35 12 00 temporary marine navigation aids july …passaic.sharepointspace.com/public documents/phase...

35 12 00 TEMPORARY MARINE NAVIGATION AIDS

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July 2011

1 General

1.1 SECTION INCLUDES

.1 The Work specified in this Section includes labor, materials, equipment, and services necessary for or incidental to selection, installation, maintenance, and removal of aids to navigation (ATON) in compliance with the U.S. Aids to Navigation System.

.2 ATON will include, but are not limited to, lights, lighted buoys, unlighted buoys, reflective material, and any other product that may be necessary to facilitate safe vessel passage and reduce the risk of damage to the enclosure and its components.

.3 Issuance of Local Notice to Mariners (LNM).

.4 Comply with the rules, regulations, and procedures pertaining to private ATON set forth in the U.S. Coast Guard (USCG) Code of Federal Regulations (CFR), Title 33, Chapter 1, Parts 62, 64 and 66.

1.2 SUBMITTALS

.1 The Contractor will submit a Navigation Plan to the Engineer for review. Include the method of selection, installation, maintenance, and removal of ATON. The plan will include:

.1 Manufacturer’s data sheets for buoys, lights, signs, reflective material, paint, and other material used as an ATON.

.2 Shop Drawings for buoys and all other components requiring assembly off site.

.3 Power Plan that clearly identifies how lights and other electrical ATON will be powered, including identification of primary and secondary power sources, if applicable. Renewable energy sources are preferable where readily implementable (e.g., solar lighting).

.2 An LNM will be provided to the local USCG and Engineer 30 days prior to mobilization.

1.3 DELIVERY, STORAGE, AND HANDLING

.1 ATON materials will be delivered on site prior to mobilization. Delivery will be made at a time when the ATON materials can be immediately placed into proper storage conditions as described below.


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.2 ATON materials will be stored in a secure area that is protected against theft, physical, and chemical hazards. ATON and supporting materials will be stored in a way that prevents staining prior to installation. Manufacturer’s storage recommendations will be followed.

.3 Electrical components will be protected from moisture, direct sunlight, and extreme temperatures (>90 degrees Fahrenheit [ºF] and <20ºF). Manufacturer’s storage recommendations will be followed.

1.4 DEFINITIONS

.1 ATON: Those items such as paints, markers, reflectors, buoys, lights, and other devices that are used to alert water traffic to Phase I Removal Action in-water activities and to communicate the actions that will be taken to ensure safe navigation.

.2 LNM: A notice issued by the USCG to disseminate important information affecting navigational safety within a District.

2 PRODUCTS

.1 ATON will be in compliance with U.S. Aids to Navigation System and the USCG, as specified in the USCG CFR, Title 33, Chapter 1, Parts 62, 64 and 66 and will be reviewed by the Engineer.

.2 Where possible, solar or alternative power sources will be used.

.3 Lights will be visible to a distance of 2 miles.

3 Execution

3.1 INSTALLATION

.1 An LNM will be issued prior to conducting in-water work, including the installation of ATON.

.2 An LNM will be issued at local marinas along the entire 17 miles of the Passaic River from the Dundee Dam at river mile (RM) 17 to the confluence with Newark Bay (RM 0.0).

.3 Buoys and other ATON, which are not affixed directly to a structure, will be installed following placement of scour protection materials. Those ATON that are fastened to the enclosure or ancillary structures will be installed upon construction of that element.


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.4 Install, maintain, and operate ATON according to the reviewed Navigation Plan and the manufacturer’s recommendations.

.5 Inspect the ATON daily and repair and replace as necessary, in accordance with the manufacturer’s specifications. Replacement ATON will meet or exceed the specifications of the ATON it is replacing.

.6 Once in place, no ATON will be removed before notifying and receiving approval from the USCG (Class II and III aids), unless the ATON is a Class I aid, which does not need USCG approval before being removed.

END OF SECTION

35 20 16.60 DOWNWARD-OPENING WEIR GATE

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1 General


.1 This Section describes the stainless steel downward-opening weir gate and operator. The equipment provided under this Section will be fabricated, assembled, erected, and placed in proper operating condition in full conformity with the Technical Drawings and Specifications, engineering data, and Manufacturer’s instructions and recommendations, unless exceptions are noted by the Engineer.

.2 The gate and operator will be supplied with the necessary parts and accessories indicated on the Technical Drawings, specified, or otherwise required for a complete, properly operating installation; the gate and operator will be supplied with the latest standard product of a manufacturer regularly engaged in the production of water control gates.

.3 The weir gate supplied under this Section will be a Series 40 Stainless Steel Downward-Opening Weir Gate manufactured by H. Fontaine Ltd. Except as modified or supplemented herein, the gate and operator will conform to the applicable requirements of American Water Works Association (AWWA) C513, latest edition.

1.2 REFERENCES

.1 American Society of Mechanical Engineers (ASME). Boiler Pressure Vessel Code, Section IX. Welding and Brazing Qualifications.

.2 ASTM International (ASTM). 2005. D4020 – Standard Specification for Ultra-High-Molecular-Weight Polyethylene Molding and Extrusion Materials. DOI: 10.1520/D4020-05. ASTM International, West Conshohocken, PA.

.3 ASTM. 2007. D1056 – Standard Specification for Flexible Cellular Materials—Sponge or Expanded Rubber. DOI: 10.1520/D1056-07. ASTM International, West Conshohocken, PA.

.4 ASTM. 2008. D2000 – Standard Classification System for Rubber Products in Automotive Applications. DOI: 10.1520/D2000-08. ASTM International, West Conshohocken, PA.

.5 ASTM. 2008. F593 – Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs. DOI: 10.1520/F0593-02R08. ASTM International, West Conshohocken, PA.



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.6 ASTM. 2009. B584 – Standard Specification for Copper Alloy Sand Castings for General Applications. DOI: 10.1520/B0584-09A. ASTM International, West Conshohocken, PA..

.7 ASTM. 2009. D3935 – Standard Specification for Polycarbonate (PC) Unfilled and Reinforced Material. DOI: 10.1520/D3935-09. ASTM International, West Conshohocken, PA.

.8 ASTM. 2009. F594 – Standard Specification for Stainless Steel Nuts. DOI: 10.1520/F0594-09. ASTM International, West Conshohocken, PA..

.9 ASTM. 2010. A240 – Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications. DOI: 10.1520/A0240_A0240M-10. ASTM International, West Conshohocken, PA.

.10 ASTM. 2010. A276 – Standard Specification for Stainless Steel Bars and Shapes. DOI: 10.1520/A0276-10. ASTM International, West Conshohocken, PA.

.11 AWWA, Standard C513. Open-Channel, Fabricated-Metal Slide Gates and Open-Channel, Fabricated-Metal Weir Gates.

.12 International Organization for Standardization, Standard 9001. Quality Management Systems.

.13 Series 40 Stainless Steel Downward Opening Weir Gates by H. Fontaine Ltd.

1.3 SUBMITTALS

.1 The Contractor will submit, for review by the Engineer, Technical Drawings showing the principal dimensions, general construction, and materials used in the gate and lift mechanism.

.2 The Manufacturer's shop welds, welding procedures, and welders will be qualified and certified in accordance with the requirement of the latest edition of ASME, Section IX.

.3 The Contractor will submit the requirements for the remote operation of the downward-opening weir gate to the Engineer. The submittal will include:

.1 Motor size, configuration, and mounting needs.

.2 Electrical requirement of motor.

.3 Shop Drawings depicting motor mounting brackets and weir gate installation requirements if not already shown on the Technical Drawings, as specified in Paragraph 1.3.1 of this Section.



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.4 Verification that the downward-opening weir gate can be operated manually with reasonable effort if the remote operation motor fails.


.1 The weir gate will be shop inspected for operation before shipping.

.2 The Manufacturer will be International Organization for Standardization 9001:2000-certified.

.3 Weir gate and related hardware will be stored on site in a secure area protected from physical, chemical, and personal hazards including theft until installation.

