CR-6462-OCN_MOTCO_Concord.pdf

WATERFRONT FACILITY

INSPECTION & ASSESSMENT AT

MILITARY OCEAN TERMINAL CONCORD

CONCORD, CALIFORNIA

REPORT# CR-6462-OCN

January 2008 by:

Appledore Marine Engineering, Inc.

600 State St., Suite E Portsmouth, New Hampshire 03801

Under:

Contract No. N62473-06-D-3004

Delivery Order No. 0009

Prepared for:

NFESC EAST COAST DET

Washington Navy Yard Building 36, Suite 333 720 Kennon ST, SE.

Washington, DC 20374-5063

5024J -Report.doc ii

MILITARY OCEAN TERMINAL CONCORD

CONCORD, CALIFORNIA

EXECUTIVE SUMMARY

A Routine Waterfront Facility Inspections (WFI) was conducted on Pier 2 at

Military Ocean Terminal Concord (MOTCO), in Concord, California. The inspection was conducted from October 8th through October 26th, 2007 by two teams of engineer divers from Appledore Marine Engineering, Inc. This investigation included inspection and asset inventory of waterfront structures including; substructure, superstructure, deck components, mooring/berthing system elements, and appurtenances. This investigation also included asset inventories of the major waterfront electrical and mechanical components.

The inspection and assessment results for the various components of these facilities are presented in this report in three ways: 1) an Engineering

Assessment Rating; 2) a Condition Index (CI) Rating; and 3) an Operational

Capability Rating. The Engineering Assessment Ratings for the facility and

Condition Index Rating are currently based on engineering judgment and assessment descriptions that have been commonly used by the industry for the last 30 years. The Operation Capability Ratings (C1 to C4) signify the operational capabilities of the facilities, pertaining primarily to structural capacity.

Timber waterfront structures typically have a design life on the order of 25 to 30 years and a practical service life 50 years or more with routine maintenance, repairs, and upgrading. The Pier 2 is approximately 65 years old and has exceeded both the design life and practical service life of a typical waterfront timber structure. Due to the age of this structure, documented deterioration, as well as previous and current overloading failures, it is our opinion the timber pier should be scheduled for major rehabilitation/modernization or replacement.

Periodic and increasingly substantial repairs efforts will be required until rehabilitation/modernization or replacement is completed.

Recommended structural repairs (exclusive of utility repair costs) for Pier 2 at MOTCO have a total aggregate cost of $6,319,298. The overall condition and iii general findings of the facility are discussed below. The accompanying Executive

Summary Table briefly describes the inspected facility and summarizes the overall condition assessment, operational restrictions, repair recommendations, and estimated cost of the recommended repairs.

Pier 2 Findings

Pier 2 is the westernmost of three main piers at MOTCO used for munitions transshipment. The original timber structure was built in 1944, a concrete extension and access trestle were added in 1966, timber repairs and replacement of the fender system was performed in 2002. The pier is in Poor condition with a condition index of 45 and an operational capability rating of C3. Table 1 illustrates the ratings of the structural elements.

In general, the timber elements of the pier exhibit deterioration due to a combination of marine borer, fungal decay and overloading. Approximately 3% of the timber piles exhibit 15% or more loss of section due to marine borer activity.

At 134 locations, the timber pile caps show evidence of failures due to overloading. Approximately 6% of the bracing members have failed and approximately 95% of the bracing fasteners within the tidal zone require replacement. Roughly one third of the timber columns supporting the raised portion of the pier have split due to overloading and the outboard timber ranger is in need of replacement due to significant fungal decay. The mooring hardware typically has coating loss and minor corrosion. Two concrete fender piles are broken, the timber camels show signs of significant marine borer activity and the camel restraint chains and sleeves shows signs of abrasion damage.

Structural calculations accounting for strength reductions due to observed conditions indicate that load restrictions should be imposed on the raised working platform until repairs can be made. Additionally, it is recommended that allowable pier loading be posted on site in order to avoid future overloading situations.

iv

TABLE 1

CONDITION SUMMARIES FOR PIER 2

Element Assessment Rating

Condition Index

Operational Restrictions

Substructure Poor 45 Reduce truck, crane, and forklift loading on the raised working platform

Superstructure Poor 45 None Deck Components Satisfactory 75 None

Mooring & Berthing Systems Fair 60

Prohibit berthing loads on fender piles 25 and 26.

Prohibit use of mooring fitting located at bent 39 v

TABLE 2

MILITARY OCEAN TERMINAL CONCORD

CONCORD, CALIFORNIA

EXECUTIVE SUMMARY TABLE

REPORT

SECTION FACILITY PRN

YEAR

BUILT/

MODIFIED†

NO.

PILES/LF

OF

BULKHEAD

SIZE

(LxW)

(FEET)

STRUCTURAL

MATERIAL

YEAR

PREVIOUSLY

INSPECTED

OVERALL

ASSESSMENT

RATING

OVERALL

EMS CI

RATING

CURRENT

OPERATIONAL

RATING

YEAR OF

NEXT

ROUTINE

INSPECTION*

OPERATIONAL RESTRICTIONS AND REPAIR

RECOMMENDATIONS

ESTIMATED

BUDGET

AMOUNT

(2009 USD)

2.1 Pier 2

Main Pier Main Access Trestle Secondary Access Trestle Walkway Access Trestle Concrete Access Trestle

200623 N/A N/A N/A N/A N/A

1944/1966 1944/1966

4757/0 2914/0 1075/0 524/0 134/0 244/0

3054x147 1149x147

815x20 683x20 252x20

1085x30

Timber/Concrete Timber/Concrete

Timber Timber Timber

Concrete

Poor 45 C3 2010 Substructure Operational Restrictions

Reduce truck, crane and forklift loads on raised working platform

Repair Recommendations Repair deteriorated bearing piles Replace failed timber bracing members Replace 95% of lower bracing fasteners Replace failed timber pile caps Repair timber sheeting

Superstructure Operational Restrictions

None Repair Recommendations

Replace outboard timber ranger on main pier Deck Components

Operational Restrictions None

Repair Recommendations Repair spalls on concrete curbing and underdeck Replace timber curbing on upper deck Repair cracking in bituminous topping Repair mooring hardware base

Mooring & Berthing Systems Operational Restrictions

Prohibit berthing loads in the vicinity of fender piles at bents 25 and 26 Prohibit use of mooring fitting located at bent 39

Repair Recommendations Replace failed concrete fender piles Replace failed timber camels Repair mooring hardware

$4,678,742

$1,036,808

$280,292

$323,457

Total Repair Cost = $6,319,298

* Per ASCE Underwater Investigations Standard Practice Manual, Table 2-2, page 10.

