SPECIFICATIONS - D.N. Higginsdnhiggins.com/docs/07-M9472 Final Specifications.pdf · final...

SPECIFICATIONS

FOR

REPAIR PIER AND INSTALL FENDERS PIER D2

AT

USCG SECTOR KEY WEST KEY WEST, FLORIDA

PROJECT NUMBER 07-M9472

AUGUST 2015

FINAL SUBMITTAL

COMMANDING OFFICER, CIVIL ENGINEERING UNIT MIAMI

15608 S.W. 117TH AVENUE MIAMI, FLORIDA

33177

Repair Pier and Install Fenders PNUM 07-M9472

Pier D2, USCG Sector Key West

TABLE OF CONTENTS

SECTION 01 11 00 GENERAL REQUIREMENTS

SECTION 01 32 01 PROJECT SCHEDULE

SECTION 01 33 00 SUBMITTAL PROCEDURES

SECTION O2 22 00 SELECTIVE DEMOLITION

SECTION 02 39 60 RESILIENT FOAM-FILLED MARINE FENDERS

SECTION 03 01 30 CONCRETE REHABILITATION

SECTION 05 50 00 MISCELLANEOUS METAL FABRICATIONS

SECTION 06 13 33 PIER TIMBERWORK

SECTION 31 62 19 TIMBER FENDER PILES

SECTION 33 32 16 SANITARY SEWER PIPES & SHIP-TO-SHORE-TIES

SUBMITTAL REGISTER

ENVIRONMENTAL REQUIREMENTS

ATTACHMENT 1 – ASBESTOS AND LEAD SURVEY REPORTS

ATTACHMENT 2 – STANDARD MANATEE, SEA TURTLE AND SMALLTOOTH SAW FISH

CONDITIONS FOR IN WATER WORK

ATTACHMENT 3 - ACOE PERMIT REQUIREMENTS

-- End of Project Table of Contents --



SECTION 01 11 00 - Page 1 of 8

SECTION 01 11 00

GENERAL REQUIREMENTS

PART 1 GENERAL

1.1GENERAL DESCRIPTION

The Work includes furnishing all labor, tools, equipment and materials to

perform bulkhead concrete restoration repairs, pier timber repairs,

installation of new fenders and utilities replacement at Pier D2, located

at the U.S. Coast Guard Sector Key West in Key West, Florida, including all

work as shown on the drawings and specified herein.

Base Bid Item:

1. Perform above mean high water concrete restoration repairs to Pier D2

concrete bulkhead on the north, west and south sides of the pier to

include 940 cubic feet of repair type SP3 along upper side of north

concrete seawall cap and 200 cubic feet of repair type SP3 along upper

side of the west concrete seawall cap.

2. Clean and coat one steel cleat and one steel bollard located on the south

side of pier D2.

3. Perform above mean high water concrete and timber repairs to the small

boat mooring piers located on the southeast side of Pier D2 to include 10

cubic feet of repairs type SP3 and 5 cubic feet of repairs SP2 on the

bottom and sides of the existing concrete pile caps; replacement of one

(1)4”x4”x1/4”x18” galvanized steel angle connecting a pier wood stringer

to the concrete pile cap with two (2) ¾” diameter galvanized steel thru

bolts with nuts and two (2) 3/4” galvanized concrete expansion anchor

bolts six inches long; replace 1,250 square feet of 3x12 wood deck on the

fueling pier with screw attachments; replace one (1) timber pile 1” inch

diameter galvanized steel thru bolt with O’Gee washers and nuts; replace

one (1) missing timber fender 3x12 cross bracing total 16 feet long with

eight (8) 1 inch diameter galvanized steel thru bolts with O’Gee washers

and nuts; replace one(1) missing type ‘D’ rubber fender; replace dolphin

wire rope with new 5/8” galvanized steel rope with 9 turns and clamps;

secure loose 20 feet length of electrical conduit with new galvanized

steel clamps @ 24” o.c. and galvanized steel screws.

4. Relocate eight (8) existing elliptical rubber fenders, six (6)5ft x 10 ft

and two (2) 6 ft x 12 ft, located on the northwest side of Pier D-2 to

the northeast side with new connecting hardware. Contractor shall provide

temporary storage of existing fenders at an onsite location to be

determined by COR.

5. Install four (4) new 5 ft x 8 ft elliptical rubber fenders on the

northwest side of Pier D2 and one (1) 5 ft x 8 ft elliptical rubber

fender on the southwest side of Pier D2.

6. Replace 650 linear feet of existing 4” diameter above grade flexible

sanitary sewer line located on north side of Pier D2.




7. Provide three new sanitary-sewer ship-to-shore ties (marks SS#1.D2,

SS#2.D2, SS#3.D2)consisting of 4” check, 4” knife valve, supports, and

hose support stand on north side of Pier D2.

Unit Price Items

Provide unit prices for each of the following items for any amounts required

in excess of the base bid items indicated above. Include all labor, materials,

and equipment necessary to conduct the work in accordance with the plans and

specifications. Work under unit price items will commence only after approval

from the Contracting Officer.

Unit Price Item No. 1:

Provide a unit price per cubic feet for an estimated quantity of 5 cubic feet

to perform concrete spall repairs type SP1.








Provide a unit price per linear feet for an estimated quantity of 5 linear

feet to perform concrete crack repairs type CR1.


Provide a unit price per linear feet for an estimated quantity of 5 linear

feet to perform concrete crack repairs type CR2.

Unit Price Item No. 6

Provide a unit price item per linear feet to for an estimated quantity of 16

linear feet to replace a 3 x12 wood stringer.

Unit Price Item No. 7

Provide a unit price item per each to replace one (1) 4”x4”x1/4”x12” stainless

steel stinger clip angle embedded in concrete, including the removal of the

old angle and chipping and restoring existing concrete pile cap as required to

embed new angle.

1.2 TEMPORARY FACILITIES

a. None required.




1.3 PROJECT PERFORMANCE PERIOD

The total contract performance period shall be 180 calendar days which

includes the time needed to submit, review and approve all material

submittals and complete all project record (closeout) documents.

1.4 HOLD POINT CONSTRUCTION INSPECTIONS

a. None required.

1.5 LOCATION

The work scheduled is located at:

U.S. Coast Guard Sector Key West

Pier D2

100 Trumbo Road

Key West , Florida 33040

1.6 INSPECTION PRIOR TO BID

Prospective bidders are encouraged to visit the site to familiarize

themselves with the existing conditions. Arrangements for visiting the site

may be made by contacting:

U.S. Coast Guard Sector Key West

100 Trumbo Road

Key West , Florida 33040

Attn: LT Emiliano Vasquez

Telephone: (305) 292-8756

E-mail: [email protected]

1.7 DRAWINGS ACCOMPANYING SPECIFICATION

Drawings to be used with these specifications shall consist of U.S. Coast

Guard Drawing No. M2063-D, 8 sheets.

1.8 WORK HOURS

The Contractor shall perform the Work at the site from Monday through Friday

from 7:30 AM to 3:30 PM. The Contractor shall not have access to the site

for the performance of any portion of the Work beyond these hours, during

federal holidays nor weekends.

1.9 SPECIFIC ENVIRONMENTAL REQUIREMENTS

All conditions indicated in the Florida Department of Environmental

Protection (FDEP) Authorization to Proceed included in Attachment 1 must be

met by the contractor and a copy of the Authorization must be maintained at

mailto:[email protected]




the project site. All work must performed in accordance with FDEP approved

drawings. FDEP shall be notified in advanced of any project modifications.

Waste timber (CCA treated) must be transported to and disposed of in a State

approved/permitted Class I lined landfill in accordance with applicable

regulations. It must be protected from weathering and leaching by providing

a cover and storing on visquine or other impermeable surfaces while awaiting

disposal. The following are required submittals: Landfill receipts. COR

shall ensure this is done accordingly and documented.

Construction barge or work vessels must be tethered to avoid impacts to

submerged corals, sea grass, and hard bottom. If spudding must be utilized,

then the exact placement of spuds shall be diver assisted to ensure spuds

are placed on sandy bottom only that is devoid of benthic resources.

Best management practices must be implemented to maintain Water Quality

pursuant to Rule 62-302 F.A.C. At a minimum, BMP’s should include the use

of tarps and working enclosures to prevent solid waste and debris from

reaching the waterway.

Construction and demolition debris shall be disposed of at a permitted

facility in accordance with F.A.C. Rule 62-701.730. Contractor shall provide

copies of disposal receipts to the CG.

The contractor shall comply with all the recommendations contained in the

Asbestos and Lead Base Paint Surveys contained in the reports by EE&G

Environmental Services, LLC contained in Attachment 1. Findings indicate LBP

and Leaded paint are present within the project footprint. Contractor must

make sure these painted surfaces are not disturbed during construction.

The contractor shall implement Standard Manatee Protection Construction

Conditions and Sea Turtle & Sawfish Construction Conditions included in

Attachment 2.

1.10 AVAILABILITY OF UTILITY SERVICES

Reasonable amounts of the following utilities will be made available without

charge.

a. Electricity;

b. Potable Water.

Pay all costs incurred in connecting, converting, and transferring all of

the utilities to the Work. Make all utility connections (providing backflow

preventers, for example) and all utility disconnections (removal of

electrical transformers, for example).

Provide temporary sanitation facilities for all personnel under the

Contractor’s employ in conformance with the paragraph entitled Special

Contract Requirements of the Construction Contract.

1.11 UNDERGROUND AND CONCEALED UTILITIES

The utility locations shown on the drawing are diagrammatic, not exact.

Notify the COR and the cognizant utility companies at least 3 working days

before excavating. Mark the excavation route and intersecting utilities.




The COR and utility company representatives will review the Contractor's

layout and notify the Contractor if any known utilities have been left

unmarked. Handwork shall be employed for soil removal around all buried

utilities. Buried utilities located within the area to be excavated shall be

shored up to prevent sagging, bending, breakage, and other damage.

1.12 UTILITY OUTAGES

Before interrupting or shutting down any utility, make a request for the

interruption to the COR at least 3 working days prior to the anticipated

interruption. Identify the utility, reason for interruption, proposed time

of interruption, and duration of interruption. Do not interrupt utilities

until authorized by the COR.

1.13 WORK COORDINATION

Closely coordinate all work with the COR in order to minimize disturbances

to personnel and operations.

1.14 CONTRACTOR USE OF PREMISES

The Work will be performed on a Coast Guard operational military

installation. Become familiar with and obey station fire, traffic, and

security regulations. Personnel under the employ of the Contractor shall not

stray from the immediate area of work or direct avenues of ingress and

egress unless authorized in advance by the COR. Provide movable high-

visibility safety fencing about all work areas and equipment lay-down areas

located outdoors.

1.15 ACCESS TO FACILITY

Access to U.S. Coast Guard Sector Key West is through a Navy controlled

access gate. The Navy requires all contract personnel accessing the facility

to have credentials under the RAPID Gate program managed by Eid Passport,

Inc. Each contracting and subcontracting company and venders shall be

enrolled in the program. Every employee of those companies who accesses the

facility must be registered in the program. Fees for enrollment and

registration shall be paid by the contractor. For instructions on enrollment

and registration in the RAPID Gate program contact Eid Passport customer

service at (877) 727-4342. The contractor needs to maintain this access

through the warrantee period, and not just the construction period.

1.16 STORAGE AREA

The Contractor will be provided a storage area in a location determined by

the COR. The Contractor shall be responsible for restoring the area to its

original condition at the completion of the work. The Contractor shall be

responsible for repair of any damage incurred to buildings or pavement as a

result of storage activities.

1.17 CLEANUP

The Contractor shall keep the work area, including storage area, free from

accumulations of waste materials on a daily basis and comply with all




federal, state and local regulations pertaining to the storage, transport

and disposal of wastes. The Contractor shall not use Coast Guard waste

disposal facilities including garbage cans, trash piles or dumpsters. The

Contractor shall provide covered waste containers to temporarily store all

waste materials to prevent construction dust and debris from spreading onto

active areas of the Coast Guard facility.

1.18 STORM PROTECTION

Should warnings of winds of gale force or stronger be issued, the Contractor

shall take every practicable precaution to minimize danger to person, the

work, and to adjacent property. Precautions shall include, but not be

limited to, closing all openings, removing all loose materials, tools and

equipment from exposed locations, and removing or securing scaffolding and

other temporary work.

1.19 RECEIPT OF MATERIALS

Shipment of equipment, materials, and supplies shall be addressed to the

Contractor - not the Government. The Contractor must be on hand to accept

shipments; the Government will not accept shipments.

1.20 DELIVERY AND STORAGE

Equipment and materials shall be carefully handled, properly stored, and

adequately protected to prevent damage before and during installation, in

accordance with the manufacturer's recommendations. Damaged or defective

items shall be replaced at no additional cost to the Government. Location of

storage and staging area shall be designated by the Contracting Officer's

Representative. The Contractor shall be responsible for the security of all

delivered materials and equipment. The Contractor shall secure all materials

and equipment delivered to the site to prevent shifting or movement onto

active areas of the Coast Guard facility.

1.21 SECURITY

The Contractor shall provide the Contracting Officer with a list of names of

all personnel who will be working on the site 72 hours in advance of

commencing on-site activities. The Contractor may submit a revised list at

any time during the project. Only personnel on the approved listing will be

allowed onto the project site.

1.22 RECORD DOCUMENTS

The Record Documents shall be comprised of the Operation and Maintenance

Manuals and the Record Drawings. The Contractor shall maintain at the job

site (2) sets of full size Contract Drawings marked to show any deviations

which have been made from the Construction Contract Documents, including

buried or concealed construction and utility features revealed during the

course of construction. These drawings must be kept current with all

deviations marked daily and shall be available for review by the COR at all

times. These marked Contract Drawings shall form the basis for the Record

Drawings. The Record Drawings, along with the Operation and Maintenance

Manuals, form the project Record Documents (refer to section 01 33 00,

“Submittal Procedures”, for Operations and Maintenance Manuals compiling




instructions and additional requirements). The COR must approve and sign the

project Record Documents (which include the Record Drawings) prior to

release of Final Payment. Final Payment will not be approved until the

marked Record Drawings are delivered to and approved by the Contracting

Officer. Final Record Drawings must be submitted prior to requesting final

inspection.

1.23 FINAL INSPECTION AND ACCEPTANCE

When the work is complete and ready for final inspection, submit a written

request for final inspection (at least with 10 days anticipation) to the

Contracting Officer.

1.24 WARRANTIES

All warranties and/or guarantees, either implied or expressed, for

individual equipment shall be endorsed to the Government.

1.25 FIELD TESTS

Notify the COR at least 2 working days in advance of the dates and times

scheduled for all field tests.

1.26 SAFETY:

During the execution of this contract, the Contractor shall conform to the

rules and regulations as set forth by OSHA Safety and Health Standards, 29

CFR Part 1926 - Safety and Health Regulations for Construction. The

contractor shall provide barriers, temporary fencing, trench covers, etc.

wherever work could cause injury to workers, visitors, Coast Guard

personnel, or dependents.

1.27 SAFETY PROGRAM

1.13.1 General

The Contractor is wholly responsible for work site safety. The Contractor

shall implement a safety program that protects the lives and health of

personnel in the construction area, prevents damage to property and avoids

work interruptions. The Contractor shall provide appropriate safety

measures including but not limited to barricades, signs and signal lights

as well as complying with the requirements of all applicable Federal, State

and Local safety laws, rules and regulations.

1.13.2 Compliance

The Contractor is specifically required to comply with the requirements of

the U. S. Army Corps of Engineers "Safety and Health Requirements Manual"

(EM 385-1-1, latest version available) and the “Accident Prevention” clause

(FAR 52.236-13). Once accepted, this safety plan shall become part of the

contract requirements. Note: This review/acceptance does not in any way

relinquish the Contractor from responsibility for work site safety nor the

obligation to comply with the OSHA regulations found in 29 CFR 1910 & 1926

or any other State or Local safety law, rule or regulation applicable to

the contract work. The Coast Guard will cooperate fully with the




Department of Labor (Occupational Safety and Health Administration) in

their enforcement of OSHA regulations.

