2

CONDITION RATING KEY

1 1 = GOOD CONDITION

2 2 = MINOR DETERIORATION

3 3 = MODERATE DETERIORATION

4 4 = SEVERE DETERIORATION

1. Represents nominal capacity. Values are estimated based on comparison to similar sized fittings from UFC 4-150-08, 01 April 2001, “Table 2-1. Commonly Used U.S. Navy Pier Mooring Fittings.”

2.13.2 - RECOMMENDATIONS

H101001 – PILE FOUNDATIONS

The large spalls with exposed reinforcing in the concrete sheet piles should be repaired with formed concrete patches. New reinforcing should be spliced where the exposed reinforcing is severely corroded.

H101002 – PILE CAPS

The large spalls and areas of erosion with exposed reinforcing in the concrete pile cap and fascia should be repaired with formed concrete patches.

New reinforcing should be spliced where the exposed reinforcing is severely corroded.

H104001 – PRIMARY FENDER SYSTEM

A new fender system should be installed north of Pier 14.

H104005 – MOORING HARDWARE

The three cleats with severely corroded and missing bolts should be repaired by replacing the bolts. The two double-bitts in critical condition should be replaced.

2.13-5

2.13.3 - RECOMMENDED REPAIR COSTS

The estimated cost to perform the above repairs is $4,328,000. Appendix C contains a summary of this estimate. The Q8 Bulkhead should be re-inspected every six years, which is the Navy’s recommended time interval for the inspection of waterfront concrete structures.

2.13-6

PHOTO 2.13-1. Overall view of Q8 Bulkhead from Sta. 24+70 looking south.

PHOTO 2.13-2. Q8, Sta. 14+58: Typical good condition of concrete sheet pile bulkhead, elev. -5 ft.

2.13-7

PHOTO 2.13-3. Q8, Sta. 18+90: Minor spall with exposed and corroded reinforcing bar in concrete sheet pile bulkhead, elev. -3 ft.

PHOTO 2.13-4. Q8, Sta. 14+50: Large spall with exposed reinforcing in concrete sheet pile under Pier 14, elev. -5 ft.

2.13-8

PHOTO 2.13-5. Q8, Sta. 5+80: Spall with exposed and corroded reinforcing bars in concrete curb at top of fascia, looking north.

PHOTO 2.13-6. Q8, Sta. 8+38, Cleat C-10: Typical good condition of mooring foundations and minor surface corrosion and wear of fitting, looking west.

2.13-9

PHOTO 2.13-7. Q8, Sta. 24+80: Broken timber fender pile, looking south.

PHOTO 2.13-8. Q8, Sta. 7+00: Typical good condition of concrete fender piles, looking north.

2.13-10

PHOTO 2.13-9. Q8, Sta. 20+18, Cleat C-21: Severe corrosion of mooring hardware fasteners, looking west.

PHOTO 2.13-10. Q8, Sta. 22+88, Double Bitt DB-3: Major to severe corrosion of fitting and poor anchorage into foundation, looking west.

2.14-1

2.14 Q9 BULKHEAD CONDITION INDEX - 75

The Scope of Work for this facility included both above water and underwater inspections of the structural systems. The Q9 Bulkhead is in satisfactory condition. The Operational Capability Rating is C-2 and the Condition Index is 75.

There was no record of any previous inspections of the Q9 Bulkhead and therefore there are no previously recommended repairs.

The deficiencies of the various structural components are tabulated in Appendix A – Structural Data. The locations of the deficiencies and a typical section are shown on Fig 2.14-1 and Fig 2.14-2, respectively, and Photo 2.14-1 shows an overall view of the facility.

Each asset is assessed and assigned a numerical Condition Index (CI), ranging from 1 (failed) to 100 (good) in accordance with Table 1-1 – Definition of Condition Index (CI).

2.14.1 - OBSERVED CONDITIONS AND ASSESSMENT

H1010 SUBSTRUCTURE Condition Index – 75

H101001 – PILE FOUNDATIONS CI - 75

The concrete sheet piles are generally in satisfactory condition with minor erosion throughout (Photo 2.14-2). There is one area immediately south of the Q5 Breakwater where there is minor voiding beneath the concrete sheet piles.

H101002 – PILE CAPS CI - 75

The concrete cap, fascia, and curb are generally in satisfactory condition with minor erosion and isolated vertical hairline cracks (Photos 2.14-3 and 2.14-4).

2.14-2

H1030 – DECK COMPONENTS Condition Index – 90

H103001 – DECK CI - 90

The top of the deck is generally in good condition (Photo 2.14-5). The railing along the northeast end of the bulkhead has corroded and broken off (Photo 2.14-6).

2.14.2 - RECOMMENDATIONS

There are no current repair recommendations.

2.14.3 - RECOMMENDED REPAIR COSTS

There are no repair costs. The Q9 Bulkhead should be re-inspected every six years, which is the Navy’s recommended time interval for the inspection of waterfront concrete structures.

2.14-3

PHOTO 2.14-1. Overall view of Q9 from Q5 Breakwater looking southeast.

PHOTO 2.14-2. Q9, Sta. 1+70: Typical good condition of concrete sheet piles, elev. -3 ft.

2.14-4

PHOTO 2.14-3. Q9, Northeast corner: Corrosion crack at top edge of concrete pile cap, looking northeast.

PHOTO 2.14-4. Q9, Northern face: Typical minor condition of concrete pile cap, looking east.

2.14-5

PHOTO 2.14-5. Q9, North edge: Typical good condition of top of deck, looking east.

PHOTO 2.14-6. Q9, at Q5 Breakwater: Corroded and broken railing, looking south.

i

CONTRACTOR REPORT

CR-NAVFAC EXWC-CIOFP-1417

Volume II of III - Bulkheads

WATERFRONT FACILITIES

INSPECTIONS AND ASSESSMENTS AT

NAVAL STATION NORFOLK

NORFOLK, VIRGINIA

On Site: Jan-29-2013

Prepared By:

Marine Solutions, Inc.