† Repairs have occurred subsequent to the previous inspection in 2001.

Φ Structural repair costs include Design Allowances, Contractor Overhead and Profit, and Inflation Allowances for an assumed 2009 construction. Costs for repairs to utilities are not included.

TABLE OF CONTENTS

PAGE NO.

vi

EXECUTIVE SUMMARY ...................................................................................... ii

OPERATIONAL CONDITION PLAN.................................................................... iv

EXECUTIVE SUMMARY TABLES........................................................................ v

TABLE OF CONTENTS....................................................................................... vi

SECTION 1.0 – INTRODUCTION......................................................................1-1

SECTION 2.0 – FACILITIES INSPECTED .......................................................2-1

2.1 – PIER 2...................................................................................2.1-1

APPENDIX A – STRUCTURAL DATA.............................................................. A-1

APPENDIX B – FACILITIES CAPABILITY REPORT........................................ B-1

APPENDIX C – COST ESTIMATE ................................................................... C-1

APPENDIX D – STRUCTURAL CALCULATIONS............................................ D-1

1-1

1. INTRODUCTION

This report represents a condition assessment of Pier 2 at Military Ocean

Terminal Concord (MOTCO) and was prepared as part of the Specialized

Waterfront Facilities Inspection Program administered by the Naval Facilities

Engineering Service Center, East Coast Detachment (NFESC-ECDET, Code

55).

This program provides above water and underwater inspection, assessment, structural analysis, repair recommendations, and estimates of repair cost for waterfront facilities. All of these services, including this report, were provided by Appledore Marine Engineering, Inc., (AMEI) under the responsible charge of Daniel W. O’Connor P.E., in accordance with Delivery Order No. 0009 of Contract No. N62473-06-D-3004. Funding was provided by the Military

Surface Deployment & Distribution Command (SDDC).

This delivery order provided the engineering services necessary to perform a Routine Waterfront Facilities Inspection and to assess the apparent general condition of the structural systems at Pier 2 at MOTCO, in Concord, California (see Figures 1.1-1 through 1.1-4). Additionally, an inventory of major structural, mechanical, and electrical components down to an ASTM Uniformat II

Level 5 has been produced (see Appendix A).

The repair recommendations contained herein are preliminary and are to be used for general budgeting purposes. The actual method of repair must be left to subsequent Design Level Inspections and the discretion of the Engineer of

Record.

The inspection and assessment results for the various components of Pier

2 are presented in this report in three ways: 1) an Engineering Assessment

Rating (see Table 1-1); 2) a Condition Index (CI) Rating; and 3) an Operational

Capability Rating (see Appendix B). The Engineering Assessment Ratings for the facility and Condition Index Rating are currently based on engineering judgment and assessment descriptions that have been commonly used by industry for the last 30 years. The Operation Capability Ratings (C1 to C4) signify the operational capabilities of the facility, pertaining primarily to structural capacity.

1-2

The concept of life-cycle degradation was considered as part of this

Facility Assessment. Typically, the design life ends when original deterioration allowances have been expended. Typical design life for a timber structure is approximately 25 to 30 years. Structures can continue to provide service at original capacity for a period of time, if higher member stresses are allowed for deteriorated elements. Once a structure has deteriorated to a point where the deteriorated member stresses exceed the higher allowable stresses, the structure is considered to have reached the end of its design life. Structures may continue to provide service life, but typically at some reduced capacity, and will require increased maintenance, repairs, or replacement (MRR) budgets to continue to provide service life at full capacity.

While performing this facility inspection, the current condition of individual structural elements were evaluated and categorized relative to their condition, capability, and age. The significance of the deterioration, capability, and age of the individual elements was then evaluated in relation to the entire structure, and the various facility metrics (ratings and indexes) assigned. This approach of incorporating life-cycle degradation and forecasting asset deterioration, is currently based on our past experience and engineering judgment.

In many instances, facilities in similar physical condition and operational capacity, will have very different Condition Indexes and Engineering Assessment

Ratings, due to the forecast asset deterioration of the facilities. Facilities and elements that were at or approaching the end of their design lives, and/or recently repaired to extend their service life, were typically assigned indexes and ratings lower than newer facilities.

The benefit to this approach is to allow the Military to prioritize facilities, allocate funding for MRR, and achieve greater return on facility asset investments (ROI).

Inspection results have been tabulated in a specific format and are presented in Appendix A. The Appendix includes Defect Recording

Nomenclature, an Asset Inventory and a Summary Sheet, where the condition of the various components in their Level 4 and Level 5 Uniformat II designations are presented. These designations follow the H Levels for Waterfront Construction.

1-3

Table 1-1 Conversion of the Engineering Assessment Ratings to an Equivalent Engineered Management System (EMS) Condition Index (CI) Rating

Assessment Rating

EMS CI

Rating Description

“Good” 90 No problems or only minor problems noted. Structural elements may show some very minor deterioration, but no overstressing observed.

“Satisfactory” 75 Minor to moderate defects and deterioration observed, but no overstressing observed.

“Fair” 60

All primary structural elements are sound; but minor to moderate defects and deterioration observed. Localized areas of moderate to advance deterioration may be present but do not significantly reduce the load bearing capacity of the structure.

“Poor” 45 Advanced deterioration or overstressing observed on widespread portions of the structure.

“Serious” 30 Advanced deterioration, overstressing or breakage may have significantly affected the load bearing capacity of primary structural components. Local failures are possible.

“Critical” 15 Very advanced deterioration, overstressing, or breakage has resulted in localized failure(s) of primary structural components. More widespread failures are likely to occur.

The field inspection was conducted from October 8th through October

26th, 2007 by two teams of engineer divers from Appledore Marine Engineering, Inc. The exit briefing was held on October 25 at 0900 and included the attendees listed in Table 1-2. At this meeting, the inspection team summarized the findings, discussed operational restrictions, safety concerns, and possible repair recommendations.