1.13.3 Safety Plan

The Contractor shall submit a written safety plan within seven (7) calendar

days following contract award. At a minimum, this plan shall describe the

Contractor's general safety program and identify specific safety provisions

for hazards incidental to the contract work such as elevated working

surfaces, working over water, working from floating work platforms,

overhead crane operations or similar conditions of the work.

PART 2 PRODUCTS

Not used.

PART 3 EXECUTION

Not used.




SECTION 01 32 01

PROGRESS SCHEDULE

PART 1 GENERAL

Prepare a horizontal bar graph progress schedule using a time scale. The

project should be divided and subdivided into a sufficient number of work

activities that can accurately graphically display the work sequence,

activity duration, interplay of activities, and dollar value of each

activity.

1.1 RESPONSIBILITY

The Contractor is responsible for executing the work within the time stated

in the contract.

1.2 SUBMITTALS

1.2.1 FINAL PROGRESS SCHEDULE

Submit final progress schedule no later than 5 calendar days after receiving

the Notice To Proceed (NTP). A draft schedule is to be submitted before the

pre construction conference with time periods shown but without dates of NTP

and completion shown. Once a NTP date has been established, the dates are to

be filled in. By having the draft schedule at the pre construction

conference, the Contracting Officer and Contractor can discuss any apparent

inconsistencies or omissions, and approval can be expedited.

1.2.2 UPDATED PROGRESS SCHEDULE

Submit updated progress schedule every month along with the request for

payment.

PART 2 PRODUCTS

1.3 PROGRESS SCHEDULE

Progress schedule shall have project name, location, contract number, and

company name. The final progress schedule shall indicate the dates of the

Notice To Proceed and completion date, and shall be signed by the contractor

and the USCG Contracting Officer.

1.3.1 At the left side of the form, list in columns.

A. Activity Number and Description - At a minimum, break down the project

into 10 activities. If enough detail is given on the progress schedule, then

the activity breakdown may be done at the Contracting Officer's discretion.

Activities can be of various origins (i.e. by specification section, by

logical sequence of work, by breakdown used for bid estimates, etc.)

B. Specification Section Reference - This is optional. Use only if the

breakdown of activities directly correlates with the specification sections.

C. The Activities Percentage (i.e. 50%) or Weight (i.e..5) of the entire

contract based on Dollar Value - the cumulative percentage should add up to

100 percent.




D. Estimated Value of the Activity - Profit and overhead shall be

distributed throughout activities. The total values shall add to the contract

amount.

1.3.2 Top of Form

Establish the time schedule across the top of the sheet for the entire

project duration. Divide the project into months, weeks, or days depending

on the length of the project and an appropriate time scale.

1.3.3 General

Lay out a bar graph opposite each activity, corresponding to the schedule

start date and extended for the scheduled duration of the activity. Indicate

the percentage of the activity which you intend to complete each week above

or below each bar.

PART 3 EXECUTION

1.4 UPDATING SCHEDULE

Update and submit progress schedule every month with progress payment showing

actual progress. Updated progress schedules shall include the original

information and an updated actual progress curve using a broken line.

1.5 DELAYS

If the Contractor knows or has reason to believe that the delivery of any

material or equipment, the shortage of qualified labor, delays caused by

others, or the occurrence of any other difficulty may cause delay in

executing the work as scheduled. He shall notify the Contracting Officer, in

writing, within 3 calendar days.

1.6 SAMPLE CHART

A sample progress chart is shown on the following page. This should only be

used as a guide. It displays the "type" of information which should be

included in the submitted progress schedules.

END OF SECTION



Section 01 32 01 - Page 1 of 3

SECTION 01 32 01

PROJECT SCHEDULE

1 GENERAL

Prepare a horizontal bar graph progress schedule using a time scale. The

project should be divided and subdivided into a sufficient number of work

activities that can accurately and graphically display the work sequence,

activity duration, interplay of activities, and dollar value of each

activity.

1.1 RESPONSIBILITY

The Contractor is responsible for executing the work within the time stated

in the contract.

1.2 SUBMITTALS

1.2.1 Final Progress Schedule

Submit final progress schedule no later than 5 calendar days after receiving

the Notice To Proceed (NTP). A draft schedule is to be submitted before the

preconstruction conference with time periods shown but without dates of NTP

and completion shown. Once a NTP date has been established, the dates are

to be filled in. By having the draft schedule at the preconstruction

conference, the Contracting Officer and Contractor can discuss any apparent

inconsistencies or omissions, and approval can be expedited.

1.2.2 Updated Progress Schedule

Submit updated progress schedule every month along with the request for

payment.

2 PRODUCTS

2.1 PROGRESS SCHEDULE

Progress schedule shall have project name, location, contract number, and

company name. The final progress schedule, with the NTP and completion

dates filled in, shall be signed.

2.1.1 At the left side of the form, list in columns.

a. Activity Number and Description - At a minimum, break down the

project into 10 activities. If enough detail is given on the progress

schedule, then the activity breakdown may be done at the Contracting

Officer's discretion. Activities can be of various origins (i.e. by

specification section, by logical sequence of work, by breakdown used

for bid estimates, etc.)

b. Specification Section Reference - This is optional. Use only if

the breakdown of activities directly correlates with the specification

sections.




c. The Activities Percentage (i.e. 50%) or Weight (i.e..5) of the

entire contract based on Dollar Value - the cumulative percentage

should add up to 100 percent.

d. Estimated Value of the Activity - Profit and overhead should be

distributed throughout activities or listed as a separate line item and

distributed over the entire length of the project. The total values

should add to the contract amount.

2.1.2 Top of Form

Establish the time schedule across the top of the sheet for the entire

project duration. Divide the project into months, weeks, or days depending

on the length of the project and an appropriate time scale.

2.1.3 General

Lay out a bar graph opposite each activity, corresponding to the schedule

start date and extended for the scheduled duration of the activity.

Indicate the percentage of the activity which you intend to complete each

week above or below each bar.

3 EXECUTION

3.1 UPDATING SCHEDULE

Update and submit progress schedule every month with progress payment

showing actual progress. Updated progress schedules shall include the

original information and an updated actual progress curve using a broken

line.

3.2 DELAYS

If the Contractor knows or has reason to believe that the delivery of any

material or equipment, the shortage of qualified labor, delays caused by

others, or the occurrence of any other difficulty may cause delay in

executing the work as scheduled. He shall notify the Contracting Officer,

in writing, within 3 calendar days.

3.3 SAMPLE CHART

A sample progress chart is shown on the following page. This should only be

used as a guide. It displays the "type" of information which should be

included in the submitted progress schedules.

END OF SECTION



SECTION 02 22 00 – Page 1 of 4

SECTION 02 22 00

SELECTIVE DEMOLITION

PART 1 GENERAL

1.1 GENERAL REQUIREMENTS

Provide labor, materials, and equipment necessary to install selective

demolition as noted on drawings and specified herein.

1.2 SUMMARY

1.2.1 This Section includes the following:

a. Demolition and removal of selected portions of existing concrete and timber components of the pier D2 bulkhead, above ground sanitary

sewer force main and small boat mooring piers.

b. Removal and relocation of existing elliptical rubber fenders and demolition of existing hardware.

1.3 DEFINITIONS

Remove: Remove and legally dispose of items except those indicated to be

reinstalled, salvaged, or to remain.

Existing to Remain: Protect construction indicated to remain against damage

and soiling during selective demolition. When permitted by the Contracting

Officer's Technical Representative, items may be removed to a suitable,

protected storage location during selective demolition and then cleaned and

reinstalled in their original locations.

1.4 DISPOSITION OF MATERIALS

Except for items or materials indicated to be reused, reinstalled, or

otherwise indicated to remain the Government's property, demolished

materials shall become the Contractor's property and shall be removed from

the site with further disposition at the Contractor's option.

1.5 QUALITY ASSURANCE

Regulatory Requirements: Comply with governing EPA notification regulations

before starting selective demolition. Comply with hauling and disposal

regulations of authorities having jurisdiction.

1.6 PROJECT CONDITIONS

Storage or sale of removed items or materials on-site will not be permitted.

PART 2 PRODUCTS

2.1 REPAIR MATERIALS

Use repair materials identical to existing materials.




a. Where identical materials are unavailable or cannot be used for

exposed surfaces, use materials that visually match existing

adjacent surfaces.

b. Use materials whose installed performance equal or surpass that of

existing materials.

PART 3 EXECUTION

3.1 EXAMINATION

3.1.1 Surveying Existing Conditions

Survey existing conditions and correlate with requirements indicated to

determine extent of selective demolition required.

3.1.2 Unanticipated Elements

When unanticipated mechanical, electrical, or structural elements that

conflict with the intended function or design are encountered, investigate

and measure the nature and extent of the conflict. Promptly submit a

written report to the Contracting Officer's Technical Representative.

3.1.3 Surveying Existing Conditions

Survey the condition of the existing bulkhead and adjacent structures to

determine whether removing any element might result in structural deficiency

or unplanned collapse of any portion of the structure or adjacent structures

during selective demolition.

Perform surveys as the Work progresses to detect hazards resulting from

selective demolition activities.

3.2 PREPARATION

3.2.1 Interference

Conduct demolition operations and remove debris to ensure minimum

interference with roads, streets, walks, and adjacent occupied and used

facilities.

a. Do not close or obstruct adjacent occupied or used facilities

without permission from COTR. Provide alternate routes around

closed or obstructed traffic ways.

3.2.2 Injury

Conduct demolition operations to prevent injury to people and damage to

adjacent buildings and facilities to remain. Ensure safe passage of people

around selective demolition area.

a. Protect all structural and utility items that are to remain and are

exposed during selective demolition operations.




3.2.3 Stability

Provide and maintain interior and exterior shoring, bracing or structural

support to preserve stability and prevent movement, settlement, or collapse

of adjacent structures.

a. Strengthen or add new supports when required during progress of

selective demolition.

3.3 POLLUTION CONTROLS

3.3.1 Dust and Dirt

Use temporary enclosures and other suitable methods to limit the spread of

dust and dirt. Comply with governing environmental protection regulations.

3.3.2 Transport Debris

Remove and transport debris in a manner that will prevent spillage on

adjacent surfaces and areas.

3.3.3 Adjacent Structures

Clean adjacent structures and improvements of dust, dirt, and debris caused

by selective demolition operations. Return adjacent areas to condition

existing before start of selective demolition.

3.4 SELECTIVE DEMOLITION

3.4.1 Existing Construction

Demolish and remove existing construction only to the extent required by new

construction and as indicated on drawings. Use methods required to complete

Work within limitations of governing regulations and as follows:

a. Dispose of demolished items and materials promptly. On-site

storage or sale of removed items is prohibited.

b. Return elements of construction and surfaces to remain to condition

existing before start of selective demolition operations.

3.5 PATCHING AND REPAIRS

Promptly patch and repair holes and damaged surfaces caused to adjacent

construction by selective demolition operations.

Where repairs to existing surfaces are required, patch to produce surfaces

suitable for new materials.

Restore exposed finishes of patched areas and extend finish restoration into

adjoining construction to remain in a manner that eliminates evidence of

patching and refinishing.




3.6 DISPOSAL OF DEMOLISHED MATERIALS

3.6.1 General

Promptly dispose of demolished materials. Do not allow demolished materials

to accumulate on-site.

3.6.2 Burning

Do not burn demolished materials.

3.6.3 Disposal

Transport demolished materials off Government's property and legally dispose

of them.

-- End of Section --

Section 02 39 60– Page 1 of 6

SECTION 02 39 60

RESILIENT FOAM-FILLED MARINE FENDERS

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the

extent referenced. The publications are referred within the text by the

basic designation only.

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A 123 (1989; Rev. A) Zinc (Hot-Dip Galvanized)

Coatings on Iron and Steel Products

ASTM A 153/A 153M (1995) Zinc Coating (Hot-Dip) on Iron and

Steel Hardware

ASTM D 412 (1997) Vulcanized Rubber and Thermoplastic

Rubbers and Thermoplastic Elastomers -

Tension

ASTM D 470 (1993) Crosslinked Insulations and Jackets

for Wire and Cable

ASTM D 1052 (1985; R 1994) Measuring Rubber

Deterioration-Cut Growth Using Ross Flexing

Apparatus

ASTM D 1630 (1994) Rubber Property - Abrasion Resistance

(NBS Abrader)

ASTM D 1667 (1976; R 1990) Flexible Cellular Materials -

Vinyl Chloride Polymers and Copolymers

(Closed-Cell Foam)

ASTM D 2240 (1997) Rubber Property - Durometer Hardness

ASTM D 3575 (1993) Flexible Cellular Materials Made From

Olefin Polymers

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1 (1996) Structural Welding Code - Steel

1.2 SYSTEM DESCRIPTION

1.2.1 Foam Filled Fender

The foam filled fenders shall have the following characteristics:


a) Protective coating composed of a nylon filament reinforced polyurethane skin, resistant to salt water, UV and Ozone degradation.

b) Resilient energy absorbing heat laminated foam core constructed entirely of 100% closed-cell foam.

c) High quality stainless steel integral swivel end fittings and internal chain.

d) Super high capacity energy absorption.

1.3 SUBMITTALS

Submit the following in accordance with Section 01330, Submittal

Procedures."

1.3.1 Product Data

Resilient, foam filled marine fenders

Include dimensions, material specifications, and method of

manufacture.

1.3.2 Test Reports

Fender compression test

Fender cyclic-compression test

Fender sustained-load test

Fender pull-through test

Elastomeric skin thickness test

Submit manufacturer copies of reports of tests specified herein.


1.4.1 Elastomer Skin

The elastomer skin of the fender shall be free from cracks, burrs, warpage,

checks, chipped or blistered surfaces, and shall have a smooth surface.

1.4.2 Steel Fabrication

The steel used in fabrication shall be free from kinks, sharp bends, and

other conditions which would be detrimental to the finished product.

Manufacturing processes shall not reduce the strength of the steel to a

value less than intended by the design. Manufacturing processes shall be

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done neatly and accurately. Make bends by controlled means to insure

uniformity of size and shape.

1.4.3 Foam Core

The foam core shall be homogeneous and of one piece fabricated construction

and shall not be in chip or granular form. The form core shall not contain

scraps, strips, or sheets of foam either rolled or stuffed into the required

shape unless pieces are bonded together in layers of uniform patterns to

form a homogeneous, one piece core. Homogeneous foam rings of adequate

thickness to insure performance of the fender are acceptable provided the

Contractor can show a minimum 5-year performance of similar fenders.

1.4.4 Welding

AWS D1.1. Welds shall be of sufficient size and shape to develop the full

strength of the parts connected by the welds. Welds shall transmit stress

without permanent deformation or failure when the parts connected by the

weld are subjected to proof and service loadings.

1.5 DELIVERY, STORAGE, AND HANDLING

Fenders shall be undamaged when delivered and shall be handled and stored so

as to prevent damage such as bending or abrading end fittings or cutting of

rubber. Protect fenders from exposure to damaging liquids, oils, and

greases.

1.6 WARRANTY

Furnish the manufacturer's warranty. The warranty shall be issued directly

to the Government and shall not be limited in dollar value. The warranty

period shall be not less than 10 years from the date of Government

acceptance of the work.

PART 2 PRODUCTS

2.1 FENDER CONFIGURATION

SUGGESTED REFERENCE TABLE FOR SUPER-HIGH CAPACITY NETLESS STYLE FENDERS

FENDER SIZE:

5’ x 8’

ENERGY ABSORPTION AT OR BEFORE 60 PERCEN COMPRESSION:

699 FT-KIPS

REACTION FORCE AT PREDICTED ENERGY ATTAINMENT:

520 KIPS


Fenders shall have cylindrical mid-bodies with conical or hemispherical

shaped ends terminating in an end fitting on the cylinder's centerline at

each end. Fill interior of the fender with energy absorbing closed-cell

foam as specified. The use of chipped or particulate foam is not

acceptable.

