Attachment 1 - 12FPC326Q0021 Statement of Work_Specifications_Drawings.pdf

3-Gal Trees w/ Shelters 50 Swamp White 50 Pin Oak

3-Gal Trees w/ Shelters & Weed Mats 50 White Oak 45 Swamp White Oak 40 Pin Oak

3-Gal Trees w/ Shelters & Weed Mats 25 Swamp White Oak 10 Pin Oak 30 White Oak

3-Gal Trees w/ Shelters & Weed Mats 20 White Oak

Notes:

1) Spoil mounds to be seeded to pollinator mix and 20 lb/ac of Cereal Rye; Mulching rates can be found on engineering drawings

2) Wetland side slopes to be seeded to sedge meadow mix and 20 lb/ac Cereal Rye; Mulching rates can be found on engineering drawings.

3) Bareroot Wetland Shrubs will planted on the perimeter of the wetlands at a spacing of 6 ft. x 6 ft. as shown on the map.

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Legend Gliatta WRE (Surveyed Boundary): 40.96 ac.

3-Gallon Tree Planting: 320 trees Bareroot Shrubs: 400 Shrubs Brush Managment: 25.44 ac.

Spoil Mound Wetland Excavation .0 420 840 1,260 1,680210

Feet

Date: 6/24/2024

Bart Gliatta WRE - 545E342301YQV - Wetland Restoration Map Location: Porter Twp., Delaware Co., Ohio 40°17'36.4"N 82°49'49.2"W

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BART C GLIATTA - WRE PROJECT Delaware Co. OH Design

Actual

Survey,H&H Modeling, Floodplain Permitting & Report

2-3

Wetland Restoration(657) - Tile Search and blocking

4 Wetland Restoration(657) - Excavated Wetland

5 Wetland Restoration(657) - Mobilization

6 Lined Waterway or Outlet (468) ODOT Stone type C Rip Rap

7 Critical Area Planting (342) - Grass/legume mix - with mulch

80 Actual Days

Project Engineer/ COR

80 Days Performance Time

INDEX OF CONSTRUCTION AND MATERIAL SPECIFICATIONS

SPEC.

NO.

CONSTRUCTION

SPECIFICATIONS

MATERIAL

SPECIFICATIONS

1 Big Walnut creek H&H Analysis

2 Stake-Out/ Earthwork

3 Tile Search

4 Tile Blocks

5 Excavation

6 Mobilization and Demobilization

7 ODOT Stone type C Rip Rap

8 Seeding and mulching

Corrugated Polyethylene (PE) Pipe and Fittings, 3 to 24 inch

ASTM F 667

523 Rock for Riprap

Construction Specification 1—Big Walnut creek H&H Analysis

1. Scope The purpose of this study is to conduct a hydrologic and hydraulic (H&H) analysis utilizing HEC-RAS software to support the application for a local floodplain permit required for wetland restoration efforts within the floodplain

2. Topographic Survey & Creek Cross Sections Conduct a topographic survey of the project area to capture necessary elevation data for H&H modeling. Locate existing utilities and significant land features within the designated study area. Utilize GIS and LIDAR data where applicable to supplement survey efforts.

Develop a base map incorporating all surveyed features and prepare deliverables for use in the H&H study

3. H&H Modeling Prepare a FEMA Effective, Corrected Effective, and Proposed Conditions Model with Floodway Analysis. Develop a hydrologic model of the study area using HEC-RAS software. Perform hydraulic analysis to assess existing and proposed conditions related to wetland restoration efforts. Determine water surface elevations and floodplain extents under various storm event conditions. Assess the potential impacts of the wetland restoration on floodplain characteristics

4. H&H Report & Floodplain Permitting Compile results into a formal H&H report, including floodplain mapping, model outputs, and technical findings. Prepare documentation required for obtaining the local floodplain permit. Coordinate with local regulatory agencies to ensure compliance with applicable floodplain management regulations. Address comments from reviewing agencies and make necessary modifications to the permit application as required. Submit the final permit application and supporting documents to the appropriate local authority.

5. Measurement and payment Method 1—For items of work for which specific lump sum prices are established by the contract, the extent of hydrologic and hydraulic (H&H) analysis is not measured or determined for payment. Payment for (H&H) is made at the contract lump sum price for the item and shall constitute full compensation for all labor, equipment, tools, applicable and associated fees, and all other items necessary and incidental to the satisfactory completion of the word.

Construction Specification 3-4—Subsurface Drain Investigation, Removal, And Repair

1. Scope The work shall consist of investigation, location, repair, and/or removal of subsurface drains (tile) near new or existing animal waste storage facilities or in wetland restoration, enhancement, or creation project areas, or other situations where subsurface drains may be present.

2. Investigation and Location

An inspection trench at least 10 inches wide shall be dug at the location shown on the drawings or as directed by the engineer or his representative. The trench shall be at least 4 feet deep measured from the original ground line, unless otherwise shown on the plans or a deeper trench is desirable based on site conditions. The Engineer shall examine the trench and excavated material to identify tile lines.

