Soil Erosion and Sediment Control Standards - 2014¶
Printed edition: January 2014 (7th edition).
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Published by
the New Jersey Department of Agriculture—
State Soil Conservation Committee
TheStandards
forSoil Erosionand
SedimentControl
In NewJersey
7th Edition, January 2014
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Cover: Restoration of 800 feet of the Ramapo River bank after damage by Hurricane Irene in August 2011. Restoration by the Boro of Oakland, Bergen County NJ Spring 2013 (completed). Technical and funding assistance from the USDA Natural Re- sources Conservation Service. Erosion Control oversight by the Bergen County Soil Conservation District.
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STANDARDS
FOR
SOIL EROSION AND SEDIMENT CONTROL IN NEW JERSEY
Adopted
December 2013
Vegetative and Engineering Standards, chapters 1 - 32 inclusive are promulgated as “Standards” pursuant to the Soil Erosion and Sediment Control Act of 1975 as amended (N.J.S.A. 4:24-39 et seq.) and New Jersey Administrative Code (N.J.A.C. 2:90-1.1 et seq.).
By the
NEW JERSEY STATE SOIL CONSERVATION COMMITTEE
Douglas H. Fisher, Chairman, Secretary, New Jersey Department of Agriculture Robert Martin, Commissioner, New Jersey Department of Environmental Protection Dr. Robert M. Goodman, Exec. Dean, School of Environmental and Biological Sciences, Rutgers University Dr. Larry Katz, Director, Rutgers Cooperative Extension, Cook College Carrie Mosley, State Conservationist, USDA Natural Resources Conservation Service Raymond Cywinski, Supervisor, Bergen County Soil Conservation District Priscilla Hayes, Supervisor, Mercer County Soil Conservation District Barbara Rosko, Supervisor, Sussex County Soil Conservation District Anthony DiLodovico, Supervisor, Ocean County Soil Conservation District Charles Buscaglia, Supervisor, Freehold Soil Conservation District Joseph Lomax, Supervisor, Cape-Atlantic Conservation District
John Kocubinski, Governor’s Appointee
Frank Minch, Executive Secretary, State Soil Conservation Committee
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FOREWORD AND ACKNOWLEDGMENTS
2014 marks the 38th year of service to New Jersey by the Soil Erosion and Sediment Control Program administered by the Department of Agriculture and the New Jersey Soil Conservation Districts. Since the inception of the idea to apply conservation practices to urban development in 1976, New Jersey has significantly evolved in its approach to erosion control. From simple hay bales for filtering runoff, to advanced computer simulations which model watershed runoff, New Jersey’s erosion control practices have taken advantage of developing technologies. Periodically the Department, and Soil Conservation Districts update the “Standards for Soil Erosion and Sediment Control ” to reflect the ongoing emergence of science and technology.
The Standards are a blend of agronomic science and state of the art engineering practices, embodied in 32 individual design chapters and detailed appendices that enable developers to successfully design erosion control practices for construction sites. Soil loss prevention is addressed both during as well as after construction to safeguard New Jersey’s natural resources.
Since 1976, more than 920,000 acres of land have been protected from erosion by the application of construction site best management practices to control erosion. This equates to more than 28 million tons of soil that have been prevented from entering the state’s waterways. Erosion protection allows for the continuation of recreational opportunities, aids in flood prevention efforts and minimizes the need for water treatment.
The seventh edition of the Standards has been revised to include additional guidance for assessing downstream stability, rip rap design, the use of infiltration and additional options for vegetation used in the Pinelands National Reserve. Future revisions are planned to enhance the quality of soil used in establishing vegetation for stabilization of development sites.
The New Jersey Department of Agriculture acknowledges its long-time partners - the United States Department of Agriculture – Natural Resources Conservation Service, the state’s 15 Soil Conservation Districts, Rutgers University and the New Jersey Department of Environmental Protection for their assistance in developing these Standards. Additionally, the Department appreciates the valued expertise of the New Jersey Pinelands Commission, the New Jersey Department of Transportation and the many representatives of the New Jersey Builders Association and Professional Consulting Engineers who assisted in this project. These partnerships have achieved great success in the minimization of damage due to excessive stormwater runoff and related soil loss from construction sites while at the same time promoting concepts of good stewardship of the state’s resources to all of New Jersey’s residents.
Douglas H. Fisher
Secretary, New Jersey Department of Agriculture
January 2014
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COMMITTEE FOR REVIEW AND DEVELOPMENT OF
STANDARDS FOR SOIL EROSION
AND
SEDIMENT CONTROL
January 2014
Mr. William Brash Mr. Anthony DiLodivico Mr. Steven Jacobus District Director President Watershed Team Leader Mercer County Soil Conservation District Tony D Environmental Permitting, Division of Watershed Management N.J. LLC Department of Environmental Protection
Mr. David Lamm, P.E. Mr. John Showler, P.E., Mr. Angelo Caruso State Conservation Engineer State Erosion Control Engineer District Manager Natural Resources Conservation Service State Soil Conservation Committee Bergen County Soil Conservation District U.S. Department of Agriculture N.J. Department of Agriculture
Mr. David Earl, ASLA Mr. Paul Schiariti, P.E. Mr. Anthony Castillo, P.E. Section Chief NPS Coordinator Principal Office of Landscape Architecture Mercer County Soil Conservation SESI Consulting Engineers, Inc. NJ Department of Transportation District
Mr. Wayne Birchler, P.E. Mr. Ken Marsh, P.E. Mr. David Kreck, P.E. Former District Engineer Supervisor (retired) Senior Managing Engineer Gloucester County Soil Conservation Somerset-Union Soil Conservation Rodriguez Consulting, LLC District District
Mr. Richard Eigenbrood Ms. Stephanie Murphy, PhD. Mr. Ernest Thurlow, PhD. Natural Resource Conservationist Soil Scientist Manager (retired) (retired) Rutgers University Somerset-Union Soil Conservation Gloucester County Soil Conservation District District Mr. Don Kinesik Mr. David Friedman Ms. Amy Karpati, PhD President Manager (retired) Director for Conservation Science Pinelands Nursery Ocean County Soil Conservation Pinelands Preservation Alliance District
Ms. Valarie Hrable, P.E. Mr. Robert McCarthy, P.E. Mr. Brian McClendon Manager, Hydrology & Hydraulics Principle Section Chief Greenman &Pedesen, Inc. DW Smith, Inc. Stormwater Permitting NJDEP
Mr. Ron Bannister Mr. Fred Bowers, PhD Mr. Barry Chalofsky Environmental Specialist Section Chief (retired) Bureau Chief (retired) Groundwater NJDEP Groundwater NJDEP Stormwater Permitting, NJDEP
Ms. Robyn Jeney Regulatory Programs Specialist New Jersey Pinelands Commission
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Developing a Successful Plan to Control Soil Erosion on Construction Sites
“He who fails to plan, plans to fail….” is an oft-quoted proverb. Its original author is unknown, but it is frequently attributed to such famous individuals as Benjamin Franklin, Abraham Lincoln and Winston Churchill. Regardless of who coined the phrase, failure to plan (properly) is never more evident than in a poorly thought out erosion and sediment control plan. Once a slope has eroded, or an infiltration basin has failed, it is too late to ‘plan’. It is only time to react and correct. And usually, it costs more to do something twice, than to do it right the first time.
Though not an exhaustive list, the following represent many of the primary design considerations and constraints in preparing an effective erosion control plan. Effective erosion control should be integrated into planning for stormwater management, and not done as an after-thought. A properly developed plan should address the following aspects of site construction when designing for erosion control:
General Considerations-
1. Design report included and submitted to the district
2. Table of Contents for the design report denoting location of erosion control designs
3. Plan drawn at proper scale (usually not less than 1:50)
4. Erosion Control Plan sheets labeled, signed and sealed by a NJ Licensed Engineer or Architect
5. Pre and post construction contours clearly labeled and depicted
6. Limits of disturbance clearly delineated and corresponding to area of disturbance on the application form
7. Temporary controls such as sediment barriers, inlet filters graphically depicted on plan sheets
8. Details for erosion control applications clearly shown on a ‘detail sheet’; dimensions correspond to deign report
9. District notes, vegetative stabilization specifications and other notes shown on the detail page
10. Soil delineations shown on the erosion control plan sheets
11. Other natural features, such as streams, wetlands and buffers delineated on plan sheets
12. Permanent structures graphically depicted on plan sheets (piping, basins, rip rap outlets, swales, basins etc)
13. Offsite improvements (sewer, water, storm drainage, electrical utilities) shown and included in area calculations
14. Proposed staging and stockpile areas depicted (on and off site).
Construction Disturbance Considerations-
1. Phasing of disturbed areas (minimizing open soil areas)
2. Sequence of construction specific to the site (avoid generic sequencing)
3. Stormwater management on a construction site
a. Temporary sediment basins with design support and appropriate details
b. Diversions & swales
c. Grading
d. Filtering via pumped discharge
e. Dewatering excavations and points of discharge
4. Temporary stabilization with vegetation, mulch, man-made materials etc.
5. Location of temporary controls such as inlet filters, sediment barriers, construction entrances
6. Soil movement – cuts, fills, removal, stockpiles and importation shown on plans
7. Minimization of soil compaction – restrict vehicle travel, avoid working wet soils, restore if needed
Hydrologic Design Considerations-
1. Correct application of hydrologic analysis both onsite and within the local drainage area
a. Correct unit hydrograph (i.e., Delmarva for coastal plain areas)
b. Pre and post drainage area maps with Tc flow paths and POI’s identified
c. Realistic sheet flow length in time of concentration (in all cases, not to exceed 100’)
d. Correct pre and post development runoff coefficients
e. Influence of geology (esp. limestone prone areas)
f. Submission of electronic modeling files to the district
g. Submission of Hydrologic Summary forms for each basin
2. Assessment of pre and post development flows for the 2, 10 and 25 (rip rap) year storm events
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- Determination of soil types and their associated limitations (i.e., depth to ground water, slope stability) using the
Web Soil Survey (http://websoilsurvey.nrcs.usda.gov/app/HomePage.htm)
- Final points of discharge from the site and stability at those locations
- Discharging to agricultural fields (generally not permitted due to stability concerns)
- Infiltration and failure analysis for stability
- Impact of discharge beyond the limits of the project (off site stability)
- Stability of slopes – both from overland flow as well as impacts due to infiltration saturation
- Proper use of permanent vegetative cover – species selection, irrigation, soil quality, maintenance
- Use of turf reinforcement matting on steep slopes or channel lining
- Rock rip rap sizing, gradation and availability; alternate use of gabions or reinforced concrete
- Grass water way designs using vegetative retardance (D & E) factors, soil conditions, velocity, proper vegetation and reinforcement mating
Requirements of Other Agencies-
1. NJ Department of Environmental Protection-
a. Stormwater Rules
b. Wetlands
c. Highlands
d. Stream Encroachment
2. Residential Site Improvement Standards
3. NJ Department of Transportation
4. NJ Pinelands Commission
5. County and municipal construction codes
When preparing an erosion control plan, one resource which should not be overlooked is New Jersey’s 15 Soil Conservation Districts. With a broad spectrum of expertise in the areas of erosion and sediment control, agronomy, horticulture and stormwater management, District staff are available to assist designers with development of reliable and effective strategies for controlling erosion from construction sites. A list of New Jersey Soil Conservation District contact information is found in Appendix E of the Standards.
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Procedure for the evaluation of new erosion control technologies, products and services for compliance with the Standards for Soil Erosion and Sediment Control in New Jersey
In order to address opportunities to utilize new and innovative technologies, products and services (TPS) for sediment and erosion control, the New Jersey Department of Agriculture, State Soil Conservation Committee (SSCC) has adopted the following evaluation process which is intended to provide compliance with the Standards.
The Standards include, where appropriate and necessary, design and performance specifications so that any TPS which meets these specifications would be acceptable for use on construction sites in New Jersey for compliance with the Act without the need for extensive (and expensive) laboratory testing. A new TPS which differs from design or performance standards, or which attempts to define a non-standardized practice must be field tested in New Jersey prior to acceptance.1
Field performance will be monitored by Soil Conservation District personnel as well as the NJDA State Erosion Control Engineer (as needed). The process for TPS field evaluation is as follows:
1. The vendor will provide a written request for evaluation to the State Engineer and the local Soil Conservation
District where the product is to be evaluated. The request must include a physical/chemical description of the
product, design limitations (if any), what function the product is intended to perform, and which Standard it is to be
used in compliance for. Laboratory or other supplier-derived test data may also be submitted if desired.
2. The State Engineer will review the request and consult with the respective district or districts to verify that the TPS
being proposed is appropriate for the intended application and site location. Alternative locations may be suggested
if the proposed location is not deemed adequate for a complete evaluation. Written permission and agreement for
allowing the evaluation must be secured from the site owner and is the responsibility of the vendor, with a copy
provided to the district and State Engineer.2 The State Engineer can provide written confirmation to the site owner
that for testing and evaluation purposes, the owner is assisting the State in its evaluation of a new product and will
not be liable for a lack of erosion control compliance with their certified plan due to product failure as long as the
product is properly installed and is provided with the appropriate routine maintenance, as would be the case for the
use of any erosion control product.
3. The State Engineer will advise the SSCC and other districts of the request for testing at the next SSCC meeting.
4. Once a proper location is secured, the vendor will oversee and provide training (if necessary) for proper installation
of the product to ensure an adequate evaluation is performed. During the evaluation, District staff and/or the State
Engineer will monitor and observe the performance of the TPS and maintain observations in project record notes as
part of routine inspections. The TPS must be properly installed and in good working order during a test event to be
considered as a viable test. Unintentional damage or improper installation and subsequent failure will not count as a
viable test. The State Engineer may consult with other experts, as needed, to ensure comprehensive evaluation. The
vendor will be notified if any product failure or damage occurs so that corrective action may be taken, if appropriate,
to restore proper functioning of the TPS.
5. TPS’s which are intended to secure against erosion by resisting the forces of water and/or wind will be evaluated for
3 discrete events, each of which must meet the minimum event criteria (such as minimum precipitation depth, flow
rate, velocity, etc.) prescribed by the vendor or as stipulated in the applicable Standard. For TPS’s intending to
promote or enhance vegetative stabilization an evaluation period of two consecutive growing seasons will be
observed to determine product performance.
6. The State Engineer will review notes, photos, etc. and present findings and conclusions to the SSCC with
recommendations. These recommendations may be:
(1) the TPS is acceptable for use anywhere in NJ;
(2) the TPS is acceptable for use only in particular locations in NJ
1 Not every Standard is based on design and/or performance criteria. Certain Standards require computation or specific materials in their application for compliance.
2 Neither the Soil Conservation District nor the State Engineer may compel a project owner to allow the use of a new product for testing on his or her site. Assistance is strictly voluntary on the part of the owner. v
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(3) the TPS is acceptable for use only for particular site and/or weather conditions
(4) the TPS is not acceptable for use in NJ.
The SSCC may, at is pleasure and discretion, accept, accept with modifications or reject the recommendations.
7. A TPS that is found to be acceptable for use in NJ (with or without conditions) will be identified in a TPS Bulletin
(PSB) to be maintained and published by NJDA-SSCC. Conditions or limitations of the TPS will be identified in
the bulletin, which will be published on the Department’s website and will be available for public download. The
vendor will be provided a copy of the findings and conclusions along with a copy of a TPS Bulletin, if one is issued.
8. Once a TPS Bulletin is issued, no further written approval or requests for use will be required for inclusion on soil
erosion and sediment control plans or as an equivalent substitute to controls that are already shown on a plan. All
manufacturer installation details, maintenance requirements and limitations must be included on the plan adjacent to
the installation details.
Compliance with the Standards is required by N.J.S.A. 4:24-39 et seq. for all construction sites in New Jersey which meet the definition of a soil disturbance ‘project’ as defined in the Act. As a result, the specific inclusion of proprietary, manufactured products, product names, technologies or services is prohibited in that this may constitute the endorsement of one product over another by the State. Generic products which have historically been used for controlling erosion and are considered to be in the public domain may be generically referenced in the Standards without the use of trade-marked ™ names.
Adopted by NJDA-SSCC December 2013
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State Soil Conservation Committee
Standards For Soil Erosion and Sediment Control in New Jersey
Table of Contents
2014 State Soil Conservation Committee Members………………………………………………………………..i
Forward and Acknowledgements ........................................................................................................................... ii
Committee for Review and Development of Standards ........................................................................................ iii
Developing a Successful Erosion Control Plan..................................................................................................... iv
Accommodation of New Erosion Control Products ................................................................................................ v
Table of Contents .................................................................................................................................................. vi
Vegetative Standards
Acid Soils Management ...................................................................................................................................... 1-1
Dune Stabilization ............................................................................................................................................... 2-1
Maintaining Vegetation ..................................................................................................................................... 3-1
Permanent Vegetative Cover for Soil Stabilization ............................................................................................ 4-1
Stabilization with Mulch Only ............................................................................................................................ 5-1
Stabilization with Sod ........................................................................................................................................ 6-1
Temporary Vegetative cover for Soil Stabilization ............................................................................................. 7-1
Topsoiling ........................................................................................................................................................... 8-1
Tree Protection During Construction .................................................................................................................. 9-1
Trees, Shrubs and Vines ................................................................................................................................... 10-1
Engineering Standards
Channel Stabilization ........................................................................................................................................ 11-1
Conduit Outlet Protection ................................................................................................................................. 12-1
Detention Structures .......................................................................................................................................... 13-1
Dewatering ........................................................................................................................................................ 14-1
Diversions ......................................................................................................................................................... 15-1
Dust Control ...................................................................................................................................................... 16-1
Grade Stabilization Structure ............................................................................................................................ 17-1
Grassed Waterway ............................................................................................................................................ 18-1
Land Grading .................................................................................................................................................... 19-1 vi
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Lined Waterway ................................................................................................................................................ 20-1
Off-Site Stability analysis ................................................................................................................................. 21-1
Riprap ............................................................................................................................................................... 22-1
Sediment Barrier ............................................................................................................................................... 23-1
Sediment Basin ................................................................................................................................................. 24-1
Slope Protection Structures ............................................................................................................................... 25-1
Soil Bioengineering .......................................................................................................................................... 26-1
Stabilized Construction Access ......................................................................................................................... 27-1
Storm Sewer Inlet Protection ............................................................................................................................ 28-1
Stream Crossing ................................................................................................................................................ 29-1
Subsurface Drainage ......................................................................................................................................... 30-1
Traffic Control .................................................................................................................................................. 31-1
Turbidity Barrier ............................................................................................................................................... 32-1
Appendices
The Universal Soil Loss Equation.................................................................................................................... A1-1
Application Requirements, Forms & Addendum for Reporting Corporate Ownership ................................... A2-1
Guide for Construction Specifications ............................................................................................................. A3-1
Maintenance of Structural Measures ................................................................................................................ A4-1
Guide for Installing Soil Stabilization Matting ................................................................................................ A5-1
Diversion and Grass Waterway Design Procedure .......................................................................................... A6-1
Sediment Basin Design Procedure ................................................................................................................... A7-1
Channel Stability Analysis Procedure .............................................................................................................. A8-1
Modified Rational Method ............................................................................................................................... A9-1
Structural Guidelines for Detention Basins ................................................................................................... A10-1
References ...................................................................................................................................................... A11-1
Guidelines for Plan Review (reserved)...…………………………………………………………………...…A12-1
Anderson Land Use Code for Detention Basin Summary Form………………………………………………A13-1
Example Seed Specifications and Grass - Legume - Shrub Planting Guide ....................................................... B-1
Soil Erosion and Sediment Control Act ............................................................................................................ C1-1
New Jersey Administrative Code 2:90-1.1 et seq. ........................................................................................... C2-1
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Chronology of the “Standards for Soil Erosion and Sediment Control in New Jersey” ................................... C3-1
Glossary of Terms ........................................................................................................................................... D1-1
Directory of Soil Conservation Districts in New Jersey ……………………………………………………….E1-1
Treatment of Limestone Areas…………………………………………………………………………………K-1
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
STANDARD
FOR
MANAGEMENT OF HIGH ACID-PRODUCING SOILS
Definition
High acid-producing soils are soils with a pH of 4.0 or less or contain iron sulfide.