2.2 FOAM CORE

The energy absorbing foam core shall be a closed-cell cross-linked

polyethylene foam with the following properties:

a. Density, ASTM D 1667, 3.3 to 6.5 lbs/ft3

b. Tensile strength, ASTM D 3575 or ASTM D 412, 80 psi minimum

c. Elongation (ultimate), ASTM D 3575 or ASTM D 412, 40 percent

minimum

d. Water absorption percent volume after 24 hour exposure, ASTM D

1667, 5.0 percent maximum

e. Continuous service temperature, [-65 to +120 degrees F].

f. 25 percent compressive set, ASTM D 1667, 8 percent maximum *

g. 50 percent compressive set, ASTM D 3575, 12 percent maximum *

* Contractor option: Compressive Set of foam core material shall be based

on either the 25 percent or the 50 percent requirement listed.

2.3 FENDER SKIN

The outer fender skin shall be minimum 1.25 inches thick and constructed of

elastomer as specified. Reinforcing is optional as required by the

Contractor's design. If reinforcing is used, twelve separate filament

reinforcing wraps shall be applied as specified under Filament Wrap. The

filament wraps shall be evenly distributed in the inner 80 percent to 90

percent of the coating thickness. The outer 10 percent to 20 percent of

elastomer shall have no filament reinforcing. The elastomer and filaments

shall be applied in a continuous manner to assure adhesion between the

various layers. The connection of the skin to the end fittings shall be

designed and sized to transmit twice the safe tensile capacity of the chain

into the fender skin.

2.3.1 Elastomer

The elastomer used in the fender skin shall be 100 percent PTMEG

(polytetramethyleneether glycol) polyether urethane elastomer, with the

following unreinforced properties:

a. Shore A. hardness, ASTM D 2240, 80 to 95.

b. Tensile strength, ASTM D 412, 2800 psi minimum.


c. Elongation (ultimate), ASTM D 412, 300 percent minimum.

d. Tear strength, ASTM D 470, 70 Lbs/inch minimum.

e. Flex life (Ross), ASTM D 1052, 200,000 cycles minimum.

f. Abrasion resistance (NBS), ASTM D 1630, 100 minimum.

2.3.2 Filament Wrap

If filament reinforcing is required by the Contractor's design, construct

each filament reinforcing wrap of continuous filaments applied in a helical

pattern, at a helix angle of 45 to 60 degrees to the longitudinal axis of

the buoy. A wrap shall consist of two such filament helixes of equal but

opposing helix angles. The spacing between the filaments in the same helix

shall be no more than 1/8 inch, measured in a direction parallel to the

longitudinal axis of the fender. Each wrap shall extend along the entire

longitudinal axis of the fender and shall also encase the fender end

fittings and secure them to the fender body.

2.3.3 Filament Reinforcing

The reinforcing filaments in the outer skin shall be nylon tire cord of 2540

denier weight with the following properties:

a. Breaking strength, 53 pounds

b. Elongation (ultimate), 18 percent

2.3.4 Hardware

The external fender hardware shall be stainless steel and the internal

fender mechanism shall be galvanized steel. The chain and end clevis

fitting shall have a minimum ultimate tensile capacity of 144,000 pounds.

The internal chain and end clevis fitting shall have a minimum ultimate

tensile capacity of 130,000 pounds. Shackles shall be 1 3/4 inches and

shall have a minimum ultimate tensile capacity of 65,000 pounds.

2.3.5 Color

Fender skin color shall be black throughout the entire thickness.

2.3.6 Repairability

The fender casing shall be repairable in the event of tears or punctures in

the elastomer skin. The repaired area shall have not less than 90 percent

of the properties as specified in paragraph entitled "Elastomer." Required

repair materials shall be readily available from the fender manufacturer.

2.4 SOURCE QUALITY CONTROL


2.4.1 Fender Compression Test

PART 3 EXECUTION

3.1 INSTALLATION

Install fenders as indicated on the drawings.



SECTION 03 01 30

CONCRETE REHABILITATION

PART 1 GENERAL

1.1 REFERENCES


extent referenced. The publications are referred to within the text by the


ASTM INTERNATIONAL (ASTM)

ASTM C 117 (2004) Standard Test Method for Materials Finer than

75-um (No. 200) Sieve in Mineral Aggregates by

Washing

ASTM C 136 (2006) Standard Test Method for Sieve Analysis of

Fine and Coarse Aggregates

ASTM C 144 (2004) Standard Specification for Aggregate for

Masonry Mortar

ASTM C 1438 (1999; R 2005e1) Standard Specification for Latex and

Powder Polymer Modifiers for Hydraulic Cement

Concrete and Mortar

ASTM C 31/C 31M (2006) Standard Practice for Making and Curing

Concrete Test Specimens in the Field

ASTM C 33 (2003) Standard Specification for Concrete Aggregates

ASTM C 39/C 39M (2005e1) Standard Test Method for Compressive

Strength of Cylindrical Concrete Specimens

ASTM C 881/C 881M (2002) Standard Specification for Epoxy-Resin-Base

Bonding Systems for Concrete

ACI 347 Recommended Practice for Concrete Formwork.

1.2 DEFINITIONS

1.2.1 Epoxy Resin Binder

A two-component epoxy bonding system in low and medium viscosities used by

itself as a primer or for producing epoxy concrete or mortars when mixed

with aggregate.

1.2.2 Epoxy Concrete

A combination of epoxy resin binder and fine and coarse aggregate used in

the repair of spalling along joints or cracks, small surface spalls or

"popouts."


1.2.3 Epoxy Mortar

A combination of epoxy resin binder and fine aggregate used in the surface

repair of non-structural cracks and filling of saw kerfs.

1.2.4 Non-Pressure Epoxy Grout

A combination of epoxy resin binder, a mineral filler and a thixotropic

agent used in cementing dowels in place and the repair of non-structural

cracks.

1.2.5 Pressure Grouting Epoxy

A low viscosity epoxy resin system pumped under pressure into structural

cracks in walls or pavements.

1.2.6 Polymer-Modifier

A polymer used to modify the properties of a cement-based concrete or

mortar. The polymers commonly associated with concrete rehabilitation are

styrene-butadiene and acrylic latex.

1.2.7 Polymer-Modified Material

A combination of polymer, portland cement and/or other cementitious

materials, and fine and/or coarse aggregate. Polymer-modified concrete is

normally placed to a thickness of 1 inch or greater. Polymer-modified

mortar is normally placed to a thickness of less than 1 inch.

1.3 SUBMITTALS

The following shall be submitted in accordance with Section 01 30 00

SUBMITTAL PROCEDURES:

SD-05 Design Data

Job mix formula

SD-06 Test Reports

Sieve analysis test for aggregate

Epoxy resin binder tests

Epoxy grout tests

Polymer-Modified Concrete

SD-07 Certificates

Epoxy resin binder

Epoxy grout


../../../../FL/Marathon/95%25%20Submission/01%2033%2000.doc


SD-08 Manufacturer's Instructions

Epoxy repair material



1.4.1 Design Data

1.4.1.1 Job Mix Formula

Submit, at least 15 days before work commences, a job-mix formula for each

use of epoxy concrete or epoxy mortar. Test reports shall accompany the mix

design. Identify the proposed source of the materials and state the

proportions of aggregates and epoxy resin. When determining job mix, use

samples of materials to be used on the job.

a. Trial batches: Perform a minimum of three trial batchings in a

certified testing laboratory. Try different aggregate-resin proportions

to obtain satisfactory placing and finishing characteristics but keep the

proportion by weight of aggregate to epoxy resin binder at least five to

one. When mixing, add the fine aggregates first, and then the coarse

aggregates. The final trial batch should be sufficiently wet so that

some fines will "bleed" to the surface during finishing operations.

b. Supporting criteria: Include in the submittal the following data for

each trial batch:

(1) Proportions by weight

(2) Unit weights and specific gravities of constituents

(3) Batch weights

(4) Compressive strengths of 3 by 6 inch cylinders, made in accordance

with ASTM C 31/C 31M, air cured for 7 days and tested in accordance

with ASTM C 39/C 39M. Compressive strength shall be a minimum of

5,000 psi.

(5) Curing time

1.4.2 Test Reports

1.4.2.1 Epoxy Resin Binder

Include the following:

a. Viscosity

b. Consistency

c. Gel time

d. Absorption


e. Shrinkage

f. Thermal compatibility

1.4.2.2 Epoxy Resin Grout


a. Epoxy number

b. Consistency

c. Compressive single shear strength

d. Pot life

1.4.2.3 Polymer-Modified Concrete


a. Tensile Strength (28 days)

b. Modulus of Elasticity

c. Coefficient of Thermal Expansion

d. Drying Shrinkage

e. Restrained Shrinkage

f. Cracking

g. Implied strain at 1 year

1.5 DELIVERY, STORAGE, AND HANDLING

Inspect materials delivered to site for damage, unload and store with a

minimum of handling. Deliver epoxy resin components and aggregate materials

in original sealed containers and store in dry covered areas at temperatures

below 90 degrees F. Remove from job site unused mixed materials which have

reached end of working or pot life. Do not allow material to freeze.

1.6 WEATHER LIMITATIONS

Halt work when weather conditions detrimentally affect the quality of

patching or bonding concrete. Apply epoxy resin materials only when the

contact surfaces are completely dry and if the atmospheric and surface

temperature ranges are suitable for the specified epoxy material. Follow

manufacturer's instructions for weather conditions and temperature ranges.

1.7 TRAFFIC CONTROL

Do not permit vehicular or heavy equipment traffic on the pavement in the

work area during the curing period. At the end of the curing period, light


local traffic may be permitted on the pavement if approved by the

Contracting Officer.

1.8 EQUIPMENT

Use a container recommended by the epoxy manufacturer as the mixing vessel.

Use a power drive (air or spark-proof) propeller type blade for mixing

except that hand mixing may be used for small batches. Use equipment

specified by epoxy manufacturer for field mixing of aggregates and epoxy

resin.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Epoxy

2.1.1.1 Epoxy Resin Binder for Concrete and Mortar

ASTM C 881/C 881M, Type III, Grade 1, Class C without mineral filler.

2.1.1.2 Non-Pressure Epoxy Grout

ASTM C 881/C 881M Type IV, Grade 2, Class C with or without mineral filler.

2.1.1.3 Crack Sealer for Pressure Grouting

ASTM C 881/C 881M, Type IV, Grade 1, Class C without filler.

2.1.1.4 Crack Surface Sealer for Pressure Grouting

ASTM C 881/C 881M, Type IV, Grade 3, Class C with mineral filler.

2.1.2 Polymer Modifier for Concrete or Mortar

ASTM C 1438, Type II.

2.1.3 Aggregate

For material passing No. 200 sieve provide a non-plastic material composed

of a minimum of 75 percent limestone dust, talc or silica inert filler.

Provide dry aggregate.

a. For epoxy concrete: ASTM C 33, maximum size 1/2 inch. Conform

to the following requirements:

Sieve Designation Percent Passing by Weight

1/2 in.

3/8 in. 100

No. 4 93-100

No. 8 70-80

No. 16 50-65

No. 30 37-53

No. 50 20-37


No. 100 10-20

No. 200 5-10

b. For epoxy mortar: ASTM C 144, No. 8 sieve

c. For polymer-modified concrete: ASTM C 33, Size No. 8.

2.1.4 Reinforcing Material

Reinforcing steel: ASTM A615; 60 ksi yield grade billet steel, deformed

bars.

Supports: Provide plastic or other non-corrosive chairs and spaces.

2.1.5 Anti-corrosion protective coating for steel reinforcement shall

be a 3-component, solvent free, moisture-tolerant, epoxy-modified,

cementitious product specially formulated as a bonding agent and anti-

corrosion coating.

Compressive strength: ASTM C-109, 8,500 psi @ 28 days

Flexural strength: ASTM C-348, 1250 psi @ 28 days

Spliting Tensile Strength: ASSTM C-496. 600 psi @ 28 days

Bond Strength: ASTM C882, wet on wet 2,800 psi @ 14 days,

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Polymer Modified Concrete

3.1.1.1 Patch Areas

Remove loose concrete from the spalled areas indicated. Inspect the cavity

for remaining defective concrete by tapping with a hammer or steel rod and

listening for dull or hollow sounds. In areas where tapping does not

produce a solid tone, remove additional concrete until testing produces a

solid tone. Make the entire cavity at least one inch deep. Sawcut edges of

cavity to avoid feather edging. Prepare surface of cavity by sandblasting,

grinding, or water blasting. Remove dust, dirt, and loosely bonded material

resulting from cleaning. Ensure cavity surfaces are dry.

3.1.2 Epoxy Mortar for Cracks and Saw Kerfs

Apply epoxy mortar to newly exposed loose and unsound materials. Prepare

surfaces by sandblasting, scarifying or waterblasting. Remove dust, dirt,

and loosely bonded material resulting from cleaning. Ensure surfaces are

dry before application of epoxy mortar.


3.1.3 Epoxy Grout for Cracks

Apply grout to newly exposed concrete free of loose and unsound materials.

Prepare surfaces by sandblasting, scarifying or waterblasting. Remove dust,

dirt, and loosely bonded material resulting from cleaning. Ensure surfaces

are dry before application of epoxy grout.

3.2 MIXING MATERIALS

Make batches small enough to ensure placement before binder sets. Mix

materials in accordance with manufacturer's recommendations.

3.3 PLACEMENT

3.3.1 Polymer-Modified Mortar or Concrete

3.3.1.1 Horizontal Surfaces

Prime surfaces prepared to receive repair material using the manufacturer's

recommended bonding agent using a stiff bristle brush and in accordance with

the manufacturer's instructions. Place polymer-modified concrete before the

bonding agent dries and in layers not exceeding one inch thick for mortar

and two inches thick for concrete. Moist cure polymer-modified material for

a minimum of 24 hours but not more than 48 hours, and then air dry.

3.3.1.2 Vertical Surfaces

For vertical surfaces that are troweled follow the procedure for horizontal

surfaces. For formed vertical surfaces follow the procedure for cement-

based concrete for vertical surfaces. Moist cure polymer-modified material

for a minimum of 24 hours but not more than 48 hours, and then air dry.

3.3.3 Non-Pressure Epoxy Grout

3.3.3.1 Drilling and Grouting Dowels and Anchors

Drill holes for dowels and anchors using drilling equipment suitable for the

intended purpose, as approved by the Contracting Officer. Diameter of holes

shall be as recommended by the adhesive manufacturer. Clean holes by

flushing with water and compressed air prior to placing grout. Anchor

anchors with epoxy grout. Place grout and install anchors as recommended by

the grout manufacturer. Remove excess grout after the anchor has been set

in place. When installing resin cartridges or capsules in submerged

conditions, place properly proportioned resin material in bottom of hole

using a mixing tube prior to inserting the cartridge or capsule.

3.3.3.2 Epoxy Grout for Cracks

Apply epoxy grout at a thickness recommended by the manufacturer. Work

grout into place and consolidate thoroughly so that contact surfaces are

wetted by the grout. Finish surface of grout to the required texture. Do

not feather edge epoxy grout onto adjacent surfaces.

3.3.4 Pressure Grouting of Cracks

Clean each crack of dust, dirt, loose concrete and unsound material. Insert

a valve at both ends of each crack, at the junction of two cracks, and along


the length of each crack at 16 to 20 inch intervals. Fill crack between

valves with crack surface sealer. After crack surface sealer has hardened

and cured, pump crack sealer into valve at one end of crack. For vertical

surfaces start at lowest valve and work upwards. As crack sealer appears at

next valve, pinch closed pumping valve and move to next valve and commence

pumping. Continue procedure until other end of crack is reached. Avoid

delays in pumping operation. After crack sealer has hardened and cured

grind valves off flush with concrete surface. Coat areas of valves with

crack surface sealer and allow to harden and cure.

