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INDEXWisconsin Field Office Technical Guide, Section IV

Conservation Practice Standards

Practice Name Code Discipline Date

Access Control 472 Resources 1/2018

Access Road 560 Engineering 4/2017

Agrichemical Handling Facility 309 Engineering 10/2014

Alley Cropping 311 Resources 4/2017

Amending Soil Properties with Gypsum Products 333 Resources 3/2016

Amendments for Treatment of Agricultural Waste 591 Engineering 3/2014

Anaerobic Digester 366 Engineering 1/2018

Animal Mortality Facility 316 Engineering 3/2016

Anionic Polyacrylamide (PAM) Application 450 Engineering 12/2016

Aquaculture Ponds 397 Engineering / Resources 3/2018

Aquatic Organism Passage 396 Resources / Engineering 7/2016

Brush Management 314 Resources 4/2017

Building Envelope Improvement 672 Engineering 4/2017

Channel Bed Stabilization 584 Engineering 3/2016

Clearing and Snagging 326 Engineering 6/2016

Composting Facility 317 Engineering / Resources 1/2017

Conservation Cover 327 Resources 1/2013

Conservation Crop Rotation 328 Resources 9/2015

Constructed Wetland 656 Engineering 12/2016

Contour Buffer Strips 332 Resources 7/2016

Contour Farming 330 Resources 3/2016

Contour Orchard and Other Perennial Crops 331 Resources 6/2016

Controlled Traffic Farming 334 Resources 8/2016

Cover Crop 340 Resources 8/2015

Critical Area Planting 342 Resources / Engineering 1/2018

Cross Wind Ridges 588 Resources 6/2016

Cross Wind Trap Strips 589C Resources 6/2016

Dam 402 Engineering 1/2018

Denitrifying Bioreactor 605 Engineering 12/2016

Dike 356 Engineering 9/2016

Diversion 362 Engineering 8/2016

Drainage Water Management 554 Engineering 1/2017

Dust Control on Unpaved Roads and Surfaces 373 Engineering / Resources 10/2014

Early Successional Habitat Development/Mgt. 647 Resources 5/2014

Emergency Animal Mortality Management 368 Resources 3/2016

Page 1 NRCS, WI

6/26/2018


Farmstead Energy Improvement 374 Engineering 10/2016

Feed Management 592 Resources 10/2017

Fence 382 Resources 1/2014

Field Border 386 Resources 1/2017

Field Operation Emissions Reduction 376 Resources 6/2018

Filter Strip 393 Resources 1/2017

Firebreak 394 Resources 8/2016

Fish Raceway or Tank 398 Resources / Engineering 6/2016

Forage and Biomass Planting 512 Resources 1/2013

Forage Harvest Management 511 Resources 8/2016

Forest Stand Improvement 666 Resources 10/2017

Forest Trail and Landings 655 Resources / Engineering 1/2018

Fuel Break 383 Resources 4/2014

Grade Stabilization Structure 410 Engineering 4/2017

Grassed Waterway 412 Engineering / Resources 7/2016

Groundwater Testing 355 Engineering 3/2018

Heavy Use Area Protection 561 Engineering 10/2017

Herbaceous Weed Treatment 315 Resources 6/2016

Herbaceous Wind Barriers 603 Resources 8/2016

High Tunnel System 325 Resources 9/2015

Integrated Pest Management (IPM) 595 Resources 1/2013

Irrigation Pipeline 430 Engineering 10/2016

Irrigation Reservoir 436 Engineering 7/2016

Irrigation System, Microirrigation 441 Engineering 4/2016

Irrigation System, Tailwater Recovery 447 Engineering 10/2014

Irrigation Water Management 449 Engineering / Resources 10/2014

Karst Sinkhole Treatment 527 Engineering 3/2016

Lighting System Improvement 670 Engineering 4/2016

Lined Waterway or Outlet 468 Engineering 4/2017

Livestock Pipeline 516 Engineering 12/2016

Livestock Shelter Structure 576 Resources 3/2014

Mine Shaft and Adit Closing 457 Engineering 7/2016

Monitoring Well 353 Engineering 10/2014

Mulching 484 Resources 6/2016

Multi-Story Cropping 379 Resources 8/2016

Nutrient Management 590 Resources / Engineering 12/2015

Obstruction Removal 500 Engineering 7/2016

On-Farm Secondary Containment Facility 319 Engineering 10/2014

Page 2 NRCS, WI

6/26/2018


Open Channel 582 Engineering 6/2018

Phosphorous Removal System 782 Engineering 9/2015

Pond 378 Engineering 4/2017

Pond Sealing or Lining, Compacted Soil Treatment 520 Engineering 10/2017R

Pond Sealing or Lining, Concrete 522 Engineering 10/2017R

Pond Sealing or Lining, Geomembrane or Geosynthetic Clay Li 521 Engineering 10/2017R

Prescribed Burning 338 Resources 3/2016

Prescribed Grazing 528 Resources 4/2017

Pumping Plant 533 Engineering 7/2016

Residue and Tillage Management, No Till 329 Resources 1/2018

Residue and Tillage Management, Reduced Till 345 Resources 1/2017

Restoration and Management of Rare or Declining Habitats 643 Resources 5/2014

Riparian Forest Buffer 391 Resources / Engineering 1/2013

Road/Trail/Landing Closure and Treatment 654 Resources / Engineering 1/2018

Roof Runoff Structure 558 Engineering 5/2018

Roofs and Covers 367 Engineering 4/2016

Saturated Buffer 604 Engineering 4/2017R2

Sediment Basin 350 Engineering 8/2016

Shallow Water Management for Wildlife 646 Resources 4/2016

Short Term Storage of Animal Waste and By-Products 318 Engineering 10/2017

Silvopasture 381 Resources 10/2017

Spoil Spreading 572 Engineering 7/2016

Spring Development 574 Engineering 3/2014

Sprinkler System 442 Engineering 4/2016

Stormwater Runoff Control 570 Engineering 10/2014

Stream Crossing 578 Engineering 1/2018

Stream Habitat Improvement and Management 395 Resources 8/2016

Streambank and Shoreline Protection 580 Engineering 8/2013

Stripcropping 585 Resources 6/2016

Structure for Water Control 587 Engineering 1/2018

Structures for Wildlife 649 Resources 12/2014

Subsurface Drain 606 Engineering 3/2014

Surface Drain, Field Ditch 607 Engineering 4/2016

Surface Drain, Main or Lateral 608 Engineering 4/2016

Terrace 600 Engineering 3/2015

Trails and Walkways 575 Engineering / Resources 4/2016

Tree/Shrub Establishment 612 Resources / Engineering 1/2018

Tree/Shrub Pruning 660 Resources 3/2016

Page 3 NRCS, WI

6/26/2018


Tree/Shrub Site Preparation 490 Resources 1/2013

Underground Outlet 620 Engineering 3/2014

Upland Wildlife Habitat Management 645 Resources 1/2013

Vegetated Treatment Area 635 Engineering 9/2016R

Vegetative Barrier 601 Resources 8/2016

Waste Facility Closure 360 Engineering / Resources 5/2018

Waste Separation Facility 632 Engineering 4/2014

Waste Storage Facility 313 Engineering 10/2017R

Waste Transfer 634 Engineering 1/2014

Waste Treatment 629 Engineering 1/2017

Water and Sediment Control Basin 638 Engineering 1/2018

Water Well 642 Engineering 10/2014

Watering Facility 614 Engineering / Resources 10/2014

Well Decommissioning 351 Engineering 10/2014

Wetland Creation 658 Resources / Engineering 10/2016

Wetland Enhancement 659 Resources / Engineering 9/2015

Wetland Restoration 657 Resources / Engineering 9/2016

Wetland Wildlife Habitat Management 644 Resources 1/2013

Windbreak/Shelterbelt Establishment 380 Resources 10/2016

Windbreak/Shelterbelt Renovation 650 Resources 1/2013

Woody Residue Treatment 384 Resources 1/2018

Page 4 NRCS, WI

6/26/2018

INDEXWisconsin Field Office Technical Guide, Section IV

Wisconsin Construction Specifications


Clearing 001 Engineering 5/2018

Excavation 002 Engineering 5/2018

Earthfill 003 Engineering 5/2018

Earthfill (Ditch Fills or Partial Filling) 003A Engineering 5/2018

Concrete 004 Engineering 1/2018

Embedded or Expansive Waterstop 004-WS Engineering 5/2018

Construction Site Pollution Control 005 Engineering 5/2018

Corrugated Metal Pipe Conduits 006 Engineering 1/2012

Mobilization and Demoblization 007 Engineering 5/2018

Drainfill 008 Engineering 5/2018

Rock Riprap 009 Engineering 5/2018

Fences 010 Engineering 5/2018

Small Rock Aggregate (Non-Concrete) 011 Engineering 5/2018

Geotextiles 013 Engineering 12/2016

Timber Fabrication & Installation 014 Engineering 5/2010

Plastic Pipe Conduits 015 Engineering 12/2016

Stream Clearing and Snagging 016 Engineering 6/2018

Wire Mesh Gabions or Mattresses 017 Engineering 6/2018

Sack or Tubular Gabion 018 Engineering 6/2018

Drilled Well Abandonment/Decommissioning 019 Engineering 5/2012

Soil Bioengineering 020 Engineering 6/2018

Structural Measures for Streambank and Shorelines 021 Engineering 6/2018

Temporary Wave Barrier (Breakwaters) 022 Engineering 6/2018

Aluminum or Steel Roof Gutters 023 Engineering 9/2015

Construction Surveys 024 Engineering 6/2018

GPS Machine Control Construction 025 Engineering 3/2015

Topsoiling 026 Engineering 5/2012

Corrugated Polyethylene Tubing 044 Engineering 5/2012

Organic Fill for Ditch Fills or Filling 050 Engineering 6/2013

Organic Fill for Embankments and Ditch Plugs 051 Engineering 6/2013

Poultry Carcass Composter 100 Engineering 4/2009

Grouted Rock Riprap 200 Engineering 6/2018

Steel Sheet Piling 201 Engineering 5/2012

Polyethylene Geomembrane Lining 202 Engineering 9/2012

Geosynthetic Clay Liner 203 Engineering 4/2011

Earthfill for Waste Storage Facilities 204 Engineering 5/2018

Page 1 NRCS, WI

6/26/2018


Ethyl Propylene Diene Terpolymer (EPDM) Geomembrane Lining 205 Engineering 1/2018

Vinyl Sheet Piling 211 Engineering 3/2012

Clay Liner 300 Engineering 4/2018

Polyethylene (PE) Pressure Pipe and Tubing for Livestock Pipeline 516 Engineering 12/2016

Waste Transfer Pipe 634 Engineering 3/2015

Page 2 NRCS, WI

6/26/2018

Conservation Practice Standards are reviewed periodically and updated if needed. To obtain the current version of this standard, contact your Natural Resources Conservation Service (NRCS) State office or visit the Field Office Technical Guide. USDA is an equal opportunity provider, employer, and lender.

nrcs.usda.gov/WI CPS 376 • Page 1 of 2

June 2018

Natural Resources Conservation ServiceCONSERVATION PRACTICE STANDARD

FIELD OPERATIONS EMISSIONS REDUCTIONCode 376

(Acre)

DEFINITIONAdjusting field operations and technologies to reduce particulate matter (PM) emissions from field operations.

