3_-_35_41_00.00_34_Dike_Construction_REVb.pdf

FY18 Atlantic Intracoastal Waterway Maintenance Dredging W912HP-18-B-0003 (Georgetown to Charleston)

SECTION 35 41 00.00 34 PAGE 1

SECTION 35 41 00.00 34

DIKE CONSTRUCTION

SUMMARY

REFERENCES

MEASUREMENT AND PAYMENT

SUBMITTALS

PART 2 PRODUCTS

BEDDING MATERIAL

BITUMINOUS MASTIC

COATING SYSTEM

CONCRETE

CONCRETE CURING COMPOUND

FERTILIZER AND LIMESTONE

GEOTEXTILE

HARDWARE

HDPE PIPE

PAINT

PIPE/RISER CONNECTION

RIPRAP

SEED CLASSIFICATION

STEEL

WOOD MATERIALS

PART 3 EXECUTION

ORDER OF WORK

INSPECTION

Inspection Requirements Noncompliance

PLANT

SITE CHARACTERISTICS

CLEARING

General Site Conditions Impacts

BORROW AREA

Borrow Plan Borrow Material Characteristics

SECTION 35 41 00.00 34 PAGE 2

Moisture Content of Borrow Material Temporary Haul Roads Excavation Borrow Material for Dike Construction

PLACEMENT AND COMPACTION

Dike and Berm Embankment Compaction Capping of Sandy Fill Material Final Surface Slope Failure Final Acceptance of Dikes/Inspection for Acceptance Testing

SPILLWAY SYSTEMS

General Spillway System Order of Work Spillway System Foundation Preparation

Geotextile for Riprap and Spillway Foundations Coarse Gravel Concrete

Spillway Risers Welding Fabrication before Coating Fit Paint Coating System Surface Temperature/Shading HDPE Outfall Pipe

Damage Spillway System Backfill Acceptance for Spillways

SURFACE DRAINAGE

Positive Drainage Interior Drainage Ditches Backfill of Ditches Fill around Spillways Ditch Filling Approval Clearing of Spillways

GRASSING

General Seed Planting Dates Fertilizer and Limestone Ground Preparation Seed Application Method Turf Establishment/Final Acceptance

SURVEYS

General Vertical and Horizontal Controls As-Built Topographic Survey

SECTION 35 41 00.00 34 PAGE 3

Plotting Requirements Government-Furnished Material Deliverables Documentation Survey Personnel Verification

SECTION 35 41 00.00 34 PAGE 4

PART 1 GENERAL

SUMMARY

The work covered by this section consists of furnishing all plant, equipment, labor, transportation, supplies and materials, and performing all operations in connection with the raising of dikes and berms, drainage ditches, removal of existing spillway systems, installation of new or refurbished spillway systems, and appurtenant items in AIWW Placement areas 204N/225N W-C and 341N/364N W-C, in accordance with these specifications and as directed by the Contracting Officer or his Authorized Representative.

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.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 243-96

Standard Specification for Field-Applied Coating of Corrugated Metal Structural Plate for Pipe, Pipe-Arches, and Arches

AMERICAN INSTITUTE OF STEEL CONSTRUCTION(AISC)

AISC

Steel Construction Manual, 14th Edition

American Welding Society(AWS)

Structural Welding Code

AMERICAN NATIONAL STANDARDS INSTITUTE(ANSI)

ANSI B16.5

Pipe Flanges and Flanged Fittings

AMERICAN NATIONAL STANDARDS INSTITUTE(ANSI)

ANSI B16.5

Pipe Flanges and Flanged Fittings

AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)

AWPA U1 Use Category System: User Specification for Treated Wood

SECTION 35 41 00.00 34 PAGE 5

ASTM INTERNATIONAL (ASTM)

ASTM D6938

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

ASTM A36 Standard Specification for Carbon Structural Steel

ASTM A153 Standard Specification for Zinc coating (Hot-Dip) on Iron and Steel Hardware

ASTM A307

Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength

ASTM A536 Standard Specification for Ductile Iron Castings

ASTM C33 Standard Specification for Concrete Aggregates

ASTM A563 Standard Specification for Carbon and Alloy Steel Nuts

ASTM C94 Standard Specification for Ready-Mixed Concrete

ASTM C136

Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C150 Standard Specification for Portland Cement

ASTM C602 Agricultural Liming Materials

ASTM D422

Standard Test Method for Particle-Size Analysis of Soils

ASTM D698

Laboratory compaction Characteristics of Soil Using Standard Effort (Standard Proctor)

ASTM D1140

Standard Test Methods for Amount of Material in Soils Finer than No. 200 (75-μm) Sieve

ASTM D1556

Density and Unit Weight of Soil in Place by the Sand-Cone Method

ASTM D2487

Standard Practice for Classification of Soils for Engineering Purposes (Unified

SECTION 35 41 00.00 34 PAGE 6

Soil Classification System)

ASTM D2657 Standard Practice for Heat Fusion Joining of Polyolefin Pipe and Fittings

ASTM D4318

Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D4595 Ultimate Wide Width Tensile Strength- Machine Direction

ASTM D4632 Standard Test Method for Grab Breaking Load and Elongation of Geotextiles

ASTM D4833

Standard Test Method for Index Puncture Resistance of Geomembranes and Related Products

ASTM D4884 Seam Strength of Sewn Geotextile

ASTM F714 Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter

NATIONAL CAD STANDARDS

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC-SP10 Near-White Blast Cleaning