Purpose
To prevent or limit exposure area, time, and spreading by equipment or rainfall on- and off-site and to minimize erosion, sedimentation and acid leachate-related damages. High acid-producing soil may be exposed during excavation and land grading activities, or may be introduced in dredged sediment, Soils and sediment containing iron sulfide, characterized by pyrite or marcasite nuggets or greensands, are chemically oxidized when exposed to air, producing sulfuric acid and result in soil pH levels falling to pH 4.0 and lower. Most vegetation is incapable of growth at this pH level. Adjacent land and receiving waters will be negatively impacted by the acid leachate. Calcium-containing materials such as sidewalks, culverts and other structures and some metallic materials are also susceptible to degradation. Agricultural limestone materials applied at rates of 8 tons per acre have resulted in only a temporary buffering effect, and “liming-only” is therefore not considered an acceptable mitigation practice.
Water Quality Enhancement
Protects onsite soils and offsite streams and lakes from sulfuric acid leachate that creates soil pH conditions unsuitable for growth of vegetation.
Where Applicable
This practice is applicable to any high acid-producing soil materials. Such materials have been found in the Coastal Plain areas of Burlington, Camden, Cumberland, Gloucester, Mercer, Middlesex, Monmouth, Ocean, Salem and Somerset Counties.
Planning Criteria
Early recognition and burial, removal or disposal of high acid-producing soils is essential for limiting the amount of acidic material produced. Review a surface geology map for the proposed site to investigate the presence of geologic formations which commonly contain high acid-producing deposits. The geologic formations are as follows:
Cheesequake Manasquan Red Bank, Sandy Hook Member
Englishtown Sand Marshalltown Shark River
Hornerstown Merchantville Tinton
Kirkwood Navesink Wenonah
Magothy Raritan Woodbury Clay
Figure 1-1 shows areas where these deposits may be present.
Contact the local Soil Conservation District to determine the historical presence of high acid-producing soils in the vicinity of the proposed development site.
High acid-producing soils may be present in undisturbed soils at varying depths, including near the soil surface to excavations or deep disturbances. Its presence on a site may be significant or limited in the soil profile. High acid-
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 producing soils are commonly black, dark brown, gray or greenish with silvery pyrite or marcasite nuggets or flakes. Alternatively, sandy soils or reddish, yellowish or light to medium brown soil materials are usually free of high acid- producing deposits.
Methods and Materials
-
Limit the excavation area and exposure time when high acid-producing soils are encountered.
-
Topsoil stripped from the site shall be stored separately from temporarily stockpiled high acid-producing soils.
-
Stockpiles of high acid-producing soil should be located on level land to minimize its movement, especially when this material has a high clay content.
-
Temporarily stockpiled high acid-producing soil material to be stored more than 48 hours should be covered with properly anchored, heavy grade sheets of polyethylene where possible. If not possible, stockpiles shall be covered with a minimum of 3 to 6 inches of wood chips to minimize erosion of the stockpile. Silt fence shall be installed at the toe of the slope to contain movement of the stockpiled material. Topsoil shall not be applied to the stockpiles to prevent topsoil contamination with high acid-producing soil.
-
High acid-producing soils with a pH of 4.0 or less or containing iron sulfide (including borrow from cuts or dredged sediment) shall be ultimately placed or buried with limestone applied at the rate of 10 tons per acre (or 450 pounds per 1,000 square feet of surface area) and covered with a minimum of 12 inches of settled soil with a pH of 5.0 or more except as follows: a. Areas where trees or shrubs are to be planted shall be covered with a minimum of 24 inches of soil with a pH or 5 or more. b. Disposal areas shall not be located within 24 inches of any surface of a slope or bank, such as berms, stream banks, ditches, and others, to prevent potential lateral leaching damages.
-
Equipment used for movement of high acid-producing soils should be cleaned at the end of each day to prevent spreading of high acid-producing soil materials to other parts of the site, into streams or stormwater conveyances, and to protect machinery from accelerated rusting.
-
Non-vegetative erosion control practices (stone tracking pads, strategically placed limestone check dam, sediment barrier, wood chips) should be installed to limit the movement of high acid-producing soils from, around, or off the site.
-
Following burial or removal of high acid-producing soil, topsoiling and seeding of the site (see Temporary Vegetative Cover for Soil Stabilization, Permanent Vegetative Cover for Soil Stabilization, and Topsoiling), monitoring must continue for a minimum of 6 months to ensure there is adequate stabilization and that no high acid-producing soil problems emerge. If problems still exist, the affected area must be treated as indicated above to correct the problem.
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
Figure 1-1. NJ sedimentary units with potential to produce acid:
Tkl=Kirkwood, Tsr=Shark River, Tmq=Manasquan, Tht=Hornerstown, Kt=Tinton, Krbsh=Sandy Hook Member of the Red Bank, Kns=Navesink, K2=Wenonah, Kmt=Marshalltown, Ket=Englishtown, Kwb=Woodbury, Kmv=Merchantville, Kcq=Cheesequake, Kmg=Magothy, and Kr=Raritan Formations. Credit: NJ Geological Survey, http://www.state.nj.us/dep/njgs/geodata/dgs09-2.htm
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
STANDARD
FOR
DUNE STABILIZATION
Definition
Controlling surface movement of sand dunes or shifting sand by vegetative or mechanical means.
Purpose
To reduce wind erosion and the encroachment of shifting sands, to provide a barrier against tide water, and to make the areas useful for other purposes.
Water Quality Enhancement
Reduces wind erosion, sand movement by storms and tides and facilitates dune building at ocean, bay frontal and back bay areas.
Where Applicable
Along ocean and bay shorelines where blowing sands and storm waters may cause erosion damage. Stay at least one hundred feet (horizontal distance) from mean high tide water line (MHT).
Methods and Materials
Sand dunes naturally form on barrier islands, shorelines exposed directly to the ocean, and inland sand deposits. The source of this wind born sand is the ocean or its bays. These parallel ridges of sand form perpendicular to prevailing winds and grow toward its source of sand. Periodic storm events and human activity continually alter their development and original configuration. Once developed the sand dunes provide protection from moderate storms and tides. The existence and maintenance of vegetation on dunes provides a network of root and foliage which holds unconsolidated sand in place. American beachgrass is the dominant, naturally occurring, vegetation of the frontal dunes of New Jersey. When beachgrass is established with structural resources and other dune species, a formidable well anchored storm barrier is established.
1. VEGETATION
A. Materials: The foliage of most sand dune species filters sand from the wind. The reduction of
wind velocity near the dune’s surface by vegetation allows sand to be deposited. The root mass
of these plant species of the sand dunes are typically deep and extensive, anchoring the dunes to
their foundation. When possible certified cultivars, which have been tested on similar sites,
should be utilized.
B.
1. To promote biodiversity species planting is preferred however, cultivar releases
recommended for NJ sand dunes; all listed were released by the USDA, Natural Resources
Conservation Service Cape May Plant Material Center, located in Swainton, NJ. a.
‘Cape` American Beachgrass (Ammophila breviligulata)
b. ‘Atlantic` Coastal Panicgrass (Panicum amarum var. amarulum)
c. ‘Avalon` Saltmeadow Cordgrass (Spartina patens)
d. ‘Wildwood` Bayberry (Myrica pensylvanica)
e. ‘Ocean View` Beach Plum (Prunus maritima)
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
2. Non-Cultivar releases suitable for NJ sand dunes
a. Switchgrass (Panicum virgatum)
b. Bitter Panicgrass (Panicum amarum)
c. Seashore Little Bluestem (Schizachyrium scoparium var. litoris)
d. Seaside Goldenrod (Solidago sempervirens)
e. Eastern Red Cedar (Juniperus virginiana)
C. Establishment: Online information concerning dune stabilization may be found at the uSDA-
NRCS Plant Materials Center (PMC) website: http://plant-materials.nrcs.usda.gov/njpmc/
1. American Beachgrass - Beachgrass is successionally classified as a pioneering type species;
it is the hardiest species capable of surviving the harsh environmental conditions of the
frontal dunes. For initially stabilizing a dune system, this species is the most reliable and
commercially available option. Once established it rapidly spreads by a rhizomatous root
system, developing a soil binding network of inter-woven roots.
Planting Dates: October 15 to April 1; under non frozen soil conditions
Planting Unit: a minimum of two stems (culms) per hole
Method: hand placement, or use of a vegetable or tree planter
Size : 16 to 18 inch long stems, > ¼ inch in diameter
Depth: approximately 8 inches deep (> 7” but < 9” is acceptable)
Spacing : severe sites = 12” X 12”
normal sites = 18” X 18”
stable sites = 24” X 24”
Notes:
$ Plant > 100 feet of horizontal distance from the mean high tide water line to ensure
success
$ Plant a minimum of 10 parallel rows; stagger (off-set) rows to maximize protection
$ Firm soil around plants to eliminate air pockets
$ If utilizing dredged fill allow salts to leach out before planting and allow rains to
compact sands.
2. Coastal Panicgrass - This warm season bunch-like grass is a post stabilization species
thriving from the crest of the frontal dune to inland sites. It is the only dune stabilization
species which has been directly seeded on to the sand dunes successfully. Potted plants and
stem divisions can also be successfully established on these severe sites. The annual foliage
emerges from a deep fibrous perennial root system with short lateral rhizomes. This species
can be successfully planted with or over seeded into stands of American beachgrass. The
same plant and seed establishment techniques outlined below, also pertain to Switchgrass,
Seashore Little Bluestem, and Seaside Goldenrod.
Seeding Dates: over seeding: April 1 to May 1
dormant seeding: November 1 to April 15
planting plugs or transplants: April 1 to May 15
Planting Unit: single bare-root or containerized seedling or division; 12 - 18 inches tall
Seeding rate: 8 to 12 Lbs. of Pure Live Seed (PLS) per acre
Depth: plants: 2 inches deeper than the nursery depth
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
seed: drilled 1½ to 2½ inches deep
Method plants: hand placed, or use a vegetable or tree planter
seed: hand or mechanically operated drill or seeder
Spacing: plants: 4’ X 4’
seed: 3’ to 10’ row spacing
3) Saltmeadow Cordgrass - Although typically associated with tidal salt marshes, this cordgrass
also naturally occurs in the secondary and back dune areas, predominantly inhabiting
inter-dune troughs and low blow-out areas. It is dominate in these micro-sites since most
other sand dune species can not tolerate wet to saturated soil conditions. The trailing
rhizomes of saltmeadow cordgrass are slender, but form dense mats near the surface. It is
vegetatively established on normal sites using freshly harvested stems (culms) or
containerized plants on severe locations.
Planting Date: May 1 to June 15
Planting Unit: 3 to 5 live stems placed bare-root or containerized
Depth: 2 inches below the nursery grown depth
Method: hand placed, or vegetable planter
Size: > 12 inches
Spacing: 18 to 36 inches depending on the severity of the planting site
Note: Utilize this species in low elevation sites of sand dunes which are
frequently inundated.
4. Shrubs and Trees - Medium sized shrubs and small trees naturally dominate the back dune
zone of New Jersey’s barrier islands. The shrubs begin to co-inhabit the mid secondary
dunes. Once extensive stands of bayberry, beach plum, pitch pine and other woody species
covered these islands where houses now stand. The shrub species which are well adapted to
the dune ecosystem are capable of either layering or root suckering.
The trees and shrubs of the sand dunes have deep tap root systems for supplying adequate
moisture and nutrients. Each species utilized for back dune stabilization has its own unique
attributes. Beach plum has a colorful bloom in spring which yields a tasty succulent cherry
like fruit. Bayberry roots have nodules which enable it to fix atmospheric nitrogen similar
to legumes; it also produces aromatic fruit and leaves. The junipers which are adapted to
sand dunes provide the visual appeal of evergreens in the back dunes.
The major function of tree and shrub vegetation on sand dunes is still the permanent solid
structural stabilization. All of trees and shrubs of the sand dunes produce viable seed, but
intentional establishment occurs using bare-rooted or potted seedlings.
Planting Date: March 15 to April 15; unless soil is frozen
Planting Unit: 1/0 or 2/0 bare-root seedlings or containerized transplants
Depth: 2 inches below the nursery grown depth
Method: hand placement or using a tree planter
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
Size : > 12 inches tall
Spacing: 4 to 6 feet apart; off-set (stagger) rows for maximum protection
Note: to ensure establishment (first 2 years) all competing vegetation must be
removed from within 2 feet of each plant; it is important not fertilize the
surrounding vegetation which will potentially out-compete the tree or shrub
C. Maintenance
1. Fertilizer
Date: May through July; no sooner than 30 days after planting
Rate: < 50 lbs. of nitrogen (N) per acre < 25 lbs. of phosphorus (P) and 25 lbs.
potassium (K) per acre
Frequency:
• Apply N for the first two years after planting, then as needed to maintain
stem density and plant health.
• Single or split applications are acceptable if not applied before May 1 or
after July 30. Split applications must be at least 30 days apart.
• It is only necessary to apply (P) and (K) in alternate years.
Recommended Formulations:
• 10-10-10, 20-10-10, 15-10-10, etc. are acceptable as long as the
maximum rates per nutrient are not exceeded.
• Time release fertilizers are encouraged that will provide the target amounts
of the primary nutrients per acre.
Notes: Fertilize dune grass planting by mechanical or broadcast application, except where
woody species are planted. Only apply fertilizer within the drip line of shrubs and
trees. Not following this procedure will result in excessive herbaceous growth,
which will out compete newly established trees and shrubs. Where woody plants
are established, fertilizer may be broadcast applied.
2. Replanting
• Like a chain, a dune system is no stronger than its weakest link. Uniform,
unbroken dune lines are essential to the protection a system can provide.
• Uncontrollable events (i.e. Storms, construction, etc.) may damage sand
dunes. If such damage occurs between October and April replant within a
month. If the damage is experienced from May to September, utilize the
outlined sand fencing or excavation procedures listed below, then plant
during the recommended establishment period.
D. Dune Crossing Areas
Where foot or vehicular traffic is expected over dunes, it is recommended a curvilinear path
be constructed to direct traffic. These paths can be constructed with boards or be of a gravel
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
base and should be bordered by sand fence to funnel the traffic to and from the beach.
2. SANDFENCING:
A quick and effective way to build temporary sand dunes is with the use of sand fencing (standard snow
fence). Utilizing lines of fencing and wooden posts, orientated parallel to the beach approximately 140
feet (horizontal distance) from mean high tide. A source of sand is necessary for this technique to be
effective, but it is not limited by time of establishment.
A. Materials
1. Fencing
• Standard 4 ft. slatted wood snow fencing; wood must be decay free.
• Polyvinyl fencing material with 50% porosity may be used as an
alternative.
• Four wire ties (> 12 ga.) must be used to secure fencing to each post.
2. Posts
• Wooden posts must be > 6½ ft. long, with a minimum diameter of 3
inches; typical length ranges from 7 to 8 ft.
• The posts should be made from black locust, eastern red cedar, Atlantic
white cedar, or other species of similar durability and strength.
• Space posts 10 ft. apart, and set them > 3 feet deep.
B. Technique
1. Position - orientation of fence line is parallel to waterline of the beach, at least 140 feet
(horizontal distance) from mean high tide (see figure 2).
2. Height - with adequate sand sources, dune elevations can be increased annually by at
least four foot increments (approximately the maximum height of the fencing, this can
be increased with vegetation). The maximum dune height which is attainable will range
from 12 to 15 feet, but is greatly influenced by prevailing wind velocities and sand grain
size.
3. Installation - weave fencing in front of and behind alternating posts to attain maximum
strength.
4. Number of Rows - When the distance to the MHT water line is 100 feet or more, 2
parallel rows spaced 30 to 40 feet apart are ideal; but single rows with 30 foot
perpendicular spurs, spaced 40 feet apart are also acceptable if there is less than 100 feet
from the MHT and a protective dune is desired. A zigzag pattern may also be
considered. Where there is less than _50__ feet from the MHT it may not be feasible to
build dunes.
5. Replacement - sand will typically fill fencing to ¾ of its total height at a maximum;
upon reaching maximum fence capacity, additional lines of fence can be added until
maximum planned dune height is reached; replace damaged fencing and posts within
one month of storm damage to maintain a contiguous dune line.
C. Comments
1. This method is more expensive per lineal foot than building dunes with vegetation
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
alone, but less expensive than using earth moving machinery to construct dunes.
2. Although dune height can be increased faster, it is limited by the fence height and ability
to continually add more lines of fencing.
3. Planting parallel rows of vegetation on either side of fences is usually more effective
than either vegetation or fencing techniques alone.
4. When complementing fencing with vegetation, do not plant closer than ten feet and no
further than 15 feet from the fence lines. Vegetative strips should be about 20 feet wide
(see figure 2-2 & 2-3).
3. MECHANICAL EXCAVATION
A With the use of various earth moving machines temporary, excavated sand dunes are
quickly created.
B. Since time is required for settling and cohesion to occur, such dunes are often short
lived and only provide minimal protection to the public and private resources behind
them.
C. This method is often useful in the repair of storm damaged sand dunes during the fall
and winter months. Any blow-out areas can be quickly filled.
D. Front-end loaders of all sizes can be used. Various grading machines are also useful.
E. Pumped sand from off shore dredging can be shaped and positioned with machinery.
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
Source: USDA
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
STANDARD
FOR
MAINTAINING VEGETATION
Definition
The perpetuation of vegetative cover.
Purpose
To ensure the continuing vigor and function of vegetative cover and enhance the environment. It is usually less costly to carry on a maintenance program than it is to make repairs after an extended period of neglect.
Water Quality Enhancement
Ensures adequate permanent cover and prevents exposure of soils to erosion and off site sedimentation from stormwater runoff impacts.
Where Applicable
On areas where existing vegetation protects or enhances the environment.
Methods and Materials
A preventive maintenance program anticipates requirements and accomplishes work when it can be done with least effort and expense to insure adequate vegetative cover.
Maintenance should occur on a regular basis, consistent with favorable plant growth, soil, and climatic conditions. This involves regular seasonal work for mowing, fertilizing, liming, watering, pruning, fire control, weed and pest control, reseeding, and timely repairs.
The degree of preventive maintenance needed depends upon the type of vegetation and its proposed function or use.