PURPOSEImprove air quality by reducing emissions of particulate matter.

CONDITIONS WHERE PRACTICE APPLIESThis practice applies to crop, range, pasture, and forestland.

CRITERIA

General CriteriaThere shall be a demonstrated reduction in PM emissions from the benchmark (current system) to the planned system by using one or more of the techniques below:

• Combined Tillage Operations. Utilize equipment that allows multiple operations in a single pass to reduce the number of field passes per crop rotation.

• Precision Guidance Systems. To reduce total soil disturbance, use global positioning system (GPS) and steering technologies that minimize overlap of field passes.

• Alternative Equipment Technology. Use alternative equipment and/or equipment retrofits that reduce PM emissions. This can include dust-reducing technology (such as misters, deflectors, etc.) increasing equipment size to reduce net field passes, and changes to bed/row size or spacing.

• Timing of Field Operations. Modify the timing of field operations so that PM emissions are reduced. This can include conducting operations when relative humidity and/or soil moisture levels are higher, winds are lighter, or by limiting operations during high-wind events. This could also include a reduction in the amount of time between seedbed preparation and planting, and other such timing modifications that reduce PM emissions.

• Modify Crop Cultural and Harvest Methodologies. Modify operations to use other means of crop production such as performing soil disturbance and/or harvest operations at slower speeds. For example, harvesting a forage crop without allowing it to dry in the field, hand harvesting, applying water or other soil stabilizing material prior to soil disturbance or harvest, using transplants instead of direct seeding, and applying chemicals and fertilizers via irrigation to reduce field passes.

For applicable mechanical nut harvest operations manage pre-harvest irrigation water to create a more consolidated and firm soil surface to reduce harvest-related PM emissions.

http://www.nrcs.usda.gov/wps/portal/nrcs/sitenav/national/states/

http://www.nrcs.usda.gov/wps/portal/nrcs/main/national/technical/fotg/


June 2018

CONSIDERATIONSManaging higher levels of crop residue can reduce the potential for PM emissions from wind erosion and increase the potential for carbon sequestration.

Maintaining cover between rows or on alternate crop rows will reduce the potential for wind erosion.

Using alternatives to tillage for weed control (e.g. mowers, sprayers, flamers, etc.) can significantly reduce the PM emissions.

Increasing the time interval between uncombined tillage passes (e.g., disking) may help reduce PM emissions by reducing the effects of thermal profile changes that cause additional entrainment of the soil particles.

PLANS AND SPECIFICATIONSPrepare plans and specifications for each field or treatment unit according to the planning criteria and operation and maintenance requirements of this standard. Specifications shall describe the requirements to apply the practice to achieve the intended purpose for the practice site. Plans for the implementation of this practice shall, as a minimum, include the following specification components in an approved Field Operations Emissions Reduction, 376, Implementation Requirements document:

• Field number and acres

• Purpose of the emission reduction

• Listing of the current benchmark field operations system

• Listing of the planned field operations system

• Listing of emission reduction activities and when and how the activities will be applied

• Special considerations

Record specifications using the approved implementation requirements document.

OPERATION AND MAINTENANCEReview the PM emission reduction activities seasonally or annually as appropriate to ensure the activities are working properly and modify if needed.

REFERENCESAgricultural Air Quality Conservation Management Practices for San Joaquin Valley Farms. 2004. San Joaquin Valley Air Pollution Control District and USDA-NRCS. 14 pp.

Conservation Practice Standards are reviewed periodically and updated if needed. To obtain the current version of this standard, contact your Natural Resources Conservation Service (NRCS) State office or visit the Field Office Technical Guide. USDA is an equal opportunity provider, employer, and lender.


June 2018

Natural Resources Conservation ServiceCONSERVATION PRACTICE STANDARD

OPEN CHANNELCode 582

(No.)

DEFINITIONAn open channel is a natural or artificial channel in which water flows with a free surface.

PURPOSEConstruct, improve, or restore an open channel to convey water required for flood prevention, drainage, wildlife habitat protection or enhancement, or other authorized water management purpose.

CONDITIONS WHERE PRACTICE APPLIESThis standard applies to the construction of open channels or modifications of existing streams or ditches with drainage areas exceeding one square mile. This standard does not apply to WI Natural Resources Conservation Service (NRCS) Conservation Practice Standards (WI NRCS CPS), Diversion (Code 362); Grassed Waterways (Code 412); Irrigation Field Ditches (Code 388); Surface Drain, Field Ditch (Code 607); or Irrigation Canal or Lateral (Code 320).

It also applies where stability requirements can be met, where the impact of the proposed construction on water quality, fish and wildlife habitat, forest resources, and quality of the landscape is evaluated and the techniques and measures necessary to overcome the undesirable effects are made part of any planned work, where an adequate outlet for the modified channel reach is available for discharge by gravity flow or pumping, and where excavating or other channel work does not cause significant erosion, flooding, or sedimentation.

CRITERIADesign and install measures according to a site-specific plan in accordance with all local, State, Tribal, and Federal laws and regulations. Apply measures that are compatible with improvements planned or being carried out by others.

Use NRCS Engineering Technical Releases (TR), 210-25, Design of Open Channels; NRCS National Engineering Handbook (NEH), Part 653, Stream Corridor Restoration: Principles, Processes, and Practices; and NRCS NEH, Part 654, Stream Restoration Design, as applicable in surveys, planning, site investigations, and design of channel work.

Soils investigation, sampling, and associated lab testing must be adequate to document a stable channel design.

Do not modify the horizontal or vertical alignment of a channel to the extent of endangering the stability of the channel or its laterals.

The open channel shall not impede the passage of aquatic organisms.

Capacity. The capacity for open channels will be determined according to procedures applicable to the purposes of the channel and according to related engineering standards and guidelines in approved references and handbooks. Designs must consider low flows, average flows, frequent storm flows, and high (infrequent) storm flows.

http://www.nrcs.usda.gov/wps/portal/nrcs/sitenav/national/states/

http://www.nrcs.usda.gov/wps/portal/nrcs/main/national/technical/fotg/


June 2018

The water surface profile or hydraulic grade line for design flow will be determined using guidelines for hydraulic design in NRCS TR-210-25 and/or NRCS NEH, Part 654. The Manning’s “n” value for aged channels will be based on the expected vegetation and other factors such as the level of maintenance prescribed in the operation and maintenance plan. The required capacity may be established by considering volume-duration removal rates, peak flow, or a combination of the two, as determined by the topography, purpose of the channel, desired level of protection, and economic feasibility.

Channels or channel systems in an urban area level of protection will be designed so that the water surface elevation attained during the passing of the runoff from a 100-year frequency, 24-hour duration storm will be such that all floors of living units or commercially used buildings will be free from water. Streets will remain useable during runoff from a 10-year return frequency of 24-hour duration storm.

Cross section. The required channel cross section and grade will be determined by the plan objectives, the design capacity, the materials in which the channel is to be constructed, the vegetative establishment program, and the requirements for operation and maintenance. A minimum depth may be required to provide adequate outlets for subsurface drains, tributary ditches, or streams. Urban and other high-value developments through which the channel is to be constructed must be considered in the design of the channel section.

Side slopes will be 2:1 or flatter, stable, and be designed based on site conditions. Side slopes steeper than 2:1 may be used only if justified by unusual site conditions.

Channel stability. Characteristics of a stable channel are:• The channel neither aggrades nor degrades beyond tolerable limits.• The channel banks do not erode to the extent that the channel cross-section is changed appreciably.• Excessive sediment bars do not develop.• Gullies do not form or enlarge because of the entry of uncontrolled surface flow to the channel.

All channel construction and modification (including clearing and snagging) will be according to a design that can be expected to result in a stable channel that can be maintained at a reasonable cost. Vegetation, riprap, revetments, linings, structures, or other measures, if necessary, to ensure stability.

The method applicable to site conditions in NRCS TR-210-25 and/or NRCS NEH, Part 654 will be used to determine the stability of proposed channel improvements.

Bank-full flow is the flow in a channel that creates a water surface at or near the normal ground elevation, or the tops of dikes or continuous spoil banks that confine the flow for a significant length of a channel reach.

Channels must be stable under conditions existing immediately after construction (as-built condition) and under conditions existing during effective design life (aged condition). Channel stability will be determined for discharges under the following conditions:

• As-built condition - Bank-full flow, design discharge, or the flow from a 10-year frequency, 24-hour duration rainfall, whichever is smallest, but not less than 50 percent of design discharge.

» The allowable as-built velocity (regardless of type of stability analysis) in the newly constructed channel may be increased a maximum of 20 percent if:

◊ The soils at the site in which the channel is to be constructed are suitable for rapid establishment and support of erosion-controlling vegetation.

◊ Species of erosion-controlling vegetation adapted to the area and proven methods of establishment are known.


June 2018

◊ The channel design includes detailed plans for establishing vegetation on the channel side slopes.

• Aged condition - Bank-full flow or design discharge, whichever is greater, except that it is not necessary to check stability for discharge greater than the 100-year frequency, 24-hour duration rainfall.

Stability checks that are flow related are not required if the velocity is 2 feet per second or less.

For newly constructed channels in fine-grained soils and sands, the Manning’s “n” values will be determined according to procedures in Chapter 6 of NRCS TR-210-25 and will not exceed 0.025. In channels modified by clearing and snagging, determine the Manning’s “n” value according to the expected channel condition following completion of the work.

Appurtenant structures. The channel design will include all structures required for proper functioning of the channel and its laterals, as well as travel ways for operation and maintenance. Minimize the erosion or degradation from inlets and structures needed for entry of surface and subsurface flow into channels. Provide necessary floodgates, water-level-control devices, bays used in connection with pumping plants and any other appurtenances essential to the functioning of the channels. If needed, use protective structures or treatment at junctions between channels, to ensure stability at these critical locations.

Evaluate the effect of channel work on existing culverts, bridges, buried cables, pipelines, irrigation flumes, inlet structures, surface drainage systems, and subsurface drainage systems to determine the need for modification or replacement.