3. Tile Repair

Unless designated for removal, replace damaged conduit with new conduit having equal or greater capacity using material specified in Section 6 or 7. When replacing short sections of clay or concrete tile with single-wall corrugated polyethylene pipe, use the next larger nominal size.

Make connections with manufactured fittings and tight joints. Where joints have gaps that would allow soil to enter, cover the joint with a permanent type material such as coal tar pitch treated roofing paper, fiber glass sheet or mat, or plastic sheet.

If the investigation trench has been excavated below the existing drain grade, backfill the trench with gravel or well-pulverized soil in layers not over four (4) inches thick and tamp by hand or manually directed power tamper to provide a firm foundation for the conduit at the existing grade. Do not backfill with any soil containing broken tile fragments.

Using selected soil free of hard clods, rocks, or frozen soil, hand tamp the backfill material around the haunch of the pipe in layers not over four (4) inches thick to provide support. Hold the conduit in place mechanically while placing backfill material around and over the conduit to ensure proper alignment and grade is maintained. Complete the backfill operation according to Section 5.

4. Tile Removal

Remove conduits as shown on the plans or directed by the Engineer or his representative, including envelope filter material or other flow enhancing material when present.

Crush the conduit 20 FT in both directions of inspection trench. Cap or plug the open ends of the disconnected conduit to prevent soil entry when the conduit will continue to function downstream, unless otherwise shown on the plans. For a minimum distance of two feet around and above each sealed conduit end, backfill in layers not over four (4) inches thick and tamp by hand or manually directed power tamper to a density equal to or greater than the surrounding undisturbed soil. Do not backfill with any soil containing broken tile fragments, large stones, frozen material, or large dry clods.

If shown on the plans or directed by the Engineer, reroute upstream drain lines so the capacity of the upstream drainage system is maintained. Install conduit in accordance with Ohio NRCS Construction Specification 606, Subsurface Drain.

5. Backfill

Compact soil around disturbed tile as specified in Section 3 (Tile Repair) and Section 4 (Tile Removal). Keep the backfill within 5 feet of the conduit free from large stones, frozen material, and large dry clods. Unless otherwise shown on the plans, backfill the remainder of the trench as follows:

For trenches located under or near structures, backfill in 6 inch layers and compact each layer to a density equal to or greater than the surrounding undisturbed soil.

For other locations, backfill the remainder of each trench with the excavated soil material which shall extend above the ground surface and be well rounded over the trench.

6. Materials

Unless otherwise shown on the plans, conduit and fittings used for repair shall conform to the specifications listed in Table 1. Perforated pipe shall have a water inlet area of at least 1 square inch per foot, provided by perforations spaced uniformly along the long axis of the pipe. The perforations shall be circular or slots. Circular perforations shall not exceed 3/16 inch in diameter. Slots shall not be more than 1/8 inch wide.

Construction Specification 5—Excavation

The work shall consist of the excavation required by the drawings and specifications and disposal of the excavated materials.

2. Classification Excavation is classified as common excavation, rock excavation, or unclassified excavation in accordance with the following definitions.

Common excavation is defined as the excavation of all materials that can be excavated, Table 1. Acceptable pipe for subsurface drain repair

Kind of Pipe# Specification

Corrugated Polyethylene (PE) Pipe and Fittings, 3 to 24 inch ASTM F 667 Corrugated Profile Wall (Dual Wall) Polyethylene (PE) pipe, 2 to 60 inch ASTM F 2648$

Corrugated Profile Wall (Dual Wall) Polyethylene (PE) pipe, 12 to 60 inch ASTM F 2306$

Polyvinyl Chloride (PVC) Plastic Pipe, Schedules 40, 80 and 120 ASTM D 1785 PVC Pressure-Rated Pipe (SDR Series) ASTM D 2241 Clay drain tile ASTM C 4 Concrete drain tile ASTM C 412

# Pipe sizes are nominal and the ranges are inclusive $ Pipe conforming to AASHTO M 252 (3 to 10 inch), or AASHTO M 294 (12 to 60 inch) is acceptable transported, and unloaded using heavy ripping equipment and wheel tractor-scrapers with pusher tractors or that can be excavated and dumped into place or loaded onto hauling equipment by excavators having a rated capacity of one cubic yard or larger and equipped with attachments (shovel, bucket, backhoe, dragline, or clam shell) appropriate to the material type, character, and nature of the materials.

Rock excavation is defined as the excavation of all hard, compacted, or cemented materials that require blasting or the use of ripping and excavating equipment larger than defined for common excavation. The excavation and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered in materials otherwise conforming to the definition of common excavation shall be classified as rock excavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself sufficient cause to change the classification of the surrounding material.

For the purpose of these classifications, the following definitions shall apply:

Heavy ripping equipment is a rear-mounted, heavy duty, single-tooth, ripping attachment mounted on a track type tractor having a power rating of at least 250 flywheel horsepower unless otherwise specified in section 10.

Wheel tractor-scraper is a self-loading (not elevating) and unloading scraper having a struck bowl capacity of at least 12 cubic yards.

Pusher tractor is a track type tractor having a power rating of at least 250 flywheel horsepower equipped with appropriate attachments.