-
Mowing is a recurring practice and its intensity depends upon the function of the ground cover. On high to moderate (A to B) maintenance areas, such as lawns, certain recreation fields, and picnic areas, mowing will be frequent (2 to 7 day intervals) and typically at a height of 2.5 to 3 inches. Return clippings from mowing (mulching mower) to the turf to reduce the amount of fertilizer needed to maintain the turf by as much as 50%. Some turf mixtures can be managed as naturalized stands requiring only one (cool season mixtures) or two (warm season mixtures) mowings per year. Mowing of naturalized areas is typically done at heights no less than 4 inches and should not be done between April 1st and July 15th to avoid disturbing ground nesting birds. The large amount of clipping debris generated by mowing naturalized areas will need to be removed and/or dispersed so the vegetation is not smothered. Burning of naturalized areas is another procedure used to manage naturalized turfs. Low maintenance (D) areas may be left unmowed to permit natural succession. See pg. 4-13 footnote #4, Maintenance Levels A, B, C and D in the Standard for Permanent Vegetative Cover, Table 4-3.
-
Incorporation of organic matter (for example, mature compost) into the soil will substantially reduce the need for fertilizer and irrigation inputs.
-
Fertilizer and lime should be applied as needed to maintain a dense stand of desirable species. Frequently mowed areas and those on sandy soils will require more frequent fertilization but at lower nutrient rates per application.
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
- Lime requirement should be determined by soil testing every 2 or 3 years. Fertilization may increase the need for liming. Contact the local county extension office for details on soil testing and fertilization and pest control recommendations online at http://njaes.rutgers.edu/county/.
5 Fertilization and additions of other soil amendments are not recommended for managing native vegetation such as in the Pinelands National Reserve. See the Standard for Permanent Vegetative Stabilization for specific requirements in the PNR.
-
Weed invasion may result from abusive mowing and from inadequate fertilizing and liming. Many newly established grasses will not survive if mowed at heights below 2.5 inches and at intervals greater than 7 days. Brush invasion is a common consequence of lack of mowing. The amount of weeds or brush that can be tolerated in any vegetated area depends upon the intended use of the land. Drainage ways are subject to rapid infestation by weed and woody plants. These should be controlled, since they often reduce drainage way efficiency. Control of weeds or brush is accomplished by using herbicides or mechanical methods.
-
Fire hazard is greater where dry vegetation has accumulated. The taller the vegetation, the greater the hazard.
-
Prune trees and shrubs to remove dead or damaged branches. Remove undesirable or invasive plants to maintain integrity of the landscape and enhance quality of permanent vegetative cover.
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 STANDARD FOR PERMANENT VEGETATIVE COVER FOR SOIL STABILIZATION
Definition
Establishment of permanent vegetative cover on exposed soils where perennial vegetation is needed for long-term protection.
Purpose
To permanently stabilize the soil, ensuring conservation of soil and water, and to enhance the environment.
Water Quality Enhancement
Slows the over-land movement of stormwater runoff, increases infiltration and retains soil and nutrients on site, protecting streams or other stormwater conveyances.
Where Applicable
On exposed soils that have a potential for causing off-site environmental damage.
Methods and Materials
-
Site Preparation
A. Grade as needed and feasible to permit the use of conventional equipment for seedbed preparation, seeding, mulch application, and mulch anchoring. All grading should be done in accordance with Standard for Land Grading. B. Immediately prior to seeding and topsoil application, the subsoil shall be evaluated for compaction in accordance with the Standard for Land Grading . C. Topsoil should be handled only when it is dry enough to work without damaging the soil structure. A uniform application to a depth of 5 inches (unsettled) is required on all sites. Topsoil shall be amended with organic matter, as needed, in accordance with the Standard for Topsoiling. D. Install needed erosion control practices or facilities such as diversions, grade-stabilization structures, channel stabilization measures, sediment basins, and waterways. -
Seedbed Preparation
A. Uniformly apply ground limestone and fertilizer to topsoil which has been spread and firmed, according to soil test recommendations such as offered by Rutgers Co-operative Extension Soil sample mailers are available from the local Rutgers Cooperative Extension offices (http://njaes.rutgers.edu/county/). Fertilizer shall be applied at the rate of 500 pounds per acre or 11 pounds per 1,000 square feet of 10-10-10 or equivalent with 50% water insoluble nitrogen unless a soil test indicates otherwise and incorporated into the surface 4 inches. If fertilizer is not incorporated, apply one-half the rate described above during seedbed preparation and repeat another one-half rate application of the same fertilizer within 3 to 5 weeks after seeding. B. Work lime and fertilizer into the topsoil as nearly as practical to a depth of 4 inches with 4-1
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 a disc, spring-tooth harrow, or other suitable equipment. The final harrowing or disking operation should be on the general contour. Continue tillage until a reasonable uniform seedbed is prepared.
C. High acid producing soil. Soils having a pH of 4 or less or containing iron sulfide shall be
covered with a minimum of 12 inches of soil having a pH of 5 or more before initiating
seedbed reparation. See Standard for Management of High Acid-Producing Soils for
specific requirements.
-
Seeding
A. Select a mixture from Table 4-3 or use a mixture recommended by Rutgers Cooperative Extension or Natural Resources Conservation Service which is approved by the Soil Conservation District. Seed germination shall have been tested within 12 months of the planting date. No seed shall be accepted with a germination test date more than 12 months old unless retested. 1. Seeding rates specified are required when a report of compliance is requested prior to actual establishment of permanent vegetation. Up to 50% reduction in rates may be used when permanent vegetation is established prior to a report of compliance inspection. These rates apply to all methods of seeding. Establishing permanent vegetation means 80% vegetative coverage with the specified seed mixture for the seeded area and mowed once. 2. Warm-season mixtures are grasses and legumes which maximize growth at high temperatures, generally 85o F and above. See Table 4-3 mixtures 1 to 7. Planting rates for warm-season grasses shall be the amount of Pure Live Seed (PLS) as determined by germination testing results. 3. Cool-season mixtures are grasses and legumes which maximize growth at temperatures below 85oF. Many grasses become active at 65oF. See Table 4-3, mixtures 8-20. Adjustment of planting rates to compensate for the amount of PLS is not required for cool season grasses. B. Conventional Seeding is performed by applying seed uniformly by hand, cyclone (centrifugal) seeder, drop seeder, drill or cultipacker seeder. Except for drilled, hydroseeded or cultipacked seedings, seed shall be incorporated into the soil within 24 hours of seedbed preparation to a depth of 1/4 to 1/2 inch, by raking or dragging. Depth of seed placement may be 1/4 inch deeper on coarse-textured soil. C. After seeding, firming the soil with a corrugated roller will assure good seed-to-soil contact, restore capillarity, and improve seedling emergence. This is the preferred method. When performed on the contour, sheet erosion will be minimized and water conservation on site will be maximized.D. Hydroseeding is a broadcast seeding method usually involving a truck, or trailer-mounted tank, with an agitation system and hydraulic pump for mixing seed, water and fertilizer and spraying the mix onto the prepared seedbed. Mulch shall not be included in the tank with seed. Short- fibered mulch may be applied with a hydroseeder following seeding. (also see Section 4-Mulching below). Hydroseeding is not a preferred seeding method because seed and fertilizer are applied to the surface and not incorporated into the soil. When poor seed to soil contact occurs, there is a reduced seed germination and growth.
-
Mulching
Mulching is required on all seeding. Mulch will protect against erosion before grass is established and will promote faster and earlier establishment. The existence of vegetation sufficient to control soil erosion shall
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 be deemed compliance with this mulching requirement.
A. Straw or Hay. Unrotted small grain straw, hay free of seeds, to be applied at the rate of 1-1/2 to 2
tons per acre (70 to 90 pounds per 1,000 square feet), except that where a crimper is used instead
of a liquid mulch-binder (tackifying or adhesive agent), the rate of application is 3 tons per acre.
Mulch chopper-blowers must not grind the mulch. Hay mulch is not recommended for
establishing fine turf or lawns due to the presence of weed seed.
Application - Spread mulch uniformly by hand or mechanically so that at least 85% of the soil
surface is covered. For uniform distribution of hand-spread mulch, divide area into approximately
1,000 square feet sections and distribute 70 to 90 pounds within each section.
Anchoring shall be accomplished immediately after placement to minimize loss by wind or water.
This may be done by one of the following methods, depending upon the size of the area, steepness
of slopes, and costs.
1. Peg and Twine. Drive 8 to 10 inch wooden pegs to within 2 to 3 inches of the soil surface
every 4 feet in all directions. Stakes may be driven before or after applying mulch. Secure
mulch to soil surface by stretching twine between pegs in a criss-cross and a square pattern.
Secure twine around each peg with two or more round turns.
2. Mulch Nettings - Staple paper, jute, cotton, or plastic nettings to the soil surface. Use a
degradable netting in areas to be mowed.
3. Crimper (mulch anchoring coulter tool) - A tractor-drawn implement, somewhat like a disc
harrow, especially designed to push or cut some of the broadcast long fiber mulch 3 to 4 inches
into the soil so as to anchor it and leave part standing upright. This technique is limited to
areas traversable by a tractor, which must operate on the contour of slopes. Straw mulch rate
must be 3 tons per acre. No tackifying or adhesive agent is required.
4. Liquid Mulch-Binders - May be used to anchor salt hay, hay or straw mulch.
a. Applications should be heavier at edges where wind may catch the mulch, in valleys, and
at crests of banks. The remainder of the area should be uniform in appearance.
b. Use one of the following:
(1) Organic and Vegetable Based Binders - Naturally occurring, powder-based,
hydrophilic materials when mixed with water formulates a gel and when applied to
mulch under satisfactory curing conditions will form membraned networks of
insoluble polymers. The vegetable gel shall be physiologically harmless and not
result in a phytotoxic effect or impede growth of turf grass. Use at rates and
weather conditions as recommended by the manufacturer to anchor mulch
materials. Many new products are available, some of which may need further
evaluation for use in this state.
(2) Synthetic Binders - High polymer synthetic emulsion, miscible with water when
diluted and, following application of mulch, drying and curing, shall no longer be
soluble or dispersible in water. Binder shall be applied at rates recommended by
the manufacturer and remain tacky until germination of grass.
Note: All names given above are registered trade names. This does not constitute a
recommendation of these products to the exclusion of other products.
B. Wood-fiber or paper-fiber mulch - shall be made from wood, plant fibers or paper containing no
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 growth or germination inhibiting materials, used at the rate of 1,500 pounds per acre (or as recommended by the product manufacturer) and may be applied by a hydroseeder. Mulch shall not be mixed in the tank with seed. Use is limited to flatter slopes and during optimum seeding periods in spring and fall.
C. Pelletized mulch - compressed and extruded paper and/or wood fiber product, which may contain
co-polymers, tackifiers, fertilizers, and coloring agents. The dry pellets, when applied to a seeded
area and watered, form a mulch mat. Pelletized mulch shall be applied in accordance with the
manufacturer’s recommendations. Mulch may be applied by hand or mechanical spreader at the
rate of 60-75 lbs/1,000 square feet and activated with 0.2 to 0.4 inches of water. This material has
been found to be beneficial for use on small lawn or renovation areas, seeded areas where weed-
seed free mulch is desired, or on sites where straw mulch and tackifier agent are not practical or
desirable. Applying the full 0.2 to 0.4 inches of water after spreading pelletized mulch on the seed
bed is extremely important for sufficient activation and expansion of the mulch to provide soil
coverage.
-
Irrigation (where feasible)
If soil moisture is deficient supply new seeding with adequate water (a minimum of 1/4 inch applied up to twice a day until vegetation is well established). This is especially true when seedings are made in abnormally dry or hot weather or on droughty sites. -
Topdressing
Since soil organic matter content and slow release nitrogen fertilizer (water insoluble) are prescribed in Section 2A - Seedbed Preparation in this Standard, no follow-up of topdressing is mandatory. An exception may be made where gross nitrogen deficiency exists in the soil to the extent that turf failure may develop. In that instance, topdress with 10-10-10 or equivalent at 300 pounds per acre or 7 pounds per 1,000 square feet every 3 to 5 weeks until the gross nitrogen deficiency in the turf is ameliorated. -
Establishing Permanent Vegetative Stabilization
The quality of permanent vegetation rests with the contractor. The timing of seeding, preparing the seedbed, applying nutrients, mulch and other management are essential. The seed application rates in Table 4-3 are required when a Report of Compliance is requested prior to actual establishment of permanent vegetation. Up to 50% reduction in application rates may be used when permanent vegetation is established prior to requesting a Report of Compliance from the district. These rates apply to all methods of seeding. Establishing permanent vegetation means 80% vegetative cover (of the seeded species) and mowed once. Note this designation of mowed once does not guarantee the permanency of the turf should other maintenance factors be neglected or otherwise mismanaged.
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 4-2
Table 4-2
Permanent Stabilization Mixtures for Various Uses
PLANTING MIXTURES BY SOIL DRAINAGE CLASS/1 Application (see Table 4-3)
Well to Somewhat Poorly to
Excessively Drained Moderately Well Poorly
Drained Drained
Residential/commercial 10, 12, 15 6, 10, 12, 13, 14, 15 16 lots
Pond and channel banks, dikes, berms and dams 2, 5, 6, 10 5, 6, 7, 8, 9, 15 2, 8, 16, 17
Drainage ditches, swales, 2, 9, 11 2, 7, 9, 11, 12, 17 2, 9, 16, 17 detention basins
Filter Strips 12 11, 12 11, 12
Grasses waterway, 2, 3, 9, 10, 12 6, 7, 9, 10, 11, 12 2, 9, 11,12 spillways
Recreation areas, athletic 5, 12, 15, 18 12, 13, 14, 15, 18 16 fields
Special Problem Sites
Steep slopes and banks, 2, 3, 4 ,6 2, 3, 5, 7, 8, 9, 10, 15, 18 2, 9, 10, 11, 12 roadsides, borrow areas
Sand and gravel pits, 1, 2, 3, 4, 6, 20 1, 2, 3, 4, 5, 6, 8, 15, 20 2, 8 Sanitary landfills
Dredged material, spoilbanks, Borrow areas 2, 3, 6, 20 2, 3, 6, 11, 2,8
Streambanks & 2, 8, 20, 21a 2, 8, 19b, 20, 21a, 21b 2, 8, 19a, 21a,b,c,d shorelines 2
Utility rights-of-way 3,7,180 3, 7 8, 9, 17
1. Refer to Soil Surveys for drainage class descriptions.
2. Refer to Soil Bioengineering Standard for additional seed mixtures.
3. Spillways only
4. See Appendix E for description of turf grasses and cultivars
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
PERMANENT VEGETATIVE MIXTURES, PLANTING RATES AND PLANTING DATES1
SEED MIXTURE 2 PLANTING DATES. PLANTING REMARKS RATE /3
/4
O = Optimal Planting period A = Acceptable Planting period NTENANCE LEVEL
AI
PLANT HARDINESS ZONES (see Figure 4-1) M
Zone 5b, 6a Zone 6b Zone 7a, 7b
lbs/1000 3/15- 6/1-7/31 8/1- 3/1-4/30 5/1- 8/15- 2/1- 5/1- 8/15-
lbs/acre sq. ft. 5/31 10/1 8/14 10/1 4/30 8/14 10/3
5 0
WARM SEASON SEED MIXTURES
1A. For Pinelands National Reserve Seed mixtures see O O O Table 4-4 page 4-17
- Switchgrass and/or 15 .35
Coastal panicgrass plus 15 .35 C-D
20 .45 or Flatpea 20 .45 O O O
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
-
Deertongue or 15 .35 Use Deertongue if pH Switchgrass 20 .45 Redtop 1 .1 O O O C-D <Switchgrass4.0. is 10 .23 superior wildlife plant. Use for waterways. Redtop provides quick cover.
-
Switchgrass 15 .35 Pinelands mixture. Deertongue 10 .25 C-D Little Bluestem 20 .45 Sheep fescue 20 .45 O O O plus Partridge pea 10 .25
-
Switchgrass 10 .25 Big Bluestem 5 .10 O O C-D mixture.Native warm-season O Little Bluestem 5 .10 Sand lovegrass 4 .10 Coastal panicgrass 10 .25
-
Bermudagrass 15 0.35 Zoysiagrass (seed) 30 0.70 O O O A-D Bermudagrasssuperior salt has tolerance. Zoysia has Zoysiagrass (sprigs) greater wear tolerance
COOL SEASON 130 3 General low- maintenance mixture. A A5 O A A5 O A A5 OSEED MIXTURES
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 6. Fine Fescue (Blend) 45 .1 B-D White clover can be Hard Fescue 20 ..5 removed when used to 5 .10 establish lawns Chewings fescue Strong Creeping Red Fescue Kentucky bluegrass Perennial ryegrass plus White clover (see note at right)
-
Strong Creeping red fescue 130 3 Suitable waterway Kentucky bluegrass 50 1 mix. Perennial ryegrass or 20 .5 Canada bluegrass Redtop 10 .25 plus White clover .10 A A5 O A A5 O A A5 O B-D more drought tolerant. 5 Use Redtop for increased drought- tolerance.
-
Tall fescue (turf-type) or 30 .7 Tall fescue best Strong Creeping red fescue or 30 .7 selected for droughty Perennial ryegrass 30 .7 B-D conditions. Flatpea 25 .60 Use Creeping red fescue in heavy shade. O A6 O A6 O A6 Use Flatpea to suppress woody vegetation.
-
Deertongue 20 .45 Native wet mix. Redtop 2 .05 Wild rye (Elymus) 15 .35 O O O C-D Switchgrass 25 .60
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
- Tall fescue (turf-type) 265 6 C-D white clover can be Perennial ryegrass 20 5 O A5 A5 O A5 A5 O A5 A5 excluded on lawn or 10 .25 sites White clover (see note at right) 5 .10
11 Kentucky Bluegrass 15 0.33 Turf-type Tall fescue 45 1 C-D Filter strip use for A A5 O A A5 O A A5 O 22 5 nutrient uptake.
-
Turf-type Tall fescue 350 8 C-D Use in a managed (Blend of 3 cultivars) filter strip for nutrient A A5 O A A5 O A A5 O uptake.
-
Hard Fescue and/or Chewing fescue and/or 175 4 Strong creeping red fescue A-C General Perennial ryegrass 45 1 A A5 O A A5 O A A5 O lawn/recreation. Ky. bluegrass (blend) 45 1
-
Tall fescue 265 6 A-B Athletic field/ 3 Ky. bluegrass (blend) 20 0.50 cultivar mix of Kentucky Bluegrass. Perennial ryegrass (blend) 20 0.50 A A5 O A A5 O A A5 O
-
Hard fescue 130 3 C-D Low-maintenance fine Chewings fescue 45 1 Strong Creeping red fescue 45 1 A A5 O A A5 O A A5 O fescue lawn mix. Perennial ryegrass 10 .25
-
Rough bluegrass 90 2.0 C-D Moist shade. Strong Creeping red fescue 130 3 A A5 O A A5 O A A5 O
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
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Creeping bentgrass 45 1 Use bentgrass under Creeping red fescue 45 1 B-D wetter conditions. Saltgrass will only Alkali saltgrass 45 1 persistent under saline A A5 O A A5 O A A5 O conditions.