SSPC-PS 11.01

Black (or Dark Red) Coal Tar Epoxy-Polyamide Painting System

SSPC-Paint 16

Coal Tar Epoxy-Polyamide Black or Dark Red Paint

SOUTH CAROLINA DEPARTMENT OF TRANSPORTATION (SCDOT) STANDARD SPECIFICATIONS FOR

HIGHWAY CONSTRUCTION

SOUTH CAROLINA FORESTRY COMMISSION

MEASUREMENT AND PAYMENT

Payment items for the work of this contract will be made as listed in the Bidding Schedule and described below. All costs for items of work, which are not specifically mentioned or are incidental to completion of the work, are to be listed in a particular lump sum or unit price payment item that is most

SECTION 35 41 00.00 34 PAGE 7

closely associated with the work involved. The lump sum price and payment made for each item listed shall constitute full compensation for furnishing all plant, labor, materials, and equipment, and performing any associated Contractor quality control, environmental protection, meeting safety requirements, testing and reports, and for performing all work required for which separate payment is not otherwise provided. Following is the work covered by the contract price:

ITEMS 0016, 0023, MOBILIZATION AND DEMOBILIZATION 341N/364N, shall include all cost connected with moving all the Contractor's plant and equipment to and from the construction site. This cost will also include clean-up of the site at completion of contract. This work item shall be measured as 1 Job, Lump Sum.

ITEMS 0017, 0024, SITE PREPARATION 341N/364N, shall include all cost for related site preparation, including clearing, ditching, drainage, disking, stripping of crust materials, windrowing, construction of haul roads, stockpiling of sandy materials (if any) to drain, and any other items incidental to furnishing adequate suitable backfill/diking materials. It shall also include all cost for initial surveys of the site. This work item shall be measured as 1 Job, Lump Sum.

ITEMS 0018, 0025, EARTHWORK - RAISE DIKES AND BERM 341N/364N, shall include all cost for earthwork, including loading, hauling, transportation, dumping, placement, spreading, compacting, testing, grading and dressing of fill, and any other items incidental to completion of construction of dike, berm, and ramps. It shall also include all cost for surveying: establishing horizontal and vertical control for dike alignment, including grading of dike, berm, etc., and final as-built survey for the dike and berm. This work item shall be measured as 1 Job, Lump Sum.

ITEM 0019, 0026, REPLACE SPILLWAY WALKWAYS 341N/364N, shall include all cost for replacement of wooden walkway using existing materials when acceptable.

This work item shall be measured for payment by EACH.

ITEMS 0020, 0027, AGRICULTURAL LIMESTONE 341N/364N, delivered to and stored at the job site shall be based on number of bags furnished multiplied by the weight per bag. Payment will be for actual quantities used based upon soils tests and actual area grassed. This work item shall be measured for payment by the TON.

ITEMS 0021, 0028, FERTILIZER 341N/364N, delivered to and stored at the job site shall be based on number of bags furnished multiplied by the weight per bag. Payment will be for actual quantities used based upon soils tests and actual area grassed. This work item shall be measured for payment by the TON.

ITEMS 0022, 0029, GRASSING 341N/364N, shall include all cost associated with establishing a stand of grass, minus cost of limestone and fertilizer material. Costs include ground preparation, soils tests, spreading and incorporation of limestone and fertilizer, seeding, tilling, reseeding, etc.

Area grassed will be measured in the following manner: The actual slope distance of all grassed side slopes will be added to the actual top widths actually grassed and the sum will be multiplied by the linear distance of dike grassed (using dike stationing) to obtain pay acreage. This work item shall be measured for payment by the ACRE.

SUBMITTALS

SECTION 35 41 00.00 34 PAGE 8

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with this section.

SD-02 Shop Drawings

As-Constructed Topographical Data; (Reference Subsection SURVEYS)

As-Built Topographic Survey; (Reference Subsection SURVEYS)

SD-03 Product Data

Stoplogs; (Reference Subsection WOOD MATERIALS)

Borrow Plan; (Reference Paragraph “Borrow Plan”); G

Survey Data; (Reference Subsection SURVEYS)

SD-06 Test Reports

Soil Testing; (Reference Paragraph “Testing”)

SD-07 Certificates

Bedding Material; (Reference Subsection BEDDING MATERIAL)

Coating System; (Reference Paragraph “Paint Coating System”)

Concrete; (Reference Subsection CONCRETE)

Fertilizer and Limestone; (Reference Subsection FERTILIZER AND

LIMESTONE)

Geotextile; (Reference Subsection GEOTEXTILE)

HDPE pipe; (Reference Subsection HDPE PIPE)

Paint; (Reference Subsection PAINT)

Pipe Joining; (Reference Paragraph “HDPE Outfall Pipe”)

Riprap; (Reference Subsection RIPRAP)

Seed Classification; (Reference Subsection SEED CLASSIFICATION)

Structural members; (Reference Subsection STEEL)

PART 2 PRODUCTS

BEDDING MATERIAL

Bedding material shall be a coarse aggregate with the gradation of No. 5 or No. 57 of the SCDOT “Standard Specifications for Highway Construction”. The material shall be composed of clean, tough, durable crushed gravel or crushed stone, and shall be reasonably free from thin, flat, and elongated pieces, and shall contain no organic matter or soft, friable particles in quantities considered objectionable by the Contracting Officer. The Contractor shall provide certification that the materials furnished meet the required

SECTION 35 41 00.00 34 PAGE 9

specifications.

BITUMINOUS MASTIC

Bituminous mastic shall be cold-applied bituminous compound conforming to AASHTO M 243-96 “Field-Applied Coating of Corrugated Metal Structural Plate for Pipe, Pipe-Arches, and Arches”. The Contractor shall provide certification that the materials furnished meet the required specifications.

