addendum 2 20200619 - pease development authority€¦ · 6/19/2020 · addendum 2 june 19, 2020...

600 State Street, Suite E | Portsmouth New Hampshire 03801

Ph: 603-766-1870 | www.appledoremarine.com

ADDENDUM#2Date: June 19, 2020

To: All Bidders

From Vanessa Swasey Appledore Marine Engineering, LLC

Re: Addendum #2 Pease Development Authority – Division of Ports & Harbors Commercial Fish Pier Bulkhead Repair Portsmouth, New Hampshire

Addendum #2 is generally intended to provide updated information on the Bid Opening process as well

as address additional questions from bidders:

GENERAL INFORMATION:

Bid Opening:

Bids are due on June 26th and no RFI’s will be responded to after June 22nd.

Bids will be opened publicly at PDA Division of Ports & Harbor office located at 555 Market Street, Portsmouth, NH at 2:00 p.m.

You must register with Vanessa Swasey ([email protected]) with the names of the persons from your company who will be in attendance to ensure inclusion on the Security List at the pass office.

Due to current COVID19 and CDC requirements, masks shall be worn

Bidders’ questions follow by responses in bold and italics as follows:

Question 1 – Please provide model number and location required of the jet filter drain system shown on the plans.

Response: Jet filter (Weep drain) locations are shown on sheet S‐101 and S‐102 of the Contract Drawings. The filters are located at +2.0‐ft (MLLW) and are spaced at 25‐ft on‐center.

Weep drain details are shown on Sheet S‐107. Weep drains should be JFS 2.5‐inch ABS or equivalent. Filter must consist of carbon steel plates, housing, and fittings, stainless steel is not permitted.

PDA Commercial Fish Pier Bulkhead Repair AME Project Number: 5252 Addendum 2 June 19, 2020

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Question 2 – Is the new wale system channel bolted to the new sheet pile?

Response: No, see S‐107 for wale system construction details.

Question 3 – Have the existing tie‐backs been the subject of any recent inspection and testing?

Response: A test pit inspection was completed in June 2019 near the location of boring log 3 and included a 10‐ft by 10‐ft excavation. The excavation exposed the steel double channel wale, tie rod, and through bolts. The steel tie rod and exposed through bolts immediately behind the wall have minor corrosion with no significant section loss.

Question 4 – Who is responsible for any invoices generated by the utilities such as Eversource and Consolidated?

Response: The Contractor is not responsible for payment of invoices from utility companies as it pertains to this project.

Question 5 – On the Davit Crane – there are no ropes, hooks, pulleys, hydraulics, electrical, just the bare davit. Do you want it galvanized?

Response: The Davit Crane needs to be galvanized and painted safety yellow. Power should be provided to the crane in accordance with the contract drawings. The owner will provide the hoist.

Question 6 – Does the professional liability insurance requirement apply to this project?

Response: Yes. This project includes design of the jib crane and therefore professional liability is required per Appendix A.

Question 7 – Would the owner consider having a Unit Price Bid Item for contaminated soil removal?

Response: Please find attached revised Section 31 23 00.00 20 EXCAVATION AND FILL for replacement and inclusion within the Specifications. The specification has been revised to include procedures and testing required for potential contaminated soils at the site.

Question 8 – Could the bids include a Unit Price Bid Item for a temporary fire hydrant?

Response: Please find attached revised page 3 and 4 of Section 00300 for replacement and inclusion within the Specifications. This form has been revised to incorporate the potential need for a temporary fire hydrant if deemed necessary by The City of Portsmouth Fire Department. If a temporary hydrant is not required a bid deduct line item (001j) has been included.

Question 9 ‐ Could you please provide the dimensions of the footprint of the Icehouse? Response: Dimensions of the Icehouse can be found on drawing sheets R‐002 and R‐003. Footprint is approximately 23.5‐ft by 15‐ft.

PDA Commercial Fish Pier Bulkhead Repair AME Project Number: 5252 Addendum 2 June 19, 2020

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Question 10 ‐ Please provide additional information on the tie rod? Response: The existing tie rods are ASTM A572, Grade 50 steel measuring 2‐1/8‐inches in diameter.