Assure that culverts and bridges modified or added as part of a channel project meet reasonable standards for the type of structure and have a minimum capacity equal to the design discharge or state agency design requirements, whichever is greater. The capacity of some culverts and bridges may need to be increased above the design discharge.

Disposal of spoil. Dispose of spoil material from clearing, grubbing, and channel excavation in a manner that will:

• Not confine or direct flows so as to cause channel instability when the discharge is greater than the bank-full flow.

• Provide for the free flow of water between the channel and floodplain unless the presences of continuous dikes establish the basis for the valley routing and water surface profile.

• Not hinder the development of travel ways for maintenance.• Leave the right-of-way in the best condition for the project purposes and adjacent land uses.• Direct water accumulating on or behind spoil areas to protected outlets.• Maintain or improve the visual quality of the site to the extent feasible.• Not adversely impact wetlands.

Vegetation of channel. Establish vegetation on all channel slopes, berms, spoil, and other disturbed areas according to WI NRCS CPS, Critical Area Planting (Code 342); or Streambank and Shoreline Protection (Code 580). Native plant species will be used whenever possible.

Safety. Open channels can create a safety hazard. Appropriate safety features and devices should be installed to protect people and animals from accidents such as falling or drowning.

Cultural resources. Evaluate the impact of cultural resources in the project area. Project designs shall include conservation and stabilization of archaeological, historic, structural, and traditional cultural properties.


June 2018

Additional Criteria for Conversion to Two-Stage DitchAn existing agricultural drainage ditch may be converted to a two-stage ditch (wider ditch with benches), using this additional criteria. The typical cross section of a two-stage ditch is shown in Figure 1.

The low flow channel and vegetation below the bench elevation will not be disturbed unless determined needed by the NRCS engineer to outlet an upstream component.

Total bench width of the two-stage ditch will be between 2 and 4 times the existing low channel flow (bank) width. Total bench width is preferred to be evenly split between the two sides, but can be distributed unevenly, or on one side only. One-sided construction will only be used if needed to avoid protected or inhibitory areas (such as but not limited to trees, wetlands and/or cultural resources).

Figure 1. Typical Two-sided Two-stage Ditch

Bench height will be determined by regional curve method or other accepted runoff method to size the low flow channel to carry between 0.5 and 1-year, 24 hour storms or by approximating elevation of natural bench formations.

Outside bank slopes will be 2:1 or flatter. Erosion control blanket will be used where conditions are not suitable for rapid vegetative establishment.

If possible, existing drainage tile outlets will be repaired and outlet onto the newly created bench. Riprap or other erosion protection method will be installed at outlets to protect bench. Where a tile must outlet into the low channel, appropriate cover must be maintained according to WI NRCS CPS Subsurface Drainage (Code 606) and Underground Outlet (Code 620).

Existing structures or other appurtenances will be reconstructed as necessary to fit the new ditch configuration.

All bench and bank areas will be seeded and mulched according to WI NRCS CPS Critical Area Planting (Code 342) and Mulching (Code 484). All disturbed areas outside of top of bank will be seeded to the appropriate NRCS standard, planted to crop within 15 days or temporary seeded if to be planted to a crop at a later time.

CONSIDERATIONSVisual resource design. Carefully consider the visual design of channels in areas of high public visibility and those associated with recreation. The underlying criterion for all visual design is appropriateness. The shape and form of channels, excavated material, and plantings are to relate visually to their surroundings and to their function.

Fish and wildlife. This practice may influence important fish and wildlife habitats such as streams, creeks, riparian areas, floodplains, and wetlands. Evaluate aquatic organism passage concerns (e.g., velocity, depth, slope, air entrainment, screening, etc.) to enhance positive impacts and minimize negative impacts.


June 2018

Select project location and construction methods that minimize the impacts to existing fish and wildlife habitat.

Include measures necessary to mitigate unavoidable losses to fish or wildlife habitat in the design. Maintain the quality of the landscape by both the location of channel works and plantings, as appropriate.

Vegetation. Stockpile topsoil for placement on disturbed areas to facilitate re-vegetation.

Consider placement and selection of vegetation to improve fish and wildlife habitat and species diversity.

Water quality. Consider the effects of:• Erosion and the movement of sediment, pathogens, and soluble and sediment-attached substances

that runoff carries.• Short-term and construction-related effects of this practice on the quality of downstream

watercourses.• Phosphorus discharge from the biomass accumulation above the low-flow channel.

Maintenance access. Travel ways for maintenance generally will be provided as part of all channel work. This requirement may be met by providing ready access points to sections of the channel if this will permit adequate maintenance in conformance with the operation and maintenance plan.

PLANS AND SPECIFICATIONSPrepare plans and specifications that describe the requirements for applying the practice according to this standard.

As a minimum, include the following items:• A plan view of the layout of the channel and appurtenant features.• Typical profiles and cross sections of the channel and flood plain, as needed.• Appurtenant features as needed.• Structural drawings, as needed.• Requirements for vegetative establishment and/or mulching, as needed.• Safety features.• Site-specific construction and material requirements.• Spoil disposal requirements.

OPERATION AND MAINTENANCEPrepare an operation and maintenance plan for the operator.

As a minimum, include the following items in the operation and maintenance plan:• Periodic inspections of all structures, channel surfaces, safety components and significant

appurtenances.• Prompt repair or replacement of damaged components.• Prompt removal of sediment when it reaches pre-determined elevations.• Periodic removal of undesirable trees, brush, and invasive species.• Maintenance of vegetative protection and immediate seeding or replanting of damaged areas, as

needed.


June 2018

REFERENCESUSDA Natural Resources Conservation Service. Engineering Technical Releases, TR-210-25, Design of Open Channels. Washington, DC.

USDA Natural Resources Conservation Service. National Engineering Handbook (NEH), Part 653, Stream Corridor Restoration: Principles, Processes, and Practices. Washington, DC.

USDA Natural Resources Conservation Service. NEH, Part 654, Stream Restoration Design. Washington, DC.

WCS-16-1 USDA | NRCS | WisconsinSection IV, Technical Guide

Updated: 06/2018

USDA is an equal opportunity provider, employer, and lender.

WISCONSIN CONSTRUCTION SPECIFICATION

16. STREAM CLEARING AND SNAGGING

A. SCOPEThe work shall consist of the clearing of trees and brush from the flow area of a natural or excavated channel. It also consists of snagging (the selective removal) of obstructions from the channel and streambanks to increase its capacity to carry water.

B. MARKINGThe limits of the areas to be cleared and/or snagged will be marked by means of stakes, flags, tree markings, or other suitable methods. Trees to be left standing and uninjured will be designated by special markings placed on the trunks at a height of about 6 feet above the ground surface. Snags to be left in place or adjusted shall be marked or flagged.

C. CLEARINGAll trees, brush, shrubs, stumps, and other woody growth to be cut shall be cut off as close to the ground as the cutting tools permit, unless a maximum distance above the ground level is specified in the construction plan. Clearing may also be accomplished by pulling, grubbing, or other approved methods. Grubbing shall consist of the removal of stumps and roots of 1 inch in diameter or larger to a minimum depth of 1 foot unless otherwise specified in the construction plan.

Trees shall be felled in such a manner as to avoid damage to other trees, property, and objects outside the limits of clearing.

If herbicide treatment of the area to be cleared is planned, the herbicide must be an approved product for this use. The product must be in conformance to all laws, regulations, and rules of federal, state, and local agencies. Application must be in strict conformance to the label instructions of the manufacturer or in accordance to more restrictive orders that may be in effect.

D. SNAGGINGOnly designated down trees, logs, drifts, boulders, debris, and other obstructions lying wholly or partly in the channel shall be removed. Piling, piers, headwalls, and sediment bars that obstruct the free flow of water shall be removed if so designated in the construction plan.

The use of explosives shall be in strict compliance with applicable state statutes and regulations.

E. DISPOSALAll materials cleared, grubbed, or snagged from the designated areas shall be buried or burned at approved locations or otherwise removed from the site. Buried materials shall be covered with a minimum of 2 feet of earthfill including any topsoil added for seeding purposes. Piling materials within the flood plain is not authorized unless it is approved for placement at a specific location.

Burning can be done only if authorized and a burning permit has been granted. Burning shall be performed outside the channel. Residue from burning and noncombustible material shall be buried outside the channel or placed in designated disposal area(s).


Updated: 06/2018

F. SITE EROSION CONTROLStream clearing and snagging shall be performed in a manner and with equipment that will minimize site erosion, the production of sediment, and the disturbance of water and other resources. Protective measures shall include but are not limited to diversions, waterways, seeding, mulching, mulch blankets, sediment basins, and silt fences. The Contractor is responsible for presenting an erosion control plan for approval prior to the start of construction.


Updated: 06/2018



17. WIRE MESH GABIONS AND MATTRESSES

A. SCOPEThe work shall consist of furnishing, assembling and installing rock filled wire mesh gabion baskets and mattresses.

B. TYPESGabions shall consist of rectangular wire mesh formed containers filled with rock. Gabions will conform to one of the following mesh types:

Woven Mesh - Non-raveling double twisted hexagonal wire mesh, consisting of two wires twisted together in two 180 degree turns.

Welded Mesh - Welded-wire mesh with a uniform square or rectangular pattern and a resistance weld at each intersection. The welded wire connections shall conform with the requirements of ASTM A 185, including wire smaller than W1.2 (0.124 in.); except that the welded connections shall have a minimum average shear strength of 70% and a minimum shear strength of 60% of the minimum ultimate tensile strength of the wire.

Gabions shall be furnished as baskets or mattresses, as shown in the construction plans. Baskets have a height of 12 inches or greater. Mattresses have a thickness of 12 inches or less.

Baskets and mattresses shall be fabricated within a dimension tolerance of plus or minus 5 percent, except that the mattress height shall be within 10 percent.

C. MATERIALSGabions shall be fabricated, assembled and installed in accordance with the nominal wire sizes and dimensions found in Tables 1 and 2.

Wire for fabrication and assembly shall be hot-dipped galvanized. The wire shall have a minimum tensile strength of 60,000 psi. Galvanized steel wire shall conform to ASTM A 641, class 3, soft temper.

Spiral binders are the standard fastener for welded-mesh gabion baskets and mattresses, and shall be formed from wire meeting the same quality and coating thickness requirements as specified for the gabion baskets and mattresses. Alternate fasteners for use with wire mesh gabions, such as ring fasteners, shall be formed from wire meeting the same quality and coating thickness requirements as specified for the gabions.