Unclassified excavation is defined as the excavation of all materials encountered, including rock materials, regardless of their nature or the manner in which they are removed.

3. Use of excavated material Method 1—To the extent they are needed, all suitable material from the specified excavations shall be used in the construction of required permanent earthfill or rockfill.

The suitability of material for specific purposes is determined by the engineer. The contractor shall not waste or otherwise dispose of suitable excavated material.

Method 2—Suitable material from the specified excavations may be used in the construction of required earthfill or rockfill. The suitability of material for specific purposes is determined by the engineer.

4. Excavation limits Excavations shall comply with OSHA Construction Industry Standards (29CFR Part 1926) Subpart P, Excavations, Trenching, and Shoring. All excavations shall be completed and maintained in a safe and stable condition throughout the total construction phase. Structure and trench excavations shall be completed to the specified elevations and to the length and width required to safely install, adjust, and remove any forms, bracing, or supports necessary for the installation of the work. Excavations outside the lines and limits shown on the drawings or specified herein required to meet safety requirements shall be the responsibility of the contractor in constructing and maintaining a safe and stable excavation.

5. Borrow excavation When the quantities of suitable material obtained from specified excavations are insufficient to construct the specified earthfills and earth backfills, additional material shall be obtained from the designated borrow areas. The extent and depth of borrow pits within the limits of the designated borrow areas shall be as specified in section 10 or as approved by the engineer.

Borrow pits shall be excavated and finally dressed to blend with the existing topography and sloped to prevent ponding and to provide drainage.

6. Over excavation Excavation in rock beyond the specified lines and grades shall be corrected by filling the resulting voids with portland cement concrete made of materials and mix proportions approved by the engineer. Concrete that will be exposed to the atmosphere when construction is completed shall meet the requirements of concrete selected for use under Construction Specification 31, Concrete for Major Structures, or 32, Structure Concrete, as appropriate Concrete that will be permanently covered shall contain not less than five bags of cement per cubic yard. The concrete shall be placed and cured as specified by the engineer.

Excavation in earth beyond the specified lines and grades shall be corrected by filling the resulting voids with approved, compacted earthfill. The exception to this is that if the earth is to become the subgrade for riprap, rockfill, sand or gravel bedding, or drainfill, the voids may be filled with material conforming to the specifications for the riprap, rockfill, bedding, or drainfill. Before correcting an overexcavation condition, the contractor shall review the planned corrective action with the engineer and obtain approval of the corrective measures.

7. Measurement and payment For items of work for which specific unit prices are established in the contract, the volume of each type and class of excavation within the specified pay limits is measured and computed to the nearest cubic yard by the method of average cross-sectional end areas or by methods outlined in section 10 of this specification. Regardless of quantities excavated, the measurement for payment is made to the specified pay limits except that excavation outside the specified lines and grades directed by the engineer to remove unsuitable material is included. Excavation required because unsuitable conditions result from the contractor's improper construction operations, as determined by the engineer, is not included for measurement and payment. The pay limits shall be as designated on the drawings.

Construction Specification 6—Mobilization and Demobilization

The work consists of the mobilization and demobilization of the contractor's forces and equipment necessary for performing the work required under the contract. It does not include mobilization and demobilization for specific items of work for which payment is provided elsewhere in the contract. Mobilization will not be considered as work in fulfilling the contract requirements for commencement of work.

2. Equipment and material Mobilization shall include all activities and associated costs for transportation of contractor's personnel, equipment, and operating supplies to the site; establishment of offices, buildings, and other necessary general facilities for the contractor's operations at the site; premiums paid for performance and payment bonds including coinsurance and reinsurance agreements as applicable; and other items specified in section 4 of this specification.

Demobilization shall include all activities and costs for transportation of personnel, equipment, and supplies not required or included in the contract from the site; including the disassembly, removal, and site cleanup of offices, buildings, and other facilities assembled on the site specifically for this contract.

This work includes mobilization and demobilization required by the contract at the time of award. If additional mobilization and demobilization activities and costs are required during the performance of the contract as a result of changed, deleted, or added items of work for which the contractor is entitled to an adjustment in contract price, compensation for such costs will be included in the price adjustment for the item or items of work changed or added.

3. Measurement and payment For items of work for which specific lump sum prices are established in the contract, payment for the work is made at the contract lump sum price. Payment will constitute full compensation for all flaggers, labor, materials, equipment, and all other items necessary and incidental to the completion of the work.

Construction Specification 7—Rock Riprap

The work shall consist of the construction of rock riprap revetments and blankets, including filter or bedding where specified.

2. Material Rock riprap shall conform to the requirements of Material Specification 523, Rock for Riprap, or if so specified, shall be obtained from designated sources. It shall be free from dirt, clay, sand, rock fines, and other material not meeting the required gradation limits.

At least 30 days before rock is delivered from other than designated sources, the contractor shall designate in writing the source from which rock material will be obtained and provide information satisfactory to the contracting officer that the material meets contract requirements. The contractor shall provide the contracting officer's technical representative (COTR) free access to the source for the purpose of obtaining samples for testing. The size and grading of the rock shall be as specified in section 8.