Question 11 ‐ Can the existing excavation material be reused for backfill or does all backfill need to be new?

Response: The existing backfill material is permitted to be reused in accordance with the attached revised Specification Section 31 23 00.00 20 EXCAVATION AND FILL.

Question 12 – Are there dimensions shown somewhere for the concrete caps that shows the front and/or back thicknesses for all sections?

Response: Pile cap dimension and details are provided on Contract Drawing Sheet S‐108.

Question 13: Is there any additional specification on the new jib cranes available?

Response: Contractor is required to provide a 1‐ton capacity jib crane. Shop drawings, must be stamped by a Professional Engineer.

Question 14: Can you verify the anode size?

Response: Anodes must be 6”x6”x34” 120 lbs. Please find attached revised Section 26 42 13.00 20 CATHODIC PROTECTION BY GALVANIC ANODES for replacement and inclusion within the Specifications. The specification has been revised to include the appropriate anode size as stated above.

END OF ADDENDUM #2

SECTION 31 23 00.00 20

EXCAVATION AND FILL

Portsmouth Commercial Fish Pier Bulkhead Rehabilitation 5252

SECTION 31 23 00.00 20

EXCAVATION AND FILL02/11

PART 1 GENERALThis section details the excavation of existing soil behind the bulkhead and backfill material to be used.

This section also details the potential presence of soil contamination at boring location B-2 see drawing B-101.

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.

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2017) Installation of Ductile-Iron Mains and Their Appurtenances

ASTM INTERNATIONAL (ASTM)

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM D698 (2012; E 2014; E 2015) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

ASTM D1140 (2017) Standard Test Methods for Determining the Amount of Material Finer than 75-µm (No. 200) Sieve in Soils by Washing

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2321 (2018) Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

ASTM D2487 (2017) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D4318 (2017; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and

SECTION 31 23 00.00 20 Page 1

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Plasticity Index of Soils

ASTM D6938 (2017a) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA SW-846.3-3 (1999, Third Edition, Update III-A) Test Methods for Evaluating Solid Waste: Physical/Chemical Methods

STATE OF NEW HAMPSHIRE, DEPARTMENT OF TRANSPORTATION (NHDOT)

NHDOT (2016) State of New Hampshire, Department of Transportation, Standard Specifications

1.2 DEFINITIONS

1.2.1 Degree of Compaction

Degree of compaction is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557, for general soil types, abbreviated as percent laboratory maximum density.

1.2.2 Hard Materials

Weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" but which usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.2.3 Soil Contamination

Soil contamination may include:

a. Petroleum product, which may include, but are not limited to gasoline, heating oils, diesel fuel, lubricating oils, motor oils, greases, and other fractions of crude oil

b. Other contaminated by organic constituents including volatile organic compounds

c. Metal(s) such as lead, chromium and/or other heavy metals

d. Any other constituents that require specialty disposal of the soil.

1.3 SUBMITTALS

Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

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(Rev Addendum 2)


Field Organic Vapor Monitor Technician

Field Organic Vapor Monitoring Equipment

SD-06 Test Reports

Borrow Site Testing

Fill and backfill test

Density tests

Copies of all laboratory and field test reports within 24 hours of the completion of the test.

1.4 DELIVERY, STORAGE, AND HANDLING

Perform in a manner to prevent contamination or segregation of materials.

1.5 REQUIREMENTS FOR OFF SITE SOIL

Soils brought in from off site for use as backfill shall be tested for petroleum hydrocarbons, BTEX, PCBs and HW characteristics (including toxicity, ignitability, corrosivity, and reactivity). Backfill shall not contain concentrations of these analytes above the appropriate State and/or EPA criteria, and shall pass the tests for HW characteristics. Determine petroleum hydrocarbon concentrations by using appropriate State protocols. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5035/8260B. Perform complete TCLP in accordance with EPA SW-846.3-3 Method 1311. Perform HW characteristic tests for ignitability, corrosivity, and reactivity in accordance with accepted standard methods. Perform PCB testing in accordance with accepted standard methods for sampling and analysis of bulk solid samples. Provide borrow site testing for petroleum hydrocarbons and BTEX from a grab sample of material from the area most likely to be contaminated at the borrow site (as indicated by visual or olfactory evidence), with at least one test from each borrow site. For each borrow site, provide borrow site testing for HW characteristics from a composite sample of material, collected in accordance with standard soil sampling techniques. Do not bring material onsite until tests results have been received and approved by the Owner.