Gabion baskets or mattresses with PVC coating shall be interconnected using ring fasteners made of stainless steel or PVC-coated spiral fasteners. All fasteners shall meet the closing requirements of the gabion manufacturer.


Updated: 06/2018

Table 1*

Gabion BasketsHeight 12, 18, or 36 inches; Length as specified

Type of Wire Mesh Size Inches

Wire Diameter Inches

PVC Coating Inches

Total Diameter Inches

Galvanized Coating oz./sf.

Woven Mesh 3 ¼ x 4 ½ 3 ¼ x 4 ½

0.118 0.105

None 0.02

0.118 0.145

0.80 0.80

Selvage 0.153 0.132

None 0.02

0.153 0.172

0.80 0.80

Lacing and Internal Connecting Wire 0.086 0.02 0.126 0.7

Welded Mesh 3 x 3 3 x 3

0.118 0.105

None 0.02

0.118 0.145

0.80 0.80

Spiral Dinder 0.105 0.02 0.145 0.80

Table 2*

Gabion BasketsHeight 12, 18, or 36 inches; Length as specified

Type of Wire Mesh Size Inches

Wire Diameter Inches

PVC Coating Inches

Total Diameter Inches

Galvanized Coating oz./sf.

Woven Mesh 2 ½ x 3 ¼ 0.086 0.02 0.126 0.70

Selvage 0.105 0.02 0.145 0.80

Lacing and Internal Connecting Wire 0.86 0.02 0.126 0.70

Welded Mesh 1 ½ x 3 0.08 0.02 0.12 0.70

Spiral Dinder 0.105 0.02 0.145 0.80

*NOTE: The wire sizes and PVC coating thickness shown are nominal sizes.The wire diamter includes the galvanizing coating thickness.


Updated: 06/2018

When Epoxy or Polyvinyl Chloride (PVC) coated wire is used, the galvanized wire shall be coated by fusion bonded epoxy; or fusion bonded, extruded, or extruded and bonded PVC material. The wire coating shall be colored black, gray, green or silvery; and the initial properties of the PVC coating shall meet the following requirements:(1) Specific Gravity. In the range of 1.25 to 1.35, ASTM D 792.(2) Abrasion Resistance. The percentage of weight loss shall be less than 12%, when tested

according to ASTM D 1242, Method B at 200 cycles, CSI-A Abrader Tape, 80 Grit.(3) Brittleness Temperature. Not higher than 15 oF, ASTM D 746.(4) Tensile Strength. Extruded Coating (not less than 2,980 psi., ASTM D 412). Fusion Bonded

Coating (not less than 2,275 psi., ASTM D 638).(5) Modulus of Elasticity. Extruded Coating (not less than 2,700 psi. at 100 percent strain, ASTM

D 412). Fusion Bonded Coating (not less than 2050 psi. at 100 percent strain, ASTM D 638).(6) Ultraviolet Light Exposure. A test period of not less than 3000 hours, using apparatus Type E at

63 oC, ASTM G 23.(7) Salt Spray Test. A test period of not less than 3000 hours, ASTM B 117.

Rock shall conform to the quality requirements in Wisconsin Construction Specification 9, Loose Rock Riprap, unless otherwise specified in the construction plan. At least 85 percent of the rock particles, by weight, shall be within the predominant rock size range shown in Table 3.

Table 3

Rock Requirements

Gabion Basket or Mattress Height

Predominant Rock Size Inches

Minimum Rock Dimention Inches

Maximum Rock Dimention Inches

18 or 36 inch Basket 4 to 8 4 9

12 inch Basket or Mattress 4 to 6 3 8

6 or 9 inch Mattress 3 to 6 3 6

Prior to delivery to the site, the Contractor shall inform the Technician in writing of the source from which the rock will be obtained, and provide the test data by which the material was determined by the Contractor to meet the specification.

Bedding or filter material, when specified, shall meet the gradation shown on the plans or as specified in Wisconsin Construction Specification 8, Drainfill.

Geotextile, when specified, shall conform to the requirements specified in Wisconsin Construction Specification 13, Geotextiles.

D. FOUNDATION PREPARATIONThe foundation on which the gabions are to be placed shall be cut or filled and graded to the lines and grades shown on the drawings. Surface irregularities, loose material, vegetation, and all


Updated: 06/2018

foreign matter shall be removed from foundations. When fill is required, it shall consist of materials conforming to the specified requirements. Gabions and bedding or specified geotextiles shall not be placed until the foundation preparation is completed, and the subgrade surfaces have been inspected and approved by the Technician.

Compaction of bedding or filter material will be required as specified in Wisconsin Construction Specification 8, Drainfill. The surface of the finished material shall be to grade and free of mounds, dips or windrows. Geotextile shall be installed in accordance with the requirements of Wisconsin Construction Specification 13, Geotextiles.

E. ASSEMBLY AND PLACEMENTUnless otherwise specified in the construction plan, the assembly and placement of gabions shall be in accordance with the following procedures:

Assembly - Rotate the gabion panels into position and join the vertical edges with fasteners for gabion assembly. Where lacing wire is used, wrap the wire with alternating single and double half-hitches at intervals between four (4) to five (5) inches. Where spiral fasteners are used for welded-wire mesh, crimp the ends to secure the spirals in place. Where ring type fasteners are used for basket assembly, install the fasteners at a maximum spacing of 6 inches. Use the same fastening procedures to install interior diaphragms where they are required.

Interior diaphragms will be installed to assure that no open intervals are present that exceed three (3) feet.

Placement - Place the empty gabions on the foundation and interconnect the adjacent gabions along the top, bottom, and vertical edges using lacing wire, spiral fasteners, or ring fasteners. Wrap the wire with alternating single and double half-hitches at intervals between four (4) to six (6) inches. Ring fasteners shall not be spaced more than six (6) inches apart. Spirals are screwed down at the connecting edges, then each end of the spiral is crimped to secure it in place. Lacing wire will be used as needed to supplement the interconnection of welded mesh gabions, and the closing of lids.

Interconnect each layer of gabions to the underlying layer of gabions along the front, back, and sides. Stagger the vertical joints between the gabions of adjacent rows and layers by at least one-half of a cell length.

F. FILLING OPERATIONAfter adjacent empty woven wire gabion units are set to line and grade and common sides properly connected, they shall be placed in straight line tension and stretched to remove any kinks from the mesh and to gain a uniform alignment. Staking of the gabions may be done to maintain the established proper alignment prior to the placement of rock. No stakes shall be placed through geotextile material.

Internal connecting cross-tie wires shall be placed in each unrestrained gabion cell greater than 18 inches in height, including gabion cells left temporarily unrestrained. Two internal connecting wires shall be placed concurrently with rock placement, at each 12-inch interval of depth.

In woven mesh gabions, these cross-ties will be placed evenly spaced along the front face and connecting to the back face. All cross-tie wires shall be looped around two mesh openings and each wire end shall be secured by a minimum of five 180 degree twists around itself after looping.


Updated: 06/2018

In welded mesh gabions, these cross-ties or stiffeners will be placed across the corners of the gabions (at 12 inches from the corners) providing diagonal bracing. Preformed hooked wire stiffeners will be used.

The gabions shall be carefully filled with rock, either by machine or hand methods, maintaining alignment, avoiding bulges, and providing a compact mass that minimizes voids. Machine placement will require supplementing with hand work to ensure the desired results. The cells in any row shall be filled in stages so that the depth of rock placed in any one cell does not exceed the depth of rock in any adjoining cell by more than 12 inches. Along the exposed faces, the outer layer of stone shall be carefully placed and arranged by hand to ensure a neat, compact placement with a uniform appearance.

The last layer of rock shall be uniformly overfilled 1-2 inches for gabions and 0.5-1 inch for gabion mattresses to allow for rock settlement. Lids shall be stretched tight over the rock fill using only approved lid closing tools. The use of crowbars or other single point leverage bars for lid closing is prohibited. The lid shall be stretched until it meets the perimeter edges of the front and end panels. The gabion lid shall then be secured to the sides, ends, and diaphragms with spiral binders or lacing wire wrapped with alternating single and double half-hitches in the mesh openings. Ring fasteners spaced not more than six (6) inches apart may be used for lid closure.

Any damage to the wire or coatings during assembly, placement and filling shall be repaired promptly in accordance with the manufacturer's recommendations or replaced with undamaged gabion baskets.


Updated: 06/2018



18. SACK OR TUBULAR GABION

A. SCOPEThe work shall consist of furnishing, assembling, and installing rock-filled wire mesh sack or tubular gabions.

B. TYPESSack or tubular-shaped gabions shall consist of a single panel of non-raveling double twisted hexagonal wire mesh. A lacing wire is used to close both ends of the gabion. The diameter and length of each gabion shall be as specified.

C. MATERIALSThe wire mesh size for making the gabion shall be approximately 3 ¼ inches x 4 ½ inches. The mesh wires shall be a minimum of 0.118 inch diameter galvanized wire. Lacing wire diameter is to be 0.086 inches or larger. Wire for fabrication and assembly shall be hot dipped galvanized. The galvanized wire shall have a minimum tensile strength of 60,000 psi. Galvanized steel wire shall conform to ASTM A 641, Class 3, Soft Temper.

When Epoxy or Polyvinyl Chloride (PVC) coated wire is used, the galvanized wire shall be coated by fusion bonded epoxy; or fusion bonded, extruded, or extruded and bonded PVC material. The wire coating shall be colored black, gray, green, or silvery; and the initial properties of the PVC coating shall meet the following requirements:

• Specific Gravity. In the range of 1.25 to 1.35, ASTM D 792.• Abrasion Resistance. The percentage of weight loss shall be less than 12%, when tested

according to ASTM D 1242, Method B at 200 cycles, CSI-A Abrader Tape, 80 Grit.• Brittleness Temperature. Not higher than 15 oF, ASTM D 746.• Tensile Strength. Extruded Coating (not less than 2,980 psi., ASTM D 412). Fusion Bonded

Coating (not less than 2,275 psi., ASTM D 638).• Modulus of Elasticity. Extruded Coating (not less than 2,700 psi. at 100 percent strain, ASTM

D 412). Fusion Bonded Coating (not less than 2050 psi. at 100 percent strain, ASTM D 638).• Ultraviolet Light Exposure. A test period of not less than 3000 hours, using apparatus Type E at

63 oC, ASTM G 23.• Salt Spray Test. A test period of not less than 3000 hours, ASTM B 117.

Rock shall conform to the quality requirements in Wisconsin Construction Specification 9, Loose Rock Riprap, unless otherwise specified in the construction plan. At least 85 percent of the rock particles, by weight, shall be within the predominant rock size range of 4 to 6 inches. The maximum rock size shall be 8 inches and the minimum rock size 3 inches.