Rock from approved sources shall be excavated, selected, and processed to meet the specified quality and grading requirements at the time the rock is installed.

Based on a specific gravity of 2.65 (typical of limestone and dolomite) and assuming the individual rock is shaped midway between a sphere and a cube, typical size/weight relationships are:

When specified in Section 8 or when it is necessary to verify the gradation of the rock riprap, a particle size analysis shall be performed in accordance with ASTM D5519, Test Method A or B. The analysis shall be performed at the work site on a test pile of representative rock. The mass of the test pile shall be at least 20 times the mass of the largest rock in the pile The results of the test shall be compared to the gradation required for the project. Test pile results that do not meet the construction specifications shall be cause for the rock to be rejected. The test pile that meets contract requirements shall be left on the job site as a sample for visual comparison. The test pile shall be used as part of the last rock riprap to be placed.

Filter or bedding aggregates when required shall conform to Material Specification 521, Aggregates for Drainfill and Filters, unless otherwise specified. Geotextiles shall conform to Material Specification 592, Geotextile.

3. Subgrade preparation The subgrade surface on which the rock riprap, filter, bedding, or geotextile is to be placed shall be cut or filled and graded to the lines and grades shown on the drawings.

When fill to subgrade lines is required, it shall consist of approved material and shall (210-VI-NEH, January 2014) 61-2 conform to the requirements of the specified class of earthfill.

Rock riprap, filter, bedding, or geotextile shall not be placed until the foundation preparation is completed and the subgrade surface has been inspected and approved.

4. Equipment-placed rock riprap The rock riprap shall be placed by equipment on the surface and to the depth specified.

It shall be installed to the full course thickness in one operation and in such a manner as to avoid serious displacement of the underlying material. The rock for riprap shall be delivered and placed in a manner that ensures the riprap in place is reasonably homogeneous with the larger rocks uniformly distributed and firmly in contact one to another with the smaller rocks and spalls filling the voids between the larger rocks.

Some hand placing may be required to provide a neat and uniform surface.

Rock riprap shall be placed in a manner to prevent damage to structures. Hand placing is required as necessary to prevent damage to any new and existing structures.

5. Hand placed rock riprap The rock riprap shall be placed by hand on the surface and to the depth specified. It shall be securely bedded with the larger rocks firmly in contact one to another without bridging. Spaces between the larger rocks shall be filled with smaller rocks and spalls.

Smaller rocks shall not be grouped as a substitute for larger rock. Flat slab rock shall be laid on its vertical edge except where it is laid like paving stone and the thickness of the rock equals the specified depth of the riprap course.

6. Filter or bedding When the contract specifies filter, bedding, or geotextile beneath the rock riprap, the designated material shall be placed on the prepared subgrade surface as specified.

Compaction of filter or bedding aggregate is not required, but the surface of such material shall be finished reasonably smooth and free of mounds, dips, or windrows.

6. Measurement and payment For items of work for which specific unit prices are established by the contract, the quantity of each type of rock riprap placed within the specified limits is computed to the nearest ton by actual weight. For each load of rock for riprap placed as specified, the contractor shall furnish to the COTR a statement-of-delivery ticket showing the weight to the nearest 0.1 ton.

Construction Specification 8—Seeding and Mulching

The work consists of preparing the area for treatment; furnishing and placing seed, sprigs, mulch, fertilizer, inoculant, lime, and other soil amendments; and anchoring mulch in designated areas as specified.

The following BioPreferred® product categories are applicable to this specification:

— mulch and compost materials

— erosion control materials

— fertilizers

— agricultural spray adjuvants

2. Material Seed—All seed shall conform to the current rules and regulations of the state where it is being used and shall be from the latest crop available. It shall meet or exceed the standard for purity and germination.

Seed shall be labeled in accordance with the state laws and the U.S. Department of Agriculture rules and regulations under the Federal Seed Act in effect on the date of invitations for bids. Bag tag figures are evidence of purity and germination. No seed will be accepted with a test date of more than 9 months before the delivery date to the site.

Seed that has become wet, moldy, or otherwise damaged in transit or storage will not be accepted. The percent of noxious weed seed allowable shall be as defined in the current State laws relating to agricultural seeds. Each type of seed shall be delivered in separate sealed containers and fully tagged unless exception is granted in writing by the contracting officer.

Fertilizer—Unless otherwise specified, the fertilizer shall be a commercial grade fertilizer. It shall meet the standard for grade and quality specified by State law. Where fertilizer is furnished from bulk storage, the contractor shall furnish a supplier's certification of analysis and weight. When required by the contract, a representative sample of the fertilizer shall be furnished to the contracting officer for chemical analysis.

Inoculants—The inoculant for treating legume seeds shall be a pure culture of nitrogen-fixing bacteria prepared specifically for the species and shall not be used later than the date indicated on the container or as otherwise specified. A mixing medium, as recommended by the manufacturer, shall be used to bond the inoculant to the seed. Two times the amount of the inoculant recommended by the manufacturer shall be used except four times the amount shall be used when seed is applied using a hydraulic seeder. Seed shall be sown within 24 hours of treatment and shall not remain in the hydraulic seeder longer than 4 hours.