Table 1-2 Exit Brief Attendees

Name Organization Phone No. Email CDR Ray Alexander MOTCO N/A N/A Hess Rouhafza MOTCO 925-246-4154 rouhafzah@sddca.army.mil Craig Tullar NFESC-ECDET 202-433-5359 craig.tullar@navy.mil Robert Snover, P.E. AMEI 603-766-1870 rsnover@appledoremarine.com Dan O’Connor, P.E. AMEI 603-766-1870 doconnor@appledoremarine.com Dan Robbins, EIT AMEI 603-766-1870 drobbins@appledoremarine.com

MAIN PIER

SHORELINE

WALKWAY

565'

846'

249'

119'

5'

0'

198'

+-53'

151'

+-1379'

MAIN

APPROACH

SECONDARY

APPROACH

OPERATIONS

BUILDING

CENTER LINE RAIL

ROAD TRACKS (TYP)

CONCRETE

APPROACH

EXPANSION

JOINT

CONCRETE

EXTENSION

2-1

2. INSPECTED FACILITIES

MOTCO is located in Concord, California, in the north-central part of

Contra Costa County, approximately 30 miles northeast of San Francisco.

MOTCO is a transshipment facility, for loading and unloading of munitions and equipment from ship to rail. The base is bordered on the north by Suisun Bay, on the south and west by the city of Concord, and on the east by Los Medanos Hills and the city of Pittsburgh. The inspected facility was Pier 2 as listed in Table 2-1.

TABLE 2-1

PIER 2 STRUCTURES INSPECTED

Structures PRN Year Built / Modified

Facility Size

(Feet x Feet)

Water Depth‡

(Feet)

Pier 2 200623 1944 / 1966 / 2002 3054 x 147 16 – 35

‡ Water depth along the berthing face(s) in feet mean lower low water

The Scope of Work for this facility required a Routine Level Inspection, which included a 100% Level I – visual inspection above water and below water and limited 10% Level II – detailed inspection below water. The following specific elements were excluded from the inspection:

Utilities, utility supports, and mechanical equipment;

Ladders and handrails; and

Above deck structures (except mooring fittings).

2.1-1

2.1 PIER 2 CONDITION INDEX - 45

The timber portion of Pier 2 is 63-years old. The concrete approach and concrete extension are 41-years old. Overall, the structure is in Poor condition, with a CI of 45 and an Operational Capability rating of C3 (see Table 1-1 and

Photo 2.1-1)

The deficiencies of the various structural components are tabulated in

Appendix A – Structural Data. Locations of the defects, typical sections and an inventory of utilities are shown on Figures 2.1-1 through 2.1-39.

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

2.1.1 OBSERVED CONDITIONS AND ASSESSMENTS

H1010 – SUBSTRUCTURE CONDITION INDEX - 45

H101001 – PILE FOUNDATION CI - 60

H10100101 – PILES CI - 60

Marine borer deterioration resulting in 15% or more section loss was found within the tidal zone and underwater portions of 130 of the timber piles, 90 of which exhibited 50% or more loss of section (3% of all timber piles) (see

Photo 2.1-2).

The concrete piles on the concrete approach and pier extension were found to be intact with minor spalling, but no significant defects.

Level II inspections were completed on 480 piles (10% of all piles) to detect any hidden deterioration by removing the marine growth at three elevations.

These cleanings did not reveal any additional deterioration and in-situ hardness testing indicated that the timber/concrete is sound.

2.1-2

H10100106 – ENCASEMENTS CI - 45

Many of the timber piles (250 in total) had 12 in. diameter by 4 ft. long steel pipe splices from an older vintage repair. The steel pipe exhibits moderate corrosion with ultrasonic thickness measurements showing pipe thicknesses ranging from 0.19 in. to 0.27 in. indicating a 27% to 48% loss of section (see

Photo 2.1-3). The condition of the timber inside the splice is unknown.

H10100108 – OTHER PILE FOUNDATION ELEMENTS CI - 45

The timber bracing elements; both diagonal and horizontal in the longitudinal and transverse directions have significant deterioration due to a combination of marine borer, fungal decay and fastener corrosion. In total, 175 of the

2850 total bracing members were found to have either severe deterioration or are missing entirely. Approximately 95% of the bracing fasteners within the tidal zone were found to have severe deterioration due to corrosion (see

Photos 2.1-4 and 2.1-5).

H101002 – PILE CAPS CI - 30

H10100201 – PILE CAPS CI - 30

Over 60% (67 of 106) of the timber pile caps on the elevated portion of the pier exhibit failures due to splits (see Photo 2.1-6). The timber pile caps on the lower portion of the pier exhibit bearing failures beneath the rail girders in

67 locations (see Photo 2.1-7). These failures have reduced the capacity of these members.

The concrete pile caps on the main pier extension and concrete approach have isolated spalls at 19 locations and cracks at 10 locations (see Photo

2.1-8).

2.1-3

H101006 – SEAWALLS CI – 60

H10100601 – SHEET PILES CI - 60

The timber bulkhead at the upland side of the timber walkway has gaps in the timber sheeting and exhibits loss of fill (see Photo 2.1-9). Minor subsidence was found in the bituminous topping directly above the deteriorated sheeting.

H101009 – FIREWALLS & HANGING PANELS CI - 60

H10100901 – FIREWALLS

CI - 60

The timber firewall extensions exhibit moderate marine borer activity (see

Photo 2.1-10).

The concrete firewalls have isolated spalls, typically located at the ends (see

Photo 2.1-11).

H1020 – SUPERSTRUCTURE CONDITION INDEX - 45

H102001 – BEAMS AND GIRDERS CI - 45

H10200101 – BEAMS AND GIRDERS CI - 45

The outboard timber rangers on the elevated portion of the main pier have severe deterioration due to fungal decay. Cracking and subsidence of the bituminous topping above the deteriorated rangers is evident in several areas (see Photo 2.1-12 and 2.1-13).

No significant defects were found on the interior stringers on the upper and lower portions of the pier.

2.1-4

H102002 – COLUMNS CI - 45

H10200201 – COLUMNS CI - 45

The timber posts beneath the pile caps on the elevated portion of the main pier exhibit splits in 53 locations (see Photo 2.1-14). The deterioration has reduced the capacity of these members.

H102003 – UTILITY ENCLOSURES CI - 45

H10200303 – OTHER UTILITY ENCLOSURES COMPONENTS CI - 45

The concrete utility enclosures typically have cracks and spalls (see Photo

2.1-15).

H1030 – DECK COMPONENTS CONDITION INDEX - 75

H103001 – DECK CI - 75

H10300101 – DECK CI - 75

Hardness testing and selective drilling of the timber decking found it to be solid with only minor fungal decay at the exposed ends of the members.

The undersides of the concrete deck planks have isolated spalls at 9 locations due to corrosion deterioration (see Photo 2.1-16).

H103003 – DECK OVERLAY CI – 75

H10300301 – DECK OVERLAY CI - 75

The bituminous deck overlay was found to have approximately 2025 lf of cracking. The majority of the cracks were found along the concrete/timber pier interface and over the pile caps (see Photo 2.1-17).