1.6 QUALITY ASSURANCE

1.6.1 Utilities

Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. Excavation made with power-driven equipment is not permitted within two feet of known Owner-owned utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Owner. Report damage to utility lines or subsurface construction immediately to the Owner.

SECTION 31 23 00.00 20 Page 3

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1.7 CONTAMINATED SOILS

1.7.1 Segregation and Storage

Segregate contaminated soil from non-contaminated soil during excavation, and the temporary storage and management of contaminated soil (pending sampling, analysis, and ultimate disposition). Segregation and storage of up to 10 CY of material must be assumed for bidding purposes.

1.7.2 Field Organic Vapor Monitoring

Screen soil for contamination during excavation using field vapor monitoring equipment and observations. Field vapor monitoring must be completed by an independent contractor. Submit data on independent Field Organic Vapor Monitor Technician prior to excavation operations. The

individual conducting the monitoring, hereafter referred to as the Field Monitor, must be experienced and thoroughly trained in sampling protocols, organic vapor monitoring procedures, and the equipment calibration procedures.

1.7.3 Sampling and Analysis

Collect suspected contaminated soil samples from stock pile areas and complete additional testing.

1.7.4 Transportation and Disposal

Transport and dispose of contaminated soil, and required tasks. Provide loading and handling for up to 10 cubic yards of contaminated material for transportation and disposal for bidding purposes. The Owner is responsible for all costs associated with transporting and disposal of contaminated soil.

1.7.5 Reuse of Contaminated Soil

Reuse of contaminated soil within the contract limits may be permitted as directed by the Owner's environmental consultant. The reuse of the contaminated soil must be subsidiary to the base bid and no cost increase will be permitted for this work.

PART 2 PRODUCTS

2.1 FIELD ORGANIC VAPOR MONITORING EQUIPMENT

Field organic vapor monitoring must be conducted using a photoionization detector (PID) with a 10.2eV or higher ultraviolet lamp. The PID must have a minimum detection range of 0.1 ppm to 2,000 ppm and must be calibrated with isobutylene or other appropriate calibration gas.

2.2 SOIL MATERIALS

2.2.1 Structural Fill

Structural fill shall consist of crushed gravel unless bank-run gravel, clean stone fill, or other material is specified on the plans or permitted by the DOR. When not otherwise limited the word gravel as used below will refer to both bank-run gravel and crushed gravel. Shall meet the requirements of NHDOT, Section 508, Paragraph 2.1.1.

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2.2.2 Unsuitable Materials

Unsuitable material consists of any saturated or unsaturated natural or man-made material such as, but not limited to, stumps, vegetation, demolition debris and structures encountered during the work that the Engineer determines to be unsuitable for foundation material.

2.2.3 Common Fill

Approved, unclassified soil material with the characteristics required to compact to the soil density specified for the intended location.

2.2.4 Backfill and Fill Material

Backfill and fill material consists of stones, rock fragments, and fine hard durable particles resulting from the natural disintegration of rock. The material must be free from harmful amounts of organic matter. The wear shall not exceed 60 percent. No more than 12 percent of the material passing the No. 4 sieve shall pass the No. 200 sieve.

2.3 UTILITY BEDDING MATERIAL

Except as specified otherwise, provide bedding for buried piping in accordance with AWWA C600, Type 4, except as specified herein. Backfill to top of pipe shall be compacted to 95 percent of ASTM D698 maximum density. Plastic piping shall have bedding to spring line of pipe. Provide ASTM D2321 materials as follows:

a. Class I: Angular, 0.25 to 1.5 inches, graded crushed stone.

2.3.1 Sand

Sand must be clean and consist of particles with 100 percent passing 3 inch sieve and 70 to 100 percent passing the No. 4 sieve.

2.3.2 Gravel

Gravel must be clean and consist of a mixture of stones or rock fragments and particles with 95 to 100 percent passing the 3 inch sieve and 25 to 70 percent passing the No. 4 sieve.