225 Industry Parkway, Nicholasville, KY 40356

Distribution authorized to the DoD and U.S. DoD contractors only; administrative/operational use; March 2014. Other requests for this document shall be referred to NAVFAC EXWC.

Waterfront Facilities Inspections & Assessments at Naval Station Norfolk

CR-NAVFAC EXWC-CIOFP-1417 Marine Solutions, Inc.

Section 3.17 - Q8 Bulkhead Report Generated On: 03/10/2014

Naval Station Norfolk

Norfolk, Virginia

Section 3.17 - Q8 Bulkhead

Contract: N62583-12-D-0749 Inspection Date: 09/10/2013

Contractor: Marine Solutions, Inc.

225 Industry Parkway, Nicholasville, KY 40356

Facility: Q8 Bulkhead iNFADS: NFA100001161262 PRN: 200636

Location: 36.958108, -76.326615 Estimated Repair Cost*: $ 1,702,157 *Repair cost includes Design Allowances, Contractor Overhead & Profit, and Inflation Allowances.

See Appendix C - Cost Estimate for detailed analysis.

Condition Index

(CI)

Max Water

Current <1kn

Engineering Assessment

Rating Fair Water Clarity <10ft

Operational Rating

C2 Tide

Variation 3ft

5 Year Projected

CI

Max Water

Depth 36ft

10 Year Projected CI

Seasonal

Water Temp 70°F

Year(s) Previously Inspected

Seasonal Ambient

Temp 69°F

Facility Usage Description:

The Q8 bulkhead was constructed in 1961 and is comprised of 2,583 linear ft of concrete sheet piles with a reinforced concrete cap. The area upland of the bulkhead is generally concrete or asphalt. The bulkhead supports parking lots, storage areas, pier access, loading points and mooring of barges and general ship support equipment.

Summary of Repair Recommendations:

It is recommended that six sinkholes in the asphalt deck upland of the bulkhead be excavated and repaired. Various other repairs are recommended to address various deficiencies and maintain the bulkhead. Repair of erosion, spalls and cracks on the bulkhead pile caps, sheet piles, curbs and fender piles are recommended. Repairs are recommended to replace damaged sections of timber fender system as well as to reattach two concrete fender piles and make other minor repairs. Other recommended repairs include repainting of mooring hardware and replacement of select foundations and replacement of safety ladders.

Impact To Mission If Repairs Not Provided:

If repairs are not made to address the existing sinkholes landward of the bulkhead, storm water runoff and other factors will likely cause the sinkholes to grow and increase the detriment to parking and storage areas. One gap located underwater on the bulkhead could lead to undermining of the landward deck areas if left unrepaired. If the various other recommended repairs are not performed, increased damage and resulting repairs are likely.

Operational Restrictions:

http://maps.google.com/maps?hl=en&q=36.958108,-76.326615

Vehicles and pedestrians should be restricted from the areas surrounding existing sinkholes landward of the bulkhead until repairs are made.

Additional Facility Photos

Photo 3.17-1: Overview of Q8 Bulkhead from Pier 12, looking north.

Photo 3.17-2: Overview of Q8 Bulkhead from Pier 14, looking south.

Photo 3.17-3: Overview of Q8 Bulkhead from Pier 14, looking north.

Photo 3.17-4: Overview of Q8 Bulkhead upland area, from Sta. 0+00, looking north.

Photo 3.17-5: Overview of Q8 Bulkhead upland area, from Sta. 13+50, looking south.

Photo 3.17-6: Overview of Q8 Bulkhead from water, Sta. 0+00, looking northeast.

Photo 3.17-7: Overview of small boat ramp from water, looking northeast.

H1010 - Substructure Repair Cost $201,510 CI: 75

H101001 - Pile Foundations Repair Cost $33,579 CI: 75

UFII Component H10100101 Piles Asset Type(s): P

Findings The piles are in Satisfactory Condition. There are six concrete piles supporting a boat ramp adjacent to the bulkhead just south of Pier 12.

The piles are 24 in. square reinforced concrete. No defects were noted at the concrete piles.

Recommendations No repairs are recommended at this time.

Supporting Photos

Photo Type: Typical UFII/Asset Type: H10100101_P

Photo 3.17-8: General view of a concrete pile at the small boat ramp.

H101001 - Pile Foundations Repair Cost $33,579 CI: 75

UFII Component H10100102 Sheet Piles

Asset Type(s): SP

Findings The sheet piles are in Satisfactory Condition. There are 2,583 lin ft of reinforced concrete sheet piles at the bulkhead. There are gaps between the concrete sheet piles at 22 locations. The gaps range in height from 2 ft to 30 ft, and are between 1.5 in. and 4 in. wide.

Typically no loss of fill was observed at the gaps, however, at Sta.

9+76 a void of indeterminable size was observed behind the sheet piles indicating some loss of fill. There were no sinkholes noted in the deck at this location. There are five open corrosion spall and two open mechanical spalls at the concrete sheet piles. The spalls are between 1 sq. ft. and 9 sq. ft. with penetrations of 3 in. to 8 in. Exposed and corroded reinforcing steel was noted at the four open corrosion spalls.

The channel bottom depths along the sheet piles ranged from 3 ft to 33 ft below MLLW with a free-standing height of the bulkhead ranging from 13 ft to 43 ft. Record facility drawings of the bulkhead construction do not show a length or depth of embedment of the anchored sheet piles.

Recommendations It is recommended that five open corrosion spalls and two open mechanical spalls at the concrete sheet piles be repaired. It is recommended that the void at Sta. 9+76 be covered to prevent loss of fill. Repairs are not recommended at the remaining 21 gaps between the sheet piles at this time as loss of fill was not noted at these locations.