COATING SYSTEM

New spillway riser sections shall be thoroughly cleaned, conforming to SSPC-SP10 "Near-White Blast Cleaning" as a minimum and the entire structure (inside and out, including all hard-to-reach corners) shall be completely coated with coal tar epoxy-polyamide paint in two (2) coats totaling sixteen

(16) mils (minimum). The coating system shall conform to SSPC-PS 11.01 "Black (or Dark Red) Coal Tar Epoxy-Polyamide Painting System". The Contractor shall submit a statement stating the measured thickness of coating systems used, and the type of material, including any specification number, used in repairs to any coating system, and catalog cuts supplied by the manufacturer.

CONCRETE

Concrete shall be ready-mix concrete conforming to ASTM C94 “Ready-Mix Concrete”, and shall have a minimum compressive strength of 3,000 PSI after 28 days. Concrete cement shall be Portland cement ASTM C150 “Portland Cement”, Type I A or II A. Aggregates shall comply with ASTM C33 “Concrete Aggregates”. The Contractor shall submit to the Contracting Officer, certification that the materials used and the proportions selected will produce concrete of the quality specified. Any concrete additives to be used shall be reviewed and accepted by the Contracting Officer.

CONCRETE CURING COMPOUND

Concrete curing compound shall be a white-pigmented curing compound in accordance with the recommendations of the manufacturer.

FERTILIZER AND LIMESTONE

Provide invoices or manufacturer’s labels stating the composition of lime and fertilizer to be used for acceptance by the Contracting Officer prior to use on site. Additionally, a Soils Test by Clemson University Extension Service or other qualified lab is required on every section of dike of no more than 1,000' increments to determine limestone and fertilizer requirements of newly diked areas. Findings (test results and recommendations) shall be certified by the testing lab and submitted to the Contracting Officer.

Agricultural limestone shall be at a minimum a commercial grade limestone containing a calcium carbonate equivalent as specified in ASTM C602 “Agricultural Liming Materials” of not less than 80 percent.

GEOTEXTILE

Geotextile for shore protection shall be in accordance with the requirements of Section 31 05 22.00 34 GEOTEXTILE USED AS FILTERS. Geotextile for spillway foundation pad and splash pad shall be polyester or polypropylene, UV resistant, with minimum grab tensile strength (as determined by ASTM D4632) of 200 pounds in any principal direction, and minimum puncture strength (as

SECTION 35 41 00.00 34 PAGE 10

determined by ASTM D4833) of 80 pounds; secured by Securing Pins 4 foot o.c.

The Contractor shall provide certification, invoices or catalog cuts attesting that the materials furnished meet the required specifications.

HARDWARE

Hardware (anchor bolts, nuts, bolts, and washers) for connecting riser to concrete foundation, for connecting riser sections together, for connecting plastic pipe to metal spillway risers, and for wooden pipe supports shall be stainless steel and shall be suitable for its intended use. Bolts shall be Type 316 stainless, and 75,000 psi minimum tensile strength (Grade 2) as a minimum conforming to ASTM A307 “Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength”. Hardware for wooden walkways may be galvanized and shall conform to ASTM A153 “Standard Specification for Zinc coating (Hot- Dip) on Iron and Steel Hardware”.

HDPE PIPE

New spillway outfall pipes shall be 30-inch nominal size, SDR 26 high density polyethylene (HDPE) plastic meeting, as a minimum, the requirements of ASTM F714 "Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter". The Contractor shall provide certification, invoices or catalog cuts attesting that the materials furnished meet the required specifications.

PAINT

Paint used on the spillway riser sections shall conform to SSPC-Paint 16 "Coal Tar Epoxy-Polyamide Black or Dark Red Paint". The Contractor shall submit a statement stating the measured thickness of the paint used, and the type of material, including any specification number, used in repairs to any paint, and catalog cuts supplied by the manufacturer.

PIPE/RISER CONNECTION

The connection between plastic pipe and spillway riser shall consist of a polyethylene flange connector or stub end connector (SDR 26 rating) with a metal slip-on back-up ring (or back-up flange) which shall be stainless steel or ductile iron which has been hot-dipped galvanized. Stainless steel material shall meet ASTM A563 “Standard Specification for Carbon and Alloy Steel Nuts”. Ductile iron material shall meet ASTM A536 “Standard Specification for Ductile Iron Castings”. The back-up ring shall be convoluted, rated at 150 lb., and conform to ANSI B16.5 “Standards of Pipes and Fittings” vital dimensions.

RIPRAP

Riprap for splash pads shall comply with SCDOT “Standard Specifications for Highway Construction” Specification 804. Stone for riprap shall be free of shale, clay, friable materials and debris. Stone shall be of such quality that it will not disintegrate on exposure to water or weathering. Stone shall be graded, from no more than 20% of the stone pieces weighing less than 25 pounds, to the maximum size stone permitted, weighing 150 pounds. At least 20% of the stone pieces shall weigh more than 60 pounds. Neither the breadth nor the thickness of any piece of stone shall be less than one-third of its length.