1.5 DEFINITIONS

.1 Weir Gate – A rectangular channel with an adjustable metal gate at its head used for flow control where water flows over the top of the gate.

2 Products

2.1 WEIR GATE

.1 General Design: The weir gate will be self-contained and of the rising stem configuration.

.2 Frame: The gate frame will be constructed of structural members or formed plate welded to form a rigid one-piece frame. The frame will be of the flange back design, suitable for mounting on a concrete wall. The guide slot will be made of ultra high molecular weight polyethylene (UHMWPE).

.3 Slide: The slide will consist of a flat plate reinforced with formed plates or structural members to limit its deflection to 1/720 of the gate's span under the design head.

.4 Guides and Seals: The guides will be made of UHMWPE and will be of such length as to retain and support at least two-thirds of the vertical height of the slide in the fully open position.

The bottom and side seals will be made of UHMWPE of the self-adjusting type. A continuous compression cord will ensure contact between the UHMWPE guide and the gate in all positions. The sealing system will maintain efficient sealing in any position of the slide and let the water flow only in the open part of the gate.

Seals will maintain the specified leakage rate in both seating and unseating conditions.



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2.2 OPERATORS AND STEM

.1 Stems and Couplings: The operating stem will be of stainless steel designed to transmit in compression at least two times the rated output of the operating manual mechanism with a 40 pounds (lbs) (178 N) effort on the crank or hand wheel.

The stem will have a slenderness ratio (L/r) less than 200. The threaded portion of the stem will have machine cut threads of the Acme type.

Where a hydraulic, pneumatic, or electric operator is used, the stem design force will not be less than 1.25 times the output thrust of the hydraulic or pneumatic cylinder, with a pressure equal to the maximum working pressure of the supply or 1.25 times the output thrust of the electric motor in the stalled condition.

.1 For stems in more than one piece and with a diameter of 1 ¾ inches (45 millimeters [mm]) and larger, the different sections will be joined together by solid bronze couplings. Stems with a diameter smaller than 1 ¾ inches, will be pinned to an extension tube.

The couplings will be grooved and keyed and will be of greater strength than the stem.

.2 A weir gate having width equal to or greater than two times its height will be provided with two lifting mechanisms connected by a tandem shaft.

.2 Stem Guides: Stem guides will be fabricated from type 304L (or 316L) stainless steel. The guide will be equipped with an UHMWPE bushing. Guides will be adjustable and will be spaced in accordance with the Manufacturer's recommendation. The L/r ratio will not be greater than 200.

.3 Stem Cover: A rising stem gate will be provided with a clear polycarbonate stem cover. The stem cover will have a cap and condensation vents as well as a clear mylar position indicating tape. The tape will be field applied to the stem cover after the gate has been installed and positioned.

.4 Lifting Mechanism: Manual and automated operators of the types listed in the schedule will be provided by the gate manufacturer.

Bearings and gears will be totally enclosed in a weather-tight housing. The pinion shaft of crank-operated mechanisms will be constructed of stainless steel and supported by roller or needle bearings.

Each manual operator will be designed to operate the gate under the maximum specified seating and unseating heads by using a maximum effort of 40 lbs (178 N) on the crank or hand wheel, and will be able to withstand, without damage, an effort of 80 lbs (356 N).



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The crank will be removable and fitted with a corrosion resistant rotating handle. The maximum crank radius will be 15 inches (381 mm) and the maximum hand wheel diameter will be 24 inches (610 mm).

.5 Yoke: A self-contained gate will be provided with a yoke made of structural members or formed plates. The maximum deflection will be 1/360 of the gate's span.

.6 Materials

Part Material

Frame, yoke, stem guides, slide, stem extension

Stainless steel ASTM A240 type 304L or 316L

Guides, side and bottom seals, stem guide liner

UHMWPE ASTM D4020

Compression cord Nitrile ASTM D2000 M6BG 708, A14, B14, E014, E034

Threaded stem Stainless steel ASTM A276 type 303 MX or 316

Fasteners ASTM F593 and F594 GR1 for type 304 and GR2 for type 316

Pedestal, hand wheel and crank

Tenzaloy aluminum

Gasket (between frame and wall)

Ethylene Propylene Diene Monomer (M-class) Rubber ASTM D1056

Stem cover Polycarbonate ASTM D3935

Lift nut, couplings Manganese bronze ASTM B584; Unified Numbering System C86500-Copper alloy, Manganese bronze

.7 Gate Type: Gate will be a self-contained, rising stem, downward-opening weir with dimensions of 6 feet (ft) wide and 6 ft high.

3 Execution

3.1 INSTALLATION

.1 Gate and appurtenances will be handled and installed in accordance with the Manufacturer's recommendations.



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3.2 FIELD TEST

.1 After completing gate installation, the gate will be operated through at least two complete open/close cycles for each of the manual and remote operating methods. If an electric or hydraulic operator is used, limit switches will be adjusted following the Manufacturer's instructions.

.2 The weir gate will be checked for leakage by the Contractor. The weir gate will be substantially watertight under the design head conditions. Leakage will not exceed 0.05 gallon per minute per ft of seal periphery under the design seating head and 0.1 gallon per minute per ft of seal periphery for the design unseating head.

END OF SECTION

35 20 23.13 DREDGING Page 1 of 12 Revision: 2

July 2011

1 General


.1 The objective of the dredging is to remove approximately 40,000 cubic yards (cy) of material in the Passaic River directly adjacent to the Operable Unit 1 Upland Site (OU-1). This will be accomplished by removing sediment to a depth of 12 feet (ft) (unless otherwise specified) below sediment surface (bss) from within an enclosure.

.2 During dredging, large debris that can be handled by the excavator bucket (generally larger than 5 ft in any one dimension) will be removed directly by the excavator bucket and placed onto the designated debris barge. Additional oversized debris will be screened out of the sediment and collected on the designated debris barge in accordance with Section 44 46 16 – Sediment Processing. The Contractor will offload the debris barge to the adjacent OU-1 using an excavator located on OU-1. The Contractor will load the debris directly into a chassis-mounted intermodal container to be transported off site for disposal, in accordance with Section 02 61 31 – Transport, Treatment, and Disposal of Wastes.

.3 The Contractor will remove sediment by dredge unit, as specified on the Technical Drawings. These dredge units will be excavated in the following order to achieve in-situ segregation of sediment of different waste characterization: 1(EM), 2(HAZ), 3(EM), 4(HAZ), 5(EM), 6(HAZ), and 7(EM). Waste characterization types and HAZ/EM designations are defined in Section 02 61 31 – Transport, Treatment, and Disposal of Wastes

.4 Bathymetric surveys will be performed to confirm that the Contractor has achieved the required dredge design elevations. Confirmation surveys will be conducted by a third-party surveyor with equipment and crew independent of the Contractor’s. The surveyor will be licensed in New Jersey. Surveys will be conducted in accordance with Section 02 21 00 – Surveys.

.5 The Engineer will confirm the achievement of design removal elevations based on a comparison of post-dredge sediment elevations with the design removal elevations, including the overdredge allowance. Final acceptance of the Work will only be reviewed by the Engineer upon review of pre-dredge and post-dredge multibeam bathymetric surveys performed by the third-party surveyor. The Contractor is responsible for completing any progress surveys and submitting them to the Engineer. Backfilling will commence only at the direction of the Engineer after dredging is completed and reviewed by the Engineer.


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1.2 RELATED SECTIONS

.1 Section 01 14 00 – Work Restrictions

.2 Section 01 35 43.14 – Environmental Protection

.3 Section 01 71 13 – Mobilization and Demobilization

.4 Section 01 74 23 – Decontamination

.5 Section 01 76 00 – Protecting Installed Construction

.6 Section 02 21 00 – Surveys

.7 Section 02 61 31 – Transport, Treatment, and Disposal of Wastes

.8 Section 35 12 00 – Temporary Marine Navigational Aids

.9 Section 44 46 16 – Sediment Processing

1.3 REFERENCES

.1 ARCADIS U.S., Inc. (ARCADIS). 2009. Memo to Tierra regarding revised survey information, Diamond Alkali Superfund Site, Newark, New Jersey, dated October 22.