-
Hard or Sheeps fescue 25 0.60 Regional Wildflower N. E. wildflower mixture 12 0.35 C-D mix Hydroseeding not recommended. O A O O A O O A O
-
a. Smooth cordgrass veg b. Saltmeadow cordgrass veg O BeforeJuly 1 O BeforeJuly 1 D Plantedintertidalinzone.the Planted above mean high tide.
-
American Beachgrass Veg .45 Before D Coastal Panicgrass Coastal Panicgrass 20 April 1 O may be interseeded between rows of beachgrass
-
a. Purpleosier willow veg Before Before Before D Also refer to Chapters b. Dwarf willow veg. May 10 May 10 May 1 16 and 18 of USDA NRCS Engineering c. Redosier dogwood veg. Field Handbook d. Silky dogwood veg.
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
Table 4-3 Footnotes:
-
See Appendix B for descriptions of turf grass mixtures and cultivars. The actual amount of warm-season grass mixture used in Table 3 (seed mix 1-7) shall be adjusted to reflect the amount of PLS as determined by germination testing results. No adjustment is required for cool-season grasses (seed mixtures 8-20).
-
Seeding mixtures and/or rates not listed above may be used if recommended by the local Soil Conservation District, Natural Resources Conservation Service; recommendations of Rutgers Cooperative Extension may be used if approved by the Soil Conservation District. Legumes (white clover, flatpea, lespedeza) should be mixed with proper innoculant prior to planting.
-
Seeding rates specified are required when a report of compliance is requested prior to actual establishment of permanent vegetation. Up to 50% reduction in rates may be used when permanent vegetation is established prior to a report of compliance inspection. These rates apply to all methods of seeding. Establishing permanent vegetation means 80% vegetative coverage of the seeded area and mowed once. Grass seed mixture checked by the State Seed Analyst, New Jersey Department of Agriculture, Trenton, New Jersey, will assure the purchaser that the mixture obtained is the mixture ordered, pursuant to the N.J. State Seed Law, N.J.S.A. 4:8-17.13 et. seq.
O = optimal planting period A = acceptable planting period -
Maintenance Level:
A: Intensive mowing, (2-4 days), fertilization, lime, pest control and irrigation (Examples – high-maintenance lawns, commercial and recreation areas, public facilities). B: Frequent mowing, (4-7 days), occasional fertilization, lime and weed control (Examples - home lawns, commercial sites, school sites). C: Periodic mowing (7-14 days), occasional fertilization and lime (Examples - home lawns, parks). D: Infrequent or no mowing, fertilization and lime the first year of establishment (Examples - roadsides, recreation areas, public open spaces) -
Summer seedings should only be conducted when the site is irrigated. Mixes including white clover require that at least six weeks of growing season remain after seeding to ensure establishment before freezing conditions.
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Figure 4-1: Plant Hardiness Zones in New Jersey
USDA Plant Hardiness Zones
Average Annual Minimum Temperature
New Jersey
Hardiness Zones
Range of average annual
minimum temperatures for
each zone (degrees Fahrenheit)
Zone 5b (-10 to -15 )
Includes portions of Sussex
and Warren counties
Zone 6a (-5 to -10)
Includes portions of Sussex,
Warren, Passaic, Morris, Somerset and
Hunterdon counties
Zone 6b (0 to -5)
Includes portions of Bergen,
Passaic, Morris, Essex, Hudson,
Union, Somerset, Middlesex,
Mercer, Hunterdon, Monmouth,
Ocean, Burlington, Camden,
Gloucester, Atlantic, Cumberland
and Cape May counties
Zone 7a (5 to 0)
Includes portions of Camden,
Gloucester, Salem, Cumberland,
Cape May, Atlantic, Burlington,
Ocean and Monmouth counties
Zone 7b (10 to 5)
Includes portions of Cape May,
Atlantic, Ocean and Monmouth counties
10 0 10 20 30 Miles
After USDA-ARS Misc. Publication 1475 10 0 10 20 30 Kilometers
NJDA State Soil Conservation Committee
April 1999
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
Pinelands National Reserve Specifications
Methods and Materials
Due to the low fertility of native soils and other related factors, indigenous Pinelands vegetation can be relatively slow to re-colonize disturbed areas. Natural re-colonization by native plants is preferable however, where the intended land use permits or requires native plant re-growth
The following approaches shall be used for post-development soil stabilization in the Pinelands National Reserve (PNR) in areas where it is a desire for native plant materials to be used. These practices are limited to areas where slope is less than 2% which do not experience concentrated surface runoff.
Note: areas requiring traditional turf-type vegetation either by seeding or sodding shall be subject to the Standards for Topsoiling or Sodding and the prior portions of this Standard which detail methods for permanent vegetative stabilization. Table 4-4 below contains the required cool season turf mixture suitable for use in the PNR.
PNR A-horizon soil shall be segregated and stockpiled separately to maintain seed and root stock remnants for revegetation efforts outlined below.
Site / Seedbed Preparation.
1. The reuse of stockpiled Pinelands A-Horizon soils to the depth found prior to construction (1.0” minimum) is
required for all permanent stabilization efforts involving native plant materials.
2. pH, organic matter, texture and cation exchange capacity (CEC) (as estimated by sum of cations, CECsum) of
any non-native PNR soil shall be equal to or less than that of the native soil on the project site.
• See Web Soil Survey: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx for typical soil
measurements for pH, soil texture, organic matter and CEC.
3. Grade as needed and feasible to permit the use of conventional equipment for seedbed preparation, seeding,
mulch application and mulch anchoring. All grading shall be done in accordance with Standards for Land
Grading, including methods to alleviate soil compaction (the addition of compost for organic matter shall
not exceed the in-situ composition).
4. Sand fencing - Sand fencing (standard snow fence) may be used to address potential wind erosion on large
sites (See Sand fencing, Dune Stabilization Standard ). Sand fencing shall be used in combination with other
permanent stabilization methods to prevent erosion.
Reseeding with Pinelands Approved Seed Mixtures Appropriate seed mixtures shall be selected from Table 4-4 below. Seed shall be broadcast or drill seeded directly into the A-horizon soils. . Mulch consistent with the Standard.
Re-establishment of Native Vegetation without seeding.
1. In cases where it is desirable or required for native vegetation to be re-established by unassisted re-
colonization, A-horizon soils (without added seeding) shall be protected from erosion by any of the following
measures until native plant materials (seed and root stock preserved in A-horizon soils and other native
volunteer vegetation) re-colonize the area:
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
a. Unrotted small-grain straw, at 2.0 to 2.5 tons per acre, is spread uniformly at 90 to 115 pounds per
1,000 square feet and anchored with a mulch anchoring tool, liquid mulch binders, or netting tie
down. Other suitable materials may be used if approved by the Soil Conservation District. The
approved rates above have been met when the mulch covers the ground completely upon visual
inspection.
b. Light layer (2 inches thick maximum) of wood chips (locally sourced from within the Pinelands
National Reserve if available)
c. Unseeded, Type A1 (or greater) biodegradable erosion control blanket.
d. Combinations of the above.
e. Re-apply mulch materials as needed (to limit erosion) until an adequate cover of native plants is
established. * This may require several growing seasons to adequately establish native vegetation.
f. A bond (estimate to be prepared by a NJ licensed Engineer) may be required by the local Soil
Conservation District to ensure the suitable establishment of native vegetation is accomplished. A
Final Certificate of Compliance shall not be issued to the overall project site until adequate,
permanent vegetative cover is established.
g. If natural re-colonization fails after 2 growing seasons, vegetative establishment will require the area
to be mechanically seeded with a suitable mixture from Table 4-4 below or otherwise replanted with
live vegetation.
- Adequate cover is defined as no visible evidence of off-site erosion with the natural re-colonization appearing to have the same spacing (if not height) as undisturbed vegetation in the immediate vicinity.
1 Type A – Texas DOT testing labs for non-channel liner blankets
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 h. Table 4-4 Seeding Rates for Pinelands National Reserve Seed Mixtures
Growth Soil Drainage Seeding rate Name Common name Height habit Tolerance lbs./acre
Non-Roadside Pinelands Mixture Schizachyrium scoparium Little bluestem PlB EXDR-WD 2-3' 5 Dichanthelium clandestinum Deertongue PlB EXDR-SWPD 1-3' 5 Panicum virgatum Switchgrass PlB EXDR-PD 4-6' 5 Chamaecrista fasciculata Partridge pea AB EXDR-WD 3' 5 Recommended Optional Addition (See recommended Pinelands species for mixture augmentation. Not for Roadsides) Andropogon virginicus Broomsedge PlB EXDR-SWPD 18"-3' 5 Solidago bicolor White (Silver rod) Goldenrod P EXDR-WD 1-4’ .5 Lespedeza capitata Roundheaded bushclover PlB EXDR-WD 2-4' 2 Baptisia tinctoria Wild indigo PlB EXDR 1-3’ 5 Carex pensylvanica Pennsylvania sedge PlS EXDR-WD 16" Plugs Temporary Seeding/Nurse Crops (choose one as a nurse crop where quick germination is needed)
Hordeum vulgare Barley AsB EXDR-WD 8”-3’ 30
Avena sativa Oats AB EXDR-WD 1-3’ 30
3-6’
Elymus canadensis Canada wildrye PsB WD-MWD 30 Roadside Native Seed Mixture Schizachyrium scoparium Little bluestem PlB EXDR-WD 2-3' 5 Dichanthelium clandestinum Deertongue PlB EXDR-SWPD 1-3' 5 Chamaecrista fasciculata Partridge pea AB EXDR-WD 3' 5 Cool Season Turf Mixture Festuca longifolia Hard fescue PlB EXWD-WD 2-3’ 50 Festuca rubra ssp. rubra Strong Creeping red fescue PlB EXWD-WD 1-2’ 50 Festuca rubra ssp. fallax Chewings fescue PlB EXWD-MWD 1-2’ 50 Lolium perenne Turf-type perennial ryegrass PsB EXWD-WD 1-2’ 50 Key Growth Habit Soil Drainage Tolerance A-Annual EXDR-Excessively drained P-Perennial WD-Well-drained l-Long lived MWD-Moderately well-drained s-short lived SWPD-Somewhat poorly drained R-rizomatous PD-Poorly drained S-stoloniferous B-bunch
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
Additional Pinelands Approved Species for Augmentation
NOT Recommended for Roadside Plantings
Annual Grasses: 1. Six Weeks Fescue (Vulpia octoflora) 2. Three-Awn Grass (Aristida longispica)
Perennial Cool-Season Grasses: 1. Poverty Oat Grass (Danthonia spicata) 2. Silky Wild Oat Grass (Danthonia sericea) 3. Ticklegrass (Agrostis hyemalis)
Perennial Warm-Season Grasses: 1. Dichanthelium species 2. Dichanthelium sphaerocarpon 3. Dichanthelium depauperatum 4. Dichanthelium meridionale 5. Dichanthelium sabulorum
Perennial Herbs: 1. Butterfly-weed (Asclepias tuberosa) 2. Grass-leaf Blazing-star (Liatris pilosa) 3. Hyssop-leaved Boneset (Eupatorium hyssopifolium) 4. Maryland Goldenaster (Chrysopsis mariana) 5. Sweet Goldenrod (Solidago odora) 6. Toothed Whitetop Aster (Sericocarpus asteroides) 7. Trailing Tick-Trefoil (Desmodium rotundifolium)
Species which may be more difficult to obtain but whose listing could encourage propagation include: 1. Bearberry (Arctostaphylos uva-ursi) 2. Orange-grass, (Hypericum gentianoides) 3. Teaberry (Gaultheria procumbens) 4. Pine Barren Sandwort (Minuartia caroliniana) 5. Hudsonia (Hudsonia ericoides)
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
Pinelands National Reserve
Natural Regeneration Process
Satisfactory Establishment or
Supplementary
Planting/seeding
Monitor growth
Re-apply mulch (if needed)
Mulch Pursuant to mulch
Standard
Seedbed Seed with Preferred Mixture
Preparation See Table 4-4
Spread Native Seedbed A-Horizon layer Preparation
Spread Native Post Bond pursuant to an Engineer’s
A-Horizon layer (PE) estimate
Temporary Stabilization Where Permanent Stabilization with Pinelands-approvedPermanent Native Vegetation is seed mixtures. (Table 4.4)encouraged
Re-establishment of Native Re-seeding with Pinelands-Approved
Vegetation Without Seeding Seed Mixtures
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
STANDARD
FOR
STABILIZATION WITH MULCH ONLY
Definition
Stabilizing exposed soils with non-vegetative materials exposed for periods longer than 14 days
Purpose
To protect exposed soil surfaces from erosion damage and to reduce offsite environmental damage.
Water Quality Enhancement
Provides temporary mechanical protection against wind or rainfall induced soil erosion until permanent vegetative cover may be established.
Where Applicable
This practice is applicable to areas subject to erosion, where the season and other conditions may not be suitable for growing an erosion-resistant cover or where stabilization is needed for a short period until more suitable protection can be applied.
Methods and Materials
-
Site Preparation
A. Grade as needed and feasible to permit the use of conventional equipment for seedbed preparation, seeding, mulch application, and mulch anchoring. All grading should be done in accordance with Standards for Land Grading
B. Install needed erosion control practices or facilities such as diversions, grade stabilization structures, channel stabilization measures, sediment basins, and waterways. See Standards 11 through 42.
-
Protective Materials
A. Unrotted small-grain straw, at 2.0 to 2.5 tons per acre, is spread uniformly at 90 to 115 pounds per 1,000 square feet and anchored with a mulch anchoring tool, liquid mulch binders, or netting tie down. Other suitable materials may be used if approved by the Soil Conservation District. The approved rates above have been met when the mulch covers the ground completely upon visual inspection, i.e. the soil cannot be seen below the mulch.
C. Synthetic or organic soil stabilizers may be used under suitable conditions and in quantities as recommended by the manufacturer.
D. Wood-fiber or paper-fiber mulch at the rate of 1,500 pounds per acre (or according to the manufacturer’s requirements) may be applied by a hydroseeder.
E. Mulch netting, such as paper jute, excelsior, cotton, or plastic, may be used.
F. Woodchips applied uniformly to a minimum depth of 2 inches may be used. Woodchips will not be used on areas where flowing water could wash them into an inlet and plug it.
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G. Gravel, crushed stone, or slag at the rate of 9 cubic yards per 1,000 sq. ft. applied uniformly to a minimum
depth of 3 inches may be used. Size 2 or 3 (ASTM C-33) is recommended.
-
Mulch Anchoring - should be accomplished immediately after placement of hay or straw mulch to minimize loss by wind or water. This may be done by one of the following methods, depending upon the size of the area and steepness of slopes.
A. Peg and Twine - Drive 8 to 10 inch wooden pegs to within 2 to 3 inches of the soil surface every 4 feet in all directions. Stakes may be driven before or after applying mulch. Secure mulch to soil surface by stretching twine between pegs in a criss-cross and a square pattern. Secure twine around each peg with two or more round turns.
B. Mulch Nettings - Staple paper, cotton, or plastic nettings over mulch. Use degradable netting in areas to be mowed. Netting is usually available in rolls 4 feet wide and up to 300 feet long.
C. Crimper Mulch Anchoring Coulter Tool - A tractor-drawn implement especially designed to punch and anchor mulch into the soil surface. This practice affords maximum erosion control, but its use is limited to those slopes upon which the tractor can operate safely. Soil penetration should be about 3 to 4 inches. On sloping land, the operation should be on the contour.
D. Liquid Mulch-Binders
1. Applications should be heavier at edges where wind catches the mulch, in valleys, and at crests of banks. Remainder of area should be uniform in appearance. 2. Use one of the following: a. Organic and Vegetable Based Binders - Naturally occurring, powder based, hydrophilic materials that mixed with water formulates a gel and when applied to mulch under satisfactory curing conditions will form membrane networks of insoluble polymers. The vegetable gel shall be physiologically harmless and not result in a phyto-toxic effect or impede growth of turfgrass. Vegetable based gels shall be applied at rates and weather conditions recommended by the manufacturer. b. Synthetic Binders - High polymer synthetic emulsion, miscible with water when diluted and following application to mulch, drying and curing shall no longer be soluble or dispersible in water. It shall be applied at rates and weather conditions recommended by the manufacturer and remain tacky until germination of grass. 5-2
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
STANDARD
FOR
PERMANENT STABILIZATION WITH SOD
Definition
Establishing permanent vegetation using sod.
Purpose
To permanently stabilize topsoil with an immediate aesthetic covering, thus assuring conservation of soil and water, and to enhance the environment.
Water Quality Enhancement
Provides an immediate, permanent vegetative cover to the soil from the impacts of wind or rain and prevents soil and nutrient losses to streams and other stormwater conveyances from stormwater runoff.
Where Applicable
On exposed soils that have a potential for causing off-site environmental damage where an immediate, permanent, vegetative cover is desired. Water (rain or irrigation) is required for success; access to irrigation is essential during drought.
Methods and Materials
-
High quality cultivated sod is preferred over native or pasture sod.
-
Sod should be free of broadleaf weeds and undesirable coarse and fine weed grasses.
-
Sod should be of uniform thickness, typically 5/8 inch, plus or minus 1/4 inch, at time of cutting (excludes top growth.).
-
Sod should be vigorous and dense and be able to retain its own shape and weight when suspended vertically with a firm grasp from the upper 10 percent of the strip. Broken pads and rolls or torn and uneven ends will not be acceptable.
-
For droughty sites, a sod of turf-type tall fescue or turf-type tall fescue mixed with Kentucky bluegrass is preferred over a 100% Kentucky bluegrass sod. Although not widely available, a sod of fine fescue is also acceptable for droughty sites.
-
Only moist, fresh, unheated sod should be used. Sod should be harvested, delivered, and installed within a period of 24 hours or less during summer months.
-
Site Preparation
A. Grade as needed and feasible to permit the use of conventional equipment for liming, fertilizing, incorporation of organic matter, and other soil preparation procedures. All grading should be done in accordance with Standard for Land Grading. B. Topsoil should be handled only when it is dry enough to work without damaging the soil structure. A uniform application to a depth of 6 inches (unsettled) is required on all sites. 6-1
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See the Standard for Topsoiling for topsoil and amendment requirements.
C. Install needed erosion control practices or facilities such as diversions, grade stabilization
structures, channel stabilization measures, sediment basins, and waterways
- Soil Preparation
A. Uniformly apply ground limestone, and fertilizer according to soil test recommendations such as offered by Rutgers Co-operative Extension. Soil sample mailers are available from the local Rutgers Cooperative Extension offices (http://njaes.rutgers.edu/county/). Fertilizer shall be applied at the rate of 500 pounds per acre or 11 pounds per 1,000 square feet using 10-10-10 or equivalent with 50% water insoluble nitrogen unless a soil test indicates otherwise and incorporated into the surface 4 inches. If fertilizer is not incorporated, apply ½ the rate described above during seedbed preparation and repeat another ½ rate application of the same fertilizer within 3 to 5 weeks after seeding. Apply limestone at the rate of 2 tons/acre unless soil testing indicates otherwise. Calcium carbonate is the equivalent and standard for measuring the ability of liming materials to neutralize soil acidity and supply calcium and magnesium to grasses and legumes. Table 6-1 is a general guideline for limestone application rates. Table 6-1 Limestone 1. Application Rate by Soil Texture SOIL TEXTURE TONS/ACRE LBS./1000 SQ. FT. Clay, clay loam, and high organic 3 135 soil 2 90 Sandy loam, loam, silt loam 1 45 Loamy sand, sand 1. Pulverized dolomitic limestone is preferred for most soils south of the New Brunswick-Trenton line; however, this should be confirmed by soil testing. B. Work lime, and fertilizer into the topsoil as nearly as practical to a depth of 4 inches with a disc, springtooth harrow, or other suitable equipment. The final harrowing or disking operation should be on the general contour. Continue tillage until a reasonably uniform, fine seedbed is prepared. C. Remove from the surface all objects that would prevent good sod to topsoil contact and remove all other debris, such as wire, cable, tree roots, pieces of concrete, clods, lumps, or other unsuitable material. D. Inspect site just before sodding. If traffic has left the soil compacted, the area must be retilled and firmed in accordance with the above.- Sod Placement
A. Sod strips should be laid on the contour, never up and down the slope, starting at the bottom of the slope and working up. On steep slopes, the use of ladders will facilitate the 6-2
- Sod Placement
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work and prevent damage to the sod. During periods of high temperature, lightly irrigate
the soil immediately prior to laying the sod.