SEED CLASSIFICATION

SECTION 35 41 00.00 34 PAGE 11

Seeds shall be state-certified seed of the latest season's crop delivered in original sealed packages, bearing producer's guaranteed analysis for percentages of mixtures, purity, germination, weedseed content, and inert material. Certification shall be submitted for acceptance by the Contracting Officer prior to use on site. The seeds shall be label in conformance with Agricultural Marketing Service Seed Act (www.ams.usda.gov) and applicable state seed laws. Wet, moldy, or otherwise damaged seed will be rejected. The Contractor shall notify the Contracting Officer of the delivery schedule in advance so that the seed can be inspected before use. Seed purity shall conform to the following tables:

Seeding Mixture Season 1:

Kind of Seed Purity % Germination % Rate (lbs/Ac)

Bermudagrass, common (with hull)

97 85 70

Pensacola Bahia 80 70 30

Ryegrass (annual) 98 90 25

TOTAL 125

Seeding Mixture Season 2:

Kind of Seed Purity % Germination % Rate (lbs/Ac)

Bermudagrass, common (without hull)

89 85 70

Pensacola Bahia 80 70 30

Browntop Millet 98 85 20

TOTAL 120

STEEL

Any structural steel members required for fabrication of risers shall conform to ASTM A36 “Carbon Structural Steel”, having a minimum yield strength of 50,000 psi and shall be the size and shape as shown on the drawings. The steel used shall be suitable for welded and bolted construction. The Contractor shall submit a statement stating the grades, including referenced publication numbers, of steels used, including all structural shapes, bolts, washers, nuts, etc.

WOOD MATERIALS

Lumber and timber piles shall be fabricated before preservative treatment.

Each piece of treated lumber or timber shall be branded, by the producer, in accordance with AWPA M6. All wood will be in contact with salt water or salt water splash and therefore shall be treated in accordance with AWPA UC5B (Marine Use Central Waters) with water-borne pressure treatment preservative.

http://www.ams.usda.gov/

SECTION 35 41 00.00 34 PAGE 12

The Contractor shall be responsible for the quality of treated wood products.

Lumber for pipe support frames shall be furnished rough unfinished. Lumber for walkways may be surfaced four sides. Stoplogs shall be 3" x 6" tongue and groove lumber, Southern Yellow Pine #2 or accepted equal. Style of tongue and groove shall be submitted to the Contracting Officer for acceptance. Stoplogs shall be cut to proper lengths (minimum 47") to fit the spillways to prevent binding in spillway channels (guides) and to prevent leakage around the ends.

Stoplog certification is required and shall be submitted to the Contracting Officer.

PART 3 EXECUTION

ORDER OF WORK

If OPTIONAL ITEMS are awarded, the First Order of work shall include any additional necessary drainage work, and construction of additional new drainage ditches to drain borrow area, clearing, and preparation of borrow materials, construction of haul roads, etc. under ITEM NO 0017, 0024, SITE PREPARATION – PLACEMENT AREAS 204N/225N W-C and 341N/364N W-C.

If OPTIONAL ITEMS are awarded, the Second Order of work shall commence under

ITEM NO 0018, 0025, EARTHWORK - RAISE DIKE AND BERM – PLACEMENT AREAS

204N/225N W-C and 341N/364N W-C. The work may occur simultaneously with ITEMS NO 0017, 0024, SITE PREPARATION – PLACEMENT AREAS 204N/225N W-C and 341N/364N W-C. The work shall be staged construction as follows: 1) construction and completion of all stability berms prior to raising any central portion of the dike above the height of the adjacent berm, and 2) construction of the central portion of the dike to the required grade and slopes as indicated on the contract drawings. Order of any remaining work items, including the spillway walkways, shall directed by the Contracting Officer Representative.

If OPTIONAL ITEMS 0014 & 0015 MAINTENANCE DREDGING SHOAL 6 and OPTIONAL ITEMS 0016-0029 0022 Dike Construction 204N/225N W-C and 341N/364N W-C are awarded, the earthwork options shall be completed and accepted by the COR before commencing dredging operations in Shoal 6.

INSPECTION

All work will be conducted under the general direction of the Contracting Officer and shall be subject to full-time inspection by his appointed Representative to ensure strict compliance with the terms of the contract.

Inspection Requirements

The presence of a Quality Assurance Representative shall not relieve the Contractor of responsibility for the proper execution of the work in accordance with the specifications.

The Contractor shall:

a) Furnish, on the request of the Contracting Officer or any Quality Assurance Representative, the use of such boats, boatmen, laborers, and material forming a part of the ordinary and usual equipment and personnel as may be reasonably necessary in inspecting and supervising the work. However, the Contractor will not be required to furnish such facilities for the surveys prescribed in the SURVEYS.

b) Furnish, on the request of the Contracting Officer or any Quality

SECTION 35 41 00.00 34 PAGE 13

Assurance Representative, suitable transportation from all points on shore designated by the Contracting Officer to and from the disposal area.

Noncompliance

Should the Contractor refuse, neglect, or delay compliance with these requirements, the specific facilities may be furnished and maintained by the Contracting Officer and the cost thereof will be deducted from any amounts due or to become due the Contractor.

PLANT

The Contractor agrees to keep on the job sufficient plant to meet the requirements of the work. The plant shall be in satisfactory operating condition and capable of safely and efficiently performing the work as set forth in these specifications. Inspection of equipment shall be made prior to commencement of work in order to determine if it is satisfactory to meet the requirements of work. The plant shall be subject to inspection by the Contracting Officer and the U.S. Coast Guard (where applicable) at all times.

The plant listed on the “Plant and Equipment Schedule”, is the minimum which the Contractor agrees to place and maintain on the job unless otherwise determined by the Contracting Officer, and its listing thereon is not to be construed as an agreement on the part of the Government that it is adequate for the performance of the work.

SITE CHARACTERISTICS

In general, the existing dike has been founded on a marsh type base, which has relatively low strength and high water content. Past experience has shown that increases to the dike's weight (especially rapid increases) may cause settlement, bearing capacity failure, or localized slope failures.