3.4 CURING

Cure epoxy materials in accordance with manufacturer's recommendations.

3.5 FIELD QUALITY CONTROL

3.5.1 Sampling

As soon as materials are available for sampling, obtain by random selection

a sample of each batch. Clearly identify samples by designated name,

specification number, batch number, project contract number, intended use

and quantity involved.

3.5.2 Testing

Test samples by an approved laboratory. If a sample fails to meet

specification requirements after two tests, replace the batch represented by

the samples tested and retest. Test aggregates in accordance with ASTM C 117

and ASTM C 136.

3.5.3 Inspection

Check each repaired area for cracks, spalls, popouts and loss of bond between

repaired area and surrounding concrete. Check each repaired area for voids by

tapping with a hammer or steel rod and listening for dull or hollow sounds.

Immediately repair defects.

3.6 REBAR PREPARATION

a. Reinforcing steel which has lost more than 15% of its original cross

sectional area at any point shall be repaired by replacing or adding

new steel of equivalent size to the original rebar.

b. New bars shall be lapped a minimum of 48 bar diameters or a minimum of

24”or epoxy doweled a minimum of 8” into sound concrete.

c. Mechanical splices may be used in accordance with manufacturer’s

specifications.

d. Mechanically clean all contaminants and scaling rust from complete

circumference of the bar. In most cases of extensive corrosion

particularly beneath the bars, sand blasting must be performed.

e. Coat steel in accordance with manufacturer’s specifications.

f. Cut steel reinforcement tips at edges in order to obtain a minimum of

1-1/2” concrete cover.

3.7 FORMS


a. Verify lines, levels, and measurement before proceeding with formwork. b. Do not apply release agent where concrete surfaces receive special

finishes or applied coatings, which may be affected by agent.

c. Maintain formwork construction tolerances complying with ACI 347.

3.8 SHORES AND SUPPORTS

a. Comply with ACI 347 for shoring and reshoring. b. The contractor shall provide shoring and reshoring details form a

Florida Registered Professional Engineer.

--- End of Section ---




SECTION 05 50 00

MISCELLANEOUS METAL FABRICATIONS

1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent

referenced. The publications are referred to in the text by the basic

designation only.


ASTM A53 Specification for Pipe, Steel, Black and Hot-

Dipped, Zinc Coated, Welded and Seamless

ASTM A123 Specification for Zinc (Hot-Dipped

Galvanized) Coatings on Iron and Steel

Products

ASTM A153 Specification for Zinc Coating (Hot-Dipped)

on Iron and Steel Hardware.

1.2 SUBMITTALS

Submit the following in accordance with Section 01 33 00, "Submittal

Procedures."

Product Data

Anchor bolts

Thru Bolts

Shop Drawings:

1.3 QUALIFICATION OF WELDERS

Qualify welders in accordance with AWS D1.1 using procedures, materials, and

equipment of the type required for the work.

1.4 DELIVERY, STORAGE, AND PROTECTION

Protect from corrosion, deformation, and other types of damage. Store items

in an enclosed area free from contact with soil and weather. Remove and

replace damaged items with new items.




2 PRODUCTS

2.1 MATERIALS

2.1.1 Anchors , inserts, thru bolts and Fasteners

ASTM A325, stainless steel.

3 EXECUTION

3.1 INSTALLATION

Install items at locations indicated and according to shop drawings.

3.2 ANCHORAGE, FASTENINGS, AND CONNECTIONS

Provide anchorage where necessary for fastening miscellaneous metal items

securely in place. Include for anchorage not otherwise specified or

indicated slotted inserts, expansion shields, and powder-driven fasteners,

when approved for concrete.

Provide non-ferrous attachments for non-ferrous metal. Make exposed

fastenings of compatible materials, generally matching in color and finish,

to which fastenings are applied. Conceal fastenings where practicable.

3.3 BUILT-IN-WORK

Form for anchorage of metal work built-in with concrete or masonry, or

provide with suitable anchoring devices as indicated or as required. Furnish

metal work in ample time for securing in place as the work progresses.

3.4 WELDING

Perform welding, welding inspection, and corrective welding, in accordance

with AWS D1.1. Use continuous welds on all exposed connections. Grind

visible welds smooth in the finished installation.

3.5 FIELD FINISHING

3.5.1 Dissimilar Materials

Where dissimilar metals are in contact, or where aluminum is in contact with

concrete, mortar, masonry, wood, or absorptive materials subject to wetting,

protect surfaces with a coat conforming to FS TT-P-664 to prevent galvanic or

corrosive action. Alkyd is not to be used on metal in contact with concrete

or masonry.

3.5.2 Environmental Conditions

Do not clean or paint surface when damp or exposed to foggy or rainy weather,

when metallic surface temperature is less than 5 degrees F above the dew

point of the surrounding air, or when surface temperature is below 45 degrees

F or over 95 degrees F, unless approved by the Contracting Officer.




SECTION 06 13 33

PIER TIMBER WORK

1 GENERAL

1.1 REFERENCES


referenced. The publications are referred to in the text by the basic

designation only.


ASTM A 123 Zinc (Hot-Dip Galvanized) Coatings on Iron and

Steel Products

ASTM A 153 Zinc Coating (Hot-Dip) on Iron and Steel

Hardware

ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile

Strength

AMERICAN WOOD-PRESERVERS' ASSOCIATION (AWPA)

AWPA C2 Lumber, Timber, Bridge Ties and Mine Ties -

Preservative Treatment by Pressure Processes

AWPA M4 Care of Preservative-Treated Wood Products

AWPA M6 Brands Used on Forest Products

1.2 SUBMITTALS

The following shall be submitted in accordance with contract documents

submittal procedures:

SD-06 Test Reports

Test Reports

Timber preservative inspection

SD-07 Certificates

Delivery inspection list

Certificates, MSDS and CIS

1.3 DELIVERY AND STORAGE

Close-stack treated timber and lumber material in a manner that will prevent

long timbers or preframed material from sagging or becoming crooked. Keep




ground under and within 5 feet of such piles free of weeds, rubbish, and

combustible materials. Protect materials from weather. Handle treated timber

with ropes or chain slings without dropping, breaking outer fibers, bruising,

or penetrating surface with tools. Do not use cant dogs, peaveys, hooks, or

pike poles. Protect timber and hardware from damage.

1.4 CONSTRUCTION EQUIPMENT

Project site is in confined area near other utilities. Site may also include

swampy and wetland areas. CONTRACTOR shall use only very low ground pressure

or high flotation vehicles unless mats are used to spread the load and

prevent rutting. CONTRACTOR shall be responsible for repair and damage

caused by vehicles.


1.5.1 MSDS and CIS

Provide Material Safety Data Sheets (MSDS) and Consumer Information Sheets

(CIS) associated with timber pile preservative treatment. Contractor shall

comply with all safety precautions indicated on MSDS and CIS.

1.5.2 Timber Preservative Inspection

Submit the inspection report of an independent inspection agency, for approval

by the OWNER, which offered products complying with applicable AWPA Standards.

Identify treatment on each piece by the quality mark of an agency accredited

by the Board of Review of the American Lumber Standard Committee.

1.5.3 Delivery Inspection List

Field inspect and submit a verification list of each treated timber member and

each strapped bundle of treated lumber indicating the wording and lettering of

the quality control markings, the species and the condition of the wood. Do

not incorporate materials damaged in transport from plant to site. Inspect

all preservative-treated wood, visually to ensure there are no excessive

residual materials or preservative deposits. Material shall be clean and dry

or it will be rejected due to environmental concerns.

2 PRODUCTS

2.1 MATERIALS

2.1.1 Lumber and Timbers

2.1.1.1 Full Sawn (Solid Sawn)

Provide full sawn (solid sawn) lumber and timbers of stress-rated Southern

Pine with a stress rating of select structural, and identified by the grade

mark of a recognized association or independent inspection agency using the

specific grading requirements of an association recognized as covering the

species used. The association or independent inspection agency shall be

certified by the Board of Review, American Lumber Standards Committee, to

grade the species used.




2.1.1.2 Preservative Treatment

Fabricate lumber and timbers before preservative treatment. The producer, in

accordance with AWPA M6, shall brand each piece of treated lumber or timber.

Treat all wood in accordance with AWPA C2 (Salt Water Contact and Material

Subject to Marine Borer Exposure) with water-borne preservative. Chromated

zinc chlorides, pentachlorophenol-ammoniacal systems, and alkyl ammonium

compounds will not be allowed. The Contractor shall be responsible for the

quality of treated wood products. All timber on this project shall be treated

as exposed to salt water or salt-water splash.

2.1.2 Hardware

Hardware includes steel angles, straps, bolts with necessary nuts and washers,

timber connectors, drift pins, dowels, nails, screws, spikes, and other

fastenings. Bolts and nuts shall conform to ASTM A307, unless otherwise

noted. Provide cast-iron ogee, malleable iron washers, or plate or cut

washers where indicated. Provide bolts with washers under nut and head.

Provide timber connectors and other metal fastenings of type and size shown.

Hot-dip galvanize all ferrous metal, hardware, and fasteners. Steel for

angles, straps and connecting materials shall be ASTM A36 unless otherwise

indicated.

2.1.2.1 Zinc-Coating

Galvanize steel specified or indicated by the hot-dip process in accordance

with ASTM A 123/A 123M or ASTM A 153/A 153M, as applicable.

3 EXECUTION

3.1 CONSTRUCTION

Cut, bevel, and face timbers prior to plant preservative treatment. Provide

protective equipment for personnel fabricating, field treating, or handling

materials treated with creosote or water-borne salts.

3.1.1 Framing

Cut and frame lumber and timber so that joints will fit over contact surface.

Secure timbers and piles in alignment. Open joints are unacceptable.

Shimming is not allowed. Bore holes for drift pins and dowels with a bit 1/16

inch less in diameter than the pin or dowel. Bore holes for bolts with a bit

1/16 inch larger in diameter than rod or bolt. Bore holes for lag screws in

two parts. Make lead hole for shank the same diameter as shank. Make lead

hole for the threaded portion approximately two-thirds of the shank diameter.

Bore holes in small timbers for boat or wire spikes with a bit of the same

diameter or smallest dimension of the spike to prevent splitting. Provide

counterbore where smooth faces are indicated or specified.




3.1.2 Caps

Prior to placing caps, prepare tops of posts or piles according to paragraphs

entitled, "Field Treatment." Place timber caps to secure bearing over tops of

supporting posts or piles and to secure even alignment of their ends.

3.1.3 Fastening

Vertical bolts shall have nuts on the lower end. Where bolts are used to

fasten timber to timber, timber to concrete, or timber to steel, bolt members

together when they are installed and retighten immediately prior to final

acceptance of contract. Provide bolts having sufficient additional threading

to provide at least 3/8 inch per foot thickness of timber for future

retightening.

3.2 FIELD TREATMENT

3.2.1 Timberwork

Field treat cuts, bevels, notches, refacing and abrasions made in the field in

treated piles or timbers in accordance with AWPA M4, MSDS and CIS. Wood

preservatives are restricted use pesticides and shall be applied according to

applicable standards. Trim cuts and abrasions before field treatment. Paint

depressions or openings around bolt holes, joints, or gaps including recesses

formed by counterboring, with preservative treatment used for piles or timber;

and after bolt or screw is in place, fill with hot pitch or a bitumastic

compound.

3.2.2 Piling and Post Protection

In accordance with AWPA M4, immediately after pile or post tops are cut off

and prior to placement of pile cap, protect pile or post top with several

heavy applications of the same preservative used to treat the pile or post, or

else copper naphthenate solutions containing a minimum of 2 percent copper

metal may be used with treated products. Seal ends with a heavy application

of coal-tar pitch or other appropriate sealer and apply caps where indicated.

3.2.3 Galvanized Surfaces

Repair and recoat zinc coating which has been field or shop cut, burned by

welding, abraded, or otherwise damaged to such an extent as to expose the base

metal. Thoroughly clean the damaged areas by wire brushing and remove traces

of welding flux and loose or cracked zinc coating prior to painting. Paint

cleaned area with two coats of zinc oxide-zinc dust paint conforming to MIL-

P-21035. Compound paint with a suitable vehicle in a ratio of one part zinc

oxide to four parts zinc dust by weight.

-- END OF SECTION --


SECTION 31 62 19

TIMBER FENDER PILES

PART 1 GENERAL

1.1 REFERENCES


extent referenced. The publications are referred to within the text by the


AMERICAN WOOD-PRESERVERS' ASSOCIATION (AWPA)

AWPA C1 (2003) All Timber Products - Preservative

Treatment by Pressure Processes

AWPA C3 (2003) Piles - Preservative Treatment by

Pressure Processes

AWPA M4 (2002) Standard for the Care of Preservative-

Treated Wood Products

AWPA M6 (1996) Brands Used on Forest Products

ASME INTERNATIONAL (ASME)

ASME B18.2.2 (1987; R 2005) Square and Hex Nuts (Inch

Series)

ASME B18.21.1 (1999; R 2005) Lock Washers (Inch Series)

ASME B18.22.1 (1965; R 2003) Plain Washers

ASME B18.52.1 (1996; R 2005) Square and Hex Bolts and

Screws (Inch Series)

ASME B18.6.2 (1998; R 2005) Slotted Head Cap Screws,

Square Head Set Screws, and Slotted Headless

Set Screws (Inch Series)

ASME B18.6.3 (2003) Machine Screws and Machine Screw Nuts


ASTM A 123/A 123m (2002) Standard Specification for Zinc (Hot-

Dip Galvanized) Coatings on Iron and Steel

Products

ASTM A 36/A 36M (2005) Standard Specification for Carbon

Structural Steel

ASTM D 1143 (2007) Piles Under Static Axial Compressive

Load

ASTM D 25 (1999; R 2005) Round Timber Piles


1.2 SUBMITTALS

The following shall be submitted in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-03 Product Data

Driving equipment

Cap or cushion block

SD-07 Certificates

Timber piles and related timber work (wale and chocks)

Submit the inspection report of an independent inspection agency,

approved by the Owner, stating that offered products comply with

applicable AWPA Standards. Identify treatment on each piece by the

quality mark of an agency accredited by the Board of Review of the

America Lumber Standard Committee.


Each treated pile shall be branded, by the producer, in accordance with AWPA

M6. Submit the inspection report of an independent inspection agency,

approved by the Owner, stating that offered products comply with applicable

AWPA Standards.

1.4 PLANT INSPECTION

The Owner, at its discretion, reserves the right to inspect the treating

process. Notify the Owner at least 3 weeks prior to beginning the

treatment, stating where preservative treatment will be done. Allow Owner

inspector access to all parts of the plant. Allow inspection of all facets

of the treating process.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Fender Piles

Provide pressure treated Douglas fir or southern pine Class B clean-peeled

piles conforming to ASTM D 25. Minimum butt circumference measured at 3

feet from the butt shall be as indicated. Piles must be in one piece.

Splices will not be permitted.

Treat piles with waterborne preservative either, Ammoniacal Copper Arsenate

(ACA), Ammoniacal Copper Zinc Arsenate (ACZA), or Chromated Copper Arsenate

(CCA) in accordance with AWPA Standards AWPA C1 and AWPA P5 – Salt Water

Piles, which shall be confirmed by the report of an approved independent

inspection agency. Wales and timber chocks shall be treated with the same

chemicals as fender piles.

01%2033%2000.doc


2.1.3 Hardware

Bolts, nuts, washers, concrete inserts and other hardware for timber piles

shall be galvanized steel. Bolts, nuts and washers shall be ASTM A 36, Hot-

Dip Galvanized and conform to ASTM A 123 and ASME B18.

PART 3 EXECUTION

3.1 EXAMINATION

Examine piles when delivered and when in the leads immediately before

driving.