H103004 – CURBS & BULLRAILS CI – 45

H10300401 – CURBS & BULLRAILS CI – 45

The concrete curb typically has cracks and spalls at the closure pours over the pile caps (see Photo 2.1-18).

2.1-5

The timber curbing on the inboard edge of the elevated platform is severely deteriorated due to fungal decay (see Photo 2.1-19).

H103005 – MOORING FOUNDATIONS CI – 60

H10300501 – MOORING FOUNDATIONS CI - 60

The mooring foundations on the main pier (18 of 21) have minor cracking and closed corrosion spalls. The mooring foundation at bent 39 was found to have cracking through the base and deformation due to overstressing (see Photo 2.1-20).

H103008 – EXPANSION JOINTS CI – 75

H10300801 – EXPANSION JOINTS CI - 75

The expansion joints on the concrete approach show no significant signs of deterioration.

H103011 – OTHER DECK COMPONENTS CI – 75

H10301101 – OTHER DECK COMPONENTS CI - 75

The steel railroad rails exhibit minor corrosion with no significant loss of section.

H1040 – MOORING AND BERTHING SYSTEMS CONDITION INDEX - 60

H104001 – FENDER PILES CI - 60

H10400101 – FENDER PILES CI - 60

The concrete fender piles at bents 25 and 26 have severe impact damage within the tidal zone (see Photo 2.1-21). One pile has minor cracking and spalling with no signs of corrosion of the steel reinforcement. Hardness testing of the piles found them to be sound. Below water, the concrete piles have no significant deterioration.

2.1-6

The timber fender piles on the inboard side of the main pier (utilized as supports for utilities) have significant deterioration, primarily due to marine borer (see Photo 2.1-22).

H10400102 – FENDER FRAMING CI – 90

The galvanized steel wales have no significant deterioration.

H10400103 – EXTRUDED FENDERS CI - 90

The extruded fenders on the fender system have no significant deterioration.

H10400108 – CAMELS CI - 60

7 of the 29 timber camels along the main pier fender system have moderate deterioration due to marine borer activity and are beginning to lose buoyancy

(see Photo 2.1-23).

H10400110 – OTHER PRIMARY FENDER SYSTEM ELEMENTS CI - 45

The camel retention chains typically show moderate wear with 8 chains showing severe wear due to abrasion with the chain sleeve (see Photo 2.1-

24). At bent 1, the upper chain connection to the fender pile has failed. The steel chain sleeves on 4 of the camels have moderate deterioration due to abrasion with the retention chains; at 5 locations the chain sleeve has detached from the camel (see Photo 2.1-25). The UHMW wear pads on the fender piles show no significant signs of deterioration.

H104005 – MOORING HARDWARE CI - 60

H10400501 – BOLLARDS CI – 60

The bollards typically exhibit 25% to 50% coating loss with minor deterioration of the underlying steel. The protective lead seals in the nut pockets of both bollards have deteriorated, exposing the mounting bolts. A summary of the overall condition of the mooring fittings is presented in Table

2.1-1. The location of each of the individual mooring fittings is shown on

Figures 2.1-13 thru 2.1-17 and Figure 2.1-22.

2.1-7

H10400502 – DOUBLE BITTS CI – 60

The double bitts typically exhibit 25% to 50% coating loss with minor deterioration of the underlying steel (see Photo 2.1-26). One of the double bitt bollards does not have a grout fill. In 10 locations, the protective lead seals in the nut pockets have deteriorated, exposing the mounting bolts. A summary of the overall condition of the mooring fittings is presented in Table

2.1-1. The location of each of the individual mooring fittings is shown on

Figures 2.1-13 thru 2.1-17 and Figure 2.1-22.

H10400503 – CLEATS CI – 60

The cleats typically exhibit 25% to 50% coating loss with minor deterioration of the underlying steel. The protective lead seals in the nut pockets have deteriorated from one cleat, exposing the mounting bolts. A summary of the overall condition of the mooring fittings is presented in Table 2.1-1. The location of each of the individual mooring fittings is shown on Figures 2.1-13 thru 2.1-17 and Figure 2.1-22.

H5020 – LIGHTING CONDITION INDEX - N/A

H502003 – LIGHTING CI – N/A

H50200301 – LIGHTING CI - 30

Though utility inspections are beyond the scope of this report, during the course of the inspection it was noted that the majority of the light pole and light pole foundations have significant deterioration due to fungal decay (see

Photo 2.1-27).

2.1-8

TABLE 2.1-1

PIER 2 MOORING HARDWARE CONDITION SUMMARY

Condition† Condition† Fitting ID No. Type

Rated Capacity†

Fitting Base

Fitting ID No. Type

Rated Capacity†

Fitting Base

1 Bollard 80 ton 2 2 12 42 inch Cleat 20 ton 3 2

2 Double Bitt 30 ton 3 2 13 Double Bitt 30 ton 3 2

3 Double Bitt 30 ton 3 2 14 42 inch Cleat 20 ton 3 2

4 42 inch Cleat 20 ton 3 2 15 Double Bitt 30 ton 3 2

5 Double Bitt 30 ton 3 2 16 42 inch Cleat 20 ton 3 2

6 42 inch Cleat 20 ton 3 2 17 Double Bitt 30 ton 3 2

7 Double Bitt 30 ton 3 2 18 42 inch Cleat 20 ton 3 2

8 42 inch Cleat 0 ton 3 4 19 Double Bitt 30 ton 3 2

9 Double Bitt 30 ton 3 2 20 Double Bitt 30 ton 3 2

10 42 inch Cleat 20 ton 3 2 21 Bollard 80 ton 3 2

11 Double Bitt 30 ton 3 2

Condition Rating Key:

1 Good Condition 2 Minor Deterioration 3 Moderate Deterioration 4 Severe Deterioration

Notes:

Rated Capacity and Condition is based on an external visual inspection.

2.1.2 RECOMMENDATIONS

H10100101 – PILES

Timber piles with 50% or greater strength or section loss should be repaired.

For interior piles, the repair would entail cutting the existing pile off below the deterioration and posting with a new preservative treated timber pile. Exterior piles with greater than 50% deterioration should be removed and new treated piles driven in their place.