Prior to delivery to the site, the Contractor shall inform the Technician of the source from which the rock will be obtained, and provide the test data by which the material was determined by the Contractor to meet the specification.


Updated: 06/2018

Bedding or filter material, when specified, shall meet the gradation shown on the plans or as specified in Wisconsin Construction Specification 8, Drainfill.

Geotextile, when specified, shall conform to the requirements specified in Wisconsin Construction Specification 13, Geotextiles.

D. FOUNDATION PREPARATIONThe foundation on which the gabions are to be placed shall be cut or filled and graded to the lines shown on the drawings. Surface irregularities, vegetation, and foreign matter shall be removed from foundations as shown on the drawings or as directed by the Technician.

Gabions shall not be placed until the foundation preparation has been inspected and approved by the Technician.

E. ASSEMBLY AND PLACEMENTLacing wire or ring fasteners shall be used to fasten interconnecting gabions, fasten gabion sides together, and to close gabions. Ring fasteners shall be installed at a maximum spacing of six (6) inches.

Any damage to the gabion wire or coatings during assembly, placement, and filling shall be repaired in accordance with the manufacturer’s recommendations or replaced with undamaged gabions.

The assembly and placement of sack or tubular gabions shall be in accordance with the procedures recommended by the manufacturer and the following:(1) Bend the wire mesh panel so that the two sides meet to form a cylinder. Fasten the sides

together the full length according to the manufacturer’s recommendations.(2) Close one end of the sack/tubular gabion by using lacing wire or ring fasteners to gather tightly

together the ends of the meshes.(3) Upend the sack into a vertical position and press the bottom against the ground to flatten it.

Form the sack into a cylindrical shape.(4) Fill the sack/tube with rock.(5) Close the top end of the gabion as described in b) above.

Alternate Assembly - Side Opening. Form the sack/tubular gabion with the opening on the side. Close both ends of the gabion and the sides 15 to 30 inches from each end, leaving the central portion open. Fill the sack/tube with rock and close the remaining central opening.


Updated: 06/2018



20. SOIL BIOENGINEERING

A. SCOPEThe work shall consist of selecting, harvesting, and installing live, dormant, or rootable vegetative cuttings into the ground creating a living root mat that stabilizes the soil by reinforcing and binding soil particles together.

B. LIVE MATERIALS(1) Live stakes – The stakes generally are 0.5 to 2.0 inches in diameter and 1.5 to 4 feet long. They

should be long enough to be tamped sufficiently into the ground. The materials must have side branches cleanly removed with the bark intact. The basal ends should be cut at an angle or point for easy insertion into the soil. The top should be cut square.

(2) Live fascines – Live fascines are bundles of long, thin, straight, live branch cuttings, normally 5 to 30 feet in length bound together in cylindrical structures. The materials must have side branches cleanly removed with the bark intact. The completed bundles should be 6 to 8 inches in diameter, with all of the growing tips oriented in the same direction. Stagger the cuttings in the bundles so that tops are evenly distributed throughout the length of the uniformly sized live fascine.

(3) Live Branches – Live branches may range from 0.5 to 2.0 inches in diameter. They should be long enough to achieve their intended purpose, normally 4 to 9 feet long. The side branches shall not be trimmed (brushy material).

(4) Dormant post plantings – Cut live rootable vegetative posts approximately 7 to 9 feet long and 3 to 5 inches in diameter. The materials must have side branches cleanly removed with the bark intact.

(5) Preparation of Materials(i) Harvesting

• Materials should be harvested when the plants are dormant.• Live, healthy materials shall be obtained from specified sources or sources approved

by the Technician (local or native source preferred).• The materials shall be taken from vigorous, undamaged, disease and insect free stock.• All cuts must be clean with no splits. The cutting tools should be appropriately sized

for the material being cut.• The cutting length should be long enough to reach the lowest water table at the site

during the growing season.(ii) Storage – If materials are not installed 24 hours after they are harvested, the cuttings

must be stored in a dark, moist, and cool environment until planting. (For the best chance of success, plant the material within 5 to 7 days after harvest.)• Short Term: Cutting planted within 5 to 7 days shall not be allowed to dry out.• Long Term: The temperature should be maintained between 34 and 40 degrees

Fahrenheit. Cutting can be stored for several months if the above conditions are maintained. If cuttings are stored at higher temperatures, a fungicide should be applied to prevent damage caused by pathogens and saprophytes.


Updated: 06/2018

(iii) Pre-plant Soaking of CuttingsPrior to planting, all cuttings shall be soaked for a minimum of 24 hours. Only the portion of the cutting that will be below ground needs to be soaked. Soaking the entire cutting is not detrimental. Soaking can be accomplished in a garbage can, stream, pond, lake, or any body of water that is deep enough as long as the cuttings are protected from sun and wind exposure.

C. INERT MATERIALS(1) Dead stout stakes shall be a minimum 2.5-foot long, untreated, 2-inch by 4-inch lumber. Each

length should be cut again diagonally across the 4-inch face to make two stakes from each length. Only new, sound lumber shall be used, and any stakes that shatter upon installation should be discarded.

(2) String used for bundling should be untreated twine free from preservatives.(3) Smooth wire shall be 16-gauge wire. The wire shall be new and free from rust and defects.(4) Geotextile materials shall meet the required class in Wisconsin Construction Specification 13,

Geotextiles.(5) Wooden stakes should be 5 to 8 feet long and made from 3- to 4-inch diameter poles or 2- by

4-inch lumber, long enough to be driven vertically 3 to 4 feet into the undisturbed ground.(6) Wooden timbers should be: 4- to 8-inch diameter logs or square wooden timbers. Peeled logs

are typically more resistant to rot than logs with bark. Timbers such as eastern white cedar, red pine, jack pine, or spruce should be utilized.

(7) Rebar or spikes should be 3/8 to 1/2 inch diameter for securing logs.

D. SITE PREPARATIONGrade the bank to the slope specified in the construction plan.

E. PLACEMENTTreatment measures should be installed in the locations shown on the construction drawings. Several treatments may be installed in combination to achieve the desired conditions.(1) Live Stakes

(i) Erosion control fabric should be placed on slopes if shown on the construction drawings.(ii) Placement should be made in the locations shown on the construction drawings. The

buds should be oriented in the upward position.(iii) Tamp the live stake into the ground at right angles to the slope with a dead blow

hammer.(iv) The live stakes should be installed 2 to 3 feet apart using triangular spacing. The density

of the installation will range from 2 to 4 stakes per square yard.(v) Four-fifths of the length of the live stake should be installed into the ground, and soil

should be firmly packed around it after installation.(vi) Do not split the stakes during installation. Stakes that split should be removed and

replaced.(vii) An iron bar can be used to make a pilot hole in firm soil.

(2) Branchpacking(i) Starting at the lowest point, drive the wooden stakes vertically 3 to 4 feet into the

ground. Set them 1 to 1.5 feet apart.


Updated: 06/2018

(ii) Place an initial layer of living branches 4 to 6 inches thick in the bottom of the hole between the vertical stakes, and perpendicular to the slope face. They should be placed in a criss-cross configuration with the growing tips generally oriented toward the slope face. Some of the basal ends of the branches should touch the undisturbed soil at the back of the hole.

(iii) Subsequent layers of branches are installed with the basal ends lower than the growing tips of the branches.

(iv) Each layer of branches must be followed by a layer of compacted soil to ensure soil contact with the branches.

(v) The final installation should conform to the existing slope. Branches should protrude only slightly from the filled installation.

(vi) Divert over bank water from the new branch packing installation.(vii) Seed and mulch area between brush layers.(viii) Brushpacking layers should be 3 to 5 feet apart

(3) Brush Layering(i) Remove loose, failed, or failing soil from face of the bank.(ii) Excavation and installation begins above a stable toe structure.(iii) Excavate benches on contour, 2 to 3 feet wide.(iv) Benches should be sloped approximately 15 to 25 degrees down from the front outer

edge to the back excavation into the bank .(v) Place branches in an over-lapping criss-cross configuration. Typically 12 to 24 stems per

foot of constructed bench (measured on the contour) depending upon the size of material and branching.

(vi) Orient the stems such that the basal ends touch the back of the undisturbed excavated bank. Approximately ¼ of the branch stem should extend beyond the completed bank face.

(vii) Install the brushlayer in three courses: Live cut branch layer 1 orients to the left, Layer 2 orients to the right, and the final layer is installed straight out. Between each layer of branches a few inches of soil should be placed. This soil layer should be compacted by foot or a manually directed tamper to remove air pockets. In rare circumstances, ameliorated soil (soil that has been nutrient tested and fertilizer, lime, etc., has been added to enhance growth) may be used in these layers. Each course has 5 to 15 live cut branches. The completed brushlayer measure is made up of 15 to 45 branches per foot. The determination of density is made according to the amount of available sunlight, soils, steepness, moisture, and live cut branch material available. Repeat until desired thickness is reached. Use the soil material from the next, upbank terrace to fill the one beneath.

(viii) Trim the terminal bud so that stem energy will be routed to the lateral buds for more rapid root and stem sprouting.

(ix) Construct at spacing shown in Table 1.


Updated: 06/2018

Table 1. Brush Layer Spacing

Slope SteepnessSlope Distance Between Benches

Maximum Slope Length (feet)

West Slopes (feet) Dry Slopes (feet)

2.0:1 to 2.5:1 3 3 15

2.5:1 to 3.0:1 3 4 15

3.0:1 to 4.0:1 4 5 20

(4) Live Fascines (Wattles)(i) Tie the live fascine bundle immediately before installation. Tie the bundles at 12 to 15

inch intervals.(ii) Beginning at the base of the slope, dig a trench on the contour approximately 10 inches

wide and deep.(iii) Excavate trenches up the slope at intervals specified in Table 2.(iv) Install erosion control fabric and secure as per manufacturer recommendations.(v) Place the live fascine into the trench.(vi) Drive the dead stout stakes 2 to 3 on-center directly through the live fascine. Bundles

shall be overlapped 12 inches. Extra stakes should be used at bundle overlaps. Leave the top of the dead stout stakes flush with the installed bundle.

(vii) Live stakes are generally installed on the down slope side of the bundle. Tamp the live stakes below and against the bundle between the previously installed dead stout stakes, leaving 3 inches to protrude above the top of the ground.

(viii) Place moist soil along the sides of the bundles. The top of the live fascine should be slightly visible when the installation is completed.