3.2 PREPARATION

Where the protective shell of treated wood is impaired at a point which

after installation will be not less than 10 feet below the ground, make

repairs in accordance with AWPA M4 unless the pile is damaged to such extent

that it is rejected.

3.3 INSTALLATION

Cut piles at cut-off grade with pneumatic tools, sawing, or other approved

method. Bolt holes shall be of a size that will ensure a driving fit.

3.3.1 Driving Piles

Drive without interruption to the indicated tip elevation. If a pile fails

to reach the indicated pile tip elevation, notify the Engineer who will

determine the procedure to be followed.

3.3.2 Driving Equipment

Select and use a pile hammer of sufficient weight and energy to suitably

install the specified pile without damage into the soils expected to be

encountered. Place driving helmet or a cap and cushion block combination

capable of protecting the head of the pile between the top of the pile and

the ram to prevent impact damage to the pile. If block is damaged, split,

highly compressed, charred or burned or has become spongy or deteriorated in

any manner, replace with a new block. The helmet or block shall uniformly

transmit energy to the pile and minimum loss of energy.

3.4 JETTING OF PILES

Jetting, if permitted, MUST FIRST BE APPROVED BY THE ENGINEER.

3.5 PRE-AUGERING OR SPUDDING OF PILES

Pre-augering or spudding of piles may be used with approval of the Engineer.

3.6 TREATMENT

Treat cut, bored, dapped, and damaged surfaces as specified in AWPA M4.


3.7 TOLERANCES IN DRIVING

A variation of not more than 0.25 inch per foot of pile length from the

vertical for plumb piles or more than 0.50 inch per foot of pile length from

the required angle for batter piles will be permitted. The center of butts

must be within 4 inches of the location indicated. Manipulation of piles

will not be permitted. In addition to complying with the stated tolerances,

the clear distance between the heads of piles and the edges of pile caps

shall be a minimum of 5 inches. With prior approval of the engineer,

provide additional reinforcement and concrete to maintain the required

minimum clear distance. Any redesign of pile caps or additional work

required due to improper location of piles shall be the responsibility of

the Contractor and shall be approved by the owner. Heaved piles shall be

redriven to the required tip elevation. Remove and replace with new piles

those damaged, mislocated, or driven out of alignment or provide additional

piles, driven as directed.

3.8 RECORDS

Keep a complete and accurate record of each pile driven. Indicate the pile

location, butt diameter, original length, ground elevation, tip elevation

and cutoff elevation.




SECTION 33 - Page 1 of 9

SECTION 33 32 16

PIER SANITARY SEWER PIPES AND SHIP-TO-SHORE-TIES

PART 1 GENERAL

1.1 REFERENCES


referenced. The publications are referred to within the text by the basic

designation only.

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA M23 (2002) Manual: PVC Pipe - Design and Installation


ASTM D 1784 (2007) Standard Specification for Rigid Poly(Vinyl

Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl

Chloride) (CPVC) Compounds

ASTM D 2241 (2005) Standard Specification for

Poly(Vinyl Chloride) (PVC) Pressure-Rated

Pipe (SDR Series)

ASTM D 2564 (2004e1) Standard Specification for

Solvent Cements for Poly(Vinyl Chloride)

(PVC) Plastic Piping Systems

ASTM D 3139 (1998; R 2005) Joints for Plastic Pressure Pipes

Using Flexible Elastomeric Seals

ASTM F 477 (2007) Standard Specification for Elastomeric Seals

(Gaskets) for Joining Plastic Pipe

1.2 DESCRIPTION OF WORK

The work includes providing approximately 590-feet of new sanitary sewer forced

(SS-FM) mains at Pier D2; and providing three (3) new sanitary sewer ship-to-shore-

ties (SS#1.D2, SS#2.D2, SS#3.D2 ) from USCG boats to shore and related work.

Provide systems complete and ready for operations.

1.3 SUBMITTALS

Government approval is required for submittals prior to purchase. The following

shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

Product Data:

Pipe and fittings and camlock fitting with cover

Valves: Check valves, knife gate valve

Flexible flanged coupling; triple arch expansion joint

Pipe supports (Stainless steel (SS) pipe clamp with shield and neoprene

isolator)

Bonder-primer undercoat & topcoat (Elastomeric paint Gold colored)

Experience & Pressure test

1.4 DELIVERY, STORAGE, AND HANDLING OF MATERIALS

1.4.1 Delivery and Storage

Inspect materials delivered to site for damage. Unload and store with minimum

handling. Store materials in enclosures or under protective covering. Store rubber

gaskets not to be installed immediately under cover, out of direct sunlight. Do not

../Section%2001330.sec




store materials directly on the ground. Keep interior of pipes and fittings free of

dirt and debris.

1.4.2 Handling

Handle pipe, fittings, valves, and other accessories in such manner as to ensure

delivery to the pier in sound, undamaged condition. Avoid injury to coatings and

linings on pipe and fittings; make satisfactory repairs if coatings or linings are

damaged. Carry pipe to the pier; do not drag it.

1.5 GENERAL REQUIREMENTS

1.5.1 Similar Services Experience

The Contractor shall submit a statement demonstrating successful completion of

similar installation of forced sewer mains and services on at least five projects of

similar size and scope and have five years minimum experience in similar projects.

Submit statement at least 2 weeks before submittal of other items required by this

section.

PART 2 PRODUCTS

2.1 PIPE AND FITTINGS

Provide pressure piping, ship-to-shore connections, and related accessories for

force main piping under and above the piers in accordance with this section.

2.1.1 Pipe And Fitting Materials For Sanitary Sewer Forced Main

a. High-density polyethylene (HDPE) continuous-coil flexible-pipe 3408/3608 DR

13.5 (128 PSI), pressure pipe ASTM F714. Pipe shall contain 2-3% carbon black

for above ground use.

2.1.2 Pipe And Fitting Materials For Potable Water Systems

a. HDPE continuous-coil flexible pipe 3408/3608 DR 11 (160 PSI), pressure pipe

ASTM D3035 and compliant with NSF 14 and NSF 61. Pipe shall contain 2-3% carbon

black for above ground use.

2.1.3 Top Coat and Primer (pipe exterior)

a. Primer: Primer concentrate (HC-913) shall be thermo-plastic resin suitable for polyethylene product or plastic adhesion promoter suitable for

polyethylene.

b. Top Coat shall be an exterior elastomeric coating compatible with primer or adhesion promoter. Color pigment shall be compatible with paint and shall be

suitable for potable water or sanitary sewer.

2.1.4 Pipe Joint Materials

A.. Heat fusion weld for HDPE pipe

2.1.1 PVC SDR Plastic Pressure Pipe and Associated Fittings

Sanitary Sewer Forced Main (above ground, above & below pier) shall be pressure-

rated PVC schedule 80 (rated at 300 PSI at 73.4ºF and 150 PSI at 110 ºF) and shall

comply with ASTM D1785. Pipe shall be 4” inside diameter with 0.24” thick walls

unless otherwise indicated. Pipe shall have Titanium Dioxide UV-light inhibitor.

Paint (above pier in pipe trench) sanitary sewer lines with bonder-primer undercoat

and a topcoat of elastomeric paint (gold colored). Mark below pier sewer pipe

(entire length) with visible 1” wide gold-colored stripes.




2.1.1.1 Pipe and Fittings 4” Diameter

Use pipe, couplings and fittings manufactured of materials conforming to ASTM D

1784, Class 12454-B.

(1) Solvent Cement Joint ASTM D2564: Use pipe conforming to dimensional

requirements of ASTM D 1785 or ASTM D 2241 with joints meeting the

requirements of 1.03 MPa( 150 psi) working pressure and 1.38 MPa( 200 psi)

hydrostatic test pressure. USe fittings for solvent cement jointing

conforming to ASTM D 2466 or ASTM D 2467.

(2) Flange and Solvent Cement Joint: Use pipe conforming to dimensional

requirements of ASTM D 1785 or ASTM D 2241 with joints meeting the

requirements of 1.03 MPa( 150 psi) working pressure and 1.38 MPa( 200 psi)

hydrostatic test pressure. Use fittings for solvent cement jointing

conforming to ASTM D 2466 or ASTM D 2467.

2.1.2 Accessories

Provide couplings, flanges, connecting pieces, flexible connectors, and other

adapters as required.

2.1.2.1 Triple Arch Expansion Joint

Provide nine (9) each 12” to 18” long 4” ID flexible triple-arch flanged couplings

with integral gasket applicable for sewage where indicated on drawings. Carrier tube

shall be hypalon with nylon cover and shall be installed on pier to allow for

movement and expansion and contraction and as indicated on drawings. Expansion joint

working pressure rating shall be minimum 250 PSI at 70°F with maximum operating

temperature of 250°F and allow for minimum 5” compression and 2-1/2” expansion with

65-degree angular alignment. Expansion joint shall have nylon cover. Provide one

side of each hose with a floating flange to ease installation and replacement with

integral gasket.

2.1.2.2 Flexible Hose.

Provide ten (10) each 36” to 48” long 4” ID flexible flanged coupling applicable for

sewage where indicated on drawings. Hose liner shall be FEP with EPDM rubber cover

and shall be installed at transition from shore to pier to allow for movement and

expansion and contraction and as indicated on drawings. Circular 4” Hose working

pressure rating shall be minimum 150 PSI at 70°F. Flex connector shall have nylon

scuff jacket. Provide one side of each hose with a floating flange to ease

installation and replacement with PTFE compatible gasket.

2.2 VALVES AND OTHER PIPING ACCESSORIES

2.2.1 Ship-to-shore Knife Gate Valves 4 Inch Diameter (sanitary sewer)

Cast iron gate valve lined with 316 stainless steel with EPDM seats with 316

stainless steel gate, ANSI class 150. Knife valve shall be designed for wastewater

application and shall be complete with handwheel.

2.2.2 Ship-to-shore Check Valves 4 Inch Diameter (sanitary sewer)

Cast iron check valve with Neoprene elastomeric sleeve and epoxy coated interior and

exterior, designed for a hydraulic working pressure of 125 psi. Check valve shall be

designed for sewer/wastewater application and shall be operational in any position.

2.2.3 Pipe Support




Use stainless steel type 304 stainless steel bolts, nuts, washers, anchors, shields

and supports for installation of equipment. Provide 8” long 18 Ga. stainless steel

shield at each support to protect pipe. Support pipe minimum of every seven (7)

feet. At changes in direction, provide two supports with in 12” of elbow. At all

valves, provide two supports with in 12” of valve. Provide complete with shield and

neoprene isolator or felt isolator to allow for expansion and contraction. Secure

to concrete.

2.2.3.1. Angles-Pipe Supports

Angle stainless steel pipe support shall be consist of factory assembled and welded

stainless steel type 304 and consist of minimum of three members of 2” x 2” x ¼”

thick with predrilled holes for attachment to structure and hanger rod. All

connections to structure shall be with stainless steel fasteners, washers, and nuts.

Each nut shall be accompanied by a washer.

2.2.3.2 Clevis Hanger Pipe Supports

Clevis hangers support shall consist of factory assembled and welded stainless steel

type 304 and consist of minimum of two members of 1-1/4” x 3/16” thick connected

with a rod and with 5/8” stainless steel all thread rod. All connections to

structure shall be with stainless steel fasteners, washers, and nuts. Each nut shall

be accompanied by a washer.

2.2.4 Miscellaneous Metals

Use stainless steel type 304 bolts, nuts, washers, anchors, and supports for

installation of equipment.

PART 3 EXECUTION

3.1 INSTALLATION

Provide sewer forced mains and ship-to-shore-ties in accordance with drawings and

requirements of the respective equipment manufacturers. Dampen and isolate

equipment vibration. Paint all exposed lines (excludes lines directly under pier)

gold colored with acrylic or latex paint manufactured for exterior use. Provide

primer-bonder suitable for PVC.

3.1.1 Installation of PVC Plastic Pressure Pipe and Fittings

Unless otherwise specified, install pipe and fittings in accordance with paragraph

entitled "General Requirements for Installation of Pipelines" of this section and

with the recommendations for pipe joint assembly and appurtenance installation in

AWWA M23, Chapter 7, "Installation" and all manufacturer recommendations.

a. Pipe Less than 100 mm( 4 Inch) Diameter:

(1) Solvent-weld joints shall comply with the manufacturer's instructions.

(2) Flanges: Exercise care to ensure that the gasket remains in proper

position. Comply with manufacturer’s instructions.

3.1.2 Valves

Installation of Valves: Make and assemble joints to gate valves and check valves as

specified for making and assembling the same type joints between pipe and fittings.

3.1.3 Force Main PVC SDR




Comply with manufacturer’s instruction and recommendations. Support pipe under pier

on stainless steel hangers with all stainless steel hardware unless specified

otherwise.

3.1.4 Equipment Installation

Install equipment in accordance with these specifications and the manufacturer's

installation instructions. Install piping to avoid imposing stress on any

equipment. Match couplings and flanges accurately before securing bolts.

3.2 FIELD TESTS AND INSPECTIONS

Perform all field tests, and provide all labor, equipment, and incidentals required

for testing, except that water and electric power needed for field tests will be

furnished as set forth in Division 01. Produce evidence, when required, that any

item of work has been constructed in accordance with contract requirements.

3.2.1 Testing Procedure

Test in operation all equipment to demonstrate compliance with the contract

requirements. Open and close all valves two times to demonstrate valves are fully

functional.

3.2.2 Tests for Pressure Lines Forced Main Sanitary Sewer Piping

Test pressure lines in accordance with the applicable standard specified this

paragraph. For hydrostatic pressure test, use a hydrostatic pressure of 60 psi,

holding the pressure for a period of not less than two hours. Test HDPE plastic

pressure lines in accordance with the requirements of AWWA C605 for pressure tests,

using the allowable leakage given therein. Hydrostatically test each new piping

system at not less than 60 psig with no leakage or reduction in gage pressure for 2

hours.

3.2.3 Retesting

If any deficiencies are revealed during any test, such deficiencies shall be

corrected and the tests shall be reconducted until the results of the tests are

within specified allowances, without additional cost to the Government.

PART 4 PHOTOGRAPHS

4.1. Photographs are to assist the contractor, but do NOT depict the scope of work.

Photographs were shot prior to construction; but may not depict current conditions.




EXISTING 4” PIER SANITARY SEWER AT RIGHT ALONG BULKHEAD (COLOR BLACK-GRAY) NEXT TO

OTHER MISC LINES WITH JP-5 FUEL LINE TO LEFT (COLOR WHITE) . PHOTOGRAPH OF PIER D2 LOOKING WEST.




EXISTING 4” PIER SANITARY SEWER AT LEFT ALONG BULKHEAD (COLOR BLACK-GRAY) NEXT TO

THREE OTHER MISC LINES WITH JP-5 FUEL LINE TO RIGHT (COLOR WHITE) . PHOTOGRAPH OF PIER D2 LOOKING EAST.




EXISTING 4” PIER SANITARY SEWER ALONG BULKHEAD (COLOR BLACK-GRAY. PHOTOGRAPH OF PIER

D2 LOOKING NORTH.

EXISTING 4” SANITARY SEWER SHIP-TO-SHORE CONNECTION SS#1.D2 TO BE REPLACED. NOTE THE

ABOVE GROUND TO UNDERGROUND TRANSITION (RIGHT PHOTO).




ABOVE GROUND TO UNDERGROUND TRANSITION TO EXISTING 4” SANITARY SEWER SHIP-TO-SHORE

CONNECTION SS#1.D2 TO BE REPLACED. EXISTING UNDERGROUND LINE TO REMAIN.