B. Place sod strips with snug, even joints (seams) that are staggered. Open spaces invite
erosion.
C. Lightly roll or tamp sod immediately following placement to insure solid contact of root
mat and soil surface. Do not overlap sod. All joints should be butted tightly to prevent
voids which would cause drying of the roots and invasion of weeds.
D. On slopes greater than 3 to 1, secure sod to surface soil with wood pegs, wire staples
biodegradable plastic spikes, or split shingles (8 to 10 inches long by 3/4 inch wide).
E. Surface water cannot always be diverted from flowing over the face of the slope, but a
capping strip of heavy jute or plastic netting, properly secured, along the crown of the
slope and edges will provide extra protection against lifting and undercutting of sod. The
same technique can be used to anchor sod in water-carrying channels and other critical
areas. Wire staples must be used to anchor netting in channel work.
F. Immediately following installation, sod should be watered until water penetrates the soil
layer beneath sod to a depth of 1 inch. Maintain optimum water for at least two weeks.
- Topdressing - Since soil organic matter and slow release nitrogen fertilizer (water insoluble) are prescribed
in Sections 1 and 2in this Standard, a follow-up topdressing is not mandatory, except where gross nitrogen
deficiency exists in the soil to the extent that turf failure may develop, topdressing shall then be applied.
Topdress with 10-0-10 or equivalent at 400 pounds per acre or 7 pounds per 1,000 square feet every 3 to 5
weeks until the gross nitrogen deficiency in the turf is ameliorated.
.
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
TEMPORARY VEGETATIVE COVER FOR SOIL STABILIZATION
Definition
Establishment of temporary vegetative cover on soils exposed for periods of two to 6 months which are not being graded, not under active construction or not scheduled for permanent seeding within 60 days.
Purpose
To temporarily stabilize the soil and reduce damage from wind and water erosion until permanent stabilization is accomplished.
Water Quality Enhancement
Provides temporary protection against the impacts of wind and rain, slows the over land movement of stormwater runoff, increases infiltration and retains soil and nutrients on site, protecting streams or other stormwater conveyances.
Where Applicable
On exposed soils that have the potential for causing off-site environmental damage.
Methods and Materials
-
Site Preparation
A. Grade as needed and feasible to permit the use of conventional equipment for seedbed preparation, seeding, mulch application, and mulch anchoring. All grading should be done in accordance with Standards for Land Grading, pg. 19-1. B. Install needed erosion control practices or facilities such as diversions, grade stabilization structures, channel stabilization measures, sediment basins, and waterways. See Standards 11 through 42. C. Immediately prior to seeding, the surface should be scarified 6" to 12" where there has been soil compaction. This practice is permissible only where there is no danger to underground utilities (cables, irrigation systems, etc.). -
Seedbed Preparation
A. Apply ground limestone and fertilizer according to soil test recommendations such as offered by Rutgers Co-operative Extension. Soil sample mailers are available from the local Rutgers Cooperative Extension offices. Fertilizer shall be applied at the rate of 500 pounds per acre or 11 pounds per 1,000 square feet of 10-20-10 or equivalent with 50% water insoluble nitrogen unless a soil test indicates otherwise. Apply limestone at the rate of 2 tons/acre unless soil testing indicates otherwise. Calcium carbonate is the equivalent and standard for measuring the ability of liming materials to neutralize soil acidity and supply calcium and magnesium to grasses and legumes. B. Work lime and fertilizer into the soil as nearly as practical to a depth of 4 inches with a disc, springtooth harrow, or other suitable equipment. The final harrowing or disking operation should 7-1
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be on the general contour. Continue tillage until a reasonable uniform seedbed is prepared.
C. Inspect seedbed just before seeding. If traffic has left the soil compacted, the area must be retilled
in accordance with the above.
D. Soils high in sulfides or having a pH of 4 or less refer to Standard for Management of High Acid
Producing Soils, pg. 1-1.
-
Seeding
A. Select seed from recommendations in Table 7-2. TABLE 7-2TEMPORARY VEGETATIVE STABILIZATION GRASSES, SEEDING RATES, DATES AND DEPTH.
SEEDING RATE OPTIMUM SEEDING DATE OPTIMUM 1 2 SEED (pounds) Based on Plant Hardiness DEPTH 4 Zone 3 (inches) SEED SELECTIONS Per Per ZONE ZONE ZONE Acre 1000 5b, 6s 6b 7a, b Sq. Ft. COOL SEASON GRASSES -
Perennial ryegrass 100 1.0 3/15- 3/1- 2/15- 0.5 6/1 5/15 5/1 8/1- 8/15- 8/15- 9/15 10/1 10/15
-
Spring oats 86 2.0 3/15- 3/1- 2/15- 1.0 6/1 5/15 5/1 8/1- 8/15- 8/15- 9/15 10/1 10/15
-
Winter Barley 96 2.2 8/1- 8/15- 8/15- 1.0 9/15 10/1 10/15
-
Annual ryegrass 100 1.0 3/15- 3/15- 2/15- 0.5 6/1 6/1 5/1 8/1- 8/1- 8/15- 9/15 9/15 10/15
-
Winter Cereal Rye 112 2.8 8/1 - 8/1 - 8/1 - 1.0 11/1 11/15 12/15
WARM SEASON GRASSES -
Pearl millet 20 0.5 6/1-8/1 5/15- 5/1-9/1 1.0 8/15
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- Millet (German or Hungarian) 30 0.7 6/1-8/1 5/15- 5/1-9/1 1.0 8/15 1 Seeding rate for warm season grass, selections 5 - 7 shall be adjusted to reflect the amount of Pure Line Seed (PLS) as determined by a germination test result. No adjustment is required for cool season grasses. 2 May be planted throughout summer if soil moisture is adequate or seeded area can be irrigated. 3 Plant Hardiness Zone (see figure 7-1, pg. 7-4.) 4 Twice the depth for sandy soils
B. Conventional Seeding. Apply seed uniformly by hand, cyclone (centrifugal) seeder, drop seeder, drill or cultipacker seeder. Except for drilled, hydroseeded or cultipacked seedings, seed shall be incorporated into the soil, to a depth of 1/4 to 1/2 inch, by raking or dragging. Depth of seed placement may be 1/4 inch deeper on coarse textured soil.
C. Hydroseeding is a broadcast seeding method usually involving a truck or trailer mounted tank, with an agitation system and hydraulic pump for mixing seed, water and fertilizer and spraying the mix onto the prepared seedbed. Mulch shall not be included in the tank with seed. Short fibered mulch may be applied with a hydroseeder following seeding. (also see Section IV Mulching) Hydroseeding is not a preferred seeding method because seed and fertilizer are applied to the surface and not incorporated into the soil. Poor seed to soil contact occurs reducing seed germination and growth. Hydroseeding may be used for areas too steep for conventional equipment to traverse or too obstructed with rocks, stumps, etc.
D. After seeding, firming the soil with a corrugated roller will assure good seed-to-soil contact, restore capillarity, and improve seedling emergence. This is the preferred method. When performed on the contour, sheet erosion will be minimized and water conservation on site will be maximized.
-
Mulching
Mulching is required on all seeding. Mulch will insure against erosion before grass is established and will promote faster and earlier establishment. The existence of vegetation sufficient to control soil erosion shall be deemed compliance with this mulching requirement.
A. Straw or Hay. Unnrotted small grain straw, hay free of seeds, applied at the rate of 1-1/2 to 2 tons per acre (70 to 90 pounds per 1,000 square feet), except that where a crimper is used instead of a liquid mulch-binder (tackifying or adhesive agent), the rate of application is 3 tons per acre. Mulch chopper-blowers must not grind the mulch. Hay mulch is not recommended for establishing fine turf or lawns due to the presence of weed seed.
Application. Spread mulch uniformly by hand or mechanically so that approximately 95% of the soil surface
will be covered. For uniform distribution of hand-spread mulch, divide area into approximately 1,000 square
feet sections and distribute 70 to 90 pounds within each section.
Anchoring shall be accomplished immediately after placement to minimize loss by wind or water. This may be
done by one of the following methods, depending upon the size of the area, steepness of slopes, and costs.
1. Peg and Twine. Drive 8 to 10 inch wooden pegs to within 2 to 3 inches of the soil surface every 4 feet
in all directions. Stakes may be driven before or after applying mulch. Secure mulch to soil surface by
stretching twine between pegs in a cris-cross and a square pattern. Secure twine around each peg with
two or more round turns.
2. Mulch Nettings. Staple paper, jute, cotton, or plastic nettings to the soil surface. Use a degradable
netting in areas to be mowed.
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3. Crimper (mulch anchoring tool). A tractor-drawn implement, somewhat like a disc harrow, especially
designed to push or cut some of the broadcast long fiber mulch 3 to 4 inches into the soil so as to anchor
it and leave part standing upright. This technique is limited to areas traversable by a tractor, which must
operate on the contour of slopes. Straw mulch rate must be 3 tons per acre. No tackifying or adhesive
agent is required.
4. Liquid Mulch-Binders. – May be used to anchor hay or straw mulch.
a. Applications should be heavier at edges where wind may catch the mulch, in valleys, and at
crests of banks. The remainder of the area should be uniform in appearance.
b. Use one of the following:
(1) Organic and Vegetable Based Binders – Naturally occurring, powder based,
hydrophilic materials when mixed with water formulates a gel and when applied to mulch
under satisfactory curing conditions will form membraned networks of insoluble polymers.
The vegetable gel shall be physiologically harmless and not result in a phytotoxic effect or
impede growth of turfgrass. Use at rates and weather conditions as recommended by the
manufacturer to anchor mulch materials. Many new products are available, some of which
may need further evaluation for use in this state.
(2) Synthetic Binders – High polymer synthetic emulsion, miscible with water when
diluted and following application to mulch, drying and curing shall no longer be soluble or
dispersible in water. It shall be applied at rates recommended by the manufacturer and remain
tacky until germination of grass.
Note: All names give above are registered trade names. This does not constitute a
commendation of these products to the exclusion of other products.
B. Wood-fiber or paper-fiber mulch. Shall be made from wood, plant fibers or paper containing no growth or germination inhibiting materials, used at the rate of 1,500 ponds per acre (or as recommended by the project manufacturer) and may be applied by a hydroseeder. This mulch shall not be mixed in the tank with seed. Use is limited to flatter slopes and during optimum seeding periods in spring and fall.
C. Pelletized mulch. Compressed and extruded paper and/or wood fiber product, which may contain co-polymers, tackifiers, fertilizers and coloring agents. The dry pellets, when applied to a seeded area and watered, forma mulch mat. Pelletized mulch shall be applies in accordance with the manufacturers recommendations. Mulch may be applied by hand or mechanical spreader at the rate of 60-75 lbs./1,000 square feet and activated with 0.2 to 0.4 inches of water. This material has bee found to be beneficial for use on small lawn or renovation areas, seeded areas where weed-seed free mulch is desired or on sites where straw mulch and tackifier agent are not practical or desirable.
Applying the full 0.2 to 0.4 inches of water after spreading pelletized mulch on the seed bed is extremely
important for sufficient activation and expansion of the mulch to provide soil coverage.
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USDA Plant Hardiness Zones
Average Annual Minimum Temperature
New Jersey
Hardiness Zones
Range of average annual
minimum temperatures for
each zone (degrees Fahrenheit)
Zone 5b (-10 to -15 )
Includes portions of Sussex
and Warren counties
Zone 6a (-5 to -10)
Includes portions of Sussex,
Warren, Passaic, Morris, Somerset and
Hunterdon counties
Zone 6b (0 to -5)
Includes portions of Bergen,
Passaic, Morris, Essex, Hudson,
Union, Somerset, Middlesex,
Mercer, Hunterdon, Monmouth,
Ocean, Burlington, Camden,
Gloucester, Atlantic, Cumberland
and Cape May counties
Zone 7a (5 to 0)
Includes portions of Camden,
Gloucester, Salem, Cumberland,
Cape May, Atlantic, Burlington,
Ocean and Monmouth counties
Zone 7b (10 to 5)
Includes portions of Cape May,
Atlantic, Ocean and Monmouth counties
10 0 10 20 30 Miles
After USDA-ARS Misc. Publication 1475 10 0 10 20 30 Kilometers
NJDA State Soil Conservation Committee
April 1999
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Standards for Soil Erosion and Sediment Control in New Jersey July 1999
STANDARD
FOR
TOPSOILING
Definition
Topsoiling entails the distribution of suitable quality soil on areas to be vegetated.
Purpose
To improve the soil medium for plant establishment and maintenance.
Water Quality Enhancement
Growth and establishment of a vigorous vegetative cover is facilitated by topsoil, preventing soil loss by wind and rain offsite and into streams and other stormwater conveyances.
Where Applicable
Topsoil shall be used where soils are to be disturbed and will be revegetated..
Methods and Materials
- Materials
A. Topsoil should be friable1, loamy2, free of debris, objectionable weeds and stones, and contain no toxic substance or adverse chemical or physical condition that may be harmful to plant growth. Soluble salts should not be excessive (conductivity less than 0.5 millimhos per centimeter. More than 0.5 millimhos may desicate seedlings and adversely impact growth ). Topsoil hauled in from offsite should have a minimum organic matter content of 2.75 percent. Organic matter content may be raised by additives. B. Topsoil substitute is a soil material which may have been amended with sand, silt, clay, organic matter, fertilizer or lime and has the appearance of topsoil. Topsoil substitutes may be utilized on sites with insufficient topsoil for establishing permanent vegetation. All topsoil substitute materials shall meet the requirements of topsoil noted above. Soil tests shall be performed to determine the components of sand, silt, clay, organic matter, soluble salts and pH level. 1 Friable means easily crumbles in the fingers, as defined in most soils texts. 2 Loamy means texture groups consisting of coarse loamy sands, sandy loam, fine and very fine sandy loam, loam, silt loam, clay loam, sandy clay loam and silty clay loam textures and having less than 35% coarse fragments (particles less than 2mm in size ) as defined in the Glossary of Soil Science Terms, 1996, Soil Science Society of America. 8-1
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Standards for Soil Erosion and Sediment Control in New Jersey July 1999
-
Stripping and Stockpiling
A. Field exploration should be made to determine whether quantity and or quality of surface soil justifies stripping. B. Stripping should be confined to the immediate construction area. C. Where feasible, lime may be applied before stripping at a rate determined by soil tests to bring the soil pH to approximately 6.5. In lieu of soil tests, see lime rate guide in seedbed preparation for Permanent Vegetative Cover for Soil Stabilization, pg. 4-1. D. A 4-6 inch stripping depth is common, but may vary depending on the particular soil. E. Stockpiles of topsoil should be situated so as not to obstruct natural drainage or cause off-site environmental damage. F. Stockpiles should be vegetated in accordance with standards previously described herein; see standards for Permanent (pg. 4-1) or Temporary (pg.7-1) Vegetative Cover for Soil Stabilization. Weeds should not be allowed to grow on stockpiles. -
Site Preparation
A. Grade at the onset of the optimal seeding period so as to minimize the duration and area of exposure of disturbed soil to erosion. Immediately proceed to establish vegetative cover in accordance with the specified seed mixture. Time is of the essence B. Grade as needed and feasible to permit the use of conventional equipment for seedbed preparation, seeding, mulch application and anchoring, and maintenance. See the Standard for Land Grading, pg. 19-1. C. As guidance for ideal conditions, subsoil should be tested for lime requirement. Limestone, if needed, should be applied to bring soil to a pH of approximately 6.5 and incorporated into the soil as nearly as practical to a depth of 4 inches. D. Immediately prior to topsoiling, the surface should be scarified 6" to 12" where there has been soil compaction. This will help insure a good bond between the topsoil and subsoil. This practice is permissible only where there is no danger to underground utilities (cables, irrigation systems, etc.). E. Employ needed erosion control practices such as diversions, grade stabilization structures, channel stabilization measures, sedimentation basins, and waterways. See Standards 11 through 42. -
Applying Topsoil
A. Topsoil should be handled only when it is dry enough to work without damaging soil structure; i.e., less than field capacity (see glossary). B. A uniform application to a depth of 5 inches (unsettled) is recommended. Soils with a pH of 4.0 or less or containing iron sulfide shall be covered with a minimum depth of 12 inches of soil having a pH of 5.0 or more, in accordance with the Standard for Management of High Acid Producing Soil (pg. 1-1). 8-2
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
STANDARD
FOR TREE PROTECTION DURING CONSTRUCTION
Definition
The protection of trees from environmental and mechanical injury during construction activities.
Purpose
To protect trees for erosion and sediment control, shade, aesthetics, wildlife, dust control, noise abatement, and oxygen production.
Water Quality Enhancement
Limiting areas of site disturbance and re-vegetating with permanent cover, minimizes off site and negative downstream water quality impacts caused by stormwater runoff. Mature trees provide structural stability for soils, promote proper water movement through the soil profile and moderate changes in temperature along streams and other water bodies.
Where Applicable
On new development sites with existing trees.
Methods and Materials
- Reconnaissance should be performed before land clearing begins to identify dead and weak trees to be
removed and healthy trees to remain, to create aesthetically pleasing development site with vegetation
rather than the presence of dead or dying trees. Inventory the site and clearly mark the trees and stands of
trees to be saved. Consider relocating streets, houses, or other structures if necessary and feasible. Once
clearing begins and damage to the trees occurs, valuable specimens may be lost.
A. Characteristics of trees to be protected and saved. The following lists characteristics that should be evaluated before deciding to remove or protect a tree. 1. Tree Vigor Tree health is the overall condition of the tree. A tree of low vigor is more susceptible to damage by environmental changes than healthy trees and is more susceptible to insect and disease attacks. Indications of poor vigor include the dying of the tips of branches and entire limbs, small annual twig growth, stunted leaf size, sparse foliage, and poor foliage color. Avoid saving hollow or rotten trees, trees cracked, split, leaning or crooked, oozing sap, or with broken tops. Use woodchips generated from removal of trees of poor health and spread them around the root zones to help protect the trees that remain. 2. Tree Age Large, picturesque trees may be more aesthetically valuable than smaller, young trees, but also require more extensive protection measures. If leaving an older tree, be sure it is sound and healthy. 9-1
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3. Species (the right trees for the right locations)
Many species of trees found in New Jersey woodlands are not suitable for shade tree uses
around buildings. Avoid protecting trees that are short-lived, brittle, have soft wood,
messy leaves, fruit, or are frequently attacked by insects and disease. Tree root systems
which do not adapt well to cuts and fills may not be a suitable alternative. The following
are severely affected by compacted construction fills: Aspen, Beech, Paper birch, Eastern
red cedar, Black cherry, Dogwood, Katsura tree, Linden, Paperbark maple, Sugar maple,
Black oak, Pin oak, Red oak, White oak, Pines, and Tuliptree. See Table 9-1 for a more
complete list of construction impacts to individual tree species.