The borrow material for dike construction has low shear strengths and must be placed in several lifts, with each lift being allowed to develop strength through consolidation, before the required dike height can be obtained (see Subsection PLACEMENT AND COMPACTION).

Dike settlement in excess of one foot (1.0') or more per year in some places is not uncommon. This does not include shrinkage of uncompacted materials overlying the berm or slope of the dike.

There are areas within the Placement Areas which are relatively level and poorly-drained and the ground water can be very close to the surface. Wet material may be encountered. In the event wet material is encountered ditching and drainage operations will be necessary in order to maintain adequate surface drainage in order to dry the material for borrow. Other items, including but not limited to installation of temporary drainage culverts and flapgates shall be used as necessary in order to obtain the borrow materials required to complete the diking.

CLEARING

General

All areas of construction activity (borrow or fill) shown on the drawings shall be cleared of roots, trees, brush and other vegetation, flush to the ground surface. This includes the borrow area, dikes, slopes, ramps and

SECTION 35 41 00.00 34 PAGE 14

berms. Interior areas used for borrowing shall be cleared and grubbed.

Interior areas not used for borrow shall be grubbed but need not be cleared.

Cleared material shall be disposed of by burning inside the diked area. All burning shall comply with SC DHEC Regulation 61-62.2. The Contractor shall be responsible for compliance with all Federal, State (i.e. DHEC), county, and local laws regulating the building of fires, and will be held responsible for all damages resulting from his fires.

The Contractor shall notify the South Carolina Forestry Commission (at 1-800- 777-FIRE) before burning and shall obtain a "Notification Number". Such number shall be recorded on the Contractor's Daily QC Report and shall also be phoned in to the Contracting Officer. The Contractor shall also obtain any necessary county or local permits prior to any burning.

Site Conditions

Contract dredged material was pumped into Placement Areas 204N W-C and 341N/364N W-C in 2009, and into Placement Area 225N W-C in 2005. The Placement Areas were closed afterwards and dewatered, but not ditched.

Impacts

The Contractor acknowledges that the clearing operation will impact the natural ground surface and will change the elevations of the site from those elevations provided on the contract drawings. The Contractor shall take this fact into account when estimating the required cut and fill quantities for this project.

BORROW AREA

Material for the construction of the dike and berm embankment shall be obtained from excavating within the area enclosed by the applicable Placement Area perimeter dike as indicated on the contract drawings or as directed by the Contracting Officer provided that it meets the requirements for satisfactory material for the intended purpose. No excavation for borrow will be allowed within 90’ of the dike embankment centerlines. All borrow area exterior sideslopes shall not be steeper than 1 vertical to 3 horizontal unless noted on the drawings.

Borrow Plan

The Contractor shall submit for acceptance, prior to any borrow excavation, a site-specific Borrow Plan stating particulars of how the contract requirements are to be met. Borrow Plan shall detail specific borrow locations within the overall borrow area, how the material will be prepared and moved, what equipment will be used, and where the fill will be placed (by station number). General layout of haul roads shall be included. The Contractor shall maintain a current Borrow Plan which shall be revised as the work progresses. Any major change in equipment or method of operation shall be cause for revision of the current Borrow Plan. Contractor shall address how he plans to control borrowing in order to comply with borrow area limiting elevations shown on contract drawings.

Borrow Material Characteristics

The borrow materials are primarily comprised maintenance dredging material from the shoals immediately adjacent to the placement areas, which was hydraulically placed in a slurry state. After hydraulic placement, the

SECTION 35 41 00.00 34 PAGE 15

material undergoes natural processes of drainage and drying called consolidation and desiccation. Consolidation removes water from the underlying material through compression while desiccation dries the surface layer of material by evaporation, resulting in a desiccation crust. The moisture content of the material is site specific and depends on the material characteristics, the thickness of the dredged material lift, the site drainage, the length of time since the material was deposited, the weather, etc. The moisture content will also vary with depth and with time.

Moisture Content of Borrow Material

The Contractor should anticipate encountering soils within the Placement Areas which have a moisture content too high to afford satisfactory compaction for dike construction. This may require activities such as additional ditching of the borrow area, spreading, discing, or a combination of these, and stockpiling of sandy or coarse-grained materials to drain prior to hauling and placement to dry the material sufficiently so that the material will afford satisfactory compaction. Any unsuitable or unsatisfactory material obtained from within the Placement Areas shall be returned thereto.

Temporary Haul Roads

Experience has shown that the dredged material crust will support low ground pressure (LGP) equipment but it usually will not support heavier construction equipment such as rubber-tired haulers or scrapers. For this reason, it is usually necessary to construct temporary haul roads within the borrow area to improve access and trafficability. It has also been shown by experience that the only way that suitable diking material can be obtained is to strip the drier crust material from the surface and windrow it up into "pick-up roads" which are then capable of supporting hauling equipment such as scrapers or trucks. Experience has shown that it is best not to cut too deeply into the crust, but rather to cut only 2" to 6" at a time, depending on the crust thickness (i.e., a portion of the crust must be left in place to support the LGP stripping equipment).

As the top few inches of material are stripped off, the underlying material (which has a higher moisture content) is exposed to the air and in turn dries by evaporation and "crusts over". Depending on the moisture content of the newly exposed surface and the weather, the crust is ready to be "harvested" again in a matter of days or weeks. As material is removed from the pick-up roads by hauling equipment, the pick-up roads must then be "renourished" with additional stripped crust material as described above.