2.4 BORROW

Obtain borrow materials required in excess of those furnished from excavations from sources outside of the Owner's property.

2.5 BURIED WARNING AND IDENTIFICATION TAPE

Polyethylene plastic and metallic core or metallic-faced, acid- and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 3 inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent, unaffected by moisture or soil.

SECTION 31 23 00.00 20 Page 5

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Warning Tape Color Codes

Red: Electric

Yellow: Gas, Oil; Dangerous Materials

Orange: Telephone and Other Communications

Blue: Water Systems

2.5.1 Warning Tape for Metallic Piping

Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.5.2 Detectable Warning Tape for Non-Metallic Piping

Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of the tape shall be 0.004 inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

PART 3 EXECUTION

3.1 CONTAMINATED SOIL

One test boring indicated a possible presence of petroleum type contamination. The location of that boring is shown on the Contract Drawings. Any soil exposed or moved within 25-feet of this boring must be screened by the Field Vapor Monitor. Notify the Owner immediately if soil is discovered that appears to contain contaminants. Any soil determined to be contaminated must be placed in stockpiles as follows:

3.1.1 Stockpiles

Prepare and maintain stockpiles as follows:

3.1.1.1 Preparation of Stockpile Areas

The stock pile area must be graded to provide positive drainage away from intended stockpile locations. All debris and other objects that may puncture polyethylene ground protection must be removed. The ground surface where soil will be stockpiles must be covered with a minimum of 10-mil or 2 layers of 6-mil polyethylene sheeting, or equivalent material. All seams must be overlapped and sealed to prevent leaching of contaminants.

3.1.1.2 Stockpile Protection

At the end of each work day, contaminated soil stockpiles must be completely covered with a minimum 10-mil or two layers of 6-mil polyethylene sheeting or equivalent material. All seams must be overlapped and sealed to prevent the leaching of contaminants. Stockpile covers must be weighted or secured by appropriate means to prevent tearing or removal

SECTION 31 23 00.00 20 Page 6

(Rev Addendum 2)


by weather conditions. Stockpiles must be labeled, signed, fenced, or otherwise secured (as needed) at the end of each work day.

3.1.1.3 Stockpile Maintenance

Stock pile covers, site grading, signing, and security measures must be properly maintained for the duration of storage. Damaged covers and other protections must be repaired or replaced within 24 hours after notification. If this work is not satisfactorily completed within 24 hours, no further stockpiling will be allowed until such work is completed.

3.1.2 Field Organic Vapor Monitoring

The Field Monitor must screen potentially contaminated soil during excavation using the approved field vapor monitoring equipment (PID/FID) and visual observation. Based on the screening results, the Field Monitor must direct the Contractor on the proper segregation of the material.

The segregation threshold established below (25ppm) is based on gasoline being the predominant contaminant. If different contaminant(s)are present, a different segregation threshold may be established.

3.1.3 Soil Segregation

Segregate soils as follows:

3.1.3.1 Non-Contaminated Soil

Soil with PID/FID head space readings less than 25 ppm and exhibiting no other evidence of contamination (visual or olfactory evidence) must be considered non-contaminated. Unless further analysis is performed for confirmation of the non-contaminated soil, this soil will be considered uncontaminated.

3.1.3.2 Contaminated Soil

Soil with PID/FID head space readings equal to or greater than 25 ppm and/or soil exhibiting other evidence of contamination (visual or olfactory evidence) must be considered contaminate. This soil must be segregated from non-contaminated soil and placed in stockpiles.

3.1.4 Contaminated Soil Sampling and Analysis

Contractor must provide access to the Owner's environmental engineer to collect and evaluated contaminated soil.

3.1.5 Contaminated Soil Transportation and Disposal

Contractor must load contaminated soil into roll-off container(s) furnished by the Owner as directed by the Owner's Environmental Engineer. The Owner shall arrange for transportation of the material off-site.

3.2 PROTECTION

3.2.1 Shoring and Sheeting

Provide shoring as necessary. In addition to Section 25 A and B of

SECTION 31 23 00.00 20 Page 7

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EM 385-1-1 and other requirements set forth in this contract, include provisions in the shoring and sheeting plan that will accomplish the following:

a. Prevent undermining of pavements, foundations and slabs.

b. Prevent slippage or movement in banks or slopes adjacent to the excavation.