Lime and other soil amendments—Lime shall consist of standard ground agriculture limestone, or approved equivalent. Standard ground agriculture limestone is defined as ground limestone meeting current requirements of the State Department of Agriculture.

Other soil amendments shall meet quality criteria and application requirements.

Straw mulch material—Straw mulch shall consist of wheat, barley, oat or rye straw, hay, grass cut from native grasses, or other plants as specified in section 7. The mulch material shall be air-dry, reasonably light in color, and shall not be musty, moldy, caked, or otherwise of low quality. The use of mulch that contains noxious weeds is not permitted. The contractor shall provide a method satisfactory to the contracting officer for determining weight of mulch furnished.

Other mulch materials—Mulching materials, such as wood cellulose fiber mulch, mulch tackifiers, synthetic fiber mulch, netting, and mesh, are other mulching materials that may be required for specialized locations and conditions. These materials, when specified, must be accompanied by the manufacturer's recommendations for methods of application..

3. Seedbed preparation and treatment Areas to be treated shall be dressed to a smooth, firm surface. On sites where equipment can operate on slopes safely, the seedbed shall be adequately loosened (4 to 6 inches deep) and smoothed. Depending on soil and moisture conditions, disking or cultipacking, or both, may be necessary to properly prepare a seedbed. Where equipment cannot operate safely, the seedbed shall be prepared by hand methods by scarifying to provide a roughened soil surface so that broadcast seed will remain in place.

If seeding is to be accomplished immediately following construction operations, seedbed preparation may not be required except on a compacted, polished, or freshly cut soil surface.

Rocks larger than 6 inches in diameter, trash, weeds, and other debris that will interfere with seeding or maintenance operations shall be removed or disposed of as specified in section 7.

Seedbed preparation shall be discontinued when soil moisture conditions are not suitable for the preparation of a satisfactory seedbed as determined by the responsible engineer.

4. Measurement and payment For items of work for which specific unit prices are established in the contract, each area treated is measured as specified in section 7 and the area calculated to the nearest 0.1 acre. Payment for treatment is made at the contract unit price for the designated treatment, which will constitute full compensation for completion of the work. When specified as an item of work, mesh or netting is measured to the nearest square yard of surface area covered and accepted. Payment is made at the contract unit price and will constitute full compensation for completion of the work.

Material Specification 521—Aggregates for Drainfill and Filters

This specification covers the quality of mineral aggregates for the construction of drainfill and filters.

2. Quality Drainfill and filter aggregates shall be sand, gravel, or crushed stone or mixtures thereof. Aggregates shall be composed of clean, hard, durable, mineral particles free from organic matter, clay balls, soft particles, or other substances that would interfere with the free-draining properties of the aggregates.

Coarse aggregate may be crushed limestone or other material that has limestone particles included. Aggregates from crushed limestone shall be thoroughly washed and screened to remove limestone dust, limestone fines, and fine soil particles.

Limestone shall not be used for fine aggregates except in combination with other material, such that not more than 5 percent of the portion finer than the No. 4 sieve shall be limestone.

Aggregates shall be tested for soundness according to ASTM Method C 88 and shall have a weighted average loss in 5 cycles of not more than 12 percent when sodium sulfate is used or 18 percent when magnesium sulfate is used.

3. Grading Drainfill and filter aggregates shall conform to the specified grading limits after being placed or after being compacted when compaction is specified. Grading shall be determined by ASTM Method C 136. The percentage of material finer than the No.

200 sieve shall be determined by the method in ASTM Designation C 117.

4. Storing and handling Drainfill and filter aggregates shall be stored and handled by methods that prevent segregation of particle sizes or contamination by mixing with other material.

Material Specification 523—Rock for Riprap

This specification covers the quality of rock to be used in the construction of rock riprap.

2. Quality

Individual rock fragments must be dense, sound, and free from cracks, seams, and other defects conducive to accelerated weathering. Except as otherwise specified, the rock fragments must be angular to subrounded. The least dimension of an individual rock fragment must not be less than one- third the greatest dimension of the fragment. ASTM D4992 provides guidance on selecting rock.

Exceptasotherwiseprovided, therockmustbetested and must have the followingproperties:

Rock type 1

• Bulk specific gravity (saturated surface‐dry basis)—Not less than 2.5 when tested in accordancewithASTMD6473onsamples prepared as described for soundness testing.

• Absorption—Not more than 2 percent when tested in accordance with ASTM D6473 on samplespreparedasdescribedfor soundness testing.

• Soundness—The weight loss in five cycles must not be more than 10 percent when sodium sulfateisusedormorethan15percentwhen magnesiumsulfate isused.

Rock type 2

• Bulk specific gravity (saturated surface‐dry basis)—Not less than 2.5 when tested in accordance with ASTM D6473 on samples prepared as described for soundness testing.

• Absorption—Not more than 2 percent when tested in accordance with ASTM D6473 on samplespreparedasdescribedfor soundness testing.