The embedment depths and anchorage of the sheet piles should be evaluated if dredging along the bulkhead to depths greater than current is considered.

Photo Type: Typical UFII/Asset Type: H10100102_SP

Photo 3.17-9: General view of the concrete sheet piles.

H101002 - Pile Caps Repair Cost $167,931 CI: 75

UFII Component H101002 Pile Caps

Asset Type(s): PC1, PC2, PC3, & PC4

Findings The pile caps are in Satisfactory Condition. There is 2,583 lin ft of reinforced concrete sheet pile cap at the bulkhead, and three reinforced concrete pile caps at the boat ramp. The sheet pile cap is 105 in. tall and 36 in. wide. The three pile caps at the boat ramp are each 23 ft long, 36 in. wide and range in height from 24 in. to 48 in.

The boat ramp pile caps typically exhibit pattern cracking from hairline up to 1/8 in. wide.

The sheet pile cap has eight areas of concrete erosion, typically located at the bottom of the pile cap within the tidal zone. The areas of erosion vary in size from 1 sq ft to 33.8 sq ft, and between 2.5 in. and 8

in. deep. At three of these locations the erosion has exposed reinforcing steel. There are 13 open corrosion spalls and six open mechanical spalls at the sheet pile cap. The spalls are typically between 1 sq ft and 18.7 sq ft with depth of up to 14 in. One open mechanical spall in the face of the sheet pile cap is 375 sq ft, extending from Sta. 15+25 to Sta. 19+00, and 1 ft tall and up to 3 in. deep. There is one vertical crack and six horizontal cracks at the sheet pile cap.

The vertical crack is in the outboard face of the sheet pile cap and is 3 ft long and up to 1 in. wide. The horizontal cracks were generally noted at the top of the sheet pile cap and are from 2.5 ft to 8 ft long and up to 1/2 in. wide.

Recommendations It is recommended that eight areas of erosion at the bottom edge of the sheet pile cap be repaired. The 13 open corrosion spalls and six mechanical spalls should also be repaired along with one vertical crack and six horizontal cracks.

Photo Type: Typical UFII/Asset Type: H101002_PC1

Photo 3.17-10: General view of the concrete sheet pile cap.

Photo Type: Defect UFII/Asset Type: H101002_PC1

Photo 3.17-11: View of typical erosion at the bottom of the sheet pile cap.

Photo Type: Typical UFII/Asset Type: H101002_PC2

Photo 3.17-12: View of a 36 in. tall concrete pile cap at small boat ramp.

Photo Type: Typical UFII/Asset Type: H101002_PC3

Photo 3.17-13: View of a 48 in. tall concrete pile cap at small boat ramp.

Photo Type: Typical UFII/Asset Type: H101002_PC4

Photo 3.17-14: View of a 105 in. tall concrete pile cap at small boat ramp.

H1020 - Superstructure Repair Cost $1,202 CI: 75

H102001 - Beams and Girders

Repair Cost $1,202 CI: 75

UFII Component H102001 Beams and Girders

Asset Type(s): B

Findings The beams are in Satisfactory Condition. There are three concrete I-beams located at the boat ramp extending from the bulkhead to the eastern pile cap. The beams are 44 in. tall and 22 in. wide. The concrete I-beams exhibit horizontal cracks on the vertical face of the bottom flanges of the beams at four locations. The cracks are each 2

ft. long and 1/16 in. to 1/8 in. wide with rust staining.

Recommendations It is recommended that four horizontal cracks in the concrete I-beams be repaired.

Photo Type: Typical UFII/Asset Type: H102001_B

Photo 3.17-15: General view of the concrete I-beam at the small boat ramp.

Photo Type: Defect UFII/Asset Type: H102001_B

Photo 3.17-16: View of horizontal cracking and rust staining on the bottom flange of a concrete

I-beam at the small boat ramp.

H1030 - Deck Components Repair Cost $83,239 CI: 72

H103001 - Deck Repair Cost $1,366 CI: 75

UFII Component H103001 Deck

Asset Type(s): DA & DU

Findings The deck is in Satisfactory Condition. There is 2,059 sq ft of reinforced concrete deck at the boat ramp. The topside of the deck exhibits isolated areas of hairline shrinkage cracks, but is otherwise free of defects. The underside of the deck has one open corrosion spall that is 2 sq ft and 2 inches deep with four exposed, corroded reinforcing bars. The remainder of the underside of the deck has isolated areas of minor rust staining that appear to be from hardware used during construction.

Recommendations It is recommended that one open corrosion spall on the underside of the deck be repaired.

Photo Type: Typical UFII/Asset Type: H103001_DA

Photo 3.17-17: General view of the topside of the small boat ramp concrete deck.

Photo Type: Typical UFII/Asset Type: H103001_DU

Photo 3.17-18: General view of the underside of the small boat ramp concrete deck.

Photo Type: Defect UFII/Asset Type: H103001_DU

Photo 3.17-19: View of open corrosion spall with exposed corroded reinforcing steel on the underside of the concrete deck.

H103002 - On-Grade Deck Repair Cost $57,893 CI: 60

UFII Component H103002 On-Grade Deck

Asset Type(s): OGD1 & OGD2

Findings The on-grade deck is in Fair Condition. The on-grade deck upland of the Q8 bulkhead is comprised of 60,090 sq ft of asphalt deck and 12,150 sq ft of reinforced concrete deck. The concrete is in good condition with no defects noted. The asphalt deck generally shows signs of weathering and has isolated cracking up to 1/4 in. wide. The asphalt deck has six sinkholes located near the bulkhead. The sinkholes vary from 12 sq ft to 60 sq ft, and up to 30 in. deep. Two of the sinkholes have been filled with gravel and three of the other locations have been cordoned off.