Table 2. Live Fascine Spacing

Slope Steepness Slope Distance Between Trenches

Maximum Slope Length (feet)

1.0:1 to 1.5:1 3-4 15

1.5:1 to 2.0:1 4-5 20

2.0:1 to 2.5:1 5-6 30

2.5:1 to 3.0:1 6-8 40

3.0:1 to 4.0:1 8-9 50

4.0:1 to 5.0:1 9-10 60

(5) Vegetated Geogrids(i) Excavate a trench that is 2 to 3 feet below the streambed or lakebed elevation and 3 to

4 feet wide. Place the geotextile in the trench, leaving a foot or two overhanging on the streamside/lakeside face. Fill this area with rocks 2 to 3 inches in diameter.


Updated: 06/2018

(ii) Beginning at the bankfull elevation/ordinary high water mark, place a 6- to 8-inch layer of live branch cuttings on top of the rock-filled geogrid with the growing tips at right angles to the streamflow/parallel to the wave direction. The basal ends of branch cuttings should touch the back of the excavated slope.

(iii) Cover this layer of cuttings with geotextile leaving an overhang. Place a 12-inch layer of soil suitable for plant growth on top of the geotextile before compacting it to ensure good soil contact with the branches. Compaction may be done with equipment or by hand tamping. Wrap the overhanging portion of the geotextile over the compacted soil to form the completed geotextile wrap.

(iv) Continue this process of excavated trenches with alternating layers of cuttings and geotextile wraps until the bank is restored. The top layer may be a non-wrapped topsoil layer

(v) The final installation should match the existing slope. Branch cuttings should protrude only slightly from the geotextile wraps.

(6) Live Cribwall – Live cribwalls may be pre-built or built at the stabilization site. Materials:(i) Front and rear long beams should be 20 feet long.(ii) Cross beams should be 6-7 feet long.(iii) Starting at the base of the streambank to be treated, excavate 2 to 3 feet below the

existing streambed until a stable foundation 5 to 6 feet wide is reached.(iv) Excavate the back of the stable foundation (closest to the slope) 6 to 12 inches lower

than the front to add stability to the structure.(v) Place the first course of logs or timbers at the front and rear of the excavated foundation,

approximately 4 to 5 feet apart and parallel to the slope contour.(vi) Place the next course of logs or timbers at right angles (perpendicular to the slope) on

top of the previous course to overhang the front and back of the previous course by 3 to 6 inches. Each course of the live cribwall is placed in the same manner and secured to the preceding course with spikes or reinforcement bars.

(vii) Place rock fill in the openings in the bottom of the crib structure until it reaches the approximate existing elevation of the streambed. In some cases it is necessary to place rocks in front of the structure for added toe support, especially in outside stream meanders.

(viii) Place the first layer of cuttings on top of the rock material at the baseflow water level, and change the rock fill to soil fill capable of supporting plant growth at this point. Ensure that the basal ends of some of the cuttings contact undisturbed soil at the back of the cribwall.

(ix) When the cribwall structure reaches the existing ground elevation, place live branch cuttings on the backfill perpendicular to the slope, then cover the cuttings with backfill and compact.

(x) Live branch cuttings should be placed at each course to the top of the cribwall structure with growing tips oriented toward the slope face. Follow each layer of branches with a layer of compacted soil. Place the basal ends of the remaining live branch cuttings so that they reach to undisturbed soil at the back of the cribwall with growing tips protruding slightly beyond the front of the cribwall.


Updated: 06/2018

(7) Joint Planting (geotextile integrity should not be compromised)(i) Tamp live stakes into the openings of the rock during or after placement of riprap. The

basal ends of the material must extend into the backfill or undisturbed soil behind the riprap.

(ii) A steel rod or hydraulic probe may be used to prepare a hole through the riprap.(iii) Orient the live stakes perpendicular to the slope with growing tips protruding slightly

from the finished face of the rock.(iv) Place the stakes in a random configuration.

(8) Brushmattress(i) Grade the unstable area of the streambank/shoreline uniformly to a maximum steepness

of 3:1.(ii) Tie the live fascine bundle immediately before installation.(iii) Beginning at the base of slope, near the streamforming flow stage/bank lip, excavate a

trench on the contour large enough to accommodate a live fascine and the basal ends of the branches.

(iv) Install an even mix of live and dead stout stakes at 1-foot depth over the face of the graded area using 2-foot square spacing.

(v) Place branches in a layer 1 to 2 branches thick vertically on the prepared slope with basal ends located in the previously excavated trench.

(vi) Stretch No. 16 smooth wire or strong biodegradable twine diagonally from one dead stout stake to another by tightly wrapping wire around each stake no closer than 6 inches from its top.

(vii) Tamp and drive the live and dead stout stakes into the ground until branches are tightly secured to the slope.

(viii) Place live fascines in the prepared trench over the basal ends of the branches.(ix) Drive dead stout stakes directly through into soil below the live fascine every 2 feet

along its length.(x) Fill voids between brushmattress and live fascine cuttings with thin layers of soil

to promote rooting, but leave the top surface of the brushmattress and live fascine installation slightly exposed.

(9) Live Siltation Construction (Lakeshore)(i) Beginning at the toe of the shoreline bank to be treated, excavate a trench 2 to 3 feet

deep and 1 to 2 feet wide, with one vertical side and the other angled toward the shoreline. The maximum length water ward is shown on the construction drawings.

(ii) Ideally live siltation systems are approximately perpendicular to the prevailing winds. The branch tips should slope upwards at 45 to 60 degrees.

(iii) Parallel live siltation rows should vary from 5 to10 feet apart, as shown on the construction drawings.

F. SITE EROSION CONTROLPractices shall be installed, or the work performed in such a manner that will minimize site erosion, and the production of sediment. They include but are not limited to project staging, diversions, waterways, seeding, mulching, sediment basins, in channel sediment control, and silt fence.


Updated: 06/2018



21. STRUCTURAL MEASURES FOR STREAMBANK AND SHORELINES

A. SCOPEThe work shall consist of furnishing and installing structural treatments to stabilize and protect eroding banks of streams or constructed channels, and shorelines of lakes, reservoirs, or estuaries.

B. TREATMENTSTreatment measures shall be installed in the locations shown on the construction drawings. Several treatments may be installed in combination to achieve the desired conditions.(1) Tree Revetment - A tree revetment is constructed from freshly cut, well branched whole trees

(except rootwads) that are cabled together and anchored by earth anchors, which are buried in the bank. Freshly cut or soaked wood are less buoyant.(i) Lay the cabled trees along the bank with the basal ends pointed upstream and oriented

parallel to the bank.(ii) Overlap the trees 1/3 to 1/2 their length in a shingle fashion to ensure continuous

protection to the bank starting at the downstream end.(iii) Use trees that have a trunk diameter of 8 inches or larger. The best type is those that

have a brushy top and durable wood, such as red or white pine, hemlock, cedar, oak, hard maple, or beech.

(iv) Attach the trunks by cables to anchors set in the bank. Secure the trees with a 3/16-inch cable or larger and earth anchors every 4 to 6 feet. Wrap the anchor cable around the basal end of the inside tree and around the outside tree top and bring the cable back onto itself and clamp it using an approved mechanical device. Trees should be secured as tightly to the streambank with cable and earth anchors as possible. If necessary, holes should be drilled approximately one foot from the base of the tree. Drill hole should be at least twice the diameter of the cable. On larger trees and streams subject to ice flow, extra anchors may be required. The trees are thus secured tightly to the bank with cable and earth anchors as the drawings indicate. Pilings can be used in lieu of earth anchors in the bank if they can be driven well below the point of maximum bed scour.

(v) Install other vegetative plantings or soil bioengineering systems within and above structures to restore stability and establish a vegetative community as shown on the construction drawings.

(vi) Placement of tree revetments shall be accomplished during low water periods.(2) Log, Rootwad and Boulder Revetments - These revetments are systems composed of non-

coniferous tree species logs, rootwads, and boulders selectively placed in and on streambanks or shorelines.(i) Root wad revetments shall be in sound condition and free from extensive decay. Logs

over 12 inches in diameter that are crooked and have an irregular surface should be used.


Updated: 06/2018

(ii) Root wads of 6 to 12 feet in diameter should be used in typical streambank treatments, though smaller root fans may be used where they provide adequate coverage to a shorter streambank. A length of bole (or trunk) 6 to 12 feet in length is left attached to the root fan, creating the “root wad.” Remaining trunks of 12 inches or greater in diameter are cut into lengths of 10 to 20 feet to form header and/or footer logs as needed. The length of the logs is set based on the desired spacing between root wads.

(iii) Boulders should be as large as possible, but at a minimum 1½ times the log diameter. The boulders shall have an irregular surface.

(iv) Install a footer log at the toe of the eroding bank by excavating trenches or driving them into the bank to stabilize the slope and provide a stable foundation for the rootwad.

(v) Place the footer log to the expected scour depth at a slight angle off parallel to the bank.(vi) Use boulders to anchor the footer log against flotation. If boulders are not available, logs

can be pinned into gravel and rubble substrate with 3/4-inch rebar 54 inches or longer. Anchor rebars to provide maximum pull-out resistance. Cable and anchors may also be used in combination with boulders and rebar.

(vii) Drive or trench and place rootwads into the bank so that the tree's primary brace roots are flush with the bank.

(viii) Backfill and combine vegetative plantings or soil bioengineering systems behind and above rootwad. They can include live stakes and dormant post plantings in the openings of the revetment below stream-forming flow stage, live stakes, bare root, or other upland methods at the top of the bank.

(3) Dormant Post Plantings - Dormant post plantings form a permeable revetment that is constructed from rootable vegetative material placed in a square or triangular pattern.(i) Preparation of Materials

• Harvesting - Materials should be harvested when the plants are dormant. - Live, healthy materials shall be obtained from specified sources or sources

approved by the Technician (local or native source preferred). - Select a plant species appropriate to the site conditions, such as willows and

poplars. - The materials shall be taken from vigorous, undamaged, disease and insect free

stock. - All cuts must be clean with no splits. The cutting tools should be appropriately

sized for the material being cut. - Cut live posts approximately 7 to 9 feet long and 3 to 5 inches in diameter. Taper

the basal end of the post for easier insertion into the ground. The materials must have side branches cleanly removed with the bark intact. The cutting length shall be long enough to reach the lowest water table at the site during the growing season.

• Storage - If materials are not installed within a day of harvest, the cuttings must be stored in a dark, moist and cool environment until planting. For the best chance of success, plant the material within 5 to 7 days after harvest.


Updated: 06/2018

- Short Term: Cuttings to be planted within 5 to 7 days shall not be allowed to dry out.

- Long Term: The temperature should be maintained between 34 and 40 degrees Fahrenheit. Cuttings can be stored for several months if the above conditions are maintained. If cuttings are stored at higher temperatures, a fungicide should be applied to prevent damage caused by pathogens and saprophytes.