H10100106 – ENCASEMENTS

The 4 foot long by 12 inch diameter steel pipe splices found within the tidal zone on 250 of the timber piles are part of a previous repair. A search of available archive drawings did not uncover any design plans and inspection of the timber inside the jacket was not possible. Therefore it is recommended that as part of a design repair inspection, destructive testing be performed on

2 or 3 of the jackets. If the steel jacket repairs are found to be intact, the

Original Fitting Capacity:

42” Cleat = 20 Tons Double Bitt = 30 Tons (per barrel) Large Bollard = 80 Tons

2.1-9 recommended repair would be to provide a protective wrap for the steel to inhibit further corrosion. Installation of the wrap would entail cleaning the pile, installing a caulking and filler paste, wrapping the jacket vicinity with a synthetic fiber-reinforced tape and then installing a removable outer cover to protect the wrapping from impact damage and ultraviolet radiation. If testing shows that the pile splices are not structurally sound, then they should be repaired in a similar fashion to the piles with marine borer deterioration. The estimated construction costs carried in this report assume that the encasements are intact and reflect the pile wrap repair.

H10100108 – OTHER PILE FOUNDATION ELEMENTS

Due to the high recurrence of deterioration observed among the bracing fasteners within the tidal zone, it is recommended that 2500 (approximately

95%) of the fasteners for the lower cross and horizontal bracing members be removed and replaced with galvanized bolts and ogee washers. Severely deteriorated and missing bracing elements should be replaced with new plastic or preservative treated timber members. Timber blocking used in the bracing connections should be replaced with plastic members to prevent premature fastener deterioration.

H10100201 – PILE CAPS

Split timber pile caps on the elevated section and pile caps with bearing failures on the lower section of the main pier should be replaced. The repair would entail removal of the existing pile cap and replacement with treated timber members. Shims and straps would be used to provide a level and secure bearing connection with the timber piles.

Structural analysis shows that until repairs can be made, load restrictions must be imposed on the raised portion of the pier due to the deteriorated condition of the pile caps. It is also recommended that operational restrictions be clearly posted onsite in order to avoid future overstressing.

Appendix D has details of the calculations, load restrictions and recommended posting criteria.

2.1-10

The isolated spalls and cracks (greater than 1/16-inch wide) in the concrete pile caps should be repaired. The spall repair would entail removal of unsound concrete, cleaning and replacement of the corroded reinforcing steel (as needed), and placement of new concrete. The crack repair entails injecting epoxy into the cracks.

H10100301 – SHEET PILES

The gaps in the timber sheeting at the walkway bulkhead should be repaired by excavating behind the deteriorated portion of the wall, replacing the sheeting members, placing filter fabric, backfilling, and patching the bituminous topping.

H10200101 – BEAMS AND GIRDERS

The outboard timber ranger along the entire length of the main pier should be removed and replaced. To perform this repair, a 2.5-foot wide strip of the bituminous topping and timber decking directly above the ranger will need to be removed. The rangers are then replaced with new preservative treated timber and then covered with new decking and bituminous.

H10200201 – COLUMNS

The timber posts with splits on the elevated platform should be removed and replaced with preservative treated members.

H10200303 – UTILITY ENCLOSURES

The spalls in the concrete utility enclosures should be repaired. The repair would entail the removal of unsound concrete, cleaning and replacement of the corroded reinforcing steel (as needed), and placement of new concrete.

H10300101 – DECK

The spalls in the concrete deck planks should be repaired. The repair would entail the removal of unsound concrete, cleaning and replacement of the corroded reinforcing steel (as needed), and placement of new concrete.

2.1-11

H10300301 – DECK OVERLAY

Cracks found in the bituminous topping should be repaired. Cracks less than

3/8-inch in width should be filled with a pavement sealer, while wider cracks should be filled with a mixture of emulsified asphalt and aggregate.

H10300401 – CURBS & BULLRAILS

The concrete closure pours and utility enclosures with cracks and spalls should be repaired. The repair would entail the removal of unsound concrete, cleaning and replacement of the corroded reinforcing steel (as needed), and placement of new concrete. An expansion joint would also be installed in the closure pour to prevent further cracking.

H10300501 – MOORING FOUNDATIONS

The use of the cleat at bent 39 should be prohibited until the mooring foundation can be repaired. The repair would involve the removal of unsound concrete, cleaning and replacement of the corroded reinforcing steel (as needed), installation of new anchor bolts, and placement of new concrete.

H10400101 – FENDER PILES

The broken concrete fender piles at bents 25 and 26 should be removed and replaced. Additionally, berthing loads in the vicinity of the broken piles should be restricted until the repairs are made.

H10400108 – CAMELS

The deteriorated timber camels should be removed and replaced with synthetic elements.

H10400110 – PRIMARY FENDER SYSTEM OTHER

The deteriorated steel camel retention chains and chain sleeves should be removed and replaced.

H104005 – MOORING HARDWARE

The bollards, double bitts and cleats should be blast cleaned and recoated.

The cleat at bent 39 should be removed and replaced. The deteriorated lead

2.1-12 sealant in the nut pockets should be removed and replaced with a polyurethane sealant.

H50200301 – LIGHTING

Though beyond the scope of this report, and no costs are carried in the repair cost estimate, all of the timber light pole and light pole foundations should be removed and replaced.

Z10 – DESIGN ALLOWANCES

The repair recommendations described above are preliminary and are to be used for general planning and budgeting purposes. A rehabilitation budget for Pier 2 must include Design Allowances, which incorporates costs for design level inspections, development of repair-design plans and specifications, environmental permitting, and construction support services.

For this project, an engineering budget of 15% is included in the cost estimate.

2.1.3 RECOMMENDED REPAIR COSTS

Timber waterfront structures typically have a design life on the order of 25 to 30 years and a practical service life 50 years or more with routine maintenance, repairs, and upgrading. Pier 2 is approximately 65 years old and has exceeded both the design life and practical service life of a typical waterfront timber structure. Due to the age of this structure, documented deterioration, as well as previous and current overloading failures, it is our opinion that the timber pier should be scheduled for major rehabilitation/modernization or replacement.

Periodic and increasingly substantial repair efforts will be required until rehabilitation/modernization or replacement is completed.

The Design Allowances category below includes costs for engineering studies (5%), design plans (6%), PCAS (4%), and SIOH (8%). It also includes a

20% contingency to account for additional items or changes that occur as a design progresses. Contingencies set at the Facility Assessment stage reduce to zero by completion of the Construction Documents stage, when complete project information is available.

2.1-13

The number of defects recorded in the Appendix A - Structural Data has been increased by 25% to account for additional deterioration that may occur prior to the actual time of construction (assumed 2009). See Appendix C for a detailed cost estimate. The estimated budgetary cost for these repairs is:

Uniformat II Code Description Cost Estimate* H10 Waterfront Structures $3,524,427 Z10 Design Allowances $1,409,771 Z20 Overhead & Profit $704,886 Z30 Inflation Allowance $574,482

TOTAL ESTIMATE: $6,319,298

* Costs for utility repairs are not included

It is recommended that this facility be re-inspected in 2010.