Recommendations It is recommended that the areas surrounding the sinkholes in the asphalt deck be cordoned off to restrict vehicular and pedestrian access until repairs can be made. The sinkholes should be excavated and repaired.

Photo Type: Typical UFII/Asset Type: H103002_OGD1

Photo 3.17-20: General view of asphalt on-grade deck.

Photo Type: Defect UFII/Asset Type: H103002_OGD1

Photo 3.17-21: View of a sinkhole in the asphalt on-grade deck at Sta. 12+42.

Photo 3.17-22: View of a sinkhole in the asphalt deck at Sta. 6+80.

Photo 3.17-23: View of a sinkhole in the asphalt deck at Sta. 6+80, void is partially filled with gravel.

Photo Type: Typical UFII/Asset Type: H103002_OGD2

Photo 3.17-24: General view of the concrete on-grade deck.

H103004 - Curbs & Bullrails Repair Cost $2,460 CI: 75

UFII Component H103004 Curbs & Bullrails

Asset Type(s): CB

Findings The curbs and bullrails are in Satisfactory Condition. There are 134 lin ft of reinforced concrete curb located at the boat ramp. The concrete curb is 12 in. wide and up to 25 in. tall. There are isolated shrinkage cracks up to 1/8 in. wide in the curb. The curb has three open mechanical spalls and one open corrosion spall. The spalls range in size from 1.5 sq ft to 3 sq ft and are up to 8 in. deep. Exposed reinforcing steel with minor to moderate corrosion was observed at two of the spalls.

Recommendations It is recommended that four spalls in the curb be repaired.

Photo Type: Typical UFII/Asset Type: H103004_CB

Photo 3.17-25: General view of a reinforced concrete curb at the small boat ramp.

Photo Type: Defect UFII/Asset Type: H103004_CB

Photo 3.17-26: View of an open mechanical spall at the small boat ramp curb with exposed reinforcing steel.

H103005 - Mooring Foundations

Repair Cost $21,521 CI: 75

UFII Component H103005 Mooring Foundations

Asset Type(s): MFD1 & MFD2

Findings The mooring foundations are in Satisfactory Condition overall. There are 31 reinforced concrete mooring foundations at the Q8 Bulkhead.

There are 27 cleat mooring foundations that are 60 in. long, 48 in. wide and 10 in. tall. There are four double bitt mooring foundations that are 48 in. long, 48 in. wide and 10 in. tall. Moderate to major weathering of the concrete up to 1.5 in. deep with exposed aggregate was observed at 11 foundations. The double bitt concrete mooring foundations are not properly sized to support the double bitts. At one double bitt foundation located at Sta. 22+90, an open mechanical spall up to 2 in.

deep has undermined a portion of the fitting base and exposed two of the four fitting anchors.

Recommendations It is recommended that the four double bitt mooring foundations be reconstructed to provide adequate edge spacing for the fitting anchors.

Photo Type: Typical UFII/Asset Type: H103005_MFD1

Photo 3.17-27: View of a double bitt foundation that is not properly sized to support the double bitt.

Photo Type: Defect UFII/Asset Type: H103005_MFD1

Photo 3.17-28: View of double bitt foundation, note spall on the west face of foundation exposing double bitt anchors.

Photo Type: Typical UFII/Asset Type: H103005_MFD2

Photo 3.17-29: Typical view of cleat foundation.

H103008 - Expansion Joints CI: 75

UFII Component H103008 Expansion Joints

Asset Type(s): EJ

Findings The expansion joints are in Satisfactory Condition. There is one expansion joint located at the boat ramp. The expansion joint is 23 ft long by 15 in. wide and is comprised of a rubber compression member and steel angle attachment plates. The rubber compression member has isolated minor tears but is otherwise free of defects. The steel attachment plate has isolated locations with corrosion and rust scale up to 1/4 in. thick.

Recommendations No repairs are recommended at this time.

Photo Type: Typical UFII/Asset Type: H103008_EJ

Photo 3.17-30: General view of expansion joint at small boat ramp.

Photo Type: Defect UFII/Asset Type: H103008_EJ

Photo 3.17-31: View of 4 in. long tear in the expansion joint rubber compression member.

Photo Type: Defect UFII/Asset Type: H103008_EJ

Photo 3.17-32: View of corrosion of the galvanized steel angle expansion joint attachment plate.

H1040 - Mooring & Berthing Systems

Repair Cost $1,409,612 CI: 57

H104001 - Primary Fender System

Repair Cost $1,269,799 CI: 60

UFII Component H10400101 Fender Piles

Asset Type(s): FP1, FPC1, FPC2, FPC3, &

FPC4

Findings The fender piles are in Fair Condition overall. There are 195 square concrete fender piles and a total of 355 timber fender piles. The concrete fender piles are 18 in. square pre-stressed piles with UHMW rub strips located from the southern end of Bulkhead Q8 to the south side of Pier 14. The fender system north of Pier 14 is comprised of 79 timber fender pile clusters of two to five piles each. The timber fender clusters are made up of 14 in. diameter, treated timber piles.

The concrete fender piles are in satisfactory condition. Open mechanical spalls were observed at 17 piles. The spalls are typically located at the top of the piles, are up to 2.5 sq ft in size and up to 2 in.

deep. Exposed pre-stressing strands were observed at all of the open mechanical spalls. Two fender piles are detached due to missing brackets or torn rubber fender elements. At one pile, the UHMW rub strip is missing.

The timber piles are in fair condition. There are 21 broken fender cluster piles, 15 detached fender cluster piles, and two fender cluster piles with impact damage. Additionally, the fender pile clusters are missing at two locations.

Recommendations It is recommended that 17 spalls on the concrete fender piles be repaired and two concrete piles be secured. A total of 25 broken, damaged, or missing timber fender piles should be replaced and 15 detached timber fender piles should be secured.

Photo Type: Typical UFII/Asset Type: H10400101_FP1

Photo 3.17-33: General view of the concrete fender piles.