Excavation

The borrow materials shall be excavated by stripping thin lifts of dewatered dredged material from large areas with LGP equipment to the lines and grades as shown on the contract drawings. The excavation process shall produce a disposal area interior that is relatively uniform in elevation. Materials shall not be excavated so as to create ponds of water, holes, pits, or ditches (except as otherwise shown on contract drawings or required for drainage). All areas of borrow shall be graded or shaped so as to provide positive drainage toward existing or new drainage ditches (or culverts) while the work progresses and until all borrowing is completed under the contract including any change orders thereto.

SECTION 35 41 00.00 34 PAGE 16

Borrow Material for Dike Construction

The diking materials shall not contain organic matter greater than 2 inches in diameter, matted organic matter or rocks greater than 3 inches in diameter, and shall be free of all debris (such as riprap, scrap metal, etc.). The Contracting Officer reserves the right to reject/refuse any materials which do not meet the spirit and intent of these specifications as stated herein and below (i.e., material which is too wet or contains excess organics or debris). The Contractor should expect to encounter some debris in locations where the dredge discharge pipe was previously placed.

PLACEMENT AND COMPACTION

The dike, berm, and ramps shall be constructed to not less than the typical sections and elevations shown on the contract drawings. The Contractor shall achieve and maintain the dike section until accepted. Any settlement of the dike from consolidation of the dike or its foundation or for any other reasons occurring prior to acceptance shall be corrected, so as to conform to the requirements of this contract. All corrective action shall be at the Contractor's expense.

Dike and Berm Embankment

Satisfactory material shall be placed completely and uniformly over each section of the embankment cross section, and shall be raised in successive horizontal lifts not to exceed twelve (12) inches in loose height over the full width of the fill section. The construction of the new dike and berm shall be no more than 2.5 feet of compacted fill per month in any one location (EXCEPTION: This limitation does not apply to filling of perimeter ditches in conjunction with berm construction) in order to give the underlying soil time to consolidate and gain strength under the load. Dike side slopes steeper than those indicated may cause slope or dike instability.

Some over-building may be required to offset dike and foundation settlement.

Compaction

The entire surface of each layer (including the original surface before any fill is placed) shall be compacted by a minimum of four (4) passes with a sheepsfoot roller (100 psi - 300 psi pressure range), modified sheepsfoot roller ("elephant's foot roller") or rubber-tired roller (with minimum wheel load of 2,000 lb (1 ton) per wheel at a minimum tire contact pressure of 35 psi), before the subsequent lift is placed. This "method" requirement will be waived by the Contracting Officer if the Contractor elects to use scrapers or rubber-tired haulers to construct the dikes in such a way that multiple passes of the equipment are made over the entire width of each lift of fill material. In addition to the minimum number of equipment passes specified above, each layer shall be further compacted, as required to achieve at least 90 percent laboratory maximum density for cohesive soils and 95 percent for cohesionless soils. Cohesionless materials include materials classified in ASTM D 2487 as GW, GP, SW, SP, SP-SM, and SP-SC. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are non-plastic. Testing required for classifying materials shall be in accordance with ASTM D 2487, ASTM D 4318, ASTM C 136, ASTM D 422, and ASTM D 1140.

Satisfactory materials shall be placed at a moisture content that is + or – 5% from optimum moisture content obtained from the density testing in accordance with ASTM D698. The moisture content shall be as uniform as

SECTION 35 41 00.00 34 PAGE 17

practicable throughout anyone layer of the dike embankment material. Material that is determined by the Contracting Officer to be too wet may be spread on the dike embankment and permitted to dry, assisted by discing or harrowing if necessary, until the moisture content is reduced to acceptable limits. If the moisture content is too low, the Contractor shall sprinkle water and harrow or blend the moistened soil into the underlying material until a uniform distribution of moisture is obtained. If it is impracticable to obtain the specified moisture content by wetting or drying the material on the fill, the Contractor may be required to wet or dry the material at the borrow source.

Capping of Sandy Fill Material

To inhibit erosion, any areas of fill which are constructed using sand or sandy material (SP-SM and SP-SC) with a classifications under the Unified Soil Classification System (USCS) as SW, SP, SM, or SC, shall be capped with six inches (6") of fine-grained material with a classifications as CL, CH, MH, and SC-H (PI > 15 or = 15). The Contractor shall run a sufficient quantity of lab soil tests to ensure that capping materials meet these classification requirements.

Final Surface

The final surface of all dikes, berms, and ramps shall be graded, smooth, and free from mounds, windrows, and ruts.

Slope Failure

In the event of slope failure in any part of the new or existing embankment prior to final acceptance of the work, the Contractor shall remove material from the slope failure area, as directed by the Contracting Officer, and rebuild such portion of the embankment. If it is determined that the slope failure was caused through the fault or negligence of the Contractor, the removal and disposal of material and the rebuilding of the embankment shall be performed without cost to the Government.

Final Acceptance of Dikes/Inspection for Acceptance

Final acceptance of dikes will be made only when the dikes are completed and conform to the shapes, grades, and slopes required, as confirmed by Contractor's surveys. As soon as practicable after completion of the entire work or any section thereof as in the opinion of the Contracting Officer will not be subject to damage by further operations under the contract and receipt by the Contracting Officer of all Contractor's surveys, plots, etc., such work will be thoroughly visually examined by the Contracting Officer Representative. The Contractor shall notify the Contracting Officer when (all or part of) the work is completed and an examination is required. The Contractor will be advised when final visual examination is to be made and will be permitted to be present at the examination. If the work is found to comply fully with all the requirements of the contract, it will be accepted.