3.2.2 Drainage and Dewatering

Provide for the collection and disposal of surface and subsurface water encountered during construction.

3.2.2.1 Drainage

So that construction operations progress successfully, completely drain construction site during periods of construction to keep soil materials sufficiently dry. The Contractor shall establish/construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils, prevent erosion and undermining of foundations. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing. Excavation shall be performed so that the site, the area immediately surrounding the site, and the area affecting operations at the site shall be continually and effectively drained.

3.2.3 Underground Utilities

Location of the existing utilities indicated is approximate. The Contractor shall physically verify the location and elevation of the existing utilities indicated prior to starting construction in accordance with 01 35 26 SAFETY REQUIREMENTS.

3.2.4 Machinery and Equipment

Movement of construction machinery and equipment over pipes during construction shall be at the Contractor's risk. Repair, or remove and provide new pipe for existing or newly installed pipe that has been displaced or damaged.

3.3 EXCAVATION

Excavate to contours, elevation, and dimensions indicated. Reuse excavated materials that meet the specified requirements for the material type required at the intended location. Keep excavations free from water. Excavate soil disturbed or weakened by Contractor's operations, soils softened or made unsuitable for subsequent construction due to exposure to weather. Excavations below indicated depths will not be permitted except to remove unsatisfactory material. Unsatisfactory material encountered below the grades shown shall be removed as directed. Refill with backfill and fill material and compact to 95 percent of maximum density. Unless specified otherwise, refill excavations cut below indicated depth with backfill and fill material and compact to 95 percent of maximum density. Satisfactory material removed below the depths indicated, without specific direction of the Owner, shall be replaced with satisfactory materials to the indicated excavation grade. Determination of elevations and

SECTION 31 23 00.00 20 Page 8

(Rev Addendum 2)


measurements of approved overdepth excavation of unsatisfactory material below grades indicated shall be done under the direction of the Owner.

3.3.1 Pipe Trenches

Excavate to the dimension indicated. Grade bottom of trenches to provide uniform support for each section of pipe after pipe bedding placement. Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated to accommodate bells and joints so that pipe will be uniformly supported for the entire length. Rock, where encountered, shall be excavated to a depth of at least 6 inches below the bottom of the pipe.

3.3.2 Excavated Materials

Satisfactory excavated material required for fill or backfill shall be placed in the proper section of the permanent work required or shall be separately stockpiled if it cannot be readily placed. Satisfactory material in excess of that required for the permanent work and all unsatisfactory material shall be disposed of as specified in Paragraph "DISPOSITION OF SURPLUS MATERIAL."

3.4 FILLING AND BACKFILLING

Fill and backfill to contours, elevations, and dimensions indicated. Compact each lift before placing overlaying lift.

3.4.1 Common Fill Placement

Provide for general site. Use satisfactory materials. Place in 6 inch lifts. Compact areas not accessible to rollers or compactors with mechanical hand tampers. Aerate material excessively moistened by rain to a satisfactory moisture content. Finish to a smooth surface by blading, rolling with a smooth roller, or both.

3.4.2 Backfill and Fill Material Placement

Provide for paved areas and under concrete slabs, except where select material is provided. Do not place over wet or frozen areas. Place backfill material adjacent to structures as the structural elements are completed and accepted. Backfill against concrete only when approved. Place and compact material to avoid loading upon or against the structure.

3.4.3 Backfill and Fill Material Placement Over Pipes and at Walls

Backfilling shall not begin until construction below finish grade has been approved, underground utilities systems have been inspected, tested and approved, forms removed, and the excavation cleaned of trash and debris. Backfill shall be brought to indicated finish grade. Where pipe is coated or wrapped for protection against corrosion, the backfill material up to an elevation 2 feet above sewer lines and 1 foot above other utility lines shall be free from stones larger than 1 inch in any dimension. Heavy equipment for spreading and compacting backfill shall not be operated closer to foundation or retaining walls than a distance equal to the height of backfill above the top of footing; the area remaining shall be compacted in layers not more than 4 inches in compacted thickness with power-driven hand tampers suitable for the material being compacted. Backfill shall be placed carefully around pipes or tanks to avoid damage to coatings, wrappings, or tanks. Backfill shall not be placed against foundation walls prior to 7 days after completion of the walls. As far as practicable,

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(Rev Addendum 2)


backfill shall be brought up evenly on each side of the wall and sloped to drain away from the wall.