.2 Tierra Solutions, Inc. (Tierra). 2011. Construction Quality Assurance Plan (CQAP). CERCLA Non-Time-Critical Removal Action – Lower Passaic River Study Area. Revision 1. Tierra Solutions, Inc., East Brunswick, New Jersey. April.

1.4 SUBMITTALS

.1 Pre-construction (Removal Action Work Plan)

.1 Prepare and submit a Dredge Work Plan to the Engineer for review.

.2 The Dredge Work Plan will include:

.1 Qualifications of dredge operator(s) to be used for the Work, including:

.1 Years of experience in both general and environmental dredging

.2 Names and years of environmental dredging projects completed and detailed project experience for those projects, such as location, size, required dredge accuracy, methods of verification, and references.


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.3 Qualifications and experience of positioning equipment technical support personnel used for positioning equipment at the Phase I Work Area whenever dredging activities take place.

Dredge operators will be approved by the Engineer prior to the start of work. The Engineer reserves the right to revoke approval of a previously approved dredge operator at any point during the Work based on performance.

.2 Description of the Contractor’s means and methods for the dredging work, including equipment details such as type and size of dredges and manufacturer specifications for other equipment such as tug boats, barges, and other support vessels. The Dredge Work Plan will include sufficient detail to demonstrate that the Contractor’s approach has been developed to achieve the required in-situ segregation of the dredge units and design dredge elevations on the Technical Drawings. The Contractor will also provide details such as schedule and sequence within the dredge units, and plans for the different work environments encountered during the Work (e.g., dredging adjacent to sheet pile walls, dredge units that do not have an overdredge allowance).

.3 Description of logistics of the operation and schedule such as down-times assumptions, sequence of the Work, schedule for dredging-related submittals during construction, and assumed work days and hours of operation. The schedule will account for periods when dredging is not conducted when the sediment transport and processing equipment is being cleared of sediment between dredge units with different sediment types (EM and HAZ).

.4 Approach for deployment of equipment and personnel, including mobilization of dredges and other ancillary equipment used to conduct the Work, to the Phase I Work Area and daily deployment of personnel and vessels (see Section 01 14 00 – Work Restrictions and Section 01 71 13 – Mobilization and Demobilization).

.5 Procedures and equipment for debris removal during dredging, including the offloading of debris to OU-1.

.6 Procedures and equipment to be used if sediment that is dense or hard, or otherwise resistant to dredging, is encountered.

.7 Procedures for dredging within the limits of the dredge units shown on the Technical Drawings, complying with the overdredge allowance at the bottom of the excavation, and maintaining vertical control between dredge units of different sediment types (EM and HAZ).


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.8 Verification methods for real-time kinematic – digital global positioning system (RTK-DGPS) and the Contractor’s means and methods for demonstrating the ability to achieve, monitor, and report that verification equipment is operating within allowable tolerances (i.e., quality control check of positioning sensors to verify that individually and together they operate within a range that satisfies the tolerance requirement).

.9 Means of meeting air controls requirements (see Section 01 35 43.14 – Environmental Protection).

.10 Means and methods for maintenance of equipment used for activities associated with dredging for the duration of the Work, and proposed solutions if equipment used to complete the Work malfunctions or has operational problems that could result in project delays.

.3 The Contractor will provide the Engineer with details regarding the location and times the Engineer will be able to access the dredging equipment prior to mobilization. In general, the Contractor will facilitate access for Tierra and Engineer representatives to the Work vessels upon request.

.2 During Construction

.1 Daily Dredge Reports: The following information will be submitted to the Engineer in a Daily Dredge Report:

.1 Weather conditions

.2 Dredge unit(s) dredged that day

.3 Dredge unit(s) completed that day

.4 Dredge unit(s) completed to date

.5 Production rate that day

.6 Average production rate to date

.7 Large debris encountered during dredging

.8 Any unusual conditions encountered during dredging

.9 Visual output from dredging software (such as Trimble’s HYDROProTM Construction or similar) showing dredge unit(s) completed to date and the day’s progress

.10 Results from any progress bathymetry surveys conducted by the Contractor


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.11 Summary of any debris offloading activities for that day

.12 Quantity of debris (approximate volume and weight) offloaded to OU-1 to date

.13 Results of verification of RTK-DGPS system, in accordance with Paragraph 2.1.2 of this Section

1.5 DEFINITIONS

.1 Sediment

Sediment within the enclosure includes two distinct types. These types were designated based on disposal requirements. Each dredge unit contains one of the following acronyms to designate the sediment type:

.1 EM: Sediment designated as Environmental Media

.2 HAZ: Sediment designated as Hazardous Characteristic Material

Disposal of these sediment types will be in accordance with Section 02 61 31 – Transport, Treatment, and Disposal of Wastes.

.2 Debris

Debris includes any material separated from the sediment at the enclosure prior to transport to the Upland Processing Facility (UPF) in the hydraulic pipeline. Debris is defined by its size, in the following manner:

.1 Large debris, generally greater than 5 ft in any one dimension, which can be handled and segregated directly with the excavator bucket during dredging operations.

.2 Oversize debris +6 inches: removed from grizzly screen

.3 Coarse debris +0.5 inch: removed from trommel screen

1.6 NOTIFICATIONS

.1 Notice to Mariners

A Local Notice to Mariners will be submitted to the U.S. Coast Guard (USCG) in accordance with Section 35 12 00 – Temporary Marine Navigational Aids.

1.7 UTILITIES

.1 The Contractor will investigate the location of utilities prior to beginning dredging activities in accordance with Section 01 76 00 – Protecting Installed Construction.


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1.8 QUANTITIES

.1 The design quantity of material targeted for dredging within the enclosure is approximately 40,000 cy, which corresponds to a final dredge depth of approximately 12 ft bss. This quantity does not include overdredge allowance of 0.3 ft and is based on the required dredge design elevations and design bathymetry, as shown on the Technical Drawings.

.2 The allowable overdredge is 0.3 ft below (i.e., deeper than) the required dredge design elevation shown on the Technical Drawings. For EM dredge units located directly above HAZ dredge units, no overdredge allowance will be permitted.

.3 Sediment must be dredged to the required depth of shown on the Technical Drawings; there will be no areas of underdredging.

2 Products

2.1 DREDGING EQUIPMENT

The following Paragraphs describe the dredging equipment required for dredging.

.1 Dredging Equipment

.1 The Contractor will use mechanical dredging to remove the material. Mechanical dredging equipment will be reviewed by the Engineer. The mechanical dredging equipment will include a level-cut bucket.

.2 Dredging equipment will be seaworthy and maintained to meet the requirements of the Work, including the immediate repair of leaks within 1 hour of observation.

.3 The Contractor will have and maintain a sufficient number of barges within the enclosure to accommodate the required production rate of 500 cy per day.

.2 Dredge Positioning Equipment

.1 The dredge will be equipped with RTK-DGPS and the necessary sensors to enable accurate horizontal and vertical positioning of the dredge head or bucket. The dredge bucket will have a positioning tolerance of plus or minus 2 inches vertically and plus or minus 3 inches horizontally.

.2 The Contractor will have qualified positioning equipment technical support personnel at the Phase I Work Area whenever dredging activities take place.

.3 The dredge positioning software will have the following capabilities:


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.1 Inputting a dredge prism file (an x, y, z file on a gridded interval of 1 ft by 1 ft).

.2 Recording dredge sensor information to a hard disc so that the position and movements of the dredge bucket can be reviewed at a later date (playback capability). This playback data will be provided as part of the Daily Dredge Report.

.3 Producing plots showing the location of each dredge cut location in the dredge unit.