EXISTING 4” SANITARY SEWER SHIP-TO-SHORE CONNECTION SS#2.D2 TO BE REPLACED


SUBMITTAL REGISTER PROJECT NUMBER 07-M9472TITLE AND LOCATION CONTRACTOR

REPAIR PIER AND INSTALL FENDERS, PIER D2, USCG SECTOR KEY WEST

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(a) (b) (c ) (d) (g) (h) (I) (j) (k) (l) (m) (n) (o) (p) (q) ( r)

01 11 00 GENERAL REQUIREMENTS

Certificates of Insurance

Surety Bonds

Schedule of Values

List of Proposed Subcontractors

List of Proposed Products

Health & Safety Plan

Environmental Protection Plan

01 32 01 PROJECT SCHEDULE

Construction Schedule

Progress Schedule

02 22 00 SELECTIVE DEMOLITION

Demolition plan or description of all demolition

procedures and sequence.

02 39 60 RESILLIENT FOAM FILLED MARINE FENDERS

Product Data/Material Specifications & Shop

Drawings

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03 01 30 CONCRETE REHABILITATION

Design data:

Job Mix Formula

Test Reports:

Epoxy Resin Binder

Epoxy Grout Tests

Certificates:

Epoxy resin binder

Epoxy grout

Polymer Modified Concrete

Manufacturers Instructions

Epoxy Repair Material

Polymer Modified Concrete

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Bolting & Connection Hardware

06 13 33 PIER TIMBERWORK

Timber Test Reports

Timber Preservative Inspection

Galvanized Steel Screws Product Data

31 62 19 TIMBER FENDER PILES

Timber Test Reports

Timber Preservative Inspection



ATTACHMENT 1

ASBESTOS AND LEAD SURVEY REPORTS

5751 Miami Lakes Drive Miami Lakes, Florida 33014 Tel (305) 374-8300 Environmental Services, LLC Fax (305) 374-9004 www.eeandg.com

Miami Melbourne Orlando Tampa

February 23, 2015 EE&G Project No. 2015-2251 Mr. Robert Guzman, P.E. Project Manager US Coast Guard CEU Miami 15608 SW 117th Avenue Miami, Florida 33177 Subject: Pre-Renovation Asbestos Survey

Pier D2 Repair Project Coast Guard Sector Key West 100 Trumbo Road Key West, Florida 33040

Dear Mr. Guzman: EE&G Environmental Services, LLC (EE&G) conducted an asbestos survey of Coast Guard Sector Key West Pier D2 located at 100 Trumbo Road, Key West, Florida. The purpose of this inspection was to identify the presence, extent, and condition of asbestos-containing materials (ACM) in the surveyed areas of the sanitary sewer line and concrete bulk head of Pier D2 for compliance with the Environmental Protection Agency (EPA) National Emissions Standards for Hazardous Air Pollutants (NESHAP), Monroe County and applicable local, State and Federal Guidelines. As such, the survey was limited to sampling the suspect materials of the sanitary sewer line and concrete bulkhead to be impacted during the upcoming renovations. The survey was conducted on February 12, 2015 by Hiram Aguiar (certified by the USEPA under the Asbestos Hazards Emergency Response Act, AHERA). This letter will serve as the final report for the assessment. SUMMARY EE&G collected a total of four samples of the following materials: red and black pipe gasket for the sanitary sewer line. None of the materials sampled were found to be ACM. See Appendix A for Laboratory Results.

SURVEY METHODS The accessible areas of the sanitary sewer line and concrete bulk head of Pier D2 were inspected for suspect ACM, unless otherwise noted. Each observed suspect material was assigned a homogenous area number, described, and measured. Each observed suspect material was either sampled or assumed to be asbestos-containing. Samples of suspect ACM were collected using procedures established by the United States (US) Environmental Protection Agency (EPA) Code of Federal Regulations (CFR) Title 40 Part 763 Subpart E, Asbestos-Containing Materials in Schools. Samples were sent to EMSL Analytical, Inc. in North Miami Beach, Florida for analysis. Upon arrival at the laboratory, the samples were logged-in and stored for analysis. Analyses were performed using the polarized light microscopy (PLM) method of asbestos detection using guidelines and procedures established in the Method for the Determination of Asbestos in Bulk Building Materials (EPA-600/R-93-116 July, 1993). Results were given as percent (%) asbestos

Mr. Robert Guzman, P.E. February 23, 2015 Page 2

USCG PIER D2 SURVEY

by volume. Samples found to contain greater than 1% asbestos were considered positive and listed as ACM. LIMITATIONS OF SURVEY This asbestos inspection report has been prepared by EE&G in a manner consistent with industry standards exercised by members of the profession practicing under similar conditions. No other warranty, expressed or implied is made. The intent of this survey report is to assist the owner or client in locating ACM. Under no circumstances is this survey to be utilized as a proposal or a project specification document without the expressed written consent of EE&G. The survey was conducted to identify suspect ACM in accessible areas of the sanitary sewer line and concrete bulk head of Pier D2 only. Some ACM may not have been discovered due to inaccessibility or missing/incomplete plans. Any suspect materials discovered subsequent to the issue of this survey report should be sampled and analyzed to determine asbestos content and to initiate appropriate responses. Analyses were carried out by PLM. While the most commonly accepted analytical method for detecting asbestos in bulk materials, PLM is known to have limited resolution and may not detect extremely small asbestos fibers. Certain materials, notably vinyl floor tiles, may contain extremely fine asbestos fibers that are beyond the resolution of PLM. EE&G's interpretations and recommendations are based upon the results of sample collection and analyses in compliance with environmental regulations, quality control and assurance standards, and the scope of work as indicated in EE&G’s proposal. The results, conclusions, and recommendations contained in this report pertain to conditions observed at the time of the survey. Other conditions elsewhere in the subject building(s) may differ from those in the inspected/surveyed locations and, such conditions are unknown, may change over time, and have not been considered. This report was prepared solely for the use of EE&G’s client, and is not intended for use by third party beneficiaries. The client shall indemnify and hold EE&G harmless against liability for loss arising out of or relating to reliance by a third party on work performed thereunder, or the contents of this report. EE&G will not be held responsible for the interpretation or use by others of data developed pursuant to the compilation of this report, or for use of segregated portions of this report.


USCG PIER D2 SURVEY

SURVEY AREA DESCRIPTION AND OBSERVATIONS Pier D2 was observed to be constructed of concrete. Plumbing components were observed were PVC and metal. No pipe insulation was observed during this inspection of Pier D2. According to the client the scope-of-work included repair work on the sanitary sewer line and concrete bulk head. RESULTS The results of the PLM analyses and assessment of suspect ACM are as follows: Asbestos-containing materials (ACM) ACM was not found in the materials sampled that may be impacted by the planned renovations.

Nonasbestos-containing materials Asbestos was not detected or was found in amounts less than or equal to 1 percent in the following materials:

Black pipe gasket – sanitary sewer line. Red pipe gasket – sanitary sewer line.

The original laboratory report is included as Appendix A. CONCLUSIONS None of the materials sampled within the inspected area were found to contain asbestos. If other specific areas at this location are to be impacted during planned renovations or demolition, an asbestos survey of these areas will be required. Suspect materials discovered after this inspection should be sampled and analyzed to determine asbestos content and to initiate appropriate responses. RECOMMENDATIONS Notification to the Florida Department of Environmental Protection (FDEP) of intent to renovate is not necessary, however, the general contractor should have a copy of this survey at the site during the entire project as proof of compliance with 40 CFR 61 (NESHAP). EE&G appreciates the opportunity to provide the US Coast Guard CEU Miami with environmental consulting services. If you have any questions or require further clarifications, please do not hesitate to contact us at (305) 374-8300. Sincerely, Reviewed by Certified AHERA Building Inspector Jay W. Sall, CIH Senior Project Professional, EE&G IH Practice Director, EE&G Asbestos Consultant #AX0000011


USCG PIER D2 SURVEY

Attachments: Appendix A: Laboratory Report Appendix B: Photographs Appendix C: Certificates

Mr. Robert Guzman, P.E. February 23, 2015 Appendices

USCG PIER D2 SURVEY

APPENDIX A

PLM LABORATORY RESULTS

EMSL Analytical, Inc.19501 NE 10th Ave. Bay A, N. Miami Beach, FL 33179

Phone/Fax: (305) 650-0577 / (305) 650-0578

http://www.EMSL.com [email protected]

171500678

CustomerID: EEG50

CustomerPO:

ProjectID:

EMSL Order:

Attn: Hiram Aguiar

EE & G

5751 Miami Lakes Drive East

Miami Lakes, FL 33014

Received: 02/16/15 10:15 AM

USCG Sector Key West Pier D2 / 2015-2251

Fax:

Phone: (305) 374-8300

Project:

2/17/2015Analysis Date:

2/12/2015Collected:

Sample Description Appearance % Type

AsbestosNon-Asbestos

% Fibrous % Non-Fibrous

Test Report: Asbestos Analysis of Bulk Materials via EPA 600/R-93/116 Method using

Polarized Light Microscopy

1

171500678-0001

Pipe Gasket Black None Detected

Non-Fibrous

Homogeneous

Non-fibrous (other)100%

2

171500678-0002

Pipe Gasket Black None Detected

Non-Fibrous

Homogeneous


3

171500678-0003

Pipe Gasket Red None Detected

Non-Fibrous

Homogeneous


4

171500678-0004

Pipe Gasket Red None Detected

Non-Fibrous

Homogeneous


1THIS IS THE LAST PAGE OF THE REPORT.Test Report PLM-7.28.9 Printed: 2/17/2015 11:33:52 AM

Kimberly Wallace, Laboratory Manager

or other approved signatory

Analyst(s)

EMSL maintains liability limited to cost of analysis. This report relates only to the samples reported and may not be reproduced, except in full, without written approval by EMSL. EMSL bears no responsibility for sample collection activities or analytical method limitations. Interpretation and use of test results are the responsibility of the client. This report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST or any agency of the federal government. Non-friable organically bound materials present a problem matrix and therefore EMSL recommends gravimetric reduction prior to analysis. Samples received in good condition unless otherwise noted. Estimated accuracy, precision and uncertainty data available upon request. Unless requested by the client, building materials manufactured with multiple layers (i.e. linoleum, wallboard, etc.) are reported as a single sample. Reporting limit is 1%

Samples analyzed by EMSL Analytical, Inc. N. Miami Beach, FL NVLAP Lab Code 200204-0

Initial report from 02/17/2015 11:33:52

Edgar Rodriguez (4)

http://www.EMSL.com


OrderID: 171500678

Page 1 Of 1


USCG PIER D2 SURVEY

APPENDIX B

INSPECTION PHOTOGRAPHS


USCG PIER D2 SURVEY

Photo 1: Typical view of the sanitary sewer line on Pier D2 scheduled for renovations.

Photo 2: Close-up view of the PVC and metal constructed sanitary sewer line attached to

the concrete bulk head on Pier D2.


USCG PIER D2 SURVEY

Photo 3: Nonacm black pipe gasket sampled during this inspection.

Photo 4: Nonacm red pipe gasket sampled during this inspection.


USCG PIER D2 SURVEY

APPENDIX C

CERTIFICATES

5751 Miami Lakes Drive Miami Lakes, Florida 33014 Tel (305) 374-8300 Environmental Services, LLC Fax (305) 374-9004 www.eeandg.com

Miami Melbourne Orlando Tampa

February 23, 2015 EE&G Project No. 2015-2251 Mr. Robert Guzman, P.E. Project Manager US Coast Guard CEU Miami 15608 SW 117th Avenue Miami, Florida 33177 Subject: Pre-Renovation Lead Paint Survey Report

Pier D2 Repair Project Coast Guard Sector Key West 100 Trumbo Road Key West, Florida 33040

Dear Mr. Guzman: At the request of US Coast Guard CEU Miami (Client), EE&G Environmental Services, LLC (EE&G) conducted an assessment for the presence of lead in painted surfaces at the Coast Guard Sector Key West Pier D2 sanitary sewer line and concrete bulk head areas located at 100 Trumbo Road, Key West, FL. The purpose of the assessment was to determine the presence of lead in painted surfaces that will be disturbed during planned renovations/repair activities. The scope of these activities was described by the Client and included:

Removal or repair of the sanitary sewer line components. Repairing the concrete bulk head areas.

METHODS The renovation areas, identified by the Client’s on site representative were visually inspected and representative paint chips samples were collected from painted surfaces or coatings likely to be impacted based on component type and substrate. Based on the inspection, the following painted surfaces were identified as likely to be disturbed and therefore were tested:

Yellow paint on raised concrete barrier. Red paint on concrete bulk head. Grey paint on sanitary sewer PVC pipe. Yellow paint on concrete bulk head. Black paint on metal dock cleat. Paint on metal pipe connected to the sanitary sewer line. Gold and blue paint on metal pipe. Red paint on metal valve handle. Yellow paint on metal pipe cover. Blue paint on metal pipe valve. Gold paint on metal pipe valve.

The sampling was conducted in a manor to minimize the introduction of the substrate material into the samples. The samples were delivered to EMSL Laboratory, Inc. (EMSL) located in Cinnaminson, New Jersey. EMSL is an American Industrial Hygiene Association (AIHA) accredited laboratory in environmental lead for analysis by Flame AAS (Method SW 846, 7420) for total lead concentrations. The results were provided in percent by weight (% wt.).


The United States Environmental Protection Agency (EPA) defines lead based paint (LBP) as paint or coatings with a result at or greater than 1.0 mg/cm2, 0.5 %/Wt. or 5,000 parts per million when measured by Flame AAS. The Occupation Safety and Health Administration (OSHA) considers measurable quantities of lead in paints and coatings to be lead-containing. Due to the potential for lead dust to be generated or migrate beyond the work area during renovation/demolition activities, both the EPA and OSHA criteria were used to interpret data. The EPA's Lead Renovation, Repair and Painting Rule (RRP Rule) guides contractors who will be conducting activities that will impact LBP but is not intended to be used to abate, mitigate or completely remove lead-containing materials. Those activities are regulated in the Toxic Substances Control Act (TSCA) sections 402/404. LIMITATIONS This sample analysis letter report has been prepared by EE&G in a manner consistent with industry standards exercised by members of the profession practicing under similar conditions. No other warranty, expressed or implied is made. The intent of this survey was to assist the Client in identifying lead in paint, as defined by the EPA as well as OSHA. Should renovation/demolition plans change from that stated in this report or if work shall impact other building components which were not sampled during this limited survey, the contractor should not impact said building materials until the materials are sampled. Under no circumstances is this letter to be utilized as a proposal or a project specification document without the expressed written consent of EE&G. EE&G's interpretations and recommendations are based upon the results of the sample analyses in compliance with environmental regulations, and information provided to EE&G by the Client. This report was prepared solely for the use of EE&G’s client, US Coast Guard CEU Miami, and is not intended for use by third party beneficiaries. The client, and shall indemnify and hold EE&G harmless against liability for loss arising out of or relating to reliance on by third party work performed thereunder, or the contents of this report. EE&G will not be held responsible for the interpretation or use by others of data developed pursuant to the compilation of this report, nor for use of segregated portions of this report. FINDINGS EE&G collected 21 representative paint chips, results of the laboratory analysis follows:

1) Yellow paint on raised concrete barrier (BERM) #1 4.1 % wt. 2) Yellow paint on raised concrete barrier (BERM) #2 4.3 % wt. 3) Yellow paint on raised concrete barrier (BERM) #3 4.3 % wt. 4) Yellow paint on raised concrete barrier (BERM) #4 1.7 % wt. 5) Red paint on concrete bulk head 0.013 % wt. 6) Red paint on concrete bulk head <0.023 % wt. 8) Grey paint on PVC sanitary pipe. <0.034 % wt. 9) Yellow paint on concrete bulk head <0.010 % wt. 10) Yellow paint on concrete bulk head <0.091 % wt. 11) Yellow paint on concrete bulk head <0.010 % wt. 12) Black paint on metal dock cleat 0.46 % wt. 13) Black paint on metal dock cleat 0.37 % wt.