3.4.4 Trench Backfilling

Backfill as rapidly as construction, testing, and acceptance of work permits. Place and compact backfill under structures and paved areas in 6 inch lifts to top of trench and in 6 inch lifts to one foot over pipe outside structures and paved areas.

3.5 BORROW

Where satisfactory materials are not available in sufficient quantity from required excavations, approved borrow materials shall be obtained as specified herein.

3.6 BURIED WARNING AND IDENTIFICATION TAPE

Provide buried utility lines with utility identification tape. Bury tape 12 inches below finished grade; under pavements and slabs, bury tape 6 inches below top of subgrade.

3.7 COMPACTION

3.7.1 Paved Areas

Compact top 12 inches of subgrades to 95 percent of ASTM D698 or ASTM D1557. Compact fill and backfill materials to 95 percent of ASTM D698 or ASTM D1557.

3.8 RIP-RAP CONSTRUCTION

Remove and reset rip-rap as required.

3.9 FINISH OPERATIONS

3.9.1 Grading

Finish grades as indicated within one-tenth of one foot. Grade areas to drain water away from structures. Maintain areas free of trash and debris. For existing grades that will remain but which were disturbed by Contractor's operations, grade as directed.

3.10 DISPOSITION OF SURPLUS MATERIAL

Remove from Owner's property all surplus or other soil material not required or suitable for filling or backfilling, refuse, and timber.

3.11 FIELD QUALITY CONTROL

3.11.1 Sampling

Take the number and size of samples required to perform the following tests.

3.11.2 Testing

Perform one of each of the following tests for each material used. Provide additional tests for each source change.

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3.11.2.1 Fill and Backfill Material Testing

Test fill and backfill material in accordance with ASTM C136/C136M for conformance to ASTM D2487 gradation limits; ASTM D1140 for material finer than the No. 200 sieve; ASTM D4318 for liquid limit and for plastic limit; ASTM D698 or ASTM D1557 for moisture density relations, as applicable.

3.11.2.2 Density Tests

Test density in accordance with ASTM D1556/D1556M, or ASTM D6938. Test each lift at randomly selected locations every 2000 square feet. Include density test results in daily report.

-- End of Section --

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(Rev Addendum 2)

SECTION 00300

CONTRACTORS BID FORM REPLACEMENT PAGES 3 & 4

00300-3 (Rev Addendum 2)

David R. Mullen, Executive Director Pease Development Authority c/o Engineering Department 55 International Drive Pease International Tradeport Portsmouth, New Hampshire 03801 Dear Sir: In accordance with the advertisement of the Pease Development Authority – Division of Ports and Harbors inviting bids for the project hereinbefore named, and in conformity with the plans and specifications on file in the offices of the Division of Ports and Harbors, I/WE hereby certify that I AM/WE ARE the only person or persons interested in this bid as principals; that it is made without collusion with any person, firm or corporation, that an examination has been made of the plans and specifications and of the site of the work, and proposed to furnish all necessary machinery, equipment, tools and labor, and to furnish all materials specified in the manner and at the time prescribed at the following lump sum prices: Proposal of:_____________________________________________________________ Address:________________________________________________________________ _______________________________________________________________________ LUMP SUM BASE BID TOTAL $

$ Numerical

$ Written Word Amount LUMP SUM BASE BID WITH DEDUCT TOTAL $

$ Numerical

$ Written Word Amount LUMP SUM BID OPTION TOTAL $

$ Numerical

$ Written Word Amount

NOTE: CONTRACTOR MUST ENTER AMOUNT FROM PAGE 2 OF THIS BID FORM.