.4 Using a true three-dimensional computational system to calculate the position of the dredge bucket, considering the tilt and list of the dredge platform as well as the standard positioning sensors.

.4 The Contractor will be able to demonstrate that the dredge positioning system’s tolerance is within the stated vertical and horizontal accuracies. The tolerance will include errors associated with measuring the position of the dredge bucket.

.5 If the Contractor chooses to use an alternate positioning system, it must be submitted in writing to and reviewed by the Engineer. However, the Contractor should note that the emphasis of verifications under this Contract is based upon survey accuracy, and only alternatives that provide equal or better accuracy will be reviewed.

.6 The Contractor will verify the RTK-DGPS for the dredge in the field 14 days prior to the scheduled use of the equipment. The equipment verification can be completed on-land or on-water and will demonstrate the ability to achieve, monitor, and report these tolerances. The Engineer will be present for the operation and must review the verification procedures. Procedures for verification will be submitted to the Engineer for written notification 30 days in advance of field verification. On-land verifications are considered necessary and will be re-verified once the equipment is on the water, and before the equipment is used for dredging. The RTK-DGPS equipment must be re-verified weekly by the Contractor with the Engineer present, with verification records provided in the Daily Dredge Report on the day the verification is conducted.

.7 The Contractor must verify that the system is operating within allowable tolerances (i.e., quality control check of positioning sensors to verify that individually and together they operate within a range that satisfies the tolerance requirement) at least once per day against site benchmarks and included in the Daily Dredge Report. When sediment removal occurs within one foot of a vertical border between EM and HAZ material, the Contractor will: (1) notify the Engineer, and (2) conduct calibration checks of the RTK-DGPS positioning to bucket tip elevation related to site benchmark PK-A


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(ARCADIS 2009), no more than four hours apart and include the results in the Daily Dredge Report. If, during any verification activities, the Contractor determines that the RTK-DGPS system is out of the stated positioning tolerance, dredging will be halted until the system is brought back into tolerance and is verified.

.8 If, at any time during the Work, the Contractor determines that the RTK-DGPS system is malfunctioning or has failed, dredging will be halted until the system has been restored to proper operating condition.

.3 Debris Handling Equipment

.1 The Contractor will use a designated debris barge to temporarily store and stage debris. The debris barge will be of sufficient size to accommodate various quantities of debris expected to be encountered during dredging.

.2 The Contractor will supply equipment necessary to transfer debris and oversized material from the designated debris barge to OU-1 for further transport and disposal. This equipment will be reviewed by the Engineer to ensure that the OU-1 remedial cap and Floodwall restrictions are met.

.3 The Contractor will transfer debris to OU-1 using a long-reach excavator to mechanically transfer debris from the debris barge to a chassis-mounted intermodal container. The container will be transported off site on the route shown on the Technical Drawings for final loading and disposal in accordance with Section 02 61 31 – Transport, Treatment, and Disposal of Wastes.

3 Execution

.1 Work Day

The Contractor will conduct dredging work 6 days per week, 12 hours per day. Work conducted later than 30 minutes before sunset or earlier than 30 minutes after sunrise will require lighting in accordance with Section 01 14 00 – Work Restrictions. Conditions that might halt normal dredging operations are:

.1 Weather conditions, as stated in Section 01 14 00 – Work Restrictions, including:

.1 Wind speeds in excess of 28 miles per hour

.2 Lightning strikes within 6 miles of the site, per the response actions that will be outlined in the Construction Health and Safety Plan.


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.3 Impacts of sustained cold weather on the ability to transfer sediment via hydraulic pipeline

.2 Times in which the river level rises to a predetermined elevation, as stated in the CQAP (Tierra 2011).

.3 Times in which dredging will transition from EM sediment to HAZ sediment, or vice-versa

.4 Additional hours of downtime due to work restrictions, as specified in Section 01 14 00 – Work Restrictions.

.2 Access

.1 Access to the Phase I Work Area will be via OU-1, as shown on the Technical Drawings. The Contractor will be responsible for transporting water-based work platforms and equipment to the enclosure. Equipment will only be allowed at OU-1 if specifically permitted by the Engineer or Tierra. Personnel loading and offloading will occur at OU-1 at the Contractor’s discretion.

.3 Protection of the Adjacent OU-1 Remedial Cap and Floodwall

.1 The Contractor and Engineer will review and verify the condition of existing structures located adjacent to the enclosure prior to beginning the Work to ascertain existing conditions. Any damage documented as a result of the Contractor’s activities will be assessed to the Contractor for repair.

.2 The Contractor will not place equipment on either the cap or behind load-critical areas behind the OU-1 Floodwall, except with the review of the Engineer or Tierra.

.3 The Contractor will comply with the OU-1 remedial cap and Floodwall restrictions in accordance with Section 01 14 00 – Work Restrictions.

3.2 CONDUCT OF DREDGING WORK

.1 Sequence

Dredging will be conducted within the enclosure according to the following sequence of dredge units, as shown on the Technical Drawings:

.1 1(EM)

.2 2(HAZ)

.3 3(EM)

35 20 23.13 DREDGING


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.4 4(HAZ)

.5 5(EM)

.6 6(HAZ)

.7 7(EM)

Debris originating in dredge units of different classifications will be kept separate. Keeping debris from dredge units with different classifications may require the Contractor to offload debris to OU-1 before continuing dredging operations.

.2 Required Dredge Design Elevations

The final elevation of the dredge cut will be at or lower than the required dredge design elevations within the overdredge allowance, as shown on the Technical Drawings, based on post-dredge elevations using survey methods specified in Section 02 21 00 – Surveys.

The overdredge allowance is 0.3 ft deeper than the required dredge design elevations.

Between vertically adjacent dredge units of different sediment types (i.e., HAZ and EM), the Contractor will achieve the elevations specified on the Technical Drawings without additional overdredge. Between vertically adjacent dredge units of the same sediment type (i.e., EM and EM), the overdredge allowance will be 0.5 ft. If overdredge tolerances are exceeded for an EM dredge unit overlying HAZ dredge unit, Contractor will: (1) notify the Engineer, and (2) the material in the dredge bucket will be contained separately from the barge of EM sediment and incorporated into the next HAZ dredge unit.

If post-dredge surveying indicates that dredging operations failed to achieve the required dredge design elevation, the Contractor will re-dredge the area to the required dredge design elevation. Any re-dredging and/or re-surveying required to obtain the required dredge design elevation will be at no additional cost to Tierra.

.3 Dredging Approach

The Contractor will achieve a dredging production rate that meets 500 cy per day.

The Contractor will notify the Engineer when transitioning from one dredge unit to another. When transitioning from one dredge unit to another, dredging operations will stop to allow the dredged sediment to pass through the hydraulic pipeline and processing system before resuming dredging. During this period, debris offloading from the designated debris barge to OU-1 will be required to segregate debris from dredge units with different sediment types.



July 2011

Air controls during dredging are summarized in Section 01 35 43.14 – Environmental Protection.

.4 Debris

.1 Debris will be classified in the same manner as the sediment from which it was separated: Debris screened out of sediment from an EM dredge unit will be disposed of in the same manner as EM material, and debris screened out of sediment from a HAZ dredge unit will be disposed of in the same manner as HAZ material, in accordance with Section 02 61 31 – Transport, Treatment, and Disposal of Wastes.

.2 The Contractor will segregate large debris (defined as greater than 5 ft in any one dimension) from smaller debris on both the debris barge and during offloading of debris for transport off site. Regardless of the classification of the dredge unit it came from, large debris will be shipped to a Subtitle C facility for determination of final disposal requirements.

.3 If significant quantities of non-porous debris (metal, cobble) that is easily separated from porous debris are encountered, the Contractor will identify this debris and notify the Engineer of its presence. The Engineer will evaluate the appropriate handling of these materials as they are identified, which may include a classification different than the dredge unit from which the material originated, and potential for disposal or recycle.