2.1.4 COMPARISON OF PREVIOUS INSPECTION RESULTS

The November 2001 inspection and assessment report by Berger/Abam

Engineers, Inc. provides the baseline condition for comparing the current inspection findings. Table 2.1-2 compares major recommended repairs for the previous and current inspection reports.

TABLE 2.1-2

PIER 2 – COMPARISON OF MAJOR REPAIR RECOMMENDATIONS

Facility 2001 Recommendations1 2007 Recommendations2

Pier 2

Replace 95 timber bearing & batter piles

Repair 23 timber bearing piles

Replace 20 MBM damaged timber caps and stringers

Replace damaged fender system

Repair 90 deteriorated bearing piles Repair 250 deteriorated steel pile splices Replace 175 failed timber bracing members Replace 95% of lower brace fasteners Replace failed timber pile caps (35

MBM)

Repair spalls on concrete curbing and underdeck 1 2002 rehabilitation addressed all repairs recommended in 2001 Berger/Abam report 2 Major repairs listed, minor repairs not shown include: Repair timber sheeting, replace outboard timber ranger on main pier, replace timber curbing on upper deck, repair cracking in bituminous topping, repair mooring hardware foundation, replace failed concrete fender piles, replace failed timber camels, repair mooring hardware.

2.1-14

Current inspection findings show a trend of continued deterioration to the timber and concrete elements of the pier. The 2001 inspection found 187 timber piles (4.1% of the total) exhibiting moderate to severe damage and recommended the repair/replacement of 118 of them. This inspection finds that

90 piles have further deteriorated to the point where repairs are recommended.

There has been an increase in the deterioration of the timber pile caps and bracing elements. The previous report recommended replacement of 20,000 board feet of pile caps and stringers while this report recommends replacement of pile caps totaling 35,000 board feet. This report also recommends replacement of 175 bracing members and 95% of the lower fasteners vs. 117 bracing members in the previous report.

Though noting the existence of cracking and spalling in the concrete piles, pile caps, and deck, the previous report did not recommend repairs. This inspection finds that the defects have progressed to the point where repairs are now recommended.

2.1-15

Photo 2.1-1: Overall Photograph of Pier 2, looking west.

Photo 2.1-2: Underwater Photograph of major marine borer deterioration.

2.1-16

Photo 2.1-3: Steel Pile Splices with moderate corrosion.

Photo 2.1-4: Broken Timber Bracing.

2.1-17

Photo 2.1-5: Typical lower brace connection deterioration.

Photo 2.1-6: Split pile cap on raised pier.

2.1-18

Photo 2.1-7: Bearing failure in pile cap under rail beams.

Photo 2.1-8: Spall on concrete pile cap.

2.1-19

Photo 2.1-9: Loss of fill behind timber bulkhead due to gaps in sheeting.

Photo 2.1-10: Marine borer activity on timber firewall extension.

2.1-20

Photo 2.1-11: Concrete spall with exposed reinforcing bar on concrete firewall.

Photo 2.1-12: Deterioration in timber ranger beam due to fungal decay.

2.1-21

Photo 2.1-13: Cracking and subsidence due to deteriorated timber ranger.

Photo 2.1-14: Split column beneath elevated pier.

2.1-22

Photo 2.1-15: Typical deterioration of utility enclosures.

Photo 2.1-16: Typical spalls on concrete under deck.

2.1-23

Photo 2.1-17: Typical asphalt cracking at timber/concrete interface and pile caps.

Photo 2.1-18: Typical cracking on concrete curb at pile cap closure pours.

2.1-24

Photo 2.1-19: Typical deterioration on timber curbing along inboard of raised pier.

Photo 2.1-20: Mooring foundation with overstressing crack due to overloading.

Nut pocket sealant deterioration

Overstress crack

2.1-25

Photo 2.1-21: Broken fender pile at bent 25.

Photo 2.1-22: Inboard fender piles used as utility supports.

2.1-26

Photo 2.1-23: Camel with marine borer activity, losing buoyancy.

Photo 2.1-24: Abrasion damage to camel chain.

2.1-27

Photo 2.1-25: Loose and dislodged camel chain sleeve.

Photo 2.1-26: Mooring fitting with moderate corrosion.

Nut pocket sealant deterioration

2.1-28

Photo 2.1-27: Light pole and light pole base with severe deterioration.

A-1

APPENDIX A

STRUCTURAL DATA

A-2

TABLE OF CONTENTS

DESCRIPTION PAGE

Nomenclature Sheet ..........................................................................................A-3 Pier 2 Summary Table .................................................................................................A-4 Asset Inventory ..................................................................................................A-8 Inventory Plan....................................................................................................A-10 Structural Data...................................................................................................A-13

APPENDIX A - STRUCTURAL DATA

Asset Types: Pile (P); Pile-Batter (PB); Pile Cap (PC); Beam (B); Deck-Above (DA); Deck-Underside (DU);

Deck-Curb (DC); Mooring Fitting (MF); Mooring Foundation (MFD); Fender Pile (FP); Wale-Top (WT);

Wale-Lower (WL); Chock-Top (CT); Chock-Lower (CL); Blocking (BL); Vault (V); Sheet Pile (SP);

Steel Splice (STSP); Cross Brace Transverse (CBT); Cross Brace Longitudinal (CBL);

Horizontal Brace Transverse (HBT); Horizontal Brace Longitudinal (HBL); Pile Cap Block (PCB);

Lower Brace Fastener (LBF); Camel (CM); Camel Chain (CMC); Camel Chain Sleeve (SLV).

Defect Center:

Facility Section:

Criticality Factor: For future use.

Defect Types: The type of deterioration observed in the field. See below

Check if Repaired: For future use.

SRM Classification:

Pile Sides:

Beam: Horizontal (H) defect dimension, Vertical (V) defect dimension. At EMS Level, H may be entered as 12 in. and V may be entered as 9 in. for default. Design level requires H & V to the measured to the nearest 2 or 3 in.

Length: The estimated defect length measured to the nearest 0.5 ft.

Deck: Parallel defect dimension (X); Perpendicular defect dimension (Y). to the measured to the nearest 0.5 ft.

Area: Deck area in concrete elements, percent loss of section/strength for steel and/or timber elements.

Crack Width: Above Water to nearest 1/16 in. minimum. Underwater to nearest 1/100 in. minimum with crack gauge.