In the event the work does not comply fully with the requirements of these specifications and drawings, corrective measures will be undertaken immediately by the Contractor, following which a second inspection will be made.

Testing

Perform testing by a USACE validated commercial testing laboratory or the Contractor's validated testing facility. Submit qualifications of the Corps

SECTION 35 41 00.00 34 PAGE 18

validated commercial testing laboratory or the Contractor's validated testing facilities. If the Contractor elects to establish testing facilities, do not permit work requiring testing until the Contractor's facilities have been inspected, Corps validated and approved by the Contracting Officer. Copies of test results shall be promptly (within 72 hours of the test) furnished the Contracting Officer by the CQCSM.

a) Determine field in-place density in accordance with ASTM D1556 “Density and Unit Weight of Soil in Place by the Sand-Cone Method” or ASTM D 6938 “In-place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)”. When ASTM D6938 is used, check the calibration curves and adjust using only the sand cone method as described in ASTM D1556. ASTM D6938 results in a wet unit weight of soil in determining the moisture content of the soil when using this method.

b) Check the calibration curves furnished with the moisture gauges along with density calibration checks as described in ASTM D6938; check the calibration of both the density and moisture gauges at the beginning of a job on each different type of material encountered and at intervals as directed by the Contracting Officer. When test results indicate that compaction is not as specified, the material shall be removed, replaced and recompacted to meet specification requirements, at no additional expense to the Government. Perform tests on recompacted areas to determine conformance with the specifications.

c) The following number of tests, if performed at the appropriate time, will be the minimum acceptable:

d) Laboratory control tests (Proctors) shall be performed at a rate of 1 test for every 5,000 cubic yards of material stockpiled or in-place source material and at a change of material type. The Proctors shall be performed in material which has already been prepared for borrow, i.e.

material which has been pushed up into haul roads or "pickup" roads.

e) Field in-place density tests shall be performed throughout construction by the Contractor at a frequency of one (1) test per 2,000 linear feet, or fraction thereof, of fill section per 8 vertical inches (8") of lift placed. Fifty percent (50%) of the field in-place density tests shall be performed at locations determined by the Contracting Officer Representative.

f) In addition to the initial laboratory control tests (Standard Proctors) mentioned above, laboratory control tests (Standard Proctors) shall be performed for at least 20% of all the in-place density tests performed, utilizing the fill material surrounding the hole dug for the in-place density test. Atterberg Limits, Natural Moisture Content, and Specific Gravity shall be determined for each Proctor sample.

g) Additional laboratory control tests shall be performed for each new type of fill material encountered and when there is a question about the correct Proctor curve to compare with the field in-place density test results. If any in-place density tests fail, additional tests shall be performed at the Contractor's expense as directed by the Contracting Officer Representative until the material is found to be of sufficient density.

h) Optimum Moisture and Laboratory Maximum Density. Perform tests for each

SECTION 35 41 00.00 34 PAGE 19

type material including borrow material to determine the optimum moisture and laboratory maximum density values. One representative test per 5,000 cubic yards of fill and backfill, or when any change in material occur which may affect the optimum moisture content or laboratory maximum density.

i) Records. Records of all material tests and field density tests specified herein shall be maintained by the CQC staff during the course of the construction and shall be available for inspection by the Contracting Officer Representative at all times.

j) Documentation. At a minimum, all tests shall be documented with the following information:

a. Date and time of sampling or test

b. Testing lab and name of technician performing sampling or test

c. Location of sampling or test by dike station (accurate within 10'), dike offset (accurate within 1'), and elevation (accurate within 0.20')

SPILLWAY SYSTEMS

General

The Contractor shall furnish all labor, equipment, materials and perform all operations in connection with removing and disposing of existing spillway systems, resetting existing HDPE pipe, and installing new spillway systems.

This work shall include but not be limited to: cutting new dike, removal and disposal of existing unusable HDPE pipe, placement of concrete foundation pads, fabrication and installation/assembly of new metal spillway risers, reusing/furnishing and installing spillway pipe and pipe support frames, installation of riprap "splash pads" under outlet pipes, backfill and compaction of dike and berm materials, building/rebuilding/raising of wooden walkways to required elevation, replacing rotten stoplogs, and furnishing additional new stoplogs. The locations and elevations of work shall be as shown or indicated on contract drawings.

No departures from the drawings or specifications shall be made without the written approval of the Contracting Officer. Departures not approved are completed at the Contractor's risk and may result in the non-acceptance of materials. The following table shows the work requirements for each spillway system.

PLACEMENT

AREA

SPILLWAY

STATION

SPILLWAY

SIZE

HDPE

PIPE

SPILLWAY

BOTTOM

SECTION

SPILLWAY

RISER

WALKWAY

204N/225N W-C

29+33 4’X4’x4’ NO

WORK

NO WORK NO WORK REPLACE

204N/225N W-C

43+33 4’x4’X4’ NO

WORK

NO WORK NO WORK REPLACE

204N/225N 49+07 4’X4’x4’ NO NO WORK NO WORK REPLACE

SECTION 35 41 00.00 34 PAGE 20

W-C WORK

204N/225N W-C

80+38 4’x4’X4’ NO

WORK

NO WORK NO WORK REPLACE

341N/364N W-C

36+18 4’x4’X4’ NO

WORK

NO WORK NO WORK REPLACE

341N/364N W-C

49+50 4’x4’X4’ NO

WORK

NO WORK NO WORK REPLACE

341N/364N W-C

57+34 4’x4’X4’ NO

WORK

NO WORK NO WORK REPLACE

341N/364N W-C

70+24 4’x4’X4’ NO

WORK

NO WORK NO WORK REPLACE

Spillway System Order of Work

The dike and berm shall be constructed to grade in the areas of the spillway installations (to allow foundation consolidation) before the spillways are installed. After the dikes and berms are constructed to grade, they shall be cut for the removal of existing pipe and installation of new piping.