.4 The Contractor will rinse the large and oversize debris using water from the enclosure to remove adhered sediment. The oversize debris removed from the grizzly will only be rinsed if needed to remove adhered sediment as determined by the Engineer. The debris rinse water from EM dredge units will be allowed to freely drain back into the enclosure. If the rinse water cannot drain freely, the Contractor will use a sump and pump to drain the rinse water, so the debris is not sitting in contact with standing rinse water. The debris rinse water from HAZ dredge units will be captured and directed to the slurry makeup tank during HAZ sediment processing.

.5 Conduct of Surveys

Pre- and post-dredge elevations will be surveyed by a third-party, licensed surveyor. The surveyor will use instruments, equipment, vessels, and personnel separate and independent from the Contractor. The post-dredge survey conducted by the third-party surveyor will form the basis for the Engineer’s decisions regarding completion of dredging, quantity calculations, and final payment terms.

.1 A pre-construction bathymetry survey, post-dredging bathymetry survey, and post-backfill bathymetry survey will be conducted for the Phase I Work Area. The pre-construction bathymetry survey will be conducted prior to



July 2011

construction of the enclosure. The post-backfilling bathymetry survey will be conducted after backfilling is completed, prior to removal of the enclosure.

.2 Interim bathymetric surveys will be conducted within 1 ft of the interface between dredge units and with increased frequency between vertically adjacent dredge units of different classifications (i.e., between a dredge unit designated EM and a dredge unit designated HAZ).

.6 Demobilization

The Contractor will demobilize materials, equipment, and personnel as reviewed by the Engineer. This includes decontamination of equipment in accordance with Section 01 74 23 – Decontamination, as specified in Section 01 71 13 – Mobilization and Demobilization.

END OF SECTION

35 20 23.14 HYDRAULIC PIPELINE


July 2011

1 General


.1 The Contractor will furnish labor, equipment, and materials and execute activities necessary to provide and install a hydraulic pipeline from the Phase I Work Area to the Upland Processing Facility (UPF).

.2 Installation of the hydraulic pipeline will include installation of a floating, double-walled, high-density polyethylene (HDPE) pipeline; flexible rubber connections; pump; anchoring; a vacuum breaker; any necessary appurtenances; and a temporary floating dock (pontoon) near the UPF shoreline.


.1 Section 35 43 00 – Scour Protection

.2 Section 44 46 16 – Sediment Processing

1.3 REFERENCES


1.4 SUBMITTALS

.1 Pre-construction (Removal Action Work Plan)

.1 The Contractor will submit a Pipeline Construction Work Plan to the Engineer. The Work Plan will be included in the Removal Action Work Plan Part 2 and will contain:

.1 Detailed descriptions and Drawings of the Contractor’s means and methods of installing and constructing the hydraulic pipeline (e.g., connections, welding, pumps).

.2 Detailed description and one Drawing of the shoreline approach at the UPF and the necessary equipment to allow the hydraulic pipeline to follow tidal movements, and the Contractor’s means and methods for anchoring the hydraulic pipeline to the upland at the UPF.

.3 Drawings showing hydraulic pipeline support framing for the enclosure wall crossing, as well as brackets supporting the hydraulic pipeline both within the enclosure and outside the enclosure, as needed, below the support framing.



July 2011

.4 Manufacturer’s technical specifications indicating that material meets the requirements detailed in Paragraph 2 of this Section.

.5 Sequence and method of installation including the following:

.1 Length of the manufactured hydraulic pipeline sections.

.2 Length of the hydraulic pipeline sections after welding, before in-water installation.

.3 Methods to be used for welding the hydraulic pipeline sections, including a description of the equipment to be used and test methods to verify the strength of the welds.

.4 Installation and anchoring of the temporary dock (pontoon) with all of the necessary equipment.

.5 Placement of scour protection materials prior to installation of pipeline anchors.

.6 Installation and anchoring of floating pipeline sections.

.7 Connection of hydraulic pipeline and flexible connections from processing equipment within the enclosure to fixed enclosure crossing, fixed enclosure crossing to floating section, and floating section to UPF on the temporary dock.

.8 Connection of the hydraulic pipeline to the sediment processing equipment area at the UPF.

.6 Details of testing and inspection of the hydraulic pipeline.

.7 An overview of equipment that may be used for installation works (e.g., vessels, cranes).

.2 The Contractor will submit an Operations Plan, which includes hydraulic pipeline operation and maintenance, in accordance with Section 44 46 16 – Sediment Processing.

.2 During Operations

.1 Pipeline Daily Report: The following information will be submitted to the Engineer in a Pipeline Daily Report, in accordance with the CQAP (Tierra 2011):



July 2011

.1 Weather conditions.

.2 Results of daily inspections, including observations made during visual inspection of flanges, tanks, valves, piping, pumps, motors, and moving parts.

.3 Record of any adjustments made to the hydraulic pipeline alignment or pontoons.

.4 Record of any pump refueling activities, including quantities of fuel used.

.5 Hydraulic pipeline pressure, density, and velocity visualizations used to adjust hydraulic pipeline operations or offloading as needed.

.6 Record of any hydraulic pipeline flushing activities, including time and duration of hydraulic pipeline flushing and quantity of water used to flush the line.

.7 Any unusual or unexpected conditions encountered during hydraulic pipeline operations.


.1 Components will be delivered to the installation site or the UPF by truck or by water. The hydraulic pipeline components will not be delivered to, or staged at, the Operable Unit 1 Upland Site (OU-1).

1.6 MISPLACED MATERIALS

.1 If the Contractor, during the execution of the Work, loses, dumps, throws overboard, sinks, or misplaces any material, debris, bucket, barge, or equipment, the Contractor will promptly recover and remove it. Give immediate verbal notice, followed by written confirmation, of the description and location of such obstructions to the Engineer and mark such obstructions until they are removed.

1.7 DEFINITIONS

.1 Carrier pipe: the inner pipe in the dual-containment pipeline.

.2 Containment pipe: the outer pipe in the dual-containment pipeline, for extra protection against exterior damage.



July 2011

2 Products

2.1 GENERAL

.1 The minimum product and construction requirements for the hydraulic pipeline are described. The Contractor will not substitute system components specified herein without the prior review of the Engineer. The Contractor will not modify equipment in the field without review from the Engineer.

2.2 HDPE DUAL-CONTAINMENT PIPING

.1 The main hydraulic pipeline sections will be constructed as HDPE dual-containment piping.

.2 The carrier pipe will be ISCO Industries HDPE Standard Dimension Ratio 7.3 or equal, with a 254 pounds per square inch pressure rating.

.3 The carrier pipe will have an inner diameter of 6.12 inches and an outer diameter of 8.625 inches.

.4 The containment pipe will be ISCO Industries HDPE Standard Dimension Rating 17 or equal, suitable for pressure ranges up to 100 pounds per square inch.

.5 The containment pipe will have an inner diameter of 11.16 inches and an outer diameter of 12.75 inches.

.6 The hydraulic pipeline will be installed in butt-welded sections and flanged together. The length of these sections should be as long as reasonably possible, to minimize the number of flanges necessary.

2.3 PIPELINE FEED PUMP

.1 The pipeline feed pump will be a Warman 6/4 DD-G, 90 kilowatt (kW) electrical pump or equivalent as reviewed by the Engineer.

2.4 SCOUR PROTECTION

.1 Scour protection for the pipeline anchors will consist of sand in accordance with Section 35 43 00 – Scour Protection.

3 Execution

3.1 ROUTING

.1 The Contractor will install the hydraulic pipeline along the route shown on the Technical Drawings.



July 2011

3.2 INSTALLATION OF ENCLOSURE HYDRAULIC PIPELINE SECTION

.1 The hydraulic pipeline section within the enclosure will be a fixed, single-wall steel pipeline with a 6-inch inner diameter, to withstand potential damage from equipment operating within the enclosure. The Contractor may submit alternative materials for this section of pipe for review by the Engineer.