Depth: Indicates depth of spall to nearest 1 in. or use 6 in. for EMS default value.

Exposed Bars: Number of exposed reinforcing bars.

Gridlines:

"0" defines the edge of concrete deck adjacent to Gridline 1 (or lowest number). The next higher number defines the edge of concrete deck adjacent to last Gridline number."0A" defines the edge of concrete deck adjacent to Gridline A (or lowest letter).

The next higher letter defines the edge of concrete deck adjacent to last Gridline letter. Structural elements beyond the edge of deck will be defined by the Gridline at edge of deck, plus the distance in feet (or meters for metric drawings) in between.

FDT: Fastener Deterioration

The location of the defect within the asset. Colon (:) indicates "at".

ER3: Conc U/W Erosion/volume loss w/ exposed reinf.

CMS: Closed mechanical/overload spall

MSC: Missing Connection PNT: Paint Loss

FUN: Fungal Decay MBD: Marine Borer Damage

COR: Corrosion

MSG: Missing

NOMENCLATURE SHEET

OMS: Open mechanical/overload spall OMC: Open mech./overload crack & spall PCR: Pattern cracks

ER1: Conc U/W Cracking & Erosion <1/4 in. deep ER2: Conc U/W Erosion/volume loss >1/4 in. deep

VCR: Vertical underwater cracks OSC: Overstressing cracks ABS: Abrasion damage SPL: Split

Face (F), Corner (C), Quadrant (Q). Position (P) from top of pile to top of defect.

The section (or area) within the facility where the defect is located, ie. wharf, dolphin, trestle, etc.

BRK: Breakage SFT: Soft concrete underwater (Conc U/W) CCS: Closed corrosion spall OCS: Open corrosion spall LCR: Longitudinal above water crack HCR: Horizontal cracks

UND: Undermining

NFP: New Footprint - New construction MDN: Modernization - Alteration or replacement

RST: Restoration - Significant repair work SUS: Sustainment - Minor repair and typical maintenance

FD: Fire Damage LS: Loose

SNK: Sinkhole CRK: Crack LSC: Loose Connection

File Name: EMS - Nomenclature Sheet Date: 1/9/2008 A-3

SUMMARY TABLE

FACILITY: PIER 2 INSPECTION DATE: 10/09/07 to 10/26/07

45 C3

Level 2 Group Elements H10 Waterfront Structures - - - - - - - $3,524,427 H50 Waterfront Utilities - - - - - - - TBD Z10 Design Allowances - - - - - - - $2,220,389 Z20 Overhead and Profit - - - - - - - $704,885 Z30 Inflation Allowance - - - - - - - $574,482

Level 3 Individual Elements H1010 Substructure - - - - - - - $2,609,449 H1020 Superstructure - - - - - - - $578,253 H1030 Deck Components - - - - - - - $156,326 H1040 Mooring & Berthing Systems - - - - - - - $180,400 H5010 Civil/Mechanical Utilities - - - - - - - TBD H5020 Electrical Utilities - - - - - - - TBD H5030 Fire Protection and Suppression - - - - - - - TBD Z1010 Contingency - - - - - - - $704,885 Z1020 Engineering - - - - - - - $1,515,504 Z2010 Overhead - - - - - - - $352,443 Z2020 Profit - - - - - - - $352,443

Level 4 Sub-Elements and Minority Elements H101001 Pile Foundations

H10100101 Piles P Pier 2 - 3933 1 EA 60 $900,819 H10100101 Piles P1 Pier 2 - 226 1 EA 75 $0 H10100101 Piles P2 Pier 2 - 112 1 EA 75 $0 H10100101 Piles P3 Pier 2 - 6 1 EA 75 $0 H10100101 Piles P4 Pier 2 - 6 1 EA 75 $0 H10100101 Piles PB Pier 2 - 488 1 EA 60 $0 H10100101 Piles PB1 Pier 2 - 20 1 EA 75 $0

Facility Section

Criticality Factor**

No. of Assets

Quantity of Units

UniFormat II Code Description

Asset Type

Overall Facility Condition Index: CI= Facility Operational Capability Rating: =

Unit Type

Current

CI***

Approximate Repair Costs*

A-4

Facility Section

Criticality Factor**

No. of Assets

Quantity of Units

UniFormat II Code Description

Asset Type

Unit Type

Current

CI***

Approximate Repair Costs*

H10100101 Piles PB2 Pier 2 - 20 1 EA 75 $0 H10100101 Piles PB3 Pier 2 - 6 1 EA 75 $0 H10100106 Encasement STSP Pier 2 - 250 1 EA 60 $318,240 H10100108 Other Pile Foundation Elements CBT Pier 2 - 715 20 LF 60 $60,724 H10100108 Other Pile Foundation Elements CBL Pier 2 - 455 20 LF 60 $60,724 H10100108 Other Pile Foundation Elements HBT Pier 2 - 715 20 LF 60 $60,724 H10100108 Other Pile Foundation Elements HBL Pier 2 - 965 20 LF 60 $60,724 H10100108 Other Pile Foundation Elements LBF Pier 2 - 2600 1 EA 45 $343,517 H101002 Pile Caps

H10100201 Pile Caps PC Pier 2 - 1135 20 LF 45 $437,675 H10100201 Pile Caps PC1 Pier 2 - 204 20 LF 45 $0 H10100201 Pile Caps PC2 Pier 2 - 104 20 LF 60 $0 H10100201 Pile Caps PC3 Pier 2 - 106 20 LF 45 $360,802 H10100201 Pile Caps PC4 Pier 2 - 63 4 CY 75 $0 H10100201 Pile Caps PC5 Pier 2 - 1 529 CY 75 $0 H10100201 Pile Cap Blocks PCB Pier 2 - 660 3 LF 60 $0 H101006 Seawalls

H10100601 Sheet Pile SP Pier 2 - 84 10 LF 60 $5,500 H101009 Firewallls & Hanging Panels

H10100901 Firewalls FW Pier 2 - 1 14637 SF 60 $0 H10100901 Firewalls FW1 Pier 2 - 1 3859 SF 60 $0 H102001 Beams and Girders

H10200101 Beams and Girders B Pier 2 - 2777 20 LF 60 $0 H10200101 Beams and Girders B1 Pier 2 - 276 20 LF 60 $394,967 H10200101 Beams and Girders B2 Pier 2 - 1778 20 LF 60 $0 H10200101 Beams and Girders B3 Pier 2 - 693 20 LF 60 $0 H10200101 Beams and Girders B4 Pier 2 - 30 20 LF 60 $0 H10200101 Beams and Girders B5 Pier 2 - 69 20 LF 60 $0 H10200101 Beams and Girders B6 Pier 2 - 1 167 CY 75 $0 H10200101 Beams and Girders B7 Pier 2 - 1 235 CY 75 $0 H10200101 Beams and Girders B8 Pier 2 - 1 473 CY 75 $0 H10200101 Beams and Girders B9 Pier 2 - 1 133 CY 75 $0