Spillway System Foundation Preparation

Foundation preparation for the spillway system shall produce a firm (i.e.

capable of supporting a man's weight without sinking) and uniform bearing surface beneath the concrete foundation pad and all piping. If necessary, spillway foundation areas shall be dewatered by sumping and pumping to achieve a firm and relatively dry foundation for the concrete pad. Mucking out and backfilling with better materials may be done if backfill materials are approved by the Contracting Officer.

Geotextile for Riprap and Spillway Foundations

Prepare surface on which the geotextile will be placed to a relatively smooth surface condition. The prepared surface shall be free from obstruction, debris, depressions, erosion features, or vegetation. Remove any irregularities so as to ensure continuous, intimate contact of the geotextile with the entire prepared surface. Any loose material, soft or low density pockets of material, shall be removed; erosion features such as rills, gullies, etc. shall be graded out of the surface before geotextile placement.

Place the geotextile in the manner and at the locations as shown on the contract drawings. At the time of installation, reject the geotextile if it has defects, rips, holes, flaws, deterioration or damage incurred during manufacture, transportation or storage.

Place the geotextile smooth and free of tension, stress, folds, wrinkles, or creases. Temporary pinning of the geotextile to help hold it in place until the bedding layer or riprap is placed will be allowed. Remove the temporary pins as the bedding or riprap is placed to relieve high tensile stress which may occur during placement of material on the geotextile. Perform trimming in such a manner that the geotextile is not damaged in any way. Before placement of riprap or other materials, demonstrate that the placement technique will

SECTION 35 41 00.00 34 PAGE 21

not cause damage to the geotextile. In no case shall any type of equipment be allowed on the unprotected geotextile.

Coarse Gravel

The bedding shall be carefully placed on the prepared geotextile to the established grade lines as shown on the contract drawings.

Concrete

The Contracting Officer Representative shall be notified 48 hours prior to any concrete pour for spillway foundation pads.

a) Concrete slab finishes. No deviation exceeding 1/8 inch when tested with 10-foot straight edge. Screed and float surfaces to the required finish level with no coarse aggregate visible before finishing as specified below.

b) Monolithic Construction. Screed the concrete with a template advanced with a combined longitudinal and crosswise motion. After screeding, float the concrete longitudinally. After the surface moisture has disappeared, steel-trowel to a smooth, even, dense finish free from blemish including trowel marks. Use a straightedge to check slope and flatness; correct and refloat as necessary. The required concrete pads shall be poured as monoliths. No construction joints will be allowed.

The Contractor shall assure adequate supply and timely delivery of concrete prior to initiating pours. Concrete shall not be placed in, or reinforcing steel be exposed to, salt water. Contractor shall provide adequate supply of potable water for mixing on-site.

c) Curing. Initiate curing as soon as free water has disappeared from concrete surfaces after placing and finishing. Maintain and protect the concrete from moisture loss for seven days. Curing shall be accomplished by one of the following methods:

1. Moist curing. The concrete shall be maintained in a moist condition at all times through continuous sprinkling, flooding, or other approved methods with potable water. Any absorptive covering shall be thoroughly wetted prior to placement over the concrete.

2. Impervious-Sheet Curing. Wet entire exposed surface of the concrete sufficiently with water to soak the entire surface (with potable water) and then cover with impervious sheeting. Impervious-sheet materials shall be continuous and form an essentially airtight cover to prevent moisture loss and shall cover the concrete throughout the curing period.

3. Curing Compounds. Immediately after finishing operations are complete, the entire surface of the concrete slab shall be cured by application of a white-pigmented curing compound in accordance with the recommendations of the manufacturer. At a minimum, this compound shall be applied in a continuous uniform film at a rate of not less than 0.06 gallons per square yard of surface.

Spillway Risers

Fabrication and assembly of the spillway riser sections shall be done in the shop to the greatest extent possible.

SECTION 35 41 00.00 34 PAGE 22

Welding

Any welding required under this contract shall adhere to all guidelines and codes set up by the AWS D1.1 “Structural Welding Code” and the AISC (Steel Construction Manual, 14th Edition) for the type and size of welds and materials and types of welding to be used.

Fabrication before Coating

All metal spillway riser fabrication, modification, or repair, including but not limited to, bolt holes, welding, etc., shall be completed prior to sandblasting and coating (or recoating).

Fit

The mating ends of spillway sections shall be uniform and flush.

Paint Coating System

The Contractor shall follow all instructions and recommendations of the paint manufacturer regarding those items which are not addressed by these specifications or by SSPC-SP 11.01. All new spillway riser sections shall be thoroughly cleaned, conforming to SSPC-SP10 "Near-White Blast Cleaning" as a minimum, and then the entire structure, inside and out, including all hard-to-reach corners, shall be completely coated with a coal tar epoxy-polyamide paint in two (2) coats, 8 mils (minimum) each. The coating system shall conform to SSPC-PS 11.01 "Black (or Dark Red) Coal Tar Epoxy-Polyamide Painting System".

a) Application Equipment. Application by heavy-duty conventional air atomization spray equipment is recommended unless otherwise specified by paint manufacturer.

b) Weather Conditions. Temperature and humidity are critical for the cure of coal tar epoxy paints.