.2 The Contractor will mount the hydraulic pipeline section within the enclosure inside the sheet pile wall, close to the top of the wall, to ensure that possible leakage water will flow back into the enclosure rather than outside the enclosure and into the river.

.3 The Contractor will install the steel enclosure pipe in a location where it will not be easily damaged by equipment used for operations within the enclosure.

.4 The hydraulic pipeline section within the enclosure will be fitted with two connection points for the sediment processing equipment within the enclosure to ensure continuous offloading operations, independent of the area to be dredged, as shown on the Technical Drawings.

.5 The Contractor will install flexible coupling at the two connection points to overcome pontoon movements and water level changes within the enclosure.

.6 The Contractor will install hand-operated valves at each connection point for decoupling and reconnecting the sediment processing equipment within the enclosure to the hydraulic pipeline.

.7 The Contractor will install a vacuum breaker at the highest point in the hydraulic pipeline, where it crosses the sheet pile wall. The Contractor will connect a hose from the vacuum breaker that will run back into the enclosure, near the water level, to redirect any potential leaks or spills of slurry back into the enclosure.

.8 The Contractor will install a flange at the end of the steel enclosure hydraulic pipeline, located at the top of the enclosure wall, to connect to the HDPE dual-containment hydraulic pipeline section..

3.3 INSTALLATION OF SCOUR PROTECTION

.1 The Contractor will place scour protection (sand) prior to driving the steel pipe piles used for anchoring the pipeline.

.2 Scour protection will meet the following minimum requirements:

.1 Thickness of 24 inches



July 2011

.2 Total width (including the anchor) will be 28 feet in the flow direction (approximately west-east) and 21 feet perpendicular to the flow direction (approximately north-south).

3.4 INSTALLATION OF FLOATING HYDRAULIC PIPELINE SECTION

.1 The Contractor will install one section of continuous welded hydraulic pipeline between the flexible connection outside the enclosure and the pontoon transition to the UPF..

.2 Floating hydraulic pipeline will be attached to steel pipe pile anchors, as shown on the Technical Drawings, to allow fluctuation of the pipeline with tidal movements. The pipeline will be attached in such a way as to allow for the pipeline to float freely with the change in water level. The attachments to the pipe piles will not cause the pipe to become hung up on the pipe piles, either causing the pipe to hang from the piles above the water level during a falling tide, or cause the pipeline to become completely submerged during a rising tide.

.3 The Contractor will install the hydraulic pipeline so that it floats no closer than 50 ft to the shoreline, and so that it does not enter the navigation channel along the floating section.

3.5 INSTALLATION OF HYDRAULIC PIPELINE TRANSITION TO UPF

.1 The Contractor will install a flexible connection from the floating section of the hydraulic pipeline to the transition section of the hydraulic pipeline to enable the pipeline to follow tidal movements. The connection will be located on the temporary dock.

.2 To allow operators to enter the temporary dock, the Contractor will install a walkway that is capable of following tidal movements, in accordance with the Technical Drawings.

3.6 APPURTENANCES

.1 The Contractor will provide any necessary appurtenances, required for operation of the hydraulic pipeline.

.2 The Contractor will provide necessary valves, meters, and gauges required for proper operation of the hydraulic pipeline.

3.7 FIELD QUALITY CONTROL

.1 After installation of the hydraulic pipeline, each electrical component (e.g., boosters, valves) will be tested, to check connections, power supply, functionality, and other operational functions.



July 2011

.2 After installation of the hydraulic pipeline, each flange connection, pontoon, anchors, pipeline section, temporary dock, and other main components will be thoroughly inspected to ensure that all is delivered and installed according to the Specifications. Subject to this inspection is a pressure check on the hydraulic pipeline to inspect flanges under operating conditions, as discussed in the CQAP (Tierra 2011).

3.8 START-UP AND COMMISSIONING

.1 After installation of the hydraulic pipeline, the Contractor will perform start-up, testing, and troubleshooting activities prior to initiating full-scale operations.

.2 Start-up and testing will be performed in accordance with the manufacturer’s recommendations and as indicated in the prepared Operations Plan.

.3 General start-up and testing will consist of:

.1 Filling the hydraulic pipeline with river water to check for possible leaks.

.2 Running the hydraulic pipeline with river water to further check for possible leaks in the hydraulic pipeline sections, valves, vacuum breaker, and connection points and to check booster pump functionality.

.3 Running the hydraulic pipeline with an initial low slurry concentration, to perform a step-by-step check of the functionality of different monitoring systems.

.4 Testing is described in detail in the CQAP (Tierra 2011).

END OF SECTION

35 43 00 SCOUR PROTECTION


July 2011

1 General


.1 Work under this Section will include, but is not necessarily limited to, supplying scour protection materials according to the requirements identified in this Section and in the necessary quantities to achieve the target thickness and coverage areas inside and adjacent to the enclosure, as identified on the Technical Drawings. This will include activities to procure materials, transport, and off load materials at the site.

.2 Materials required for scour protection will be placed on the area surrounding the enclosure, as depicted on the Technical Drawings, and will consist of a granular sand layer, geotextile, armor mattresses, and other scour protection materials proposed by the Contractor.

1.2 RELATED SECTION

.1 Section 35 12 00 – Temporary Marine Navigational Aids

1.3 REFERENCES

.1 American Association of State Highway and Transportation Officials. 2004. AASHTO T 88 – Standard Method of Test for Particle Size Analysis of Soils, 21 pp.

.2 ASTM International (ASTM). 2004. D4751 – Standard Test Method for Determining Apparent Opening Size of a Geotextile. DOI: 10.1520/D4751-04. ASTM International, West Conshohocken, PA.

.3 ASTM. 2007. D4355 – Standard Test Method for Deterioration of Geotextiles by Exposure to Light, Moisture and Heat in a Xenon Arc Type Apparatus. DOI: 10.1520/D4355-07. ASTM International, West Conshohocken, PA.

.4 ASTM. 2007. D4833 – Standard Test Method for Index Puncture Resistance of Geomembranes and Related Products. DOI: 10.1520/D4833-07. ASTM International, West Conshohocken, PA.

.5 ASTM. 2008. D4632 – Standard Test Method for Grab Breaking Load and Elongation of Geotextiles. DOI: 10.1520/D4632-08. ASTM International, West Conshohocken, PA.

.6 ASTM. 2009. D3786 – Standard Test Method for Bursting Strength of Textile Fabrics—Diaphragm Bursting Strength Tester Method. DOI: 10.1520/D3786_D3786M-09. ASTM International, West Conshohocken, PA.



July 2011

.7 ASTM. 2009. D4491 – Standard Test Methods for Water Permeability of Geotextiles by Permittivity. DOI: 10.1520/D4491-99AR09. ASTM International, West Conshohocken, PA.

.8 ASTM. 2009. D4533 – Standard Test Method for Trapezoid Tearing Strength of Geotextiles. DOI: 10.1520/D4533-04R09. ASTM International, West Conshohocken, PA.

.9 ASTM. 2009. D4595 – Standard Test Method for Tensile Properties of Geotextiles by the Wide-Width Strip Method. DOI: 10.1520/D4595-09. ASTM International, West Conshohocken, PA.


1.4 SUBMITTALS

.1 A Scour Protection Plan will be submitted to the Engineer for review. The Scour Protection Plan will include the following information:

.1 Material documentation, including identification of each proposed scour protection material (with a map documenting the origin of each material) and description of material samples and characterization data for the granular material (both physical and chemical analytical testing), with comparison to specification criteria demonstrating that the material meets the Technical Drawings and Specifications.

.2 The Contractor will submit to the Engineer for review:

.1 The name, location, and quantity of each source and type of scour protection material proposed, including a sample of the sand and geotextile materials. The Contractor will provide necessary coordination with proposed source(s) to provide samples to the Engineer.