4. Resistant to Insects and Diseases
Avoid leaving trees in highly visible areas or specimens that are frequent targets of
insects and diseases. American Elm, for example, could be lost due to Dutch Elm
Disease. Wild Cherry, another example, is a favorite host of the tent caterpillar, which
causes defoliation of the trees in early summer. The following are susceptible to insects
(I) and disease (D): White Ash(D), Birch (I), Butternut (D), Crabapples (D), some Elms
(D), Hawthorn (D), Hemlock (I), Linden (I), Sugar Maple (D), Mountain Ash (D),
Sassafras (I), Scholartree (D), Redbud (D)
5. Tree Aesthetics
Choose trees that are aesthetically pleasing, exhibiting good shape and form. Avoid
leaning, crooked, and misshapen trees. Occasionally, an odd-shaped tree or one of
unusual form may add interest to the landscape if strategically located. Be sure the tree is
structurally sound and vigorous.
6. Spring and Autumn Coloration
Species differ in fall color. Some are bright red, others orange and yellow. Other species
exhibit no autumn color, such as walnut, locust, and sycamore.
7. Wildlife Benefits
Favor trees that are preferred by wildlife for food, cover, and nesting. A mixture of
evergreens and hardwoods is beneficial. Evergreen trees are important for cover during
the winter months. The hardwoods are more valuable for food.
8. Air Pollution Susceptibility
Tree species vary greatly to susceptibility to air pollution. Symptoms vary from
browning on the edges of the leaves and needles, to stunting of growth, to death of the
tree. The following show tolerance to urban stress and are less likely to present problems
with sidewalks: Baldcypress, Corktree, Amur maple, Kentucky coffee tree, Crabapple,
Dawn redwood, Ginkgo (male), Goldenraintree, Hackberry, Hawthorn, Honeylocust,
European hornbeam, Horsechestnut, Lindens, Oaks (excluding pin), Pear, Scholartree,
Sourgum (tupelo), Sweetgum, Yews, Zelkova.
9. Species Longevity
Favor trees whose life span is long, such as oak, beech, and tulip poplar. Short-lived
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trees; (Black locust, Gray birch, Aspen) should be avoided for use as shade, lawn or
specimen trees. Although some short-lived trees have an attractive form or pleasing
coloration in the spring or fall, such trees may not live for a long time and thus may not
be worth preserving.
B. Criteria for protecting remaining trees:
1. General mechanical damage - see Figure 9.3 for correct root zone calculation and
placement of tree protection.
2. Box trees within 25 feet of a building site to prevent mechanical injury. Fencing or other
barrier should be installed beyond the Critical Root Radius See Figure 9.3. Tree root
systems commonly extend well beyond the drip line.
3. Boards will not be nailed to trees during building operations.
4. Feeder roots should not be cut in an area inside the Protected Root Zone (PRZ).
5. Damaged trunks or exposed roots should have damaged bark removed immediately and
no paint shall be applied. Exposed roots should be covered with topsoil immediately after
excavation is complete. Roots shall be pruned to give a clean, sharp surface amenable to
healing. Roots exposed during hot weather should be irrigated to prevent permanent tree
injury. Care for serious injury should be prescribed by a professional forester or licensed
tree expert.
6. Tree limb removal, where necessary, will be done as natural target pruning to remove the
desired branch as close as possible to the branch collar. There should be NO flush cuts.
Flush cuts destroy a major defense system of the tree. See Figure 9-1. No tree paint shall
be applied. All cuts shall be made at the outside edge of the branch collar (fig. 9-1 and 9-
2). Cuts made too far beyond the branch collar may lead to excess sprouting, cracks and
rot. Removal of a “V” crotch should be considered for free standing specimen trees (see
Figure 9-2) to avoid future splitting damage.
Note: For more specific data on certain tree characteristics by species, see Table 9.1, Tree
Characteristics or consult with a Licensed Professional Tree Expert, Soil Conservation District or
Rutgers Cooperative Extension.
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Figure 9-1- Removal of Tree Limb
Figure 9-2 - Removal of “V” Crotch
Limb
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Figure 9-3: Root Protection During Construction Guide
Estimate a tree’s Protected Root
Zone (PRZ) by calculating the Critical Root Radius (crr).
1. Measure the dbh (diameter of
tree at breast height, 4.5 feet
above ground on the uphill side of
tree) in inches.
2. Multiply measured dbh by 1.5
or 1.0. Express the result in feet.
Dbh x 1.5: Critical root radius for older, unhealthy, or sensitive species.
Dbh x 1.0: Critical root radius for younger, healthy or tolerant species.
Dbh-4.5
Protected
Root Zone Critical root radius
(PRZ) (CRR)
Driplin
1. Protecting Trees from Construction Damage- A Homeowners Guide, Gary R. Johnson, University Of Minnesota Extension Service, Saint Paul, MN,
1999.
9-5
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Figure 9-4: Tree Protection in Fill Areas
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 9-1: Tree Characteristics 1 SPECIES ROOT SOIL SOIL pH MATUR MATURE HAZARD DAMAGE SEVERENC COMPACTION PREFERENCE E TREE CROWN TREE CAUSING E & HEIGHT SPRED RATING* ROOTS FLOODING (feet) (feet) Northern white cedar Tolerant Tolerant 6.0-8.0 40-50 10-20 Low No Balsam fir Tolerant Tolerant 4.0-6.0 40-60 20-35 Medium No White fir Tolerant Sensitive 4.0-6.5 50-75 10-20 Medium No Tamarack (Larch) Tolerant Tolerant 4.0-7.5 50-75 15-25 Medium No White pine Tolerant Sensitive 4.5-6.5 80-100 50-80 Medium No Jack pine Tolerant Sensitive 4.5-6.5 30-80 20-30 High No Red pine Tolerant Sensitive 4.5-6.0 50-80 20-40 Medium No Scotch pine Tolerant Sensitive 4.0-6.5 60-100 30-50 Medium No Eastern redcedar Tolerant Sensitive 4.7-7.8 40-50 10-20 Low No Black spruce Tolerant Tolerant 3.5-7.0 30-70 15-30 Medium No Colorado spruce Intermediate Tolerant 4.6-6.5 50-100 20-30 Medium No White spruce Tolerant Intermediate 4.5-7.5 40-80 20-30 Medium No Black ash Tolerant Tolerant 4.1-6.5 40-70 30-60 Medium No Green ash Tolerant Tolerant 6.0-7.5 30-60 30-50 Medium No White ash Tolerant Intermediate 5.0-7.5 70-80 50+ Medium No Bigtooth aspen Tolerant Sensitive 4.8-6.3 50-75 20-35 Medium Yes Trembling aspen Tolerant Sensitive 4.8-6.5 40-60 20-35 Medium Yes Blue beech Sensitive Sensitive 6.5-7.5 20-30 15-20 Low No Paper birch Intermediate Sensitive 5.0-8.0 50-70 30-50 Medium No River birch Tolerant Tolerant 4.0-6.5 40-70 30-50 Low No Yellow birch Intermediate Sensitive 4.5-8.0 50-70 50-70 Medium No Boxelder Tolerant Tolerant 6.5-7.5 40-60 35-50 High Yes Ohio buckeye Intermediate Intermediate 6.1-6.5 30-50 30-40 Medium Yes Butternut Sensitive Intermediate 6.6-8.0 40-60 50-60 Medium No Catalpa Intermediate Tolerant 6.1-8.0 50-80 30-50 Medium No Black cherry Intermediate Sensitive 6.0-7.5 50-70 40-50 Low No Kentucky coffeetree Intermediate Intermediate 6.5-7.5 50-80 40-50 Low No Eastern cottonwood Tolerant Tolerant 5.5-8.0 80-100 80-100 High Yes Red-osier dogwood Tolerant Intermediate 6.1-8.5 8-10 10-12 Low No
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SPECIES ROOT SOIL SOIL MATURE MATURE HAZARD DAMAGE
SEVERENCE COMPACTION pH TREE CROWN TREE CAUSING
& PREFERENCE HEIGHT SPRED RATING* ROOTS
FLOODING (feet) (feet)
American elm Tolerant Intermediate 5.5-8.0 70-100 70-150 Medium Yes Slippery elm Tolerant Intermediate 6.6-8.0 60-70 40-60 Medium Yes Hackberry Tolerant Intermediate 6.6-8.0 30-130 50+ Low No Hawthorn Intermediate Intermediate 6.0-7.5 20-40 20-30 Low No Bitternut hickory Intermediate Intermediate 6.0-6.5 40-75 30+ Medium No Honeylocust Tolerant Intermediate 6.0-8.0 50-75 50-75 Medium Yes Ironwood Sensitive Sensitive 6.1-8.0 25-50 20-30 Low No Basswood Intermediate Sensitive 5.5-7.3 70-100 50-75 High No Black locust Tolerant Sensitive 4.6-8.2 30-60 20-50 Medium No Red maple Tolerant Tolerant 4.5-7.5 50-70 40-60 Medium Yes Silver maple Tolerant Tolerant 5.5-6.5 60-90 75-100 High Yes Sugar maple Intermediate Sensitive 5.5-7.3 60-80 60-80 Medium Yes Mountain-ash Tolerant Intermediate 4.0-7.0 15-25 15-25 Medium No Black oak Sensitive Sensitive 6.0-6.5 50-80 50-70 Medium No Bur oak Tolerant Intermediate 4.0-8.0 70-80 40-80 Low No Pin oak Sensitive Sensitive 5.5-7.5 50-75 30-50 Medium No Red oak Tolerant Sensitive 5.5-7.5 50-75 30-50 Medium No Swamp white oak Intermediate Tolerant 6.0-6.5 60-70 40-50 Low No White oak Sensitive Sensitive 6.5-7.5 60-100 50-90 Low No Plum Tolerant Sensitive 6.5-6.6 20-25 15-25 Low No Serviceberry Intermediate Sensitive 6.5-6.6 20-25 15-25 Low No Black walnut Sensitive Intermediate 6.6-8.0 70-100 60-100 Medium No Black willow Tolerant Tolerant 6.5-8.0 30-60 20-40 High Yes Table 9.1: * Hazard tree rating: refers to the relative potential for a tree to become hazardous. For a tree to be considered hazardous, a potential “target” (e.g., a house, a sidewalk, pedestrians must be present. A high hazard tree rating does no imply that the tree will always fail.
1, Protecting Trees from Construction Damage- A Homeowners Guide, Gary R. Johnson, University Of Minnesota Extension Service, Saint Paul, MN, 1999.
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
STANDARD
FOR
SELECTION OF TREES, SHRUBS
AND VINES FOR PLANTING
Definition
Plants to aesthetically enhance and restore disturbed soils.
Water Quality Enhancement
Integrating trees, shrubs and vines with permanent turf grasses provides a protective vegetative cover against wind and rain, to minimize or negate water quality degradation downstream.
Where Applicable
Graded or cleared areas subject to erosion, where a permanent, long-lived vegetative cover other than turf alone is desired. Plant Material
Although this is by no means a complete listing of the available plant material in these categories, it does include most of that which is commonly used throughout the State of New Jersey. The services of a Landscape Architect or a Horticulturalist should be utilized for the selection of plant material for specific sites where problems exist due to soil or other ecological conditions. See fig. 10-1, ATree Planting Detail@ for an example of a typical detail for tree establishment.
EVERGREEN TREES
Latin Name Common Name Abies concolor White Fir Ilex opaca American Holly Juniperus virginiana Eastern Red Cedar Picea abies Norway Spruce Picea pungens Colorado Spruce Pinus strobus White Pine Pinus thunbergi Japanese Black Pine Pseudotsuga menziesii Douglas-fir DECIDUOUS TREES
Latin Name Common Name
Acer rubrum & varieties Red Maple or Swamp Maple Acer saccharum Sugar Maple Aesculus hippocastanum Horsechestnut Carya ovata Shagbark Hickory Celtis occidentalis Common Hackberry Fagus grandifolia American Beech Fagus sylvatica & varieties European Beech Quercus alba White Oak Quercus rubra Northern Red Oak
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Quercus coccinea Scarlet Oak Pin Oak Quercus palustris Quercus phellos Willow Oak Tilia americana American Linden Tilia cordata & varieties Littleleaf Linden Tilia tomentosa Silver Linden Zelkova serrata Japanese Zelkova
SMALL DECIDUOUS TREES
Acer campestre Hedge Maple Acer ginnala Amur Maple Amelanchier canadensis Shadblow Serviceberry Betula varieties Birch Carpinus betulus European Hornbeam Carpinus caroliniana American Hornbeam Cercis canadensis American Redbud Cornus florida Flowering Dogwood Cornus kousa Japanese Dogwood Cornus mas Cornelian Cherry Dogwood Cotinus coggygria Smokebush Crataegus crusgalli Cockspur Thorn Crataegus phaenopyrum Washington Hawthorn Hibiscus syriacus Shrub Althea Magnolia virginiana Sweetbay Magnolia Malus varieties Crabapples Oxydendron arboreum Sorrel Tree or Sourwood Prunus varieties Cherries Salix caprea Goat or Willow
SHRUBS
Latin Name Common Name Aronia arbutifolia Red Chokeberry Aronia arbutifolia brilliantissima Brilliant Chokeberry Chaenomeles lagenaria Flowering Quince Clethra alnifolia & varieties Summersweet Clethra Cornus varieties Dogwood Forsythia intermedia & varieties Border Forsythia Forsythia suspensa Weeping Forsythia Hamamelis varieties Witchhazel Ilex glabra Inkberry Ilex verticillata Winterberry Holly Kalmia latifolia Mountain Laurel Myrica pensylvanica Northern Bayberry Rhododendron maximum Rosebay Rhododendron Rhus varieties Sumac Rosa varieties Rose Salix discolor Pussy willow Syringa vulgaris Common Lilac
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Vaccinium corymbosum Highbush Blueberry Viburnum varieties Viburnum
VINES AND PERENNIAL GROUND COVER
Campsis radicans Trumpetcreeper Euonymus fortunei vegetus Wintercreeper Euonymus Juniperus conferta Shore Juniper Juniperus horizontalis plumosa Andorra Juniper Pacysandra terminalis Packasandra Parthenocissus quinquefolia Virginia Creeper Vitis sp. Grapes sp.
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FIGURE 10-1: TYPCIAL TREE PLANTING DETAIL
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
STANDARD
FOR
CHANNEL STABILIZATION
Definition
Stabilizing a channel, either natural or artificial, in which water flows with a free surface.
Purpose
Open channels are constructed or stabilized to be non-erodible and provide adequate capacity for the conveyance of flood water, drainage, other water management purposes or any combination thereof.
Conditions Where Practice Applies
This standard applies to the construction and stabilization of open channels for storm water conveyance and flood control and to the restoration of existing streams or ditches regardless of drainage area. It does not apply to diversions or grassed waterways.
Water Quality Enhancement
This standard seeks to produce a water conveyance channel which is characterized by natural features as much as possible while still incorporating engineered stability. This includes protection of existing vegetation and channel meander, rapid establishment of new stabilizing vegetation and design of new "natural" channel structures such as pools, riffles etc. Including these features helps promote low suspended solids, high dissolved oxygen levels and healthy macro invertebrate populations all of which are indicators of good water quality.
Design Criteria – Storm water conveyance and flood control channels
Planning
The alignment and design of channels shall involve giving careful consideration to the preservation of valuable fish and wildlife habitat. Trees of significant value for wildlife food or shelter shall be preserved whenever possible.
Where channel construction will adversely affect a significant fish or wildlife habitat, mitigation measures should be included in the plan. Mitigation measures may include pools, riffles, flats, cascades or other similar provisions.
As many trees as possible are to be left after considering the requirements for construction, operation and maintenance. See Standard for Tree Protection During Construction.
Realignment
The realignment of channels shall be kept to an absolute minimum.
Channel Capacity
The capacity for open channels shall be determined by the designer and/or the appropriate regulatory authority.
Capacity (peak discharge) shall be determined by the following methods:
- Rational Method - for peak discharge of uniform drainage areas as outlined in Technical Manual for Stream
Encroachment, Trenton, N.J., Bureau of Flood Plain Management,
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-
USDA NRCS hydrologic procedures including WinTR55 and WinTR20.
-
U.S. Army Corps of Engineers HEC HMS
-
Other methods which produce similar results to the models listed above.
Hydraulic Requirements
Manning's formula shall be used to determine the velocities in the channels.
The "n" values for use in this formula shall be estimated using currently accepted guides along with knowledge and experience regarding the conditions.
Acceptable guides can be found in Appendix A11, Refs. 6, 7, and Appendix A8.
Every reach shall be individually designed unless all reaches are designed on the worst cases for velocity and capacity (lowest allowable velocity, steepest slope).
Channel Side Slopes
Channel side slopes in earth shall be 2:1 or flatter unless the design, using the procedures in Appendix A8, shows that a steeper side slope is stable. Channel side slopes of materials other than earth shall be designed stable.
Channel Stability (General)
All channel construction, improvement and modification shall be in accord with a design which results in a stable channel.
Characteristics of a stable channel are:
-
It 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.
-
Excessive erosion does not occur around culverts and bridges or elsewhere.
-
Gullies do not form or enlarge due to the entry of uncontrolled surface flow to the channel.
The determination of channel stability considers bankfull flow. Bankfull flow is defined as the flow in the channel which creates a water surface that is at or near normal ground elevation for a significant length of a channel reach. Excessive channel depth created by cut through high ground, such as might result from realignment of the channel, should not be considered in determinations of bankfull flow.
Channel Stability (drainage area of one square mile or less)
-
Permanent Channel
Channels in this category shall be considered stable if the actual velocity is less than the allowable velocities shown in Table 11-1. The actual velocity is defined as the velocity developed during the lesser of the following events:
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a. Bankfull discharge
b. 10-year frequency, storm, peak
-
Temporary (90 days or less) Bypass Channel
Channels in this category shall be considered stable if the actual velocity is less than the allowable velocities shown in Table 11-1. The actual velocity is defined as the velocity developed during the 2-year frequency peak discharge.
-
As a stable design, the channel shall meet the following allowable velocity criteria and shall not be designed above 90% of critical flow ( Froude number = 0.90).
Table 11-1 Allowable velocity for various soil textures SOIL TEXTURE ALLOWABLE VELOCITY ft./sec. Sand 1.8 Sandy loam 2.5 Silt loam, loam 3.0 Sandy clay loam 3.5 Clay loam 4.0 Clay, fine gravel, graded loam to gravel 5.0 Cobbles 5.5 Shale (non weathered shale) 6.0
Linear crossing of existing channels by pipelines and similar devices do not require a stability analysis of the channel provided the final cross sectional area of the stream remains the same.