14) Black paint on metal dock cleat <0.010 % wt. 15) Black paint on metal dock cleat <0.010 % wt. 16) Paint on metal pipe for sanitary sewer <0.010 % wt. 17) Gold/blue paint on metal pipe valve pipe by electrical panel <0.015 % wt. 18) Red paint on metal valve handle 0.093 % wt. 19) Yellow paint on metal pipe cover by barrier #1 <0.010 % wt. 20) Blue paint on metal valve by barrier #1 0.22 % wt. 21) Gold paint on metal pipe valve by barrier #2 <0.010 % wt.

A copy of the laboratory report is attached. CONCLUSIONS AND RECOMMENDATIONS Based upon the results of the survey, EE&G presents the following conclusions and recommendations:

The samples from the raised concrete barriers (BERM 1-4) were found to be LBP as defined by the EPA. Samples from the concrete bulk head, metal dock cleat, and metal valves were found to contain measurable quantities of lead but were below the EPA threshold of LBP. OSHA considers measurable quantities of lead in paints and coatings to be lead-containing and a potential source of exposure. Furthermore, it is the experience of EE&G as well as generally recognized within the industry that certain activities when performed on paint that contains even low concentrations of lead can result in significant contamination.

The EPA's RRP requires that contractors performing renovation, repair, and

painting projects that disturb lead-based paint in residences and child care facilities constructed before 1978 have their firm certified by the EPA (or an EPA authorized state), use certified renovators who are trained by EPA-approved training providers and follow lead-safe work practices. Additionally, activities that would pulverize, crush, abrade, dissolve or heat and potentially release lead dust or fumes from lead-containing materials must be performed by workers in accordance with the OSHA standard for removal of lead-containing paint. If these materials can remain intact during renovation, then no other special handling is required.

To comply with OSHA lead regulation 29 CFR 1926.62, this report should be

made available to personnel that will conduct the demolition operations at this facility. This regulation considers coatings that contain measurable amounts of lead to be lead-based paint and mandates protective measures when a painting or demolition project involves the disturbance of painted components in such a way as to cause airborne emissions of lead particulate (sanding, scraping, grinding, etc.). These protective measures include: hazard communication training, personnel protection (respirators, protective suits, etc.), engineering controls and personnel air monitoring until results of the personnel monitoring indicate airborne lead concentrations below the Action Level (AL) of 30 micrograms per cubic meter as an eight-hour time weighted average (TWA). In lieu of the above protective measures, painting and or demolition personnel may provide objective historical data from previous similar projects to demonstrate that the AL for lead will not be exceeded.


Should renovations impact other painted components which were not sampled, further testing of those materials would be warranted. Please contact the undersigned with questions regarding this letter. Sincerely, Reviewed by Hiram A. Aguiar Jay Sall, C.I.H. Senior Project Professional, EE&G Senior Technical Advisor, EE&G EPA Certified Lead Based Paint Risk Assessor Appendices Appendix A: Laboratory Analysis Report Appendix B: Photographs Appendix C: Certificates


APPENDIX A

LABORATORY ANALYSIS REPORT FLAME AAS (SW 846 3050B/7000B)

Client Sample Description ConcentrationLab ID AnalyzedLead

Collected

EMSL Analytical, Inc.200 Route 130 North, Cinnaminson, NJ 08077

Phone/Fax: (856) 303-2500 / (856) 786-5974


Attn: Hiram Aguiar

EE & G



Received: 02/16/15 10:00 AM

USCG Sector KW- Pier D2- 100 Trumbo Road, FL 33040 EEG P#2015-2251

Fax:

Phone: (305) 374-8300

Project:

2/12/2015Collected:

Test Report: Lead in Paint Chips by Flame AAS (SW 846 3050B/7000B)*

201501662

CustomerID: EEG50

CustomerPO:

ProjectID:

EMSL Order:

Site: Yellow Paint on Raised Concrete Barrier (BERM) #1

201501662-00011 4.1 % wt2/17/20152/12/2015


201501662-00022 4.3 % wt2/17/20152/12/2015


201501662-00033 4.3 % wt2/17/20152/12/2015


201501662-00044 1.7 % wt2/17/20152/12/2015

Site: Red Paint on Concrete Bulkhead

201501662-00055 0.013 % wt2/17/20152/12/2015

Site: Red Paint on Concrete Bulkhead

201501662-00066 <0.023 % wt2/17/20152/12/2015

Site: Grey Paint on PVC Sanitary Sewer Line

201501662-00088 <0.034 % wt2/17/20152/12/2015

Site: Yellow Paint on Concrete Bulkhead

201501662-00099 <0.010 % wt2/17/20152/12/2015


201501662-001010 0.091 % wt2/17/20152/12/2015


201501662-001111 <0.010 % wt2/17/20152/12/2015

Site: Black Paint on Metal Cleat

201501662-001212 0.46 % wt2/17/20152/12/2015


201501662-001313 0.37 % wt2/17/20152/12/2015


201501662-001414 <0.010 % wt2/17/20152/12/2015


201501662-001515 <0.010 % wt2/17/20152/12/2015

Site: Paint on Metal Pipe for Sanitary Sewer Line

201501662-001616 <0.010 % wt2/17/20152/12/2015

Page 1 of 2

Julie Smith - Laboratory DirectorNJ-NELAP Accredited:03036or other approved signatory

Test Report ChmSnglePrm/nQC-7.32.3 Printed: 2/18/2015 4:02:27 PM

*Analysis following Lead in Paint by EMSL SOP/Determination of Environmental Lead by FLAA. Reporting limit is 0.010 % wt based on the minimum sample weight per our SOP. Unless noted, results in

this report are not blank corrected. This report relates only to the samples reported above and may not be reproduced, except in full, without written approval by EMSL. EMSL bears no responsibility for

sample collection activities. Samples received in good condition unless otherwise noted. "<" (less than) result signifies that the analyte was not detected at or above the reporting limit. Measurement of uncertainty is available upon request. The QC data associated with the sample results included in this report meet the recovery and precision requirements established by the AIHA-LAP, unless specifically

indicated otherwise.

Samples analyzed by EMSL Analytical, Inc. Cinnaminson, NJ NELAP Certifications: NJ 03036, NY 10872, PA 68-00367, AIHA-LAP, LLC ELLAP 100194, A2LA 2845.01


http://www.EMSL.com


Client Sample Description ConcentrationLab ID AnalyzedLead

Collected

EMSL Analytical, Inc.200 Route 130 North, Cinnaminson, NJ 08077

Phone/Fax: (856) 303-2500 / (856) 786-5974


Attn: Hiram Aguiar

EE & G



Received: 02/16/15 10:00 AM

USCG Sector KW- Pier D2- 100 Trumbo Road, FL 33040 EEG P#2015-2251

Fax:

Phone: (305) 374-8300

Project:

2/12/2015Collected:

Test Report: Lead in Paint Chips by Flame AAS (SW 846 3050B/7000B)*

201501662

CustomerID: EEG50

CustomerPO:

ProjectID:

EMSL Order:

Site: Gold/Blue Paint on Metal Pipe by Electrical Panel

201501662-001717 <0.015 % wt2/17/20152/12/2015

Site: Red Paint on Metal Valve Handle

201501662-001818 0.093 % wt2/17/20152/12/2015

Site: Yellow Paint on Pipe Cover by Barrier #1

201501662-001919 <0.010 % wt2/17/20152/12/2015

Site: Blue Paint on Metal Valve by Barrier #1

201501662-002020 0.22 % wt2/12/2015

Site: Gold Paint on Metal Pipe Valve by Barrier #2

201501662-002121 <0.010 % wt2/12/2015

Matrix spike recovery and sample duplicate result were outside control limits due to the non-homogeneity of the matrix. All other QC met method criteria.

Page 2 of 2

Julie Smith - Laboratory DirectorNJ-NELAP Accredited:03036or other approved signatory

Test Report ChmSnglePrm/nQC-7.32.3 Printed: 2/18/2015 4:02:27 PM

*Analysis following Lead in Paint by EMSL SOP/Determination of Environmental Lead by FLAA. Reporting limit is 0.010 % wt based on the minimum sample weight per our SOP. Unless noted, results in

this report are not blank corrected. This report relates only to the samples reported above and may not be reproduced, except in full, without written approval by EMSL. EMSL bears no responsibility for

sample collection activities. Samples received in good condition unless otherwise noted. "<" (less than) result signifies that the analyte was not detected at or above the reporting limit. Measurement of uncertainty is available upon request. The QC data associated with the sample results included in this report meet the recovery and precision requirements established by the AIHA-LAP, unless specifically

indicated otherwise.

Samples analyzed by EMSL Analytical, Inc. Cinnaminson, NJ NELAP Certifications: NJ 03036, NY 10872, PA 68-00367, AIHA-LAP, LLC ELLAP 100194, A2LA 2845.01


http://www.EMSL.com


OrderID: 201501662

Page 1 Of 2

OrderID: 201501662

Page 2 Of 2


APPENDIX B

PHOTOGRAPHS


Photo 1: Yellow paint identified as LBP on raised concrete barrier (BERM) during

this inspection.

Photo 2: Typical LBP on raised concrete barrier (BERM).


Photo 3: Metal dock cleat paint found to contain measurable quantities of lead but

was below the EPA threshold of LBP.

Photo 4: Red paint on metal valve found to contain measurable quantities of lead

but was below the EPA threshold of LBP.


Photo 5: Blue paint on metal pipe valve found to contain measurable quantities of

lead but was below the EPA threshold of LBP.

Photo 6: Yellow paint on concrete bulk head found to contain measurable

quantities of lead but was below the EPA threshold of LBP.


Photo 7: Red paint on concrete bulk head found to contain measurable quantities

of lead but was below the EPA threshold of LBP.


APPENDIX C

CERTIFICATES



ATTACHMENT 2

STANDARD MANATEE, SEA TURTLE AND SMALLTOOTH SAW FISH

CONDITIONS FOR IN WATER WORK

STANDARD MANATEE CONDITIONS FOR IN-WATER WORK 2011

The permittee shall comply with the following conditions intended to protect manatees from direct project effects: a. All personnel associated with the project shall be instructed about the presence of manatees and

manatee speed zones, and the need to avoid collisions with and injury to manatees. The permittee shall advise all construction personnel that there are civil and criminal penalties for harming, harassing, or killing manatees which are protected under the Marine Mammal Protection Act, the Endangered Species Act, and the Florida Manatee Sanctuary Act.

b. All vessels associated with the construction project shall operate at "Idle Speed/No Wake” at all

times while in the immediate area and while in water where the draft of the vessel provides less than a four-foot clearance from the bottom. All vessels will follow routes of deep water whenever possible.

c. Siltation or turbidity barriers shall be made of material in which manatees cannot become

entangled, shall be properly secured, and shall be regularly monitored to avoid manatee entanglement or entrapment. Barriers must not impede manatee movement.

d. All on-site project personnel are responsible for observing water-related activities for the presence

of manatee(s). All in-water operations, including vessels, must be shutdown if a manatee(s) comes within 50 feet of the operation. Activities will not resume until the manatee(s) has moved beyond the 50-foot radius of the project operation, or until 30 minutes elapses if the manatee(s) has not reappeared within 50 feet of the operation. Animals must not be herded away or harassed into leaving.

e. Any collision with or injury to a manatee shall be reported immediately to the Florida Fish and

Wildlife Conservation Commission (FWC) Hotline at 1-888-404-3922. Collision and/or injury should also be reported to the U.S. Fish and Wildlife Service in Jacksonville (1-904-731-3336) for north Florida or Vero Beach (1-772-562-3909) for south Florida, and to FWC at [email protected]

f. Temporary signs concerning manatees shall be posted prior to and during all in-water project activities. All signs are to be removed by the permittee upon completion of the project. Temporary signs that have already been approved for this use by the FWC must be used. One sign which reads Caution: Boaters must be posted. A second sign measuring at least 8 ½” by 11" explaining the requirements for “Idle Speed/No Wake” and the shut down of in-water operations must be posted in a location prominently visible to all personnel engaged in water-related activities. These signs can be viewed at MyFWC.com/manatee. Questions concerning these signs can be sent to the email address listed above.

mailto:[email protected]�

UNITED STATES DEPARTMENT OF COMMERCE

National Oceanic and Atmospheric Administration

NATIONAL MARINE FISHERIES SERVICE

Southeast Regional Office

263 13th Avenue South

St. Petersburg, FL 33701

SEA TURTLE AND SMALLTOOTH SAWFISH CONSTRUCTION CONDITIONS

The permittee shall comply with the following protected species construction conditions:

a. The permittee shall instruct all personnel associated with the project of the potential

presence of these species and the need to avoid collisions with sea turtles and smalltooth

sawfish. All construction personnel are responsible for observing water-related activities

for the presence of these species.

b. The permittee shall advise all construction personnel that there are civil and criminal

penalties for harming, harassing, or killing sea turtles or smalltooth sawfish, which are

protected under the Endangered Species Act of 1973.

c. Siltation barriers shall be made of material in which a sea turtle or smalltooth sawfish

cannot become entangled, be properly secured, and be regularly monitored to avoid

protected species entrapment. Barriers may not block sea turtle or smalltooth sawfish

entry to or exit from designated critical habitat without prior agreement from the National

Marine Fisheries Service’s Protected Resources Division, St. Petersburg, Florida.

d. All vessels associated with the construction project shall operate at “no wake/idle” speeds

at all times while in the construction area and while in water depths where the draft of the

vessel provides less than a four-foot clearance from the bottom. All vessels will

preferentially follow deep-water routes (e.g., marked channels) whenever possible.

e. If a sea turtle or smalltooth sawfish is seen within 100 yards of the active daily

construction/dredging operation or vessel movement, all appropriate precautions shall be

implemented to ensure its protection. These precautions shall include cessation of

operation of any moving equipment closer than 50 feet of a sea turtle or smalltooth

sawfish. Operation of any mechanical construction equipment shall cease immediately if

a sea turtle or smalltooth sawfish is seen within a 50-ft radius of the equipment.

Activities may not resume until the protected species has departed the project area of its

own volition.

f. Any collision with and/or injury to a sea turtle or smalltooth sawfish shall be reported

immediately to the National Marine Fisheries Service’s Protected Resources Division

(727-824-5312) and the local authorized sea turtle stranding/rescue organization.