Photo Type: Defect UFII/Asset Type: H10400101_FP1

Photo 3.17-34: View of a spall with exposed, corroded reinforcing steel on a concrete pile, Sta.

12+44.

Photo 3.17-35: View of a spall with exposed, corroded reinforcing steel at the top of a concrete pile, Sta. 1+65.

Photo 3.17-36: View of a detached concrete fender pile at Sta. 1+35.

Photo 3.17-37: View of a concrete fender pile with missing UHMW rub strip at Sta. 9+50.

Photo Type: Typical UFII/Asset Type: H10400101_FPC4

Photo 3.17-38: General view of five pile timber fender pile clusters.

Photo Type: Defect UFII/Asset Type: H10400101_FPC4

Photo 3.17-39: View of broken timber fender cluster piles, Sta. 17+10.

Repair Cost $1,409,612 CI: 57

H104001 - Primary Fender System

Repair Cost $1,269,799 CI: 60

UFII Component H10400102 Fender Framing

Asset Type(s): FF, FCH, & FWL

Findings The fender framing is in Fair Condition overall. The fender framing at the bulkhead consists of 195 galvanized steel fender brackets securing the concrete fender piles to the bulkhead from Sta. 0+00 to the south side of Pier 14. North of Pier 14 is a timber fender system with 916 lin ft of treated timber wales and 916 lin ft of treated timber chocks.

The galvanized steel fender framing securing the concrete fender piles consists of galvanized steel angles. The galvanized steel fender framing components are generally in good condition; however, on frame is detached and the concrete fender pile is unsecured and framing is loose at three locations due to several missing anchor bolts.

The timber fender framing at the bulkhead north of Pier 14 is made up of 12 in. by 12 in. treated timber fender wales and chocks. The timber fender framing is in poor condition. The timber fender wales are broken at six locations, split at two locations, detached at five locations and missing at seven locations. The timber fender chocks are broken at two locations, detached at 10 locations and missing at 24 locations.

Recommendations It is recommended that the detached and loose galvanized steel fender framing be secured at four locations and all missing anchor bolts be replaced. The missing, detached or damaged timber fender wales should be replaced at 20 locations. The missing, detached or broken timber fender chocks should be replaced at 36 locations.

Photo Type: Typical UFII/Asset Type: H10400102_FF

Photo 3.17-40: General view of the galvanized steel fender framing at concrete fender piles.

Photo Type: Defect UFII/Asset Type: H10400102_FF

Photo 3.17-41: View of detached galvanized steel fender framing, Sta. 10+96.

Photo Type: Typical UFII/Asset Type: H10400102_FCH

Photo 3.17-42: General view of a treated timber fender chock.

Photo Type: Defect UFII/Asset Type: H10400102_FCH

Photo 3.17-43: View of a missing timber fender chock.

Photo Type: Typical UFII/Asset Type: H10400102_FWL

Photo 3.17-44: General view of a treated timber fender wale.

Photo Type: Defect UFII/Asset Type: H10400102_FWL

Photo 3.17-45: View of a missing timber fender wale.

Photo 3.17-46: View of a broken timber fender wale, Sta. 19+80.

Photo 3.17-47: View of a detached timber fender wale, Sta. 16+75 to Sta. 17+00.

Repair Cost $1,409,612 CI: 57

H104001 - Primary Fender System

Repair Cost $1,269,799 CI: 60

UFII Component H10400103 Extruded Fenders

Asset Type(s): EFND1 & EFND2

Findings The extruded fenders are in Satisfactory Condition. There are 195 extruded fender elements between the concrete fender piles and the face of the bulkhead and three extruded fenders secured to a small loading platform. The extruded fenders at the concrete fender piles are 12 in. tall, 12 in. wide and 2.3 ft long and are secured to the face of the bulkhead and the concrete fender piles with galvanized steel angles and galvanized steel hardware. The other three extruded fenders are located at a projection in the bulkhead near Sta. 1+25, are 6 in. deep and 10 in. wide. At two locations, the extruded fenders are torn, resulting in two fender piles to become unsecured.

Recommendations It is recommended that two torn extruded fenders be replaced.

Photo Type: Typical UFII/Asset Type: H10400103_EFND1

Photo 3.17-48: General view of an extruded fender at the concrete fender piles.

Photo Type: Defect UFII/Asset Type: H10400103_EFND1

Photo 3.17-49: View of a torn extruded fender at a concrete fender pile, Sta. 10+96.

Photo Type: Typical UFII/Asset Type: H10400103_EFND2

Photo 3.17-50: General view of extruded fenders at a loading platform along the bulkhead.

Repair Cost $1,409,612 CI: 57

H104004 - Dolphins Repair Cost $95,306 CI: 45

UFII Component H10400401 Fender Piles

Asset Type(s): FP2

Findings The dolphin fender piles are in Poor Condition overall. There are two timber fender pile dolphins of seven piles each at the outboard corners of the boat ramp. The timber fender dolphins are made up of 14 in.

diameter, treated timber piles. A total of six timber dolphin piles have up to 80 percent loss of section due to head rot and abrasion damage.

The wire ropes that secure the timber dolphin piles exhibit severe corrosion with 50 percent or more loss of section.

Recommendations The timber fender pile dolphins should be replaced.

Photo Type: Typical UFII/Asset Type: H10400401_FP2

Photo 3.17-51: General view of a timber fender pile dolphin at the small boat ramp.

Photo Type: Defect UFII/Asset Type: H10400401_FP2

Photo 3.17-52: View of broken timber fender piles at the timber pile dolphin.

Photo Type: Defect UFII/Asset Type: H10400401_FP2

Photo 3.17-53: View of wire rope at timber pile dolphin with 100 percent section loss due to corrosion.