00300-4 (Rev Addendum 2)

Proposal of:_____________________________________________________________ Item 1: Lump Sum Base Bid Total Basis of Bid for Item 0001 shall be the Total Amount for Item 0001 (items 1a through 1i) complete in accordance with the drawings and specifications. Item Description Estimated Quantity Unit Amount

0001a Mobilization/Demobilization 1 LS $_____ 0001b Demolition 1 LS $_____ 0001c Sheet Pile Construction 1 LS $_____ 0001d Timber Floating Dock 1 LS $_____ 0001e Electrical Service Construction 1 LS $_____ 0001f Fuel Service Construction 1 LS $_____ 0001g Fire Hydrant Construction 1 LS $_____ 0001h Miscellaneous Items Required 1 LS $_____ To Complete Work 0001i Fuel Building Enclosure (Base Bid) 1 LS $_____

Base Bid Total Amount for Item 0001 $______ Item 2: Lump Sum Base Bid with Deduct (Cost of Temporary Fire Hydrant)

0002 Fire Hydrant Construction (Deduct) 1 LS $_____ (NOTE: If temporary fire hydrant is not required as determined by the City of Portsmouth Fire Department a Deduct Mod will be processed thru the Contract)

Base Bid Total Amount for Item 0002 (Deduct) $______ Item 3: Lump Sum Bid Option Total Basis of Bid Option for Item 0003 shall be the Total Amount for Item 0001 replacing Line Item 0001i with Item 0003 in accordance with the drawings and specifications. Item Description Estimated Quantity Unit Amount

0003 Fuel Building Enclosure (Bid Option) 1 LS $_____

Bid Option Total Amount for Item 0003 $______ The lowest qualified BIDDER’s TOTAL LUMP SUM BID plus any weighting given to unit prices may be considered at the Directors sole discretion when evaluating the bids to determine the lowest qualified bid.

SECTION 26 42 13.00 20

CATHODIC PROTECTION BY GALVANIC ANODES


SECTION 26 42 13.00 20

CATHODIC PROTECTION BY GALVANIC ANODES04/06

PART 1 GENERAL

Work under this section covers the selection and installation of anodes as shown on the Contract Drawings and specified herein.

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

NACE INTERNATIONAL (NACE)

NACE SP0169 (2015) Control of External Corrosion on Underground or Submerged Metallic Piping Systems

NACE SP0176 (2007) (Formerly RP0176) Corrosion Control of Submerged Areas of Permanently Installed Steel Offshore Structures Associated with Petroleum Production

NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)

NFPA 70 (2017; ERTA 1-2 2017; TIA 17-1; TIA 17-2; TIA 17-3; TIA 17-4; TIA 17-5; TIA 17-6; TIA 17-7; TIA 17-8; TIA 17-9; TIA 17-10; TIA 17-11; TIA 17-12; TIA 17-13; TIA 17-14; TIA 17-15; TIA 17-16; TIA 17-17 ) National Electrical Code

1.2 RELATED REQUIREMENTS

The Cathodic Protection System installation must conform to the applicable rules of NFPA 70 and all applicable federal, state, and local codes.

The Cathodic Protection System must be constructed in accordance with the design requirements set forth in the reference NACE and ASTM documents.

Only acceptable materials are permitted on site.

All materials must conform to the requirements set forth herein or as designated on the drawings, unless otherwise specified. All materials must be new, free from defects and shall be of the best commercial quality for the purpose specified. All necessary items and accessories not shown on the drawings or specified herein, but which are required to fully carry out the specified intent of the work, must be furnished without additional cost to the Owner.

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All materials must be installed and used in accordance with the manufacturer's recommendations and safety procedures.

1.3 SUBMITTALS

Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Drawings

SD-03 Product Data

Anodes

SD-11 Closeout Submittals

Reports

PART 2 PRODUCTS

2.1 ANODES

The location of the anodes is provided in the Contract Drawings.

2.1.1 Aluminum

Chemical composition as follows:

Zinc 4.0 - 6.5 percent

Indium 0.014 - 0.020 percent

Silicon 0.08 - 0.020 percent

Copper 0.004 percent maximum

Iron 0.090 percent maximum

Mercury 0.000 percent maximum

Aluminum Remainder

Test efficiency of the aluminum alloy in seawater must not be less than 85% on a 100% efficiency of 1150 ampere-hours per pound. The anode operating potential must not be less than -0.800 volts versus saturated silver/silver chloride in seawater.

2.1.2 Physical Characteristics

Anode Weight: 120 pounds not including core.