Channel Stability (drainage area greater than one square mile)
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 shall be determined for discharges under these conditions as follows:
-
As-built condition - Bankfull flow, design discharge, or 10-year frequency flow, whichever is smallest, but not less than 50% of design discharge.
-
Aged condition - Bankfull flow or design discharge, whichever is larger, except that it is not necessary to check stability for discharges greater than the 100-year frequency.
Stability checks are not required if the actual velocity is 1.8 fps or less.
Linear crossing of existing channels by pipelines and similar devices do not require a stability analysis of the channel provided the final cross sectional area of the stream remains the same.
Where vegetation can be rapidly established by natural or artificial means, the allowable as-built velocity (regardless
of type stability analysis) in the newly constructed channel may be increased by a maximum of 20%. The 20%
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adjustment does not apply to the allowable velocity for aged condition. This increase is justified only if:
-
The soil and 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, and
-
The channel design includes detailed plans for establishing vegetation on the channel side slopes.
For newly constructed channels in fine-grained soils and sands, the "n" values shall be determined according to specifications in Appendix A8 and shall not exceed 0.025. The "n" value for channels to be modified by clearing and de-snagging only shall be determined by reaches according to the expected channel condition upon completion of the work.
The above stability checks will be made using either tractive stress or allowable velocity procedures given in Appendix A8. The choice of method will depend upon the grain size and cohesiveness of the soil being checked. The following will be used as a guide in choosing the method:
A. Tractive Stress - see Appendix A8
1. Coarse grained soils
2. Fine grained noncohesive soils (PI <10)
B. Allowable Velocity - see Appendix A8
1. Coarse grained soils (tractive stress procedure recommended)
2. Fine grained cohesive soils (PI >10)
3. Fine grained noncohesive soils (PI <10) (tractive stress procedure recommended)
Stability checks should be made for each significant soil horizon present. Soil sampling and testing is required to determine the grain size distribution and plasticity index of each material to be checked.
. Channel Linings and Structural Measures
Where channel velocities exceed allowable velocities, the channel must be stabilized.
Channels may be stabilized by using one or more of the following methods:
-
Rock Riprap Lining shall be designed using the procedures given in Standard for Riprap, p. 23-1.
-
Concrete Lining shall be designed according to currently accepted guides for structural and hydraulic adequacy. They must be designed to carry the required discharge and to withstand the loading imposed by site conditions. Concrete lining shall be reinforced where required.
-
Grade Stabilization Structures can be used where excessive grades exist. The structures provide for one or more drops along the channel profile to reduce the channel slope. See Standard for Grade Stabilization
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Structures.
The structures must be designed hydraulically to adequately carry the channel discharge and structurally to
withstand loadings imposed by the site conditions. They may be constructed of concrete, rock, masonry, steel,
gabions, aluminum or treated timber. Appendix A11, Chapter 6, Ref. #8, provides procedures for use in the
design of these structures.
Energy Dissipaters are employed to force a hydraulic jump and its associated turbulence to occur at a location
where suitable protection can be provided against bank scour and channel erosion. Construction of energy
dissipaters are normally at the base of chutes or drop structures and are usually an integral part of the design
of the structure. Sills, baffles, floor blocks or other obstructions to channel flow may serve as energy
dissipaters. Appendix A11, Chapter 15, Ref. #6, provides design considerations for energy dissipation with
the hydraulic jump.
- Consideration may be given to the utilization of Soil Bioengineering techniques for channel stabilization.
These techniques are not to be used when a structural design is required for safety, etc. See Standard for Soil
Bioengineering for additional design guidance.
Design Criteria – Stream Restoration
Designs for stream restoration try to mimic natural conditions present in stable reaches proximate to the area to be treated. The extent of structural treatments beyond toe protection will be evaluated on a case by case basis. Generally, vegetative or bioengineering treatments (Soil Bioengineering) shall be used to stabilize low risk areas (agricultural, wooded, or other natural settings where there is little threat to adjacent structures or improvements. In high risk areas where there is significant threat of damage to physical improvements (homes, buildings, utilities, roadways, etc.) or to important cultural or environmental features, structural protection will be more appropriate. A site assessment shall be performed to determine if the causes of instability are local (e.g. poor soils, high water table in banks, alignment, obstructions deflecting flows into bank, etc.) or systemic in nature (e.g. aggradation due to increased sediment from the watershed, increased runoff due to urban development in the watershed, degradation due to channel modifications, etc.). The assessment need only be of the extent and detail necessary to provide a basis for design of the treatments and reasonable confidence that the treatments will perform adequately for the design life of the measure. In low risk areas treatments shall be evaluated under bankfull or ten-year return period (10 percent probability) flow conditions, whichever is less. High risk areas may require evaluations under less frequent flow events (up to a 100 year return period) depending on the value of the protected area. More frequent storm events should also be evaluated where these result in higher flow velocities. Changes in channel alignment shall not be made without an assessment of both upstream and downstream fluvial geomorphology that evaluates the affects of the proposed alignment. The current and future discharge-sediment regime shall be based on an assessment of the watershed above the proposed channel alignment. Bank protection treatment shall not be installed in channel systems undergoing rapid and extensive changes in bottom grade and/or alignment unless the treatments are designed to control or accommodate the changes. Bank treatment shall be constructed to a depth at or below the anticipated lowest depth of streambed scour. Toe erosion shall be stabilized by treatments that redirect the stream flow away from the toe or by structural treatments that armor the toe. Additional design guidance is found in the National Engineering Handbook Part 654, Stream Restoration Design. Where toe protection alone is inadequate to stabilize the bank, the upper bank shall be
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shaped to a stable slope and vegetated, or shall be stabilized with structural or soil-bioengineering treatments. Measures to redirect flow shall not reduce the flood carrying capacity of the stream nor cause adverse erosion or sedimentation elsewhere in the stream system. All treatments shall be stable under design flow conditions.
Where flooding is a concern, the effects of protective treatments shall not increase flow levels above those that existed prior to installation. When vegetative treatments are planned, flow levels shall be evaluated under mature growth conditions.
Installation Requirements
-
All trees, brush, stumps, and other objectionable materials that would interfere with the construction or proper functioning of the channel shall be removed.
-
Where possible, trees will be left standing, brush and stumps will not be removed and channels will be excavated from one side, leaving vegetation on the opposite side.
-
Construction plans will specifically detail the location and handling of spoils.
-
Seeding, fertilizing and mulching shall conform to the Standard for Permanent Vegetative Cover for Soil Stabilization.
-
Vegetation shall be established on all disturbed areas immediately after construction, weather permitting. If weather conditions are such as to cause a delay in the establishment of vegetation the area shall be mulched in accordance with the Standard for Stabilization with Mulch Only.
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STANDARD
FOR
CONDUIT OUTLET PROTECTION
Definition
Conduit Outlet Protection consists of an erosion resistant section between a conduit outlet and a stable downstream channel.
Purpose
To provide a stable area at the outlet of a conduit in which the exit velocity from the conduit is reduced to a velocity consistent with a stable condition in the downstream channel.
Conditions Where Practice Applies
This practice applies to all conduit outlets. Conduit outlet protection is not needed if the design flow is not constricted by the conduit in the waterway or stream (top width in culvert equals normal flow top width in stream). Under this condition, transition areas such as at bridge or culvert abutments shall be armored up and downstream in accordance with the riprap standard. This includes areas in the immediate vicinity of the culvert which may be disturbed in order to facilitate the culvert installation.
Water Quality Enhancement
The use of this standard will protect the area immediately downstream of a conduit outlet from localized erosion in the form of scour, which is a common source of sediment in lakes and streams.
Design Criteria
Determination of Needs
The need for conduit outlet protection shall be determined by comparing the allowable velocity for the soil onto which the conduit is discharging to the velocity in the conduit. The allowable velocity for the soil shall be that given in Table 12-1, pg. 12-2. The velocity in the conduit shall be that which occurs during passage of the conduit design storm or the 25-year frequency storm, whichever is greater. When the velocity in the conduit exceeds the allowable velocity for the soil, conduit outlet protection will be used.
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TABLE 12-1 ALLOWABLE VELOCITIES FOR VARIOUS SOILS
SOIL TEXTURE ALLOWABLE VELOCITY
(ft./sec.)
Sand 1.8
Sandy loam 2.5
Silt loam (also high lime clay), loam 3.0
Sandy clay loam 3.5
Clay loam 4.0
Clay, fine gravel, graded loam to gravel 5.0
Cobbles 5.5
Shale (non-weathered) 6.0
A. Horizontal Riprap Apron (fig. 12-1, 12-2)
Apron Dimensions – unconfined outlet
1. The length and width of the apron shall be determined from the formulas:
- For
TW < 0.5 * Do:La = 1.8 * (q / Do^0.5) + 7 * Do;Wa = 3 * Wo + La. - For
TW ≥ 0.5 * Do:La = 3 * (q / Do^0.5);Wa = 3 * Wo + 0.4 * La. - In both branches,
q = Q / Wo.
Where Do is the maximum inside culvert height in feet, Wo is the maximum inside culvert width in feet, q is the unit discharge, = Q/Wo in cfs per foot for the conduit design storm or the 25 year storm, whichever is greater and La is the length of the apron determined from the formula and Wo is the culvert width.
The width of the apron at the culvert outlet shall be at least 3 times the culvert width.
2. Where there is a well-defined channel downstream of the apron, the bottom width of the apron shall be
at least equal to the bottom width of the channel; and the structural lining shall extend at least one foot
above the tailwater elevation but no lower than two-thirds of the vertical conduit dimension above the
conduit invert.
3. The side slopes shall be 2:1 or flatter.
4. The bottom grade shall be 0.0% (level).
5. There shall be no over fall at the end of the apron or at the end of the culvert.
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B. Riprap
1. The median stone diameter, D50, in feet, shall be determined from the formula:
.0 02 .133 Q For Horizontal Apron: d 50 = q where q = Tw Wo
For areas where Tw cannot be computed, use Tw = 0.2 Do
Where q and Do are as defined under apron dimensions and TW is tailwater depth above the invert of culvert
in feet.
Preformed Scour Hole
Performed scour holes may be utilized, as depicted in Figure 12-3 where conditions dictate the impractical use of flat aprons. The median stone diameter, D50, in feet, shall be determined from the following formulas:
.0 0125 .1 33 where Y = ½ Do d 50 = q Tw
.00082 .133 where Y = Do d 50 = q Tw
Q Y = depth of scour hole below culvert invert and q =
Wo
The use of scour holes shall comply with county or local ordinances which would restrict the use of such devices due to possible problems with mosquito breeding.
Conduit Outlet Protection Design for Discharge into Detention Basins
Design of the median stone size for pipes discharging into a basin shall be based on one of the following methods:
-
Q shall be the 25 year storm discharge and Tw shall equal the 2 year storm elevation in the basin.
-
Analyze the hydraulic characteristics of the basin for the design storm to determine the combination of conduit discharge and tailwater that results in the largest required D50 stone size.
Downstream Protection
The conduit discharge shall not cause erosion in the downstream channel or aggravate conditions in the downstream channel. The designer shall furnish calculations to show that the conditions downstream will not be degraded as a result of the proposed construction ( See Standard for Off-Site Stability, pg. 21-1)
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Riprap Requirements
-
Fifty percent by weight of the riprap mixture shall be smaller than the median size stone designated as D50. The largest stone size in the mixture shall be 1.5 times the D50 size. The riprap shall be reasonably well graded.
-
The thickness of riprap lining, filter and quality shall meet the requirements in the Riprap Standard pg. 22-2 & 22-3.
-
Properly designed concrete paving may be substituted for riprap.
-
Plastic-coated wire mesh stone-filled baskets or mattresses or concrete revetment blocks may be substituted for riprap if the D50 size calculated above is less than or equal to the thickness of the wire mesh structures or concrete revetment blocks. Design life of the wire mesh structures is estimated to be ten (10) years (minimum). Wire mesh baskets shall be filled with 4" to 7" angular shaped rock. For wire mesh “mattress” structures 3" to 4" stone may be used provided the mesh opening is small enough to contain the stone. Smaller stone will provide more stone “layers” in the mattress where larger stone would not sufficiently fill the structure’s void space.
Figure 12-1 Configuration of Conduit Outlet Protection
Installation Requirements
- No bends or curves at the intersection of the conduit and apron or scour hole will be permitted.
- There shall be no over fall from the end of the apron to the receiving channel.
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Figure 12-2 Guidance for Multiple Culvert Outlets
All Culverts Same Diameter
Discharging Same Q
S S Wo Do
For S < ¼ Wo Size Riprap & Length for 1 pipe. Width shall accommodate all culverts
For S ≥ ¼ Wo Size Riprap & Length for 1 pipe and increase values by 25 %
For culverts of varying diameters or discharge check riprap size and apron length for each. Use the largest values. Increase length and riprap values by 25% if spacing is greater than ¼ Wo. Width shall accommodate all culverts.
References
Fletcher, B. P. and Grace, J. S. Jr., Practical Guidance For Estimating And Controlling Erosion at Culvert Outlets, 1972, Corps of Engineers Research Report H-72-5, Waterways Experimentation Station, Vicksburg, Mississippi
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Figure 12-3 Configuration of Preformed Scour Hole
Preformed Scour Hole
1 on 3
A A 1 on 3 Wo 1 on 3 Wo 2 3 Do
1 on 3
PLAN
Depth varies, = Do or 0.5 Do
Do
3
1
Section A - A
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STANDARD
FOR
DETENTION STRUCTURES
FOR CONTROL OF DOWNSTREAM EROSION
Definition
A structure providing for temporary storage of stormwater runoff and its controlled release.
Structures created by construction of dams or barriers are referred to as "Embankment Structures" and those constructed by excavation as "Excavated Structures." Structures resulting from both excavation and embankment construction are classified as "Embankment Structures" where the depth of water impounded against the embankment at the emergency spillway elevation is 3 feet or more. Other forms of detention are also addressed in this standard such as rooftop and parking lot storage and underground detention systems.
Scope
This standard covers the installation of all detention, and infiltration / retention structures (those which retain a permanent pool of water below the design storm storage volume elevation).
Purpose
Detention structures are an available option to reduce erosion damages downstream by controlling the release from flows of predetermined frequencies. They may also permit the use of more economical channel improvements or stabilizing structures in the channel downstream and reduce environmental hazards and pollution.
Conditions Where Practice Applies
This practice applies if there is a potential for increased downstream erosion due to construction at development sites or from other land use changes or if local ordinances require storm detention structures. In general the practice applies to reducing the post development peak flows to 50% and 75% of predevelopment peak flows for the 2 and 10 year storms, respectively. The increased downstream erosion may be caused by increased runoff volume and/or increased peak discharge. If the detention structure is also intended to comply with the provisions of the Stormwater Management Act of 1981 or any revisions thereto, regulations promulgated by DEP pursuant to that Act shall apply. Additional design criteria required by the NJ Pinelands Commission may also apply.
.
Special consideration shall be given to the use of infiltration for peak flow modifications as follows:
Point of Discharge Stability Analysis
When infiltration practices are proposed, an alternate analysis (failure analysis) must be provided which ignores infiltration (no dead storage volume available, no static or dynamic infiltration loss rates in the routing calculations, etc) and demonstrates that no erosion will occur at the point of discharge if infiltration fails to function. Flow rates based solely upon basin inlet and outlet hydraulics must be used in comparison to Table 21-1 to document a stable outlet.
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Downstream (off-site) Stability Analysis.
Infiltration may be used to meet peak flow reduction requirements (outlined above) for the purposes of
documenting stability of the downstream receiving channel, provided that the complete loss of infiltration function
does not result in an increase in peak flow values above the predevelopment levels.
Water Quality Enhancement
The use of a detention structure to control stormwater runoff may have several beneficial effects on water quality. First and foremost, control of small event storms will help prevent downstream erosion. Larger storms are managed to mitigate against flooding. By virtue of their ability to store runoff for a prolonged period, other effects such as deposition of suspended solids (including floatable trash and loose vegetation) and biochemical degradation of
fertilizers, pesticides and biosolids is also possible. Detention structure design and application should be predicated upon a watershed analysis (model) whenever possible to achieve the maximum benefit to stormwater management.
Design Criteria
Structural aspects of detention structures shall be as stipulated by applicable State requirements and are not regulated in this or other Standards. In the absence of such criteria Appendix A-10, Structural Guidelines for Detention Structures may be used. In Karst regions of the State, sufficient surface and subsurface investigations shall be conducted in order to identify the presence or absence of limestone within the reservoir and embankment area. Locations where sinkholes or solution channels are present or locations which have the potential for formation of these features, should be avoided. If alternate locations are not available, sealing or lining of the reservoir area may be required to prevent excessive seepage. See requirements under Investigation, Design and Remedial Measures for Areas Underlain by Cavernous Limestone, Appendix A10-19.
In addition it must be shown for the peak outflow as determined by the Modified Rational Method, USDA-NRCS Technical Release 55, Technical Release 20 , USACOE - HEC HMS or other methods which produce similar results to these models, that there will be no soil erosion and sedimentation problems offsite. A detailed hydraulic analysis of the detention structure shall be submitted which will include an off site stability analysis pursuant to the Standard for Off-Site Stability, pg. 21-1. A completed Hydrologic Summary Form (Appendix A-2) shall be submitted to the district for each detention structure proposed.
Design Storms
The peak discharge from the 2-year and 10-year frequency storm shall be analyzed. Frequency, duration and distribution shall be as defined in the USDA-NRCS Technical Release 55.
Design storm and volume may be determined by the Modified Rational Method on drainage structures up to 20 acres as described in Special Report 43 by the American Public Works Association, Practices in Detention of Urban Stormwater. This method is not recommended for analysis of sites with sensitive off-site areas. If there is an overall storm water management plan for the watershed that considers erosion, downstream peak flow increases that are compatible with the overall plan may be allowed. Note - more restrictive stormwater management regulations may be required by other state or local agencies.
Outlets for Conduits
Protection against scour at the discharge end of the spillway shall be provided in accordance with the Standard for Conduit Outlet Protection or by suitable hydraulic structures proven effective by properly documented research.
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Outlets discharging into structures shall also be designed in accordance with the Standard for Conduit Outlet Protection.
Vegetation
The dam, emergency spillway, spoil, borrow areas and other disturbed areas above the crest of the principal spillway
shall be vegetated in accordance with the Standard for Permanent Vegetative Cover for Soil Stabilization. All cut or
fill slopes should be flat enough to accommodate the proposed operation and maintenance equipment.
Safety
Detention structures attract children and can be very dangerous. Local, county or state regulations regarding health and safety must be adhered to.
This portion of the Standard is for guidance only.
Ownership
Ownership and responsibility for operation and maintenance of the detention structure must be determined during design and shown on the plans and on the completed “Hydraulic and Hydrologic Data Base Summary Form” (Appendix A2). To be effective over a long period of time the structure must be properly maintained.
This portion of the Standard is for guidance only.
Operation and Maintenance - General
A detailed schedule of operation and maintenance should be prepared for use by the owner or others responsible for the structure to insure that the structure functions properly. This schedule should provide requirements for at least annual inspection, operation, and maintenance of individual components, including outlets. It should be prepared during design and should specify who is responsible for maintenance. Additional requirements of other state and local agencies may apply.