Repair Cost $1,409,612 CI: 57

H104005 - Mooring Hardware

Repair Cost $44,507 CI: 60

UFII Component H10400502 Double Bitts

Asset Type(s): MF1

Findings The double bitts are in Poor Condition. There are four double bitts at the Q8 Bulkhead. The double bitts have two - 11 in. diameter, 16 in.

tall bollards with a 45 in. long, 22 in. wide and 1.5 in. tall steel base.

The estimated design capacity of the double bitts is 60 tons. The double bitts have coating loss on 100 percent of the surface of the fittings with moderate to heavy corrosion, rust scale from 1/16 in. to 3/16 in. thick, and visible section loss. The hardware connections typically have heavy corrosion with visible loss of section. At one location an open mechanical spall has exposed two of the mooring fitting anchors. The exposed anchors have heavy corrosion with up to 40 percent loss of section.

The rated conditions of each mooring fitting in accordance with UFC 4- 150-8, Inspection of Mooring Hardware, are also presented within a table at the end of this report section. Please note that "Design Capacity" indicates the estimated original intended nominal allowable capacity of the fitting and the "Rating Capacity" is indicated as “Reduced” if conditions are present that may affect the load carrying capacity of the fittings or “Restricted” if use of the fittings is currently restricted or prohibited.

Recommendations The double bitts and hardware should be cleaned, inspected for integrity, and repainted. Additionally, it is recommended that the four fittings with a "reduced" capacity rating receive a detailed inspection and load rating analysis to determine current load carrying capacity or need for replacement.

Photo Type: Typical UFII/Asset Type: H10400502_MF1

Photo 3.17-54: General view of a double bitt.

Photo Type: Defect UFII/Asset Type: H10400502_MF1

Photo 3.17-55: View of section loss due to corrosion of the base plate.

Repair Cost $1,409,612 CI: 57

H104005 - Mooring Hardware

Repair Cost $44,507 CI: 60

UFII Component H10400503 Cleats

Asset Type(s): MF2

Findings The cleats are in Fair Condition. There are 27 cleats at the Q8 Bulkhead. The cleats are painted steel fittings that are 42 in. long with a 20 ton design capacity. The cleats have loss of protective coating ranging from less that 10 percent to 100 percent. Where there is coating loss, the fittings display minor to heavy corrosion. The cleats towards the northern end of the bulkhead generally have more coating loss and more significant corrosion. At 13 cleats there is visible loss of section due to corrosion and rust scale up to 1/4 in. deep. The fitting hardware is generally covered and exhibits minor corrosion at isolated locations.

The rated conditions of each mooring fitting in accordance with UFC 4- 150-8, Inspection of Mooring Hardware, are also presented within a table at the end of this report section. Please note that "Design Capacity" indicates the estimated original intended nominal allowable capacity of the fitting and the "Rating Capacity" is indicated as “Reduced” if conditions are present that may affect the load carrying capacity of the fittings or “Restricted” if use of the fittings is currently restricted or prohibited.

Recommendations It is recommended that 13 cleats be cleaned and recoated.

Additionally, it is recommended that 13 fittings with a "reduced" capacity rating receive a detailed inspection and load rating analysis to determine current load carrying capacity or need for replacement.

Photo Type: Typical UFII/Asset Type: H10400503_MF2

Photo 3.17-56: General view of 42 in. cleat.

Photo Type: Defect UFII/Asset Type: H10400503_MF2

Photo 3.17-57: View of coating, loss, rust scale and visible loss of section due to corrosion at a cleat.

H1050 - Appurtenances Repair Cost $6,593 CI: 15

H105005 - Safety Ladders Repair Cost $6,593 CI: 15

UFII Component H105005 Safety Ladders

Asset Type(s): LAD

Findings The ladders are in Critical Condition. There are two ladders at the Q8 Bulkhead. The ladders are built of galvanized steel and the top portion of the ladder is secured to the face of the bulkhead with galvanized hardware while the bottom portion of the ladder is attached to the fixed upper portion with chain. One ladder is completely broken with only a small portion of the ladder still in place and attached to the bulkhead.

The second ladder is bent and the lower anchors appear to have been compromised.

Recommendations The two ladders at the Q8 bulkhead should be replaced.

Photo Type: Typical UFII/Asset Type: H105005_LAD

Photo 3.17-58: View of a typical damaged safety ladder.

Mooring Hardware Condition

Asset Type: MF1 Condition:

Fitting ID: C1 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Rating Capacity: 20 tons

Fitting ID: C2 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C3 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C4 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C5 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C6 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C7 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C8 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C9 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C10 Fitting: 3

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Rating Capacity: Reduced tons

Fitting ID: C11 Fitting: 3

Type: 42 in. Cleat Base: 2

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C12 Fitting: 3

Type: 42 in. Cleat Base: 2

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C13 Fitting: 3

Type: 42 in. Cleat Base: 2

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C14 Fitting: 3

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C15 Fitting: 3

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C16 Fitting: 3

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C17 Fitting: 3

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C18 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C19 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C20 Fitting: 2

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C21 Fitting: 3

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C22 Fitting: 1

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C23 Fitting: 1

Type: 42 in. Cleat Base: 1

Design Capacity: 20 tons Connection: UNK

Element

Fitting ID: C24 Fitting: 3

Type: 42 in. Cleat Base: 2

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C25 Fitting: 3

Type: 42 in. Cleat Base: 2

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C26 Fitting: 3

Type: 42 in. Cleat Base: 2

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Fitting ID: C27 Fitting: 3

Type: 42 in. Cleat Base: 2

Design Capacity: 20 tons Connection: UNK

Element Inaccessible

Asset Type: MF2 Condition:

Fitting ID: DB1 Fitting: 3

Type: Low Double Bitt Base: 2

Design Capacity: 60 tons Connection: UNK

Element Inaccessible

Fitting ID: DB2 Fitting: 3

Type: Low Double Bitt Base: 2

Design Capacity: 60 tons Connection: UNK

Element Inaccessible

Fitting ID: DB3 Fitting: 3

Type: Low Double Bitt Base: 3

Design Capacity: 60 tons Connection: UNK

Element Inaccessible

Fitting ID: DB4 Fitting: 3

Type: Low Double Bitt Base: 2

Design Capacity: 60 tons Connection: UNK

Element Inaccessible

Mooring Condition Rating Key:

1 (Green) Good Condition 3 (Yellow) Moderate Deterioration

2 (Blue) Minor Deterioration 4 (Red) Severe Deterioration

Section 3.18 - Q9 Bulkhead Report Generated On: 03/10/2014

Naval Station Norfolk

Norfolk, Virginia

Section 3.18 - Q9 Bulkhead

Contract: N62583-12-D-0749 Inspection Date: 11/06/2013

Contractor: Marine Solutions, Inc.

225 Industry Parkway, Nicholasville, KY 40356

Facility: Q9 Bulkhead iNFADS: NFA100001166640 PRN: 220261

Location: 36.962542, -76.325713 Estimated Repair Cost*: $ 31,615 *Repair cost includes Design Allowances, Contractor Overhead & Profit, and Inflation Allowances.

See Appendix C - Cost Estimate for detailed analysis.

Condition Index (CI)

Max

Water Current

<1kn

Engineering Assessment

Rating Satisfactory

Water Clarity

<10ft

Operational Rating

C2 Tide

Variation 3ft

5 Year Projected CI

Max

Water Depth

7ft

10 Year Projected CI

Seasonal

Water Temp

57°F

Year(s) Previously Inspected

Seasonal Ambient

Temp 58°F

Facility Usage Description:

The Q9 bulkhead was constructed in 1923 and is comprised of 518 linear ft of concrete sheet piles with a reinforced concrete cap. The area upland of the bulkhead is unpaved fill. There is no mooring or berthing at the facility.

Summary of Repair Recommendations:

It is recommended that four open mechanical spalls on the concrete sheet piles be repaired. It recommended that one open corrosion spall and one closed corrosion spall on the pile cap be repaired. It is also recommended that 15 cracks on the pile cap be repaired.

Impact To Mission If Repairs Not Provided:

If repairs are not made to the concrete sheet piles and pile caps, further deterioration to the bulkhead is likely within the next 5 to 10 years.

Operational Restrictions:

There are no existing or recommended operational restrictions for Q9 Bulkhead at this time.

http://maps.google.com/maps?hl=en&q=36.962542,-76.325713

Additional Facility Photos

Photo 3.18-1: Overview of Q9 Bulkhead, Sta. 5+18, looking west.

Photo 3.18-2: Overview of Q9 Bulkhead, Sta. 2+40, looking south.

Photo 3.18-3: Overview of Q9 Bulkhead, Sta. 2+40, looking north.

H1010 - Substructure Repair Cost $31,615 CI: 75

H101001 - Pile Foundations Repair Cost $5,141 CI: 75

UFII Component H10100102 Sheet Piles Asset Type(s): SP

Findings The sheet piles are in Satisfactory Condition. There are 518 linear ft of reinforced concrete sheet piles at the bulkhead. Open mechanical spalls were noted at four locations at the sheet piles. The spalls range in size from 0.5 sq ft to 1.7 sq ft with penetrations between 2 in. and 9 in.

The channel bottom depths along the sheet piles are approximately 4 ft below MLLW with a free-standing height of the bulkhead of approximately 14 ft. Record facility drawings of the bulkhead construction do not show a length or depth of embedment of the sheet piles.

Recommendations It is recommended that four open mechanical spalls be repaired.

Photo Type: Typical UFII/Asset Type: H10100102_SP

Photo 3.18-4: View of the concrete sheet piles.

Photo Type: Defect UFII/Asset Type: H10100102_SP

Photo 3.18-5: View of an open mechanical spall in concrete sheet piles at Sta. 2+40.

H101002 - Pile Caps Repair Cost $26,474

UFII Component H101002 Pile Caps

Asset Type(s): PC1 & PC2

Findings The pile caps are in Satisfactory Condition. There is 518 lin ft of reinforced concrete pile cap at the bulkhead. From Sta. 0+00 to Sta.

2+69 the pile cap is 87 in. tall and 12 in. wide at the top of the cap.

From Sta. 2+69 to Sta. 5+18, a total of 249 lin ft, the pile cap is 48 in.

tall and 24 in. wide. One closed corrosion spall and one open corrosion spall up to 2 sq ft in area were noted on the outboard face of the pile cap. There are a total of 15 horizontal and vertical cracks varying in length from 2 ft to 44 ft, and from 1/16 in. to 1/4 in. wide at the pile cap. Epoxy repairs were made to the cracks in the pile cap previously; however, many of the repairs have since failed and the cracks are still present. The pile cap also typically exhibits isolated vertical and hairline cracking.

Recommendations It is recommended that two spalls and 15 cracks in the pile cap be repaired.

Photo Type: Typical UFII/Asset Type: H101002_PC1

Photo 3.18-6: View of an 87 in. tall, 12 in. wide reinforced concrete pile cap.

Photo Type: Defect UFII/Asset Type: H101002_PC1

Photo 3.18-7: View of a closed corrosion spall in the outboard face of the pile cap at Sta. 1+75.

Photo Type: Typical UFII/Asset Type: H101002_PC2

Photo 3.18-8: View of a 48 in tall, 24 in. wide reinforced concrete pile cap.

Photo Type: Defect UFII/Asset Type: H101002_PC2

Photo 3.18-9: View of a 1/4 in. wide vertical crack in the outboard face of the pile cap at Sta.

4+83.

Photo Type: Defect UFII/Asset Type: H101002_PC2

Photo 3.18-10: View of a horizontal crack on the inboard face of the pile cap from Sta. 4+74 to

5+18.