.2 The Contractor must provide results of a chemical analysis, including pH, demonstrating background chemistry of sand meets requirement in the CQAP (Tierra 2011). Samples, test reports, and gradations of the proposed granular material(s) will be submitted to the Engineer. The Contractor will also provide the gradation for proposed granular materials. If such analyses or other indicate unacceptable chemical or physical characteristics, the Engineer will reject the use of granular materials from the proposed source(s), and the Contractor must identify and submit sample(s) from another material source, as specified in Paragraph 2 of this Section.

.3 Manufacturer’s data for geotextiles and armor mattresses, including (at minimum) physical properties and installation techniques.



July 2011

.4 Upon shipment, the Contractor will furnish the geotextile and armor mattress manufacturer’s quality assurance/quality control (QA/QC) certifications to verify that the materials supplied for the project are in accordance with the requirements of this Section. For geotextile, the Contractor will provide certified results of QC testing for rolls of geotextile to be used for the project.

.5 Manufacturer’s standard warranty provided for the geotextile and armor mattresses.

.3 Shop Drawings for armor mattresses will be submitted to the Engineer for review. Shop Drawings will provide dimensions, materials, weights, and connections for each armor mattress size used and will include a plan view showing the layout of individual mattresses placed side-by-side at their to-scale dimensions over the subject area. This plan view will demonstrate that the provided mattresses will adequately cover the area to be protected.

.4 An Installation Plan for the armor mattresses will be submitted to the Engineer for review. The Installation Plan will describe assembly to be conducted on site and will graphically depict the location for armor mattress assembly.

.5 A Removal Plan that describes the methods to be used to remove the scour protection components, including armor mattresses, geotextile, and sand bag fabric, will be submitted to the Engineer for review.

1.5 DEFINITIONS

.1 Armor mattresses: Articulating, concrete block, revetment system used to protect against scour.

.2 Geotextile: Woven, permeable geosynthetic fabric with the ability to separate, filter, reinforce, protect, or drain soils and/or sediment.

1.6 NOTIFICATIONS

.1 A Local Notice to Mariners will be submitted to the U.S. Coast Guard in accordance with Section 35 12 00 – Temporary Marine Navigational Aids.

2 Products

2.1 MATERIALS

.1 Sand

.1 Material specified as “Sand” on the Technical Drawings will have a maximum diameter of 4.75 millimeters (mm), a D50 of 1 to 2 mm, and a D10 of 0.075 to 0.425 mm.



July 2011

.2 Geotextile

.1 Material specified as “Geotextile” on the Technical Drawings will be woven geotextile GEOTEX® 4x4 manufactured by Propex Inc® or equivalent reviewed by the Engineer.

Property Test Method English

Mechanical Tensile Strength (grab) ASTM D-4632 600 x 500 lbs/ft Elongation ASTM D-4632 15 x 15% Wide-Width Tensile ASTM D-4595 4800 x 4800 lbs/ft Wide-Width Elongation ASTM D-4595 10 x 8% Puncture ASTM D-4833 180 lbs Mullen Burst ASTM D-3786 1350 psi Trapezoidal Tear ASTM D-4533 250 lbs Endurance UV Resistance ASTM D-4355 80% Hydraulic Apparent Opening Size ASTM D-4751 30 US Std. Sieve Permittivity ASTM D-4491 0.15 sec-1 Water Flow Rate ASTM D-4491 10 gpm/ft2

Notes: lbs/ft = pounds per foot/feet % = percent psi = pounds per square inch gpm/ft2 = gallons per minute per square foot/feet sec-1 = one per second



July 2011

.3 Armor mattresses

.1 Material specified as “Armor mattresses” on the Technical Drawings will be ArmorFlex® Concrete Block as manufactured by ARMORTEC® 9025 Centre Pointe Drive, Suite 400, West Chester, OH 45069, USA, or equivalent reviewed by the Engineer.

Class 45S Type Closed Cell Block Weight, lbs 39-45 Block Weight, lbs/ft2 40-45 Block Length, inches 13 Block Width, inches 11.6 Block Height, inches 4.75 Open Area, % 10 Compressive Strength Net Area Per Unit, min psi 3,500 Water Absorption Per Unit, max pcf 12 Notes: lbs/ft2 = pounds per square foot/feet max = maximum min = minimum pcf = pounds per cubic foot

.2 Prior to using an alternative armor mattress, the Contractor must furnish a manufacturer cutsheet to the Engineer for the proposed alternative armor mattress. The Contractor must also obtain prior review of the alternative armor mattress from the Engineer.

.4 Sand bags

.1 Material specified as “sand bags” on the Technical Drawings will be scour protection sacks or similar, filled with sand, and used to fill any gaps between the armor mattresses and the enclosure walls following armor mattress placement. Sand bags will be used only if erosion of sand between the enclosure walls and armor mattress becomes evident. Sand bags may be prefabricated or generated on site from the scour protection sand. Sand bags will be of sufficient size and weight to remain in place during a 100-year storm event.



July 2011

3 Execution

3.1 SHIPPING, HANDLING, AND STORAGE

.1 The Contractor is responsible for shipping, unloading, handling, and storing scour protection materials.

.2 The Contractor will perform a visual inspection of each armor mattress during unloading to identify any damages that may have occurred.

.3 Scour protection materials will not be stored on the Operable Unit 1 Upland Area (OU-1) remedial cap. Materials must be brought in by barge. Storage anywhere on the OU-1 remedial cap will not be permitted.

3.2 INSTALLATION

.1 Sand

.1 The Contractor will place sand prior to enclosure pile installation at the rate of 16.7 cubic yards per 100 square yards (approximately 6-inch-thick layer). The Contractor will distribute the sand in a relatively uniform layer. A layer between 4 and 6 inches thick is acceptable.

.2 Contractor will place sand in a controlled manner that minimizes sediment resuspension to the extent practicable.

.2 Geotextile

.1 Geotextile will be secured to armor mattresses prior to installation. Geotextile and armor mattresses will be installed together after installation of the enclosure piling.

.2 Geotextile will not be installed in adverse weather conditions, including but not limited to, winds greater than 28 mph, waves greater than 1.5 feet (ft) high, ice on the Passaic River, and river levels and flows beyond mean higher high water (MHHW) spring. Geotextile will be anchored using the base of the armor mattresses and will be connected to the mattresses prior to deployment.

.3 Proper cutting tools will be used to cut and size the geotextile materials. Extreme care will be taken while cutting geotextiles.

.4 Geotextile will be overlapped a minimum of 2 ft.

.5 Tears or holes in the geotextile will be repaired with a patch made from the same geotextile and will have a minimum 2-ft overlap in all directions.



July 2011

.6 Any geotextile damaged before, during, and after installation will be replaced by the Contractor at no additional cost.

.7 Removal of geotextile and armor mattresses will be performed after removal of the Phase I enclosure. Equipment and procedures to remove geotextile will minimize re-suspension of sediment.

.3 Armor Mattresses

.1 The procedure used to place the armor mattress units will be in accordance with the Manufacturer’s recommendations and as reviewed by the Engineer.

.2 As indicated in 3.2.2, geotextile will be secured to the armor mattresses and installed concurrently.

.3 ArmorFlex® units will be installed to the specified lines and footprint shown on the Technical Drawings.

.4 The armor mattresses will be placed side by side, in contact with one another for the full length of the mattress, with a maximum isolated gap between adjacent armor mattresses of 3 inches, measured perpendicular to the abutting parallel edges of the armor mattresses.

.5 Use care to avoid damage to the armor mattress during installation.

.6 Armor mattress installation will occur without delay following completion of enclosure walls.

.7 Armor mattresses damaged during storage, handling, or installation will be repaired in a manner as reviewed by the Engineer or replaced by the Contractor. Any such measures required will be at no additional cost to Tierra.

.8 Removal of armor mattresses will be performed after removal of the Phase I enclosure. Equipment and procedures to remove armor mattresses will minimize resuspension of sediment to the extent practicable.

.4 Sand Bags

.1 When needed, sand bags will be placed side by side in an overlapping fashion so that no gaps remain between the enclosure walls and the armor mattresses.