• Soundness—The weight loss in five cycles must be not more than 20 percent when sodium sulfateisusedormorethan25percentwhen magnesium sulfate isused.

Rock type 3

• Bulk specific gravity (saturated surface‐dry basis)—Not less than 2.3 when tested in accordance with ASTM D6473 on samples prepared as described for soundness testing.

• Absorption—Not more than 4 percent when tested in accordance with ASTM D6473 on samplespreparedasdescribed for soundness testing.

• Soundness—The weight loss in five cycles must be not more than 20 percent when sodium sulfateisusedormorethan25percentwhen magnesium sulfate isused.

3. Methods of soundness testing Rock cube soundness—The sodium or magnesium sulfate soundness test for all rock types (1, 2, or 3) must be performed on a test sample of 5,000 ± 300 grams of rock fragments, reasonably uniform in size and cubical in shape, and weighing, after sampling, about 100 grams each. They must be obtained from rock samples that are representative of the total rock mass, as noted in ASTM D4992, and that have been sawed into slabs as described in ASTM D5121.

The samples must further be reduced in size by sawing the slabs into cubical blocks.

The thickness of the slabs and the size of the sawed fragments must be determined by the size of theavailabletestapparatusand as necessary to provide, after sawing, the approximate 100-gram samples. The cubes must undergo five cycles of soundness testing in accordancewith ASTMC88.

Internal defects may cause some of the cubes to break during the sawing process or during the initial soaking period. Do not test any of the cubes that break during this preparatory process.

Such breakage, including an approximation of the percentage of cubesthatbreak, mustbe noted in the test report.

After the sample has been dried following completion of the final test cycle and washed to remove the sodium sulfate or magnesium sulfate, the loss of weight must be determined by subtracting from the original weight of the sample the final weight of all fragments that have not broken into three or more fragments.

Thetestreportmust showthe percentage lossofthe weight and the results of the qualitative examination.

Rock slab soundness—When specified, the rock must also be tested in accordance with ASTM D5240. Deterioration of more than 25 percent of the number of blocks is cause for rejection of rock from this source. Rock must also meet the requirements for average percent weight loss stated below.

• For projects located north of the Number 20 Freeze‐Thaw Severity Index Isoline (fig. 523–1), unless otherwise specified, the average percent weight loss for Rock Type 1 must not exceed 20 percent when sodium sulfate is used or 25 percent when magnesium sulfate is used. For Rock Types 2 and 3, the average percent weight loss must not exceed 25 percent for sodium sulfate soundness or 30 percent for magnesium sulfatesoundness.

• For projects located south of the Number 20 Freeze‐Thaw Severity Index Isoline, unless otherwise specified, the average percent weight loss for Rock Type 1 must not exceed 30 percent when sodiumsulfate is usedor 38 percent when magnesium sulfate is used. For Rock Types2 and 3, the average percentweightloss must notexceed 38 percent for sodium sulfate soundnessor45percentformagnesiumsulfatesoundness.

Figure 523–1 Number 20 Freeze‐Thaw Severity Index Isoline (map approximates the map in ASTM D5312)

4. Field durability inspection

Rock that fails to meet the material requirements stated above (if specified), may be accepted only if similar rock from the same source has been demonstrated to be sound after 5 years or more of service under conditions of weather, wetting and drying, and erosive forces similar to those anticipatedfortherock to be installed under thisspecification.

A rock source may be rejected if the rock from that source deteriorates in less than 5 years under similar use and exposure conditions expected for the rock to be installed under this specification, even though it meets the testing requirements stated above.

Deterioration is defined as the loss of more than one-quarter of the original rock volume, or severe cracking that would cause a block to split. Measurements of deterioration are taken from linear or surface area particle counts to determine the percentage of deteriorated blocks. Deterioration of more than 25 percent of the pieces is cause for rejection of rock from the source.

5. Grading

The rock must conform to the specified grading limits after it has been placed within the matrix of the rock riprap. Grading tests must be performed, as necessary, according to ASTM D5519, Method A, B, or C, as applicable.

United States Department of Agriculture -CPS-1657

NRCS, OH

January 2017

NRCS reviews and periodically updates conservation practice standards. To obtain the current version of this standard, contact your Natural Resources Conservation Service State office or visit the Field Office Technical Guide online by going to the NRCS website at https://www.nrcs.usda.gov/ and type FOTG in the search field.

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Natural Resources Conservation Service

CONSERVATION PRACTICE STANDARD

WETLAND RESTORATION

CODE 657

(ac)

DEFINITION

The return of a wetland and its functions to a close approximation of its original condition as it existed prior to disturbance on a former or degraded wetland site.

PURPOSE

To restore wetland function, value, habitat, diversity, and capacity to a close approximation of the pre-disturbance conditions by restoring:

Conditions conducive to hydric soil maintenance •

Wetland hydrology (dominant water source, hydroperiod, and hydrodynamics) •

Native hydrophytic vegetation (including the removal of undesired species, and/or seeding or • planting of desired species)

Original fish and wildlife habitats •

CONDITIONS WHERE PRACTICE APPLIES

This practice applies only to natural wetland sites with hydric soils which have been subject to the degradation of hydrology, vegetation, or soils.