H101010 - Other Substructure Components CI: 75

UFII Component H101010 Other Substructure Components

Asset Type(s): BKF

Findings The other substructure components are in Satisfactory Condition. The other substructure components consist of 12,325 sq ft of backfill behind the concrete sheet pile bulkhead. From Sta. 3+80 to Sta. 5+15 settlement was observed in the fill behind the bulkhead up to 48 in.

wide and 12 in deep. There were no gaps in the bulkhead or signs of active fill escaping from the bulkhead at this location.

Recommendations The area upland of the bulkhead is not in use and access is restricted, therefore no repairs are recommended to the area of settlement.

Photo Type: Typical UFII/Asset Type: H101010_BKF

Photo 3.18-11: View of backfill upland of bulkhead.

Photo Type: Defect UFII/Asset Type: H101010_BKF

Photo 3.18-12: View of settlement behind bulkhead from Sta. 3+80 to Sta. 5+15.

H1030 - Deck Components CI: 60

H103009 - Guard Posts and Railings CI: 60

UFII Component H103009 Guard Posts and Railings

Asset Type(s): GPT

Findings The guard posts and railings are in Fair Condition. There are 56 guard posts with galvanized chain top and mid-rails at the bulkhead. The guard posts are 42 in. tall, 3 in. diameter galvanized pipe. The guard posts are secured to the top of the concrete sheet pile cap with two 5/8

in. diameter anchor bolts. Fifteen of the guard posts are loose due to loose hardware or anchors. The chain top and mid-rail are missing from Sta. 4+35 to 5+18. The guard posts have isolated areas of minor surface corrosion with no visible section loss.

Recommendations The facility is not use at this time and access is restricted, therefore repairs are not recommended to the guard posts and rails. Should the area be used in the future, the loose guard posts should be properly secured and the missing chain railings should be replaced.

Photo Type: Typical UFII/Asset Type: H103009_GPT

Photo 3.18-13: View of a galvanized guard post and chain railing.

Photo Type: Defect UFII/Asset Type: H103009_GPT

Photo 3.18-14: Typical view of loose guard post.

Photo Type: Defect UFII/Asset Type: H103009_GPT

Photo 3.18-15: View of missing chain railings from Sta. 4+35 to Sta. 5+18.

H1050 - Appurtenances CI: 30

H105006 - Life Rings CI: 30

UFII Component H105006 Life Rings

Asset Type(s): LR

Findings The life ring is in Serious Condition. There is one life ring and holder located at Sta. 2+00 at the bulkhead. The life ring holder is made of

2.5 in. diameter galvanized steel pipe and is 33 in. tall and 30 in. wide.

The life ring is missing and the life ring holder has coating loss of up to 15 percent of the surface area with minor surface corrosion.

Recommendations The facility is not use at this time and access is restricted, therefore replacement of the life ring is not necessary at this time.

Photo Type: Typical UFII/Asset Type: H105006_LR

Photo 3.18-16: View of the life ring holder.

CONTRACT NO TRANSMITTAL NO DATE

CONTRACTOR'S SUBMITTAL TRANSMITTAL N40085-15-D-0096 066a 9/11/2017 LANTDIV NORFOLK 4-4355/3 (Rev,11-80)

FROM CONTRACTOR PROJECT TITLE AND LOCATION

Southeast Cherokee Construction, Inc. 1491 Furnace Street, Montgomery, AL 36104 TO: ATTN: Abigail Chek, CM Naval Station, Norfolk VA 23511

CONTRACTORS USE ONLY REVIEWER USE ONLY

List only one specification division per form ACTION CODES A-Approved

List only one of the following categories on each transmittal form D-Disapproved and indicate which is being submitted AN-Approved as noted

RA-Receipt acknowledged Contractor Approved X Government Approval DEVIATION/SUBSTITUTION C-Comments

For Government Approval R-Resubmit

ITEM PROJ.SPEC.SECT. ITEM IDENTIFICATION NO.OF ACTION REVIEWERS

NO & PARA.and/or (TYPE,size,model no. Mfg.name.dwg.or COPIES CODES INITIALS

PROJ. DWG.NO. * brochure number) CODE AND DATE

02 41 00

1.10.1, 1.10.2 & 1.10.2.1

02 41 00

1.10.1 & 1.10.2

COPY OF TRANSMITTAL AND SUBMITTALS TO ROICC 9/11/2017 CONTRACTOR REPRESENTATIVE (SIGNATURE)

DATE RECEIVED BY REVIEWER FROM (REVIEWER) TO

Submittals are returned with action indicated. Approval of an item does not include approval of any deviation from the contract requirements unless the contractor calls attention to and supports the deviation.

Submittals are forwarded to LANTDIV with A-E recommendations indicated in REVIEWER USE ONLY Section and in comments below on ONE COPY of the transmittal form.

REVIEWER'S COMMENTS

COPIES TO DATE SIGNATURE

Peter J. Yurick, QC Manager

CONTRACTOR'S COMMENTS:

1. One (1) electronic copy provided

Peter J. Yurick

Pier 14, CEP 111 Bulkhead, Q8 Bulkhead & Pier 14 Fender System Repairs

NAVFAC MID Atlantic PWD Norfolk; Facilities Engineering 9324 Virginia Ave Norfolk, VA 23511 Southeast Cherokee Construction, Inc. Project No. #V162

Q8 Bulkhead - Pre-Construction drawing prepared by Seaward Marine Corporation provided to identify interference issues with the proposed design elements (AutoCAD Drawing File)

Q8 Bulkhead - Pre-Construction Survey performed by Chesapeake Bay Diving, Inc combined with topside condition survey with marked up contract drawing of existing conditions prepared by Seaward Marine Corp.

(PDF & MS Word files)

Refer to the attached spreadsheet which tries to correlate information, provided by the…