A-5

Section

Criticality Factor**

No. of Assets

Quantity of Units

UniFormat II Code Description

Asset Type

Unit Type

Current

CI***

Approximate Repair Costs*

H10200101 Beams and Girders B10 Pier 2 - 1 785 CY 75 $0 H102002 Columns

H10200201 Columns C Pier 2 - 416 3 LF 60 $135,198 H10200201 Columns C1 Pier 2 - 208 3 LF 60 $0 H102003 Utilities Enclosures

H10200303 Other Utility Enclosures Components UE Pier 2 - 22 29 CF 60 $16,029 H10200303 Other Utility Enclosures Components UE1 Pier 2 - 3 33 CF 60 $16,029 H10200303 Other Utility Enclosures Components UE2 Pier 2 - 2 47 CF 60 $16,029 H10200303 Other Utility Enclosures Components UE3 Pier 2 - 3 785 STL 75 $0 H10200303 Other Utility Enclosures Components UE4 Pier 2 - 3 67 CF 60 $0 H103001 Deck Components

H10300101 Deck D Pier 2 - 1 122000 SF 75 $0 H10300101 Deck D1 Pier 2 - 1 19000 SF 75 $0 H10300101 Deck D2 Pier 2 - 1 19000 SF 75 $0 H10300101 Deck DA Pier 2 - 1 17500 SF 75 $0 H10300101 Deck DU Pier 2 - 1 17500 SF 75 $42,768 H10300101 Deck DA1 Pier 2 - 1 35500 SF 75 $0 H10300101 Deck DU1 Pier 2 - 1 35500 SF 75 $0 H103003 Deck Overlay

H10300301 Deck Overlay DO Pier 2 - 1 105300 SF 75 $21,210 H10300301 Deck Overlay DO1 Pier 2 - 1 85730 SF 75 $21,210 H103004 Curbs & Bullrails

H10300401 Curbs & Bullrails DC Pier 2 - 240 20 LF 60 $27,438 H10300401 Curbs & Bullrails DC1 Pier 2 - 1 171 CY 60 $39,600 H103005 Mooring Foundations

H10300501 Mooring Foundations MFD Pier 2 - 11 22 CF 75 $0 H10300501 Mooring Foundations MFD1 Pier 2 - 8 11 CF 60 $4,100 H103008 Expansion Joints

H10300801 Expansion Joints EJ Pier 2 - 1 1317 LF 75 $0 H103009 Guard Posts and Railings

H10300901 Guard Posts and Railings GR Pier 2 - 1 3870 LF 75 $0

A-6

Section

Criticality Factor**

No. of Assets

Quantity of Units

UniFormat II Code Description

Asset Type

Unit Type

Current

CI***

Approximate Repair Costs*

H10300901 Guard Posts and Railings GR1 Pier 2 - 1 2120 LF 75 $0 H103011 Other Deck Components

H10301101 Other Deck Components RRT Pier 2 - 1 - LF 75 $0 H104001 Primary Fender System

H10400101 Fender Piles FP Pier 2 - 118 1 EA 60 $21,800 H10400102 Fender Framing WT Pier 2 - 1 1168 LF 75 $0 H10400102 Fender Framing CT Pier 2 - 1 1070 LF 75 $0 H10400103 Extruded Fenders EFD Pier 2 - 118 1 EA 75 $0 H10400108 Camels CM Pier 2 - 29 40 LF 45 $93,600 H10400110 Other Primary Fender System Components CMC Pier 2 - 64 25 LF 45 $0 H10400110 Other Primary Fender System Components SLV Pier 2 - 64 1 EA 45 $0 H10400110 Other Primary Fender System Components SNK Pier 2 - 64 1 EA 75 $0 H10400110 Other Primary Fender System Components UHMW Pier 2 - 1 4321 SF 75 $0 H104002 Secondary Fender System

H10400201 Fender Piles FP1 Pier 2 - 41 1 EA 45 $0 H10400202 Fender Framing CT1 Pier 2 - 40 1 EA 60 $0 H104003 Corner Fender System

H10400301 Fender Piles FP2 Pier 2 - 28 1 EA 60 $0 H10400302 Fender Framing CT2 Pier 2 - 4.333333 6 EA 60 $0 H104005 Mooring Hardware

H10400501 Bollards MF Pier 2 - 2 0 EA 60 $6,175 H10400502 Double Bitts MF1 Pier 2 - 11 0 EA 60 $34,060 H10400503 Cleats MF2 Pier 2 - 8 0 EA 60 $24,765 H501001 Potable Water

H50100101 Pipes and Fittings PPF Pier 2 - 1 1850 LF - TBD H50100101 Pipes and Fittings PPF1 Pier 2 - 1 1070 LF - TBD H50100102 Hangers and Trays PHG Pier 2 - 93 1 EA - TBD H50100102 Hangers and Trays PTR Pier 2 - 107 1 EA - TBD H50100103 Values PV Pier 2 - 1 13 EA - TBD H50100104 Risers PRS Pier 2 - 13 8 LF - TBD H50100105 Hose connection PHC Pier 2 - 20 1 EA - TBD H50100109 Emergency Chemical Wash Stations EWS Pier 2 - 1 1 EA - TBD

A-7

Section

Criticality Factor**

No. of Assets

Quantity of Units

UniFormat II Code Description

Asset Type

Unit Type

Current

CI***

Approximate Repair Costs*

H501003 Sanitary Sewer H50100301 Pipes and Fittings SPF Pier 2 - 1 275 LF - TBD H50100301 Pipes and Fittings SPF1 Pier 2 - 1 1050 LF - TBD H50100301 Pipes and Fittings SPF2 Pier 2 - 1 500 LF - TBD H50100302 Hangers and Trays SHG Pier 2 - 105 1 EA - TBD H50100302 Hangers and Trays STR Pier 2 - 14 1 EA - TBD H50100304 Risers SRS Pier 2 - 6 14 LF - TBD H50100305 Hose connection SHC Pier 2 - 6 1 EA - TBD H50100307 Meter SMT Pier 2 - 1 1 EA - TBD H50100308 Pumping Equipment SPE Pier 2 - 1 1 EA - TBD H501005 Steam

H50100501…