This practice is applicable only where the natural hydrologic conditions can be approximated by actions such as modifying drainage, restoring stream/floodplain connectivity, removing diversions, dikes, and levees, and/or by using a natural or artificial water source to provide conditions similar to the original, natural conditions.

This practice does not apply to:

The treatment of point and non-point sources of water pollution (Constructed Wetland (656)). •

The rehabilitation of a degraded wetland, the reestablishment of a former wetland, or the • modification of an existing wetland, where specific wetland functions are augmented beyond the original natural conditions; possibly at the expense of other functions (Wetland Enhancement

(659)).

The creation of a wetland on a site location which was historically non-wetland (Wetland Creation •

(658)).

The management of fish and wildlife habitat on wetlands restored under this standard (Wetland •

Wildlife Management (644)).

CRITERIA

General Criteria Applicable to All Purposes

The purpose, goals, and objectives of the restoration shall be clearly defined in the restoration plan, including soils, hydrology, vegetation, and fish and wildlife habitat criteria that are to be met and are appropriate for the site and the project objectives. Identify the hydrogeomorphic (HGM) class(es) of the wetland(s) located on the restoration site.

These planning steps shall be done with the use of the current Ohio NRCS functional assessment models, when available. The objectives will be determined by an analysis of current and historic site functions.

They will be based on those functions which can reasonably be supported by current site constraints.

Data from historic and recent aerial photography and/or other remotely sensed data, soil maps, topographic maps, stream gage data, intact reference wetlands, and historical records shall be gathered to document historic conditions.

The soils, hydrology and vegetative conditions existing on the site, the adjacent landscape, and the contributing watershed shall be documented in the planning process.

The nutrient and pesticide tolerance of the plant and animal species likely to occur shall be evaluated where known nutrient and pesticide contamination exists. Sites suspected of containing hazardous material shall be tested to identify appropriate remedial measures. If remedial measures are not possible or practicable, the practice shall not be planned.

Water rights, if applicable, shall be assured prior to restoration.

Upon completion, the site shall meet soil, hydrology, vegetation, and habitat conditions of the wetland that previously existed on the site to the extent practicable.

Where offsite hydrologic alterations or the presence of invasive species impact the site, the design shall compensate for these impacts to the extent practicable.

Invasive species, federal/state listed noxious plant species, and nuisance species (e.g., those whose presence or overpopulation jeopardize the practice) shall be controlled on the site as necessary to restore wetland functions. The establishment and/or use of non-native plant species shall be discouraged.

Establish vegetative buffers around the wetlands to reduce the movement of sediment and soluble and sediment-attached substances carried by runoff. Use Filter Strip (393) to determine the minimum width of the vegetative buffer.

Embankments, spoil and excavated areas shall be shaped in a manner that is compatible with the existing landscape. For excavated areas leave ground surface as irregular as possible.

Where practicable, spoil material shall be placed on non-hydric soils.

Criteria for Hydric Soil Restoration

Restoration sites will be located on soils that are hydric.

If the hydric soil is covered by fill, sediment, spoil, or other depositional material, the material covering the hydric soil shall be removed to the extent practicable to restore the original soil functions. Document the depth of fill, sediment, spoil, or other depositional material with an on-site investigation.

Excavation beyond that necessary to remove sediment shall meet the criteria found in Wetland

Enhancement (659).

Soil hydrodynamic and bio-geochemical properties such as permeability, porosity, pH, or soil organic carbon levels shall be restored to the extent needed to restore hydric soil functions.

-CPS-2

NRCS, OH

January 2017

Criteria for Hydrology Restoration

The hydroperiod, hydrodynamics, and dominant water source of the restored site shall approximate the conditions that existed before alteration. The restoration plan shall document the adequacy of available water sources based on groundwater investigation, stream gage data, water budgeting, or other appropriate means.

The work associated with the wetland shall not adversely affect adjacent properties or other water users, the capacity of drainage systems on other properties, and shall not back surface water onto an adjoining property or restrict the capacity of adjacent subsurface drainage systems unless agreed to by signed written letter, easement or permit.

Any existing surface or subsurface drainage systems that would affect or be affected by the wetland shall be located and measures taken to determine the extent of those systems. Existing drainage systems will be utilized, removed, or modified as needed to achieve the restoration and ensure drainage rights.

Where practicable, existing subsurface drains (tile) shall be rendered inoperable (blocked or removed) or controlled as needed to meet the goals of the restoration and site conditions. The number and length (25 feet minimum per block) of blocks will depend on soils, topography, and project goals. Where an existing subsurface drain is to be removed under a proposed embankment, at a minimum remove the existing drain from 15 feet upstream from the upstream toe to the downstream toe. Excavated material shall be replaced and compacted to a density equivalent to the surrounding soil beneath embankments and where necessary to prevent undesirable flow from the restoration site.

Refer to NEH, Part 650, Chapter 13, and current Ohio NRCS guidance for information related to surface and subsurface drain plugging.