.2 Removal of sand bag fabric will be performed after removal of the Phase I enclosure and procedures will minimize resuspension of sediment to the extent practicable.



July 2011

3.3 MONITORING

.1 Monitoring will be performed by the Engineer in accordance with the CQAP (Tierra 2011). The Contractor will provide the Engineer access to the scour protection via boat and will accommodate reasonable requests for assistance with inspection from the Engineer.

.2 Geotextile and Armor Mattresses

.1 The Engineer may randomly inspect geotextile and armor mattresses for damage, proper assembly, or other characteristics that contribute to the material’s function before or during installation.

.2 The Contractor will make necessary repairs as requested by the Engineer at no additional cost to Tierra.

END OF SECTION

35 80 00 BACKFILLING PHASE I WORK AREA


July 2011

1 General


.1 Work in this Section includes labor, materials, and equipment necessary for placement of approximately 40,000 cubic yards of backfill to return the Phase I Work Area to the pre-dredge grade upon completion of the sediment removal activities. Backfill will be placed from approximately 12 feet (ft) below the original grade up to the original grade shown on the Technical Drawings, within the designated tolerance. In areas where sediment was excavated to 12.5 ft below the original grade, backfill will be placed from 12.5 ft below the original grade up to the original grade. In areas where sediment was excavated to 11.5 ft below the original grade, backfill will be placed from 11.5 ft below the original grade up to the original grade. For purposes of this specification, the post-excavation, pre-backfill sediment surface will be generally referred to as 12 ft below the original grade.

.2 Backfill will be placed in three layers: an initial 2-ft-thick layer of material will be placed from 10 to 12 ft below the original grade, followed by an 8-ft-thick layer of material from 10 to 2 ft below the original grade, followed by a final 2-ft-thick scour protection layer placed from 2 ft below the original grade up to the original grade. The deeper layers will consist of material with the same specifications, and the final 2-ft-thick scour protection layer will consist of a coarser grained material.

.3 The Contractor will commence backfill activities upon review of the final dredge elevations by the Engineer, as specified in Section 35 20 23.13 – Dredging.


.1 Section 01 35 43.14 – Environmental Protection

.2 Section 02 21 00 – Surveys

.3 Section 35 20 23.13 – Dredging

1.3 REFERENCES

.1 ASTM International (ASTM). 2007. D422 – 63 (2007) – Standard Test Method for Particle-Size Analysis of Soils. DOI: 10.1520/D0422-63R07. ASTM International. West Conshohocken, PA.




July 2011

1.4 SUBMITTALS

.1 Pre-construction

.1 The Contractor will prepare and submit a Backfilling Work Plan to the Engineer for review. The plan will be included in the Removal Action Work Plan Part 2 (RAWP Part 2) and will include the following information:

.1 Description of the Contractor’s means and methods for the backfill work, including equipment details such as type and size of equipment to be used to offload barges that deliver the backfill material and equipment used to place the backfill material, and manufacturer specifications for other equipment such as tug boats, barges, and other support vessels.

.2 Description of logistics of the operation and schedule such as down-times assumptions, sequence of the Work, and assumed Work days and hours of operation. The schedule will account for any restrictions in draft due to normal tidal fluctuations for delivery or offloading of backfill material outside of the enclosure.

.3 Details of how the initial lift of material will be placed across the bottom of the Phase I Work Area to minimize mixing with the underlying sediment, and how the final lift of material will be placed to meet the pre-dredge elevations within the tolerance.

.4 Proposed verification methods for real-time kinematic – digital global positioning system (RTK-DGPS) and the Contractor’s means and methods for demonstrating the ability to achieve, monitor, and report that verification equipment is operating within allowable tolerances during backfilling (i.e., quality control check of positioning sensors to verify that individually and together they operate within a range that satisfies the tolerance requirement).

.5 Proposed means and methods for maintenance of equipment used for activities associated with backfilling for the duration of the Work, and proposed solutions if equipment used to complete the Work malfunctions or has operational problems that could result in project delays.

.2 The Contractor will submit to the Engineer the proposed backfill material supplier name and contact information, with ASTM D422 testing results to show compliance with the backfill specification, as well as results of chemical testing conducted by the material supplier, in accordance with the CQAP (Tierra 2011).



July 2011

.2 During Construction

.1 Daily Backfill Reports: The following information will be submitted to the Engineer in a Daily Backfill Report:

.1 Weather conditions

.2 Volume of material placed that day

.3 Total volume placed to date

.4 Production rate that day

.5 Average production rate to date

.6 Any unusual conditions encountered during backfill activities

.7 Visual output from backfill placement software (such as Trimble’s HYDROpro™ Construction or similar) showing locations of backfill placement completed to date and the day’s progress

.8 Results from any progress bathymetry surveys

.9 Results of verification of RTK-DGPS system verification, in accordance with Paragraph 1.4.1.1.4 of this Section

.3 Post-Construction

.1 Following completion of construction, the Contractor will submit a final supply barge material volume count.


.1 The Contractor will arrange for backfill material to be delivered by supply barges to the Phase I Work Area. Backfill will not be delivered to the Operable Unit 1 Upland Site or the Upland Processing Facility for storage, transloading, or placement.

.2 The Contractor will transfer backfill material from the supply barges onto barges within the enclosure for placement by the excavator, or will place the material directly from outside of the enclosure.

.3 If material is placed directly from outside of the enclosure, the Contractor will take care not to spill or release backfill material outside of the enclosure. The Contractor will reduce spillage or erosion of backfill material from the supply barges in accordance with Section 01 35 43.14 – Environmental Protection.



July 2011

1.6 MISPLACED MATERIALS

.1 If the Contractor, during the execution of the Work, loses, dumps, throws overboard, sinks, or misplaces any material, debris, bucket, barge, or equipment, the Contractor will promptly recover and remove it. Give immediate verbal notice, followed by written confirmation, of the description and location of such obstructions to the Engineer and mark such obstructions until they are removed.

2 Products

2.1 BACKFILL MATERIAL

.1 The Contractor will only use backfill material reviewed by the Engineer.

.2 Backfill material (from 12 to 2 ft below original grade) will meet the specification indicated in the table below:

Percent Passing Particle Diameter (millimeters)

98 to 100 4.76 to 10.0

95 to 98 2.0 to 4.76

58 to 95 0.42 to 2.0

0 to 58 0.074 to 0.42

.3 Scour protection material (from 2 to 0 ft below original grade) specification will have a D50 of 1-2 millimeters (2 mm), a minimum D10 of 0.75 mm to 0.425 mm, and a maximum diameter of 4.75 mm.

.4 Backfill and scour protection material will meet the specification indicated above and will be free from excessive moisture, frost, stumps, trees, roots, sod, muck, marl, vegetation, or other unsuitable materials. Backfill material will be tested by the material supplier and results of the testing will be provided to the Engineer, in accordance with the CQAP (Tierra 2011).

3 Execution

3.1 INSTALLATION

.1 Place backfill material to a minimum of original grade, as indicated on the Technical Drawings.



July 2011

.2 The Contractor will have a backfill overplacement tolerance of up to 6 inches above the original grade. Filling below the original grade or above the overplacement tolerance will not be allowed.

.3 The Contractor will place an initial lift of 2 ft of backfill material from 12 to 10 ft below the original grade in a manner to reduce resuspension of the underlying sediment.

.4 The Contractor will place the backfill materials from a floating barge within the enclosure using an excavator, or directly from the supply barge using equipment located outside of the enclosure.

3.2 WATER LEVEL MANAGEMENT

.1 The Contractor will be responsible for maintaining the design water level elevations within the enclosure during backfill placement, in accordance with the Water Management Plan in the CQAP (Tierra 2011).

3.3 CONFIRMATION

.1 The Engineer will confirm achievement of the backfill elevations based on a review of post-backfill bathymetric surveys performed by a third-party surveyor, in accordance with Section 02 21 00 – Surveys.

END OF SECTION

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