• Pre-plant Soaking of CuttingsPrior to planting, all cuttings shall be soaked for a minimum of 24 hours. Only the portion of the cutting that will be below ground needs to be soaked. Soaking the entire cutting is not detrimental. Soaking can be accomplished in a garbage can, stream, pond, lake or any body of water that is deep enough as long as the cuttings are protected from the sun and wind exposure.

(ii) Installation• Install posts into the eroding bank at or just above the normal waterline. Make sure

posts are installed vertically. Two to three buds should be placed above the ground.• Insert 1/2 to 2/3 of the length of post below the ground line. At least the bottom 12

inches of the post should be set into a saturated soil layer.• Avoid excessive damage to the bark of the posts.• Place two or more rows of posts spaced 2 to 4 feet apart using square or triangular

spacing.• Supplement the installation with appropriate soil bioengineering systems or, where

appropriate, rooted plants.(4) Coconut Fiber Rolls - Coconut fiber rolls are cylindrical structures composed of coconut fibers

bound together with woven twine. The twine can be biodegradable or synthetic. This material is manufactured in various diameters (6, 8, 12, 16, 18, 20 inches), densities (5, 7, 9 pounds/cubic foot), and lengths.(i) The diameter, density, and materials shall be those specified in the design or

construction drawings.(ii) The minimum manufactured product life expectancy shall be 60 months.(iii) Excavate a shallow trench at the planned location of the fiber roll to a depth 1/4 the

diameter of the roll.(iv) Place the coconut fiber roll in the trench. (Submerge the log 1/2 to 2/3 of its diameter)(v) Anchoring options:

• Dead stout stake and twine or rope – The dead stout stakes nominal dimension shall be 2” x 2” x 4’. Drive dead stout stakes between the binding twine and coconut fiber. Stakes should be placed on both sides of the roll on 2 to 4 feet centers depending upon anticipated velocities/wave action. The tops of the stakes should not extend above the top of the fiber roll. Notch the outside of the stakes on either side of the fiber roll and secure with 16-gauge wire.

• Duck bill or other mechanical anchors - Install the mechanical anchors according to the manufacturer’s recommendations.

(vi) Backfill behind the fiber roll with soil, if required.


Updated: 06/2018

(5) Jacks or Jack Fields - Jacks are individual structures made of wood, concrete, or steel. The jacks are placed in rows parallel to the eroding bank and function by trapping debris and sediment.(i) Grade the jack shelf to the slope shown on the construction drawings.(ii) Place the jacks on a shelf 14 feet wide for one line or on two shelves, each 14 feet wide,

for a double jack row.(iii) Space jacks closely together with a maximum of one jack dimension between them to

provide an almost continuous line of revetment.(iv) Anchor the jacks in place by a cable strung through and tied to the center of the jacks

with cable clamps. The cable should be tied to a buried anchor or pilings, thereby securing all the jacks as a unit.

(v) Bury anchors or drive mechanical anchors to the depth as shown on the construction drawings or determined by the technician.

(vi) Attach an anchored 3/8-inch diameter wire cable to one leg of each jack to prevent rotation and improve stability.

(vii) Supplement the installation with appropriate soil bioengineering systems or, where appropriate, rooted plants.

(6) Additional NRCS specifications that may be applicable:(i) Wisconsin Construction Specification 9, Loose Rock Rip Rap.(ii) Wisconsin Construction Specification 17, Wire Mesh Gabions and Mattresses.(iii) Wisconsin Construction Specification 18, Sack or Tubular Gabion.(iv) Wisconsin Construction Specification 20, Soil Bioengineering.

C. SITE EROSION CONTROLPractices shall be installed, or the work performed in such a manner that will minimize site erosion, and the production of sediment. They include but are not limited to project staging, diversions, waterways, seeding, mulching, sediment basins, in-channel sediment control, and silt fence.


Updated: 06/2018



22. TEMPORARY WAVE BARRIER (BREAKWATERS)

A. SCOPEThe work consists of installing a temporary wave barrier (breakwater) to assist with the establishment of shoreland erosion protection measures by providing an area of quiescent water. Temporary wave barriers are offshore structures consisting of biological components, such as jute, fiber rolls, willow stakes, or branches that will be removed or allowed to biodegrade after shoreland erosion protection vegetation is well rooted and established.

B. MEASURESErosion and sediment control measures shall be installed to prevent or minimize sediment production and transport off-site.

Care should be taken to prevent the re-suspension of sediment during removal.

C. LOCATIONTemporary wave barriers shall be installed offshore and located in 3 feet of water or less as shown on the drawings. The barriers shall be marked with reflectors and warning signs and shall not create an obstruction to navigation

D. LIVE MATERIALSVegetative materials shall be plant species which are native to the area of Wisconsin where the project is located. See Wisconsin Construction Specification 20, Soil Bioengineering, for requirements on live materials.(1) Native logs posts should be 7 to 9 feet long and 3 to 5 inches in diameter. Taper the basal end

of the log for easier insertion into the ground. The materials must be free from damage and be in good condition.

(2) Branches may range from 0.5 to 2.0 inches in diameter. The length shall be adequate to achieve the intended purpose, normally 4 to 9 feet long. Side branches should be trimmed to facilitate stacking.

E. INERT MATERIALSMaterials used in conjunction with the live materials may include but are not limited to wire, stakes, steel reinforcement bars, twine, etc. These materials shall be used when necessary but with limitation.(1) Wire shall be smooth 16 gauge wire. The wire shall be new and free from rust and defects.(2) Wooden stakes/posts should be 5 to 8 feet long and made from 3- to 4-inch diameter untreated

poles or 4- by 4-inch nominal lumber.(3) Duckbill anchors or other equivalent anchoring devices may be used according to

manufacturer’s recommendations.(4) PVC pipe posts 5 to 8 feet long shall meet the PVC pipe material requirement in Wisconsin

Construction Specification 15, Plastic Pipe Conduits.(5) Geotextiles used shall meet the material requirement in Wisconsin Construction Specification

13, Geotextiles.


Updated: 06/2018

F. INSTALLATIONExisting vegetation shall be protected and preserved during the project. No more than 20% of the aerial coverage of any emergent vegetation or floating vegetation shall be removed during the installation of the wave barrier. Barriers should be installed using hand-held tools.

All posts or stakes shall be driven vertically into the bed materials a minimum of 4 feet. Wave barriers will be a grid or matrix of posts to create a structural box for placing materials inside or a single row of posts with a geotextile or jute fastened to them. Spacing between post shall be 3 to 4 feet with a row spacing of 1 to 1.5 feet installed in a zigzag pattern.

BRANCHBOX BARRIERS

Place an initial layer of branches 4 to 6 inches thick in the bottom of the box between the vertical stakes. Compact the branches in the box. Subsequent layers of branches are then installed in the same fashion until the desired elevation is achieved. Wires or twine can be used to maintain the branch lifts and prevent them from floating using a zigzag pattern between the posts. Additional anchoring can be used with the first two lifts of branches to ensure that they maintain contact with the bed materials and scour does not occur underneath. Furthermore, wiring or twining can be reinforced on the top of the box to ensure the top layers of branches are not dislodged with wave action or fluctuating water levels.

GEOTEXTILES BARRIERS

When using single layers of geotextiles or jute matting for the barrier, following manufacturer’s instructions as to the anchoring patterns and frequency of fastening the material to posts for ensuring durability and effectiveness.

FIBER ROLLS BARRIERS

Place the initial fiber roll in the bottom of the box between the vertical stakes. Subsequent fiber rolls are then installed in the same fashion until the desired elevation is achieved. The ends of the rolls shall be staggered between layers. Wires or twine can be used to maintain rolls and prevent them from floating using a zigzag pattern between the posts. Additional anchoring can be used with the first two rolls to ensure that they maintain contact with the bed materials and scour does not occur underneath. Furthermore, wiring or twining can be reinforced on the top of the box to ensure the top layers of branches are not dislodged with wave action or fluctuating water levels.

G. MAINTENANCE, REMOVAL, AND RESTORATIONThe temporary wave barrier shall be adequately maintained in a functional condition during the establishment of the shoreland protection measures. The temporary wave barrier shall be removed after near shore vegetation is well rooted and established or within three years of the installation, whichever is shorter. The site should be restored to near original condition with the removal completed.


Updated: 06/2018



24. CONSTRUCTION SURVEYS

A. SCOPEThe work consists of the contractor, or other quality control personnel, performing all layout, construction control, and documentation required by the project.

B. EQUIPMENT AND MATERIALConventional and Global Positioning System (GPS) survey equipment shall be of a quality and condition to provide the required accuracy. The equipment shall be maintained in good working order and in proper adjustment at all times. Equipment shall be checked, tested, and adjusted in conformance with manufacturer's recommendations.

C. QUALITY OF WORKAll work shall follow professional practice and the standards of the industry. The work shall be performed to the tolerances in Table 1. Notes, sketches, and other data shall be complete, legible, reproducible, organized to facilitate review, and allow reproduction of copies for job documentation.

Table 1. Positional Accuracy and Allowable Tolerance (+/- ft.)

Elevation Location by Distance1

Location by Given Coordinate2

Control Points (PT, PC, etc.) 0.01 0.1 0.1

Concrete Works and Pipe Inverts 0.01 0.1 0.1

Earth Work 0.1 0.3 0.51Location relative to known baseline station or offset station (profile or cross section)2Location relative to known coordinates (GPC or Total Station)

Point Closure Ratio Accuracy

The closure error on a benchmark shall be 1:2,500 horizontally and 0.10 * √M vertically.

The horizontal point closure is determined by dividing the linear distance misclosure of the survey by the overall circuit length of a traverse, loop, or network line/circuit (Sum of FS and BS distance). In cases where GPS vectors are measured in geocentric coordinates, the three-dimensional positional misclosure is assessed.

The vertical accuracy of a survey is determined by the elevation misclosure (feet) within a level section or level loop, where the line or circuit length (M) is measured in miles. (M = sum of FS and BS distance in miles)


Updated: 06/2018

D. PRIMARY CONTROLPrimary controls, which include items such as baselines, control points, and bench marks, necessary to establish lines, grades, and locations are shown on the drawings and have been established on the job site.

These baselines, control points, bench marks, and GPS coordinates shall be used as the origin of all surveys, layouts, and measurements to establish construction lines, grades, and locations. The Contractor shall take precautions to prevent the loss or damage of primary control points. Stakes or control points lost or damaged by construction activity will be reestablished by the Contractor or at the Contractor expense.

E. CONSTRUCTION SURVEYSElectronic GPS coordinates and elevation files, used as primary control and for design, will be provided to the Contractor. No work shall take place without approval of field layout by the Technician.