Revised: February 21, 2006

O:\forms\Sea Turtle and Smalltooth Sawfish Construction Conditions.doc



ATTACHMENT 3

ACOE PERMIT REQUIREMENTS

Regulatory Division South Permits Branch Miami Section SAJ-2006-05507 (NW-GGM) U.S Coast Guard Sector Key West c/o Andrew L. Bobick USCG, Commanding Officer Trumbo Point Annex Key West, FL 33040 Dear Mr. Bobick: Your application for a Department of the Army permit received on May 12, 2015, has been assigned number SAJ-2006-05507. A review of the information and drawings provided shows the project is to perform above mean high water line (MHWL) rehabilitation of Pier D2 in the same footprint as of all existing structures. Specifically to repair Pier D2 concrete bulkhead on the north, west and south sides by refurbishing 400 ft³ (54.3 ft²) of the north concrete seawall cap; repairing 200 ft³ (34.2 ft²) of the west concrete seawall cap; repairing the timber on the southeast end of Pier D2 by replacing the decking of the small boat mooring piers, all timber repairs will be in the same footprint. Additionally, the work will include the relocation of eight (8) existing rubber fenders from the northwest side of Pier D2 to the northeast side; installation of five (5) new 5-foot by 8-foot rubber fenders; replacement of steel cleats and steel bollard; replacement of 650 linear feet of existing 4-inch diameter above grade flexible sanitary sewer line; provide three new sanitary-sewer ship-to-shore ties, consisting of 4 inches check, 4 inches knife valve, supports, and hose support on the north side of Pier D2, as depicted on the attached plans ( 8 pages). Temporary turbidity curtains will be deployed for the duration of all construction activities, in/over waters of the United States. Work is in U.S. navigable waters in accordance with the enclosed site plans (8 pages). All work shall be performed above the mean high water line (MHWL) and within the same existing footprint; no additional mooring shall result from the authorization of this work. The project is located at 100 Trumbo Drive, currently a Coast Guard facility within a Harbor at Trumbo Point Annex; legally described as Section 30, Township 67 South, Range 25 East, Key West, Monroe County, Florida 33040. (RE# 00001750-000000). Approximate Central Coordinates: Latitude: 24.566229 ° Longitude: -81.800305 °

DEPARTMENT OF THE ARMY JACKSONVILLE DISTRICT CORPS OF ENGINEERS

MIAMI REGULATORY OFFICE 9900 SOUTHWEST 107th Ave, SUITE 203

MIAMI, FLORIDA 33176

July 17, 2015 REPLY TO ATTENTION OF

-2-

Your project, as depicted on the enclosed drawings, is authorized by Nationwide Permit (NWP) Number 3. In addition, project specific conditions have been enclosed. This verification is valid until March 18, 2017. Furthermore, if you commence or are under contract to commence this activity before the date that the relevant nationwide permit is modified or revoked, you will have 12 months from the date of the modification or revocation of the NWP to complete the activity under the present terms and conditions of this nationwide permit. Please access the U.S. Army Corps of Engineers' (Corps) Jacksonville District's Regulatory Internet page to access Internet links to view the Final Nationwide Permits, Federal Register Vol. 77, dated February 21, 2012, specifically pages 10270 – 10290, the Corrections to the Final Nationwide Permits, Federal Register 77, March 19, 2012, and the List of Regional Conditions. The Internet page address is:

http://www.saj.usace.army.mil/Missions/Regulatory.aspx Please be aware this Internet address is case sensitive and should be entered as it appears above. Once there you will need to click on “Source Book”; and, then click on “Nationwide Permits.” These files contain the description of the Nationwide Permit authorization, the Nationwide Permit general conditions, and the regional conditions, which apply specifically to this verification for NWP 3. Enclosed is a list of the six General Conditions, which apply to all Department of the Army authorizations. You must comply with all of the special and general conditions and any project specific condition of this authorization or you may be subject to enforcement action. In the event you have not completed construction of your project within the specified time limit, a separate application or re-verification may be required. The following special conditions are included with this verification: 1. Reporting Address: The Permittee shall submit all reports, notifications, documentation and correspondence required by the general and special conditions of this permit to the following address: a. For standard mail: U.S. Army Corps of Engineers, Regulatory Division, Special Projects and Enforcement Branch, 9900 Southwest 107th Avenue, Suite 203, Miami, Florida 33176. b. For electronic mail [email protected] (not to exceed 10 MB). The Permittee shall reference this permit number, SAJ-2006-05507 (NW-3-GGM), on all submittals.

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2. Self-Certification: Within 60 days of completion of the work authorized by this permit, the Permittee shall complete the attached “Self-Certification Statement of Compliance” form (Attached) and submit it to the Corps. In the event that the completed work deviates in any manner from the authorized work, the Permittee shall describe the deviations between the work authorized by this permit and the work as constructed on the “Self-Certification Statement of Compliance” form. The description of any deviations on the “Self-Certification Statement of Compliance” form does not constitute approval of any deviations by the Corps.

3. Commencement Notice: Within ten (10) days from the date of initiating the authorized work, the Permittee shall provide to the Corps a written notification of the date of commencement of work authorized by this permit. 4. Assurance of Navigation and Maintenance: The Permittee understands and agrees that, if future operations by the United States require the removal, relocation, or other alteration, of the structures or work herein authorized, or if in the opinion of the Secretary of the Army or his authorized representative, said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters, the Permittee will be required, upon due notice from the Corps of Engineers, to remove, relocate, or alter the structural work or obstructions caused thereby, without expense to the United States. No claim shall be made against the United States on account of any such removal or alteration. 5. Manatee Conditions: The Permittee shall abide by the enclosed standard construction conditions designed to protect the endangered West Indian manatee, 2011. 6. Turbidity Barriers: Prior to the initiation of any of the work authorized by this permit, the Permittee shall install floating turbidity barriers with weighted skirts that extend to within 1 foot of the bottom around all work areas that are in, or adjacent to, surface waters. The turbidity barriers shall remain in place and be maintained until the authorized work has been completed and all suspended and erodible materials have been stabilized. Turbidity barriers shall be removed upon stabilization of the work area. 7. Posting of Permit: Posting of Permit: The Permittee shall ensure that all contractors, sub-contractors, and entities associated with the implementation of the project review, understand, and comply with the approved plans and special conditions made part of this permit. The Permittee shall inform all parties associated with the activity of the construction area boundaries, and the location of adjacent submerged aquatic resources (SAR) (i.e. corals, seagrass) to be avoided. Complete copies of the permit and approved plans shall be available at the construction site at all times.

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Failure to comply with the approved plans and permit special conditions may subject the Permittee to enforcement action.

8. Agency Changes/Approvals: Should any other agency require and/or approve changes to the work authorized or obligated by this permit, the Permittee is advised a re-verification to this permit instrument is required prior to initiation of those changes. It is the Permittee’s responsibility to request a re-verification of this permit from the Miami Permits Section. The Corps reserves the right to fully evaluate, amend, and approve or deny the request for re-verification of this permit. 9. Historic Properties: a. No structure or work shall adversely affect impact or disturb properties listed in the National Register of Historic Places (NRHP) or those eligible for inclusion in the NRHP. b. If during the ground disturbing activities and construction work within the permit area, there are archaeological/cultural materials encountered which were not the subject of a previous cultural resources assessment survey (and which shall include, but not be limited to: pottery, modified shell, flora, fauna, human remains, ceramics, stone tools or metal implements, dugout canoes, evidence of structures or any other physical remains that could be associated with Native American cultures or early colonial or American settlement), the Permittee shall immediately stop all work and ground-disturbing activities within a 100-meter diameter of the discovery and notify the Corps within the same business day (8 hours). The Corps shall then notify the Florida State Historic Preservation Officer (SHPO) and the appropriate Tribal Historic Preservation Officer(s) (THPO(s)) to assess the significance of the discovery and devise appropriate actions. c. Additional cultural resources assessments may be required of the permit area in the case of unanticipated discoveries as referenced in accordance with the above Special Condition ; and if deemed necessary by the SHPO, THPO(s), or Corps, in accordance with 36 CFR 800 or 33 CFR 325, Appendix C (5). Based, on the circumstances of the discovery, equity to all parties, and considerations of the public interest, the Corps may modify, suspend or revoke the permit in accordance with 33 CFR Part 325.7. Such activity shall not resume on non-federal lands without written authorization from the SHPO for finds under his or her jurisdiction, and from the Corps. d. In the unlikely event that unmarked human remains are identified on non-federal lands, they will be treated in accordance with Section 872.05 Florida Statutes. All work and ground disturbing activities within a 100-meter diameter of the unmarked human remains shall immediately cease and the Permittee shall immediately notify the medical examiner, Corps, and State Archeologist within the same business day (8-hours). The Corps shall then notify the appropriate SHPO and THPO(s). Based, on the

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circumstances of the discovery, equity to all parties, and considerations of the public interest, the Corps may modify, suspend or revoke the permit in accordance with 33 CFR Part 325.7. Such activity shall not resume without written authorization from the State Archeologist and from the Corps. 10. Best Management Practice (BMP): Environmental controls and BMP must be implemented to properly contain construction materials and prevent fugitive particulates from entering surrounding waters during the repairs to the existing seawall.

This authorization does not include conditions that would prevent the ‘take’ of a state-listed fish of wildlife species. These species are protected under sec. 379.411, Florida Statues, and listed under Rule 68A-27, Florida Administrative Code. With regard to fish and wildlife species designated as species of special concern or threatened by the State of Florida, you are responsible for coordinating directly with the Florida Fish and Wildlife Conservation Commission (FWC). Permittees can visit the FWC license and permitting webpage (http://ww.myfwc.com/license/wildlife/) for more information, including a list of those fish and wildlife species designated as species of special concern or threatened. The Florida Natural Areas Inventory (http://www.fnai.org/) also maintains updates lists, by country, of documented occurrences of those species. If you are unable to access the internet or require a hardcopy of any of the conditions, limitations, or expiration date for the above referenced GP, please contact Gletys Guardia-Montoya by telephone at 305-526-2515 or by email at [email protected]. Thank you for your cooperation with our permit program. The Corps Jacksonville District Regulatory Division is committed to improving service to our customers. We strive to perform our duty in a friendly and timely manner while working to preserve our environment. We invite you to take a few minutes to visit http://per2.nwp.usace.army.mil/survey.html and complete our automated Customer Service Survey. Your input is appreciated – favorable or otherwise. Again, please be aware this web address is case sensitive and should be entered as it appears above.

Sincerely, Gletys Guardia-Montoya Project Manager

http://ww.myfwc.com/license/wildlife/

http://www.fnai.org/



http://per2.nwp.usace.army.mil/survey.html

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Enclosures: General Conditions Self-Certification Statement of Compliance Permit Transfer Request Site plans dated by the Corps July 17, 2015 Pre-Jurisdictional Determination dated July 17, 2015 FWS Standard Manatee Conditions for In-Water Work (2011) Copies Furnished via e-mail: Agent: Andrew L. Bobick USCG, Commanding Officer [email protected]

Robert A. Guzman, P.E. [email protected]

CESAJ-RD-PE



GENERAL CONDITIONS 33 CFR PART 320-330

PUBLISHED FEDERAL REGISTER DATED 13 NOVEMBER 1986 1. The time limit for completing the work authorized ends on date identified in the letter. If you find that you need more time to complete the authorized activity, submit your request for a time extension to this office for consideration at least one month before the above date is reached. 2. You must maintain the activity authorized by this permit in good condition and in conformance with the terms and conditions of this permit. You are not relieved of this requirement if you abandon the permitted activity, although you may make a good faith transfer to a third party in compliance with General Condition 4 below. Should you wish to cease to maintain the authorized activity or should you desire to abandon it without a good faith transfer, you must obtain a modification of this permit from this office, which may require restoration of the area. 3. If you discover any previously unknown historic or archeological remains while accomplishing the activity authorized by this permit, you must immediately notify this office of what you have found. We will initiate the Federal and state coordination required to determine if the remains warrant a recovery effort of if the site is eligible for listing in the National Register of Historic Places. 4. If you sell the property associated with this permit you must obtain the signature of the new owner in the space provided and forward a copy of the permit to this office to validate the transfer of this authorization. 5. If a conditioned water quality certification has been issued for your project, you must comply with the conditions specified in the certification as special conditions to this permit. For your convenience, a copy of the certification is attached if it contains such conditions. 6. You must allow a representatives from this office to inspect the authorized activity at any time deemed necessary to ensure that it is being or has been accomplished in accordance with the terms and conditions of your permit.

SELF-CERTIFICATION STATEMENT OF COMPLIANCE

Permit Number: NW-3

Application Number: SAJ-2006-05507

Permittee’s Name & Address (please print or type):____________________________________ ___________________________________________________________________ ___________________________________________________________________ Telephone Number:___________________________________________________ Location of the Work:___________________________________________________________ _____________________________________________________________________________ Date Work Started:______________ Date Work Completed:______________ PROPERTY IS INACCESSIBLE WITHOUT PRIOR NOTIFICATION: YES ____NO___ PLEASE CONTACT ____________________________ AT ____________________________ TO SCHEDULE AN INSPECTION Description of the Work (e.g. bank stabilization, residential or commercial filling, docks, dredging, etc.): _____________________________________________________________________________ _____________________________________________________________________________ Acreage or Square Feet of Impacts to Waters of the United States: _______________________ Describe Mitigation completed (if applicable):________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ Describe any Deviations from Permit (attach drawing(s) depicting the deviations): _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________

******************** I certify that all work, and mitigation (if applicable) was done in accordance with the limitations and conditions as described in the permit. Any deviations as described above are depicted on the attached drawing(s).

______________________________ Signature of Permittee

______________________________ Date

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DEPARTMENT OF THE ARMY PERMIT TRANSFER REQUEST

PERMIT NUMBER: SAJ-2006-05507 (NW-GGM) When the structures or work authorized by this permit are still in existence at the time the property is transferred, the terms and conditions of this permit will continue to be binding on the new owner(s) of the property. Although the construction period for works authorized by Department of the Army permits is finite, the permit itself, with its limitations, does not expire. To validate the transfer of this permit and the associated responsibilities associated with compliance with its terms and conditions, have the transferee sign and date below and mail to the U.S. Army Corps of Engineers, Enforcement Branch, Post Office Box 4970, Jacksonville, FL 32232-0019. ___________________________________ ___________________________ (TRANSFEREE-SIGNATURE) (SUBDIVISION) ___________________________________ _____________ ______________ (DATE) (LOT) (BLOCK) __________________________ ___________________________________ (STREET ADDRESS) (NAME-PRINTED) ___________________________________ (MAILING ADDRESS) ___________________________________ (CITY, STATE, ZIP CODE

STANDARD MANATEE CONDITIONS FOR IN-WATER WORK 2011

The permittee shall comply with the following conditions intended to protect manatees from direct project effects: a. All personnel associated with the project shall be instructed about the presence of manatees and

manatee speed zones, and the need to avoid collisions with and injury to manatees. The permittee shall advise all construction personnel that there are civil and criminal penalties for harming, harassing, or killing manatees which are protected under the Marine Mammal Protection Act, the Endangered Species Act, and the Florida Manatee Sanctuary Act.

b. All vessels associated with the construction project shall operate at "Idle Speed/No Wake” at all

times while in the immediate area and while in water where the draft of the vessel provides less than a four-foot clearance from the bottom. All vessels will follow routes of deep water whenever possible.

c. Siltation or turbidity barriers shall be made of material in which manatees cannot become

entangled, shall be properly secured, and shall be regularly monitored to avoid manatee entanglement or entrapment. Barriers must not impede manatee movement.

d. All on-site project personnel are responsible for observing water-related activities for the presence

of manatee(s). All in-water operations, including vessels, must be shutdown if a manatee(s) comes within 50 feet of the operation. Activities will not resume until the manatee(s) has moved beyond the 50-foot radius of the project operation, or until 30 minutes elapses if the manatee(s) has not reappeared within 50 feet of the operation. Animals must not be herded away or harassed into leaving.

e. Any collision with or injury to a manatee shall be reported immediately to the Florida Fish and

Wildlife Conservation Commission (FWC) Hotline at 1-888-404-3922. Collision and/or injury should also be reported to the U.S. Fish and Wildlife Service in Jacksonville (1-904-731-3336) for north Florida or Vero Beach (1-772-562-3909) for south Florida, and to FWC at [email protected]

f. Temporary signs concerning manatees shall be posted prior to and during all in-water project activities. All signs are to be removed by the permittee upon completion of the project. Temporary signs that have already been approved for this use by the FWC must be used. One sign which reads Caution: Boaters must be posted. A second sign measuring at least 8 ½” by 11" explaining the requirements for “Idle Speed/No Wake” and the shut down of in-water operations must be posted in a location prominently visible to all personnel engaged in water-related activities. These signs can be viewed at MyFWC.com/manatee. Questions concerning these signs can be sent to the email address listed above.

mailto:[email protected]�

RIVERS AND HARBORS ACT SECTION 10 DETERMINATION OF JURISDICTION Project Name: D-2-Bulkhead, Piers & Fenders Repair. Action ID: SAJ- 2006-05507 Applicant: U.S Coast Guard Sector Key West, Andrew L. Bobick USCG, Commanding Officer There are “navigable waters of the U.S.” within Rivers and Harbors Act (RHA) jurisdiction (as defined by 33 CFR part 329) in the review area. Waterbody: Harbor within Florida Bay Waters have been determined to be navigable because: Navigation Study Judicial interpretation in a Federal court of law Waters subject to the ebb and flow of the tide Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce. Explain: By Definition The Florida Bay is aTNW. Project Manager: Gletys Guardia-Montoya Date: July 17, 2015

USACOE SAJ-2006-05507-(NW-GGM). Page 1 of 8. 7/17/2015.

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