Water control structures shall only be used to recreate natural hydrologic patterns or to allow management and maintenance of the desired community and shall meet the requirements of Structure for Water Control

(587). Timing and level setting of water control structures, if needed, will be based on the actions needed to maintain a close approximation of the original, natural hydrologic conditions, or to meet management goals.

Non-perforated conduits shall be used downstream of a water control structure for a minimum 50 feet and under any embankment from 15 feet upstream from the upstream toe to the downstream toe. The connections of the water control structure and non-perforated conduit will be watertight for the pressure developed at the maximum pool level.

The original natural water supply should be used to reestablish the site’s hydrology to approximate the hydrologic conditions of the wetland type. If this is not possible, an alternate natural or artificial water supply can be used; however, these sources shall not be diverted from other wetland resources. If the alternate water source requires energy inputs, these shall be estimated and documented in the restoration plan.

To the extent practicable, reestablish macrotopography (excavations/fills causing an elevation change over 6 inches) and/or microtopography (excavations/fills causing an elevation change less than 6 inches).

Use reference sites within the local area to determine desired topographic relief. The location, size, and geometry of earthen structures, if needed, and spoil mounds shall match that of the original topographic features to the extent practicable.

The design of embankment features, not including spoil mounds, and macrotopographic excavations shall meet the criteria of other practice standards to which they apply due to purpose, size, water storage capacity, hazard class, or other parameters. Practice standards to be used include:

Pond (378), •

Dike (356), •

Grade Stabilization Structure (410), and •

-CPS-3

NRCS, OH

Water and Sediment Control Basin (638) •

If no other practice standard applies, they shall meet the requirements for Dike (356).

Embankments constructed on a floodplain with a principal spillway or control structure shall have an additional 1 foot of overfill added to the constructed height to protect the spillway or control structure from damage by the overflow water. This additional height shall be constructed for a distance of 50 feet on each side of the principal spillway or water control structure.

Embankments located on a floodplain where overtopping of the embankment by flow from the floodway into the wetland is likely may have a vegetated spillway area on level natural ground, in excavation, or on compacted fill. Vegetated spillways shall be at least 100 feet wide and have a crest length of at least 25 feet. Compacted fill spillways shall meet the following criteria:

Height of spillway crest to downstream toe is 2 feet or less •

Design flow depth of 0.5 feet or less •

Inlet and outlet slopes shall be 5:1 or flatter •

Mulching of the spillway is required. •

The vegetated spillway shall be located in a position that minimizes the likelihood for flood flows from the stream system to damage the embankment, water control structure, and vegetated spillway.

Excavations from within the wetland shall remove sediment to approximate the original topography or establish a water level that will compensate for the sediment that remains.

Water control structures that may impede the movement of target aquatic species or species of concern shall meet the criteria in Fish Passage (396). Preclude fish access to the wetland unless fish habitat is an objective.

Wetland restoration sites that exhibit soil oxidation and/or subsidence, resulting in a lower surface elevation compared to pre- disturbance, shall take into account the appropriate hydrologic regime needed to support the original wetland functions.

Criteria for Vegetative Restoration

Hydrophytic vegetation restoration shall be of species typical for the wetland type(s) being established and the varying hydrologic regimes and soil types within the wetland. Preference shall be given to native wetland plants with localized genetic material.

Where natural colonization of acceptable species can realistically be expected to occur within 5 years, sites may be left to revegetate naturally. If not, the appropriate species will be established by seeding or planting. To decide if natural revegetation is appropriate, refer to ECS 190-15, Wetland Restoration, Enhancement, Management, and Monitoring for natural regeneration decision keys.

Adequate substrate material and site preparation necessary for proper establishment of the selected plant species shall be included in the plan.

Where topsoil will be used as a seedbank, topsoil shall not be stockpiled prior to redistribution during the summer. For other periods, topsoil shall only be stockpiled in a manner that limits deterioration of viable plant parts and seeds. Refer to ECS 190-15, Wetland Restoration, Enhancement, Management and

Monitoring, for guidance.

When natural revegetation is used, deep tillage or other methods shall be used to expose the buried seedbank or bring the buried seedbank to the surface. If a site has not become dominated by the targeted species within 5 years, active forms of revegetation will be required.

-CPS-4

NRCS, OH

Where planting and/or seeding is necessary, the minimum number of native species to be established shall be based on a reference wetland with the type of vegetative communities and species planned on the restoration site:

Where the dominant vegetation will be herbaceous community types, a subset of the original • vegetative community shall be established within 5 years, or a suitable precursor to the original community will be established within 5 years that creates conditions suitable for the establishment of the native community. Species richness shall be addressed in the planning of herbaceous communities. Seeding rates shall be based upon the percentage of pure live seed and labeled with a current seed tag from a registered seed laboratory identifying the germination rate, purity analysis, and other seed statistics.

Where the dominant vegetation will be forest or woodland community types, vegetation • establishment will include a mix of woody species (trees and/or shrubs) adequate to establish the reference wetland community.

Ensure that the approved seeding mixture…