The Contractor is responsible for the following items by use of conventional or GPS survey equipment.

• Establishing centerline for location and alignment.• Establishing location and elevation of additional control points.• Setting slope stakes and reference stakes.• Intermittent checking and any supplemental or interim staking.• Establishing final grade stakes.• Providing final constructed locations and grades for the work.• Recording survey documentation.

F. RECORDSSurvey data shall be recorded in fully identified standard bound engineering survey field notebooks with consecutively numbered pages. All field notes and printed data shall include the purpose or description of the work, the date the work was performed, sketches, and the personnel who performed and checked the work.

Electronically generated survey data shall be cross referenced in the bound field notebook containing the index for all survey activities.

The construction survey records shall be available at all times during the progress of the work for examination and use by the Technician and when requested, copies shall be made available.

The original field notebooks and other records shall be provided to the Government for acceptance of all work. The records will become the property of the owner.

G. ACCEPTANCEThe job will not be accepted until all surveys are complete and required documentation has been determined complete. The Technician shall conduct quality assurance checking. Checking shall include the visual review of survey markings, notes, and random surveys to check for accuracy.


Updated: 06/2018



200. GROUTED ROCK RIPRAP

A. SCOPEThe work shall consist of furnishing, transporting, and placing rock and concrete grout, including filter, bedding or geotextile materials where specified, in the construction of grouted rock riprap sections as shown on the construction drawings.

B. MATERIALSRock fragments shall be dense, sound and free from cracks, seams and other defects conducive to accelerated weathering. The rock fragments shall be angular to subrounded in shape. The least dimension of each individual rock fragment shall be not less than one-third the greatest dimension of the fragment. It should also be free from dirt, clay, sand, rock fines and other materials not meeting the gradation limits. Rock shall be excavated, selected and handled as necessary to meet the gradation requirements in the construction plans. The rock shall be obtained from specified sources or sources as approved by the Technician.

Filter or bedding materials, if specified, shall be selected to meet the gradation requirements as shown on the drawings.

Portland cement shall conform to ASTM Specification C 150 and shall be Type I, IA, III, or IIIA.

Fine aggregate shall conform to ASTM Specification C 33 and be composed of clean, uncoated grains of material.

Coarse aggregates shall be gravel or crushed stone conforming to ASTM Specification C 33 and be clean, hard, durable and free from clay or coating of any character.

Water used in mixing or curing concrete shall be clean and free from injurious amounts of oil, salt, acid, alkali, organic matter, or other deleterious substances.

Air entraining agent shall conform to ASTM Specification C 260.

Pozzolan (fly ash) shall conform with ASTM Specification C 618, Class F or C. The loss of ignition shall not exceed 6.0 percent.

Calcium chloride or other antifreeze compounds or accelerators will not be allowed.

Curing compound shall conform to ASTM Specification C 309 and unless otherwise specified the compound shall be Type 2.

Water-reducing admixtures shall conform to ASTM Specification C 494 and may be the following types:(1) Type A - Water-reducing admixture.(2) Type D - Water-reducing and retarding mixture.(3) Type F - Water-reducing, high range admixture (superplasticizer).(4) Type G - Water-reducing, high range, and retarding admixture (superplasticizer).


Updated: 06/2018

Type D or G admixture may be used at the option of the Contractor/Supplier when the air temperature is over 80°F at the time of mixing and/or placement.

C. SUBGRADE PREPARATIONThe subgrade surfaces on which the riprap, filter or bedding material is to be placed shall be cut or filled and graded to the lines and grades as shown in the construction plans or as directed by the Technician. When fill to subgrade lines is required, it shall consist of approved materials and shall be compacted as specified in Wisconsin Construction Specification 3.

Riprap, filter or bedding shall not be placed until the foundation preparation is completed, and approved by the Technician.

D. FILTER AND BEDDING MATERIALSFilter or bedding material, when required, shall be spread uniformly on the prepared subgrade surfaces to the depth shown on the drawings. The surfaces of the layers shall be finished reasonably free of mounds, dips or windrows.

Geotextile, when required, shall meet the requirements shown on the drawings and as specified in Wisconsin Construction Specification 13.

E. ROCK GRADATION AND MINIMUM GROUT DEPTHThe rock gradation and the minimum grout depth shall be as selected from the following table or as otherwise specified on the drawings.

Rock DiameterMaximum Rock Size (D100)

38 inch 30 inch 24 inch 19 inch 14 inch 10 inchRock Gradation (percentage passing)

38 inch 95-10030 inch 0-50 95-10024 inch ----------- 0-50 95-10019 inch 0-5 ----------- 0-50 95-10014 inch 0-5 ----------- 0-50 95-10010 inch 0-5 0-5 0-50 95-1008 inch ----------- 0-507 inch 0-5 0-5

Minimum Grout Depth (inches) 24 18 14 9 7 5

F. PLACING ROCK RIPRAPThe rock shall be placed on the surfaces and to the depths specified in such a manner as to avoid displacement of underlying materials. The rock may be equipment or hand placed as necessary to produce a surface in which the tops of the individual rocks do not vary more than one quarter of the D50 (1/4 * D50) or specified deviation from the neat lines shown on the drawings. Rock shall also be placed in a manner to prevent damage to structures. Hand placing may be required to prevent damage to the permanent works. Double decking of thin, flat rocks to bring the surface up to the required grade will not be permitted.


Updated: 06/2018

G. DESIGN OF THE GROUT MIXThe Contractor shall be responsible for proportioning the mix.

The grout shall consist of portland cement, fine and coarse aggregate, and water, unless otherwise specified. The cement content shall be 6 bags per cubic yard (564 lb.), the fine aggregate to combined fine and coarse aggregate ratio shall be greater than 0.35 but less than 0.45 (oven-dried weights), the maximum nominal size of coarse aggregate shall be 3/4 inch, and the water-cement ratio shall be greater than 0.45 but less than 0.53 (maximum content of 6 gallons of water per bag of concrete).

Pozzolan (fly ash) may be used as a partial substitution for portland cement in an amount not greater than 20 percent (based on absolute volume) of cement in the concrete mix, unless otherwise specified.

Prior to placement of grout, the Contractor shall furnish the Technician a certification of the mix proportions for approval. After the mix has been approved, neither the source nor character of the aggregates nor the type or brand of cement nor the mix proportions will be changed without prior approval of the Technician.

H. AIR CONTENT AND CONSISTENCYAir entrainment may be used and shall not exceed 7 percent at time of placement.

The consistency of the grout mixture shall be such that it will penetrate the rock to the minimum depth specified in Section 5. Unless otherwise specified, the maximum slump shall be 8 inches.

I. MIXERS AND MIXINGThe mixer, when loaded to capacity, shall be capable of combining the ingredients of the grout mix into a thoroughly mixed and uniform mass and of discharging it with a satisfactory degree of uniformity.

The mixer shall be operated within the limits of the manufacturer’s guaranteed capacity and speed of rotation.

The time of mixing after all cement and aggregates are in the mixer drum shall be not less than one minute for mixers having a capacity of one cubic yard or less. For mixers of larger capacities, the minimum time shall be increased fifteen seconds for each cubic yard or fraction thereof of additional capacity. The batch shall be charged into the mixer so that some water will enter in advance of the cement and aggregate, and all mixing water shall be introduced into the drum before one-fourth of the mixing time has elapsed.

When ready-mixed grout mix is furnished, the Contractor shall furnish to the Technician a delivery ticket showing the time of loading and the quantities of materials used for each load of grout mix. The ticket shall show the total weights in pounds of cement, water, fine and coarse aggregates, amount of air-entraining agents, other admixtures, time of loading and the revolution counter reading at the time of batching.

No mixing water in excess of the amount called for by the job mix shall be added to the grout mix during mixing or hauling or after arrival at the delivery point.


Updated: 06/2018

J. CONVEYING AND PLACING GROUTThe grout mix shall be delivered to the site and placed within 1-1/2 hours after the introduction of the cement to the aggregates. In hot weather or under conditions contributing to quick stiffening of the concrete, the time between the introduction of the cement to the aggregates and discharge shall not exceed 45 minutes. The Technician may allow a longer time, provided the setting time of the concrete is increased a corresponding amount by the addition of an approved set-retarding admixture. In any case, concrete shall be conveyed from the mixer to the final placement as rapidly as practicable by methods that will prevent segregation of the aggregates or loss of mortar.

Grout mix shall not be dropped more than 5 feet vertically unless suitable equipment is used to prevent segregation.

The grout mix shall not be placed until the rock riprap has been inspected and approved by the Technician.

The rock riprap shall be flushed with water to remove the fines from the rock prior to placing the grout. The rock shall be kept moist for at least two hours immediately prior to the actual placement of grout, but the grout shall not be placed in standing or flowing water. Grout placed on inverts or other nearly level areas may be placed in one course. On slopes, the grout shall be placed in two courses in successive lateral strips approximately 10 feet in width starting at the toe of the slope and progressing to the top. The grout shall be delivered to the place of final deposit by any means that does not result in segregation by gravity. The flow of grout shall be directed with brooms, spades or baffles to prevent it from flowing excessively along the same path and to assure that all intermittent spaces are filled. Sufficient rodding shall be done to loosen tight pockets of rock and otherwise aid the penetration of grout so that all voids shall be filled and the grout fully penetrates the rock blanket to the required depth. The entire surface shall be broomed to eliminate runs and to fill voids caused by sloughing. A surface finish, following the completion of grout installation, shall consist of one-third of the rock extending above the level of the grout or to the minimum depth specified on the drawings. The exposed rock will not have a plasted appearance.

K. CURING AND PROTECTIONAfter completion of any strip or panel, no construction personnel or other load shall be permitted on the grouted surface for a period of 24 hours. The grout shall be prevented from drying for a curing period of at least seven days after it is placed. Exposed surfaces shall be kept continuously moist for the entire period. Moisture shall be maintained by sprinkling, flooding, or fog spraying or by covering with continuously moistened canvas, cloth mats, straw, earth, or moistening and covering with plastic sheeting, or other approved material.

In lieu of water curing, the grout may be cured by spraying with an approved curing compound. The curing compound shall be applied in an approved manner as soon as practicable after the concrete is placed. All surfaces shall be kept moist until the compound is applied.

Grout mix shall not be placed when the daily temperature is less than 40°F unless facilities are provided to insure that the temperature of the materials are maintained at not less than 50°F nor more than 90°F during placement and the curing period. Grout mix shall not be placed on frozen surfaces. When freezing conditions prevail, rock to be grouted must be covered and heated to a range of 50°F to 90°F for at least 24 hours prior to grout placement.

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