Anode Size: Approximately 6 inches X 6 inches X 34 inches.

Anode Size must be sufficient for installation in accordance with the drawings and conform to the weight and composition requirements.

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2.1.3 Anode Core

2.1.3.1 Anode Core

a. The anodes must have a continuous carbon steel core with 90 degree bends as shown on the drawings. The core shall be formed from a steel flat bar, 2 inches wide by 1/4 inch thick (minimum), and must extend from the bottom of the anode to allow the anode to stand off from the pile a minimum of three (3) inches after its installation. The steel must comply with ASTM A36/A36M.

b. The core of the anode must be located in the center of the anode casting along the longitudinal axis of that cast.

c. To facilitate proper bonding of the aluminum alloy to the steel core during casting, the surface of the steel must be prepared by a dry blast cleaning process. Rust discoloration and/or visible surface contamination shall not be permitted. Surface preparation shall be NACE No. 2 (near-white metal) or better and comply with NACE SP0176.

2.2 ANODE SURFACE IRREGULARITIES

Shrinkage depressions on the anode surface must not exceed ten percent of the nominal height of the anode as measured from the uppermost corner to the bottom of the depression.

Not more than one percent of the total surface of the anode casting can be contaminated with nonmetallic inclusions visible to the naked eye.

The straightness of the anode must not deviate more than two percent of the anode nominal length from the longitudinal axis of the anode.

Within the aluminum section transverse cracks of unlimited length and depth are permitted if width does not exceed 0.20 inches and there are not more than 10 cracks per anode. Small dense cracks must be considered one crack and cracks of 0.02 inches wide or less must be ignored. Longitudinal cracks are not permitted in any length except in the final "topping-up" metal at shrinkage depressions.

2.3 COATING REPAIR

Coat all damage to sheeting and welds after anode installation in accordance with Section 09 97 13.26, COATING OF STEEL WATERFRONT STRUCTURES.

PART 3 EXECUTION

3.1 INSTALLATION

Submit Drawings prior to installation.

Unless otherwise indicated, all materials must be installed as shown on the contract drawings in accordance with the manufacturer's recommendations, safety procedures and as directed by the Owner. Installation must conform to NFPA 70.

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3.1.1 Anodes

Install anodes in accordance with the drawings. Remove any existing anode, including mounting bracket.

The area where the anode is to be welded must be cleaned to near white material just prior to welding the anode. The weld for each anode must be capable of fully supporting the anode weight.

The anode must be maintained free of oils, chemicals, paint, petroleum products and other foreign chemicals or coatings. All coatings, wrapping and protective shipping material must be removed from the anode prior to installation.

3.2 FIELD QUALITY CONTROL

Field tests shall be witnessed by the Owner. Advise the Owner 5 days prior to performing each field test.

3.2.1 Inspections

The Owner may perform a visual inspection of the anode installations. A written report will be submitted indicating which anodes were inspected and the approval of the workmanship. Unacceptable workmanship must be reworked to the approval of the Owner at no additional cost to the Owner before final payment is made.

3.2.2 Galvanic Cathodic Protection System Testing

System must be tested and inspected in the presence of the Owner. Record test data, including date, time, and locations of testing and submit Reports to the Owner. Correct and retest, at his expense, deficiencies in the materials and installation observed by these tests and inspections. Testing must include the following measurement:

a. Protected potential measurements: With the entire galvanic protection system put into operation for at least one week, measure potentials using a silver-silver chloride reference electrode and a voltmeter having an input impedance of not less than 10 megohm.

Tests must be performed every 50-feet along the sheet pile wall. Potential measurements must be made at the water surface and at 5-feet, 10-feet, and 15-feet below (as applicable) the mean low water line.

3.2.3 Criteria for Cathodic Protection

Conduct in accordance with NACE SP0169. Criteria for determining the adequacy of protection shall be selected by the corrosion engineer as applicable:

a. A negative voltage of at least 800 millivolts as measured between the structure surface and a saturated silver-silver chloride reference electrode contacting the water. Determination of this voltage is to be made with the protective current applied.

-- End of Section --

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addendum 2 20200619 - pease development authority€¦ · 6/19/2020 · addendum 2 june 19, 2020...

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