Underground Facilities
Underground detention facilities shall be designed to prevent failure due to internal or external pressures including hydrostatic uplift pressure and imposed surface loads such as vehicles operated on or adjacent to the detention facility. Criteria for structural design are outside the scope of this standard. Structural design criteria must be based on sound and accepted engineering practices.
In acid or sulfidic soils, materials shall be non-reactive with the soil or measures shall be taken to protect the facility from the soil. Provisions shall be made to prevent debris from entering the facility. Debris collectors shall be placed so that the need for maintenance can be readily detected and cleaning operations easily performed. The bottom of the facility shall be on a slight grade to insure complete drainage. Access must be provided to the facility to permit removal of sediment and other debris.
Soil Conservation Districts are responsible for the enforcement of operation and maintenance of stormwater management facilities during construction for the control of erosion and sedimentation only. Once a Final Certificate of Compliance has been issued by the district proper operation and maintenance becomes the responsibility of the entity designated on the plans and schedule.
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STANDARD
FOR
DEWATERING
Definition
The removal and discharge of sediment-laden water from an excavated area, construction site or sediment basin.
Purpose
To properly remove suspended sediments and water from excavated areas through filtration and/or settlement prior to discharging water to a receiving water course or body.
Conditions Where Practice Applies
During construction excavated facilities need to be dewatered to facilitate or complete the construction process. The water pumped out of the excavated areas contain sediments that must be removed prior to discharging to receiving bodies of water. This standard does not address the removal of ground water through well points etc. This standard describes the following practices for the removal of sediment laden waters from excavation areas: removable pumping stations, sump pits, portable sedimentation tanks and silt control bags.
Water Quality Enhancement
Water discharged from excavated areas on construction sites may be a significant contributor of sediment to surface waters during construction. Water must be removed and disposed of in order for construction to move forward. Typically, water is pumped or containment berms are breached and sediment laden waters are permitted to flow uncontrolled into surface waters such as streams or lakes. By employing practices described in this standard, the majority of sediment suspended in waters may easily be removed prior to leaving the site. Filters and materials described herein are readily available and are easy to install and maintain.
Design Criteria
- Removable Pumping Stations are used when long durations of pumping are required. The number of removable
stations and their locations shall be shown on the plans and shall conform to detail 14-1. Water pumped from
the station shall be discharged into a sediment basin or suitable filter area.
Construction Specifications A. The suction hose from the pump shall be placed inside the inner pipe to begin dewatering. The discharge hose shall be placed in a stabilized area downslope of unstabilized areas to prevent erosion. B. Maintenance- The inner pipe can easily be removed to facilitate changing the geotextile when it clogs. Maintenance must be performed when the pump runs dry and backed up water remains. C. See Detail 14-1 for additional specifications. 14-1
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Detail 14-1 Removable Pumping Station
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-
Sump Pits are temporary pits which are used to remove excess water while minimizing sedimentation. The number of sump pits and their locations shall be included on the plans. Pits may be relocated to optimize use but discharge location changes must be coordinated with the local conservation district. The design must conform to the general criteria outlined on detail 14-2.
A perforated vertical standpipe is wrapped with 2" hardware cloth and geotextile fabric then placed in the center of an excavated pit which is then backfilled with filter material consisting of anything from clean gravel (minimal fines) to ASTM C 33 stone (1 2" maximum diameter). Water is then pumped from the center of the standpipe to a suitable discharge area such as into a sediment basin or suitable filter.
Detail 14-2: Sump Pit 14-3
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Detail 14-3 Portable Sediment Tank
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-
Sediment Tank / Silt Control Bags are containers through which sediment laden water is pumped to trap and retain the sediment. A sediment tank or a silt control bag is to be used on sites were excavations are deep, and space is limited and where direct discharge of sediment laden water to stream and storm drainage systems is to be avoided.
Construction Specifications A. Location. Containers (tanks or bags) shall be located for ease of clean-out and disposal of the trapped sediment and to minimize interference with construction activities and pedestrian traffic. Bags shall not be place directly into receiving waters. B. Tank size. The following formula should be used in determining the storage volume of the tank: 1 cubic foot of storage for each gallon per minute of pump discharge capacity. Typical tank configuration is shown on Detail 14-3. Tanks may be connected in series to increase effectiveness. C. Tanks consist of two concentric circular pipes (CMP), attached to a watertight baseplate. The inner CMP is perforated with 1" holes on 6" centers and is wrapped with geotextile and hardware cloth. Pumped water is discharged into the inner CMP where it flows through the geotextile into the space between the two CMP=s. A discharge line is attached to the outer CMP and draws filtered water from the annulus between the two concentric CMP=s. The discharge line may be connected to another tank where it drains to the inner CMP of the second tank. This series connection may be continued indefinitely.D. Sediment Control Bags must be located away from receiving waters and disposed of according to manufacturer’s instructions. See Detail 14-4. Bags may be combined with temporary filters (item 4, following) for enhanced filtration.
-
Temporary filters for small impoundments For small quantities of ponded water such as may be found in shallow excavations (small trenches, manhole installations etc.) a sediment filter may be constructed using combinations of hay bales, small clean stone and filter fabric. This method is limited to small quantities of trapped surface water (pumping of well points is excluded from this standard) and where sediments are not highly colloidal in nature.
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Detail 14-4 Sediment Control Bag for Dewatering
Bag may be surrounded by
staked hay bales and filter
filtered fabric to enhance sediment
water flow capture
Pump Discharge
Sediment Control Bag
Pump
Note: Bag must be located away
from receiving waters and/or
construction activities Excavation Area
Bags must be disposed of according to
manufacturer's instructions. Bags may not be
reused.
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STANDARD
FOR
DIVERSIONS
Definition
A channel with a supporting ridge on the lower side constructed across the slope.
Scope
This standard covers the installation of diversions with drainage areas up to 100 acres.
Temporary
Diversions installed as an interim measure to protect or facilitate some phase of construction. They usually have a life expectancy of one year or less. The failure hazard is low.
Permanent
Diversions installed as an integral part of an overall water management and disposal system and to remain for protection of property.
Purpose
The purpose of this practice is to divert water from areas where it is in excess to sites where it can be used or disposed of safely.
Conditions Where Practice Applies
This practice applies to sites where runoff is damaging: (1) low lying areas, (2) cut or fill slopes or steeply sloping land, (3) critical sediment source areas in construction sites, (4) buildings, residences, streets and (5) active gullies or other erodible areas.
Permanent diversions are not applicable below high sediment producing areas unless land treatment practices or structural measures, designed to prevent damaging accumulations of sediment in the channels are installed with or before the diversions.
Water Quality Enhancement
The primary benefit to water quality is through the prevention of erosion of lands with large drainage areas or steep slopes. Diversions control and direct stormwater runoff to stable locations, thus preventing the development of erosive forces which result not only in soil loss, but the transportation of associated soil nutrients, fertilizers, pesticides etc. into surface and possibly ground water resources.
Design Criteria
Capacity and Freeboard
Peak discharge values shall be determined by the following:
- Rational Method - for peak discharge of uniform drainage areas as outlined in Technical Manual for Land Use
Regulation Program, Bureau of Inland and Coastal Regulations Stream Encroachment Permits, Trenton, N.J.
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September 1997 or subsequent editions.
-
USDA-NRCS Win TR-55 or Win TR-20.
-
U.S. Army Corps of Engineers HEC HMS
-
Other methods which produce similar results to the models listed above.
The minimum size shall be that required to confine the peak runoff from the design storm plus required freeboard. The design storm and freeboard shall comply with the following table:
Table 15-1 Temporary and Permanent Diversion Sizing
Diversion Typical Area of protection Design Storm Freeboard
Type Frequency Required
(ft)
Temporary Construction Areas (structures, roads, pipelines, etc.) 2 years 0.0
Building Sites 5 years 0.0
Permanent Agricultural Land 25 years 0.3 ft.
Urban Land Areas,
Play Fields, Recreation Areas, Agricultural Buildings, 25 years 0.3 ft
etc.
Homes, schools, industrial buildings, etc. 50 years 0.5 ft
General Notes
- Diverted runoff shall outlet onto an undisturbed stable area or onto an area that has been stabilized.
- Periodic inspection and required maintenance must be provided.
Velocity
The maximum permissible velocity for design flow will be determined by the most erodible soil texture exposed and the type of vegetation expected and maintained in the channel. As a stable design, the diversion shall meet the following permissible velocity criteria and shall not be designed above 90% of critical flow ( Froude number = 0.90). The following table will be used in selecting maximum permissible velocities:
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Table 15-2 Maximum Permissible Velocity by Soil Type
Maximum Permissible
SOIL TEXTURE Velocity (ft./sec.)
(velocities based on flow of clear water.)
Channel Vegetation
Non-Veg.* Veg.** Sod***
Sand 1.8 2.0 3.0
Silt loam, sandy loam, loamy sand, loam, and muck 2.0 2.0 3.0
Silty clay loam, sandy clay loam 2.0 2.5 4.0
Clay, clay loam, sandy clay, silty clay 2.5 3.0 5.0
* Temporary Diversions
** Vegetated Channels - The minimum capacity and maximum velocity shall be determined by using the appropriate
retardance factors listed below. See Appendix A6 for example and charts for use in design. Maximum allowable velocities
for channels stabilized by seeding may be increased according to the type of Flexible Channel Liner used as shown in the
Standard for Grassed Waterways . These velocities may be added to the allowable velocities shown above, except for
sands.
Agricultural Handbook No. 667, Stability Design of Grass-Lined Open Channels, may also be used to design grass lined
diversions based on tractive stress.
*** On well to excessively drained soils, the use of most cool season sod types will not survive without continued
irrigation. Placement of sod in such areas must be approved by the District.
Permanent Cover and Erosion Protection
A permanent vegetative cover shall be established on all diversions in accordance with the Standard for Permanent Vegetative Cover for Soil Stabilization, or Standard for Permanent Stabilization with Sod. Where the season and other conditions may not be suitable for growing permanent erosion resistant cover, erosion protection will be provided in accordance with the Standard for Temporary Vegetative Cover for Soil Stabilization, or Standard for Stabilization with Mulch Only.
Diversions that are not designed to have a permanent vegetative cover shall be designed for bare channel velocities and with flat side slopes to prevent channel and side slope erosion. Diversions that are designed to have a permanent vegetative cover shall be seeded from the toe of the back slope to the upstream side of the designed channel width plus any required filter strip. Other areas disturbed by diversion construction shall also be seeded.
Vegetative Retardance Factors
Minimum Capacity - “D”
Maximum Allowable Velocity - “E”
Tables to select channel dimensions are available in Chapters 7 and 9, Ref. #1, appendix A-11
Bare Channels - The minimum capacity and maximum velocity shall be determined by using Manning's formula with an "n" value of 0.025.
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Cross Section
The shape of the channel cross section shall be such that the diversion can be properly maintained with modern equipment. The channel may be parabolic, vee-shaped or trapezoidal.
The side slopes for permanent diversions shall not be steeper than 3:1 for maintenance purposes and preferably 4:1. Where frequent crossings are expected, slopes should be flatter. The back slope of the ridge is not to be steeper than 3:1 and preferably 4:1. The ridge shall include a settlement factor equal to 5 percent of the height. The minimum top width of the diversion ridge after settlement is to be 4.0 feet at the design water elevation.
In determining the cross section for temporary diversions, consideration should be given to soil type, frequency of operation and type of equipment that is anticipated to be crossing the diversion. In no case shall slopes be steeper than 1.5:1.
The top of the constructed ridge shall not be lower at any point than the design elevation plus the specified overfill for settlement.
Profile(s) and cross-section(s) of all channel diversions shall be submitted on the Soil Erosion and Sedimentation Control Plan.
Location
Diversion location shall be determined by outlet conditions, topography, land use, soil type and length of slope. Consideration must be given to the effects caused by changing natural water courses and putting additional flow into a water course.
Spacing on Slopes
To prevent surface runoff on slopes from exceeding the maximum sheet flow threshold distance (100 feet as defined by USDA-NRCS TR-55), spacing between multiple diversions on slopes will be no greater than 33 vertical feet or 100 horizontal feet. Diversions utilized on landfill slopes shall incorporate a drainage network of diversions running parallel to the slope to control runoff from very large or steep landfill caps. All diversions shall outlet into a properly designed chute which shall safely convey runoff to a stable location or other stormwater control structure. Care must be taken to prevent subsurface percolation and flow beneath the chute.
Grade
Diversion channel grade may be uniform or variable. Uniform grades are normally better. The allowable velocity for soil type and vegetative cover will determine maximum grade. Diversions with blocked ends may be used provided adequate pipe outlets are installed. If grade is to vary then each section must be individually designed.
Protection Against Sedimentation
When the movement of sediment into the diversion channel is a significant problem:
-
Land treatment or structural measures shall be installed to stabilize the source of sediment or trap the sediment.
-
If it is not possible to stabilize or trap the sediment, a filter strip of close growing grass shall be maintained above the diversion channel. The filter strip width measured from the center of the channel shall be at least
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one-half the channel top width plus 15 feet.
Outlet
Each diversion must have an adequate, stable outlet. The outlet may be: a grassed, stone centered or lined waterway; a vegetated or paved area; a grade stabilization structure; a storm sewer; a stable watercourse; a tile outlet; or open channel.
The outlet in all cases, must be stable and convey water to a disposal point where damage will not result. Constructed vegetative outlets must be established prior to diversion construction.
Temporary Stone Outlet Structure
A temporary stone outlet structure (Fig. 15-1 & 2) for a diversion may be used only where the contributing watershed is less than five acres. The minimum length, in feet, of the crest of the stone outlet structure shall be equal to six times the number of acres of the contributing drainage area. The crest of the stone outlet structure shall be level and at least six inches lower than the lowest elevation of the top of the diversion. The stone shall be crushed stone and be 4" to 8" in diameter except for a one-foot thick blanket of 2" diameter stone on the upstream face.
The temporary stone outlet structure shall be located so as to discharge onto an already stabilized area or into a stable watercourse. The stone structure shall be embedded into the soil a minimum of four inches.
Installation Requirements
All trees, brush, stumps or other objectionable material shall be removed so they will not interfere with construction or proper functioning of the diversion. All ditches or gullies which must be crossed, will be filled and compacted prior to, or as part of the construction. Fence rows and other obstructions that will interfere with construction or the successful operation of the diversion are to be removed.
Vegetation is to be removed and the base for the ridge thoroughly disked before placement of fill.
The minimum constructed cross-section is to meet the design requirements.
The top of the constructed ridge is not to be lower than the design elevation plus the specified amount for settlement. Fertilizing, seeding and mulching shall conform to the requirements in the Standard for Permanent Vegetative Cover for Soil Stabilization.
If there is no sediment protection provided on temporary diversions it should be anticipated that periodic cleanout may be required.
Construction operations shall be carried out in such a manner that erosion and air and water pollution will be minimized. State and local laws shall be complied with.
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Figures 15-1 & 15-2: Outlet Structure Cross Section and Profile
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Roadbed Diversions.
Where the diversion will be temporarily used to direct water off a graded right of way onto stable areas (Figure 15- 3), and the only area draining toward the diversion is the roadbed itself, the following spacing and size may be used instead of preparing individual designs for each diversion.
Table 15-3 Roadbed Diversion Spacing by Slope
Road Grade Approximate Distance Road Grade Approximate Distance
(percent) Between Diversions (ft) (percent) Between Diversions (ft)
1 400 15 60
2 245 20 50
5 125 25 40
10 80 30 35
Design Criteria: • parabolic section • 2 cfs or less flow rate • 1% slope (grade) on diversion • Top width: 12 feet • Depth: 0.6 feet (0.5’ depth + 0.1’ settlement), no freeboard
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Figure 15-3: General layout of roadbed diversions
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STANDARD
FOR
DUST CONTROL
Definition
The control of dust on construction sites and roads.
Purpose
To prevent blowing and movement of dust from exposed soil surfaces, reduced on-site and off-site damage and health hazards and improve traffic safety.
Condition Where Practice Applies
This practice is applicable to areas subject to dust blowing and movement where on-site and off-site damage is likely without treatment. Consult with local municipal ordinances on any restrictions.
Water Quality Enhancement
Sediments deposited as “dust” are often fine colloidal material which is extremely difficult to remove from water once it becomes suspended Use of this standard will help to control the generation of dust from construction sites and subsequent blowing and deposition into local surface water resources.
Planning Criteria
The following methods should be considered for controlling dust:
Mulches - See Standard of Stabilization with Mulches Only, pg. 5-1
Vegetative Cover - See Standard for: Temporary Vegetative Cover, pg. 7-1, Permanent Vegetative Cover for
Soil Stabilization pg. 4-1 and Permanent Stabilization with Sod, pg. 6-1
Spray-On Adhesives - On mineral soils (not effective on muck soils). Keep traffic off these areas.
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Table 16-1 Dust Control Materials
MATERIAL WATER TYPE OF APPLY
DILUTION NOZZLE GALLONS/ACR
E
Anionic asphalt emulsion 7:1 Coarse Spray 1200
Latex emulsion 12.5:1 Fine Spray 235
Resin in water 4:1 Fine Spray 300
Polyacrylamide (PAM) - spray on Apply according to manufacturer’s instructions. May also be used as Polyacrylamide (PAM) - dry spread an additive to sediment basins to flocculate and precipitate suspended colloids. See Sediment Basin standard, p. 26-1
Acidulated Soy Bean Soap Stick None Coarse Spray 1200
Tillage - To roughen surface and bring clods to the surface. This is a temporary emergency measure which
should be used before soil blowing starts. Begin plowing on windward side of site. Chisel-type plows spaced
about 12 inches apart and spring-toothed harrows are examples of equipment which may produce the desired
effect.
Sprinkling - Site is sprinkled until the surface is wet.
Barriers - Solid board fences, snow fences, burlap fences, crate walls, bales of hay and similar material can be
used to control air currents and soil blowing.
Calcium Chloride - Shall be in the form of loose, dry granules or flakes fine enough to feed through commonly
used spreaders at a rate that will keep surface moist but not cause pollution or plant damage. If used on steeper
slopes, then use other practices to prevent washing into streams or accumulation around plants.
Stone - Cover surface with crushed stone or coarse gravel.
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STANDARD
FOR
GRADE STABILIZATION STRUCTURES
Definition
A structure (drop, chute, etc) to control the grade and head cutting in natural or artificial channels.
Scope
This standard applies to all types of grade stabilization structures. It also applies to structures installed to lower the water from a surface drain or a waterway to a deeper channel to control erosion, head cutting or channel grade. It does not apply to structures designed to control the rate of flow or to regulate the water level in channels.
Purpose
To stabilize the grade and control erosion in natural or artificial channels, to prevent the formation or advance of gullies and to reduce environmental and pollution hazards.
Conditions Where Practice Applies
This standard applies to areas where the concentration and flow velocity of water requires structures to stabilize the grade or to control gully erosion in channels. Special attention shall be given to maintaining or improving habitat for fish and wildlife and to maintaining or improving the natural stream flow characteristics, where applicable.
Water Quality Enhancement
Use of this standard will help prevent and control degradation of the interior surfaces of waterways both in man- made and natural channels which in turn will reduce the amount of sediment carried by the channel to receiving waterways.
Design Criteria
Structures
The structure must be designed so that it is stable after installation. The crest of the inlet must be set at an elevation that stabilizes the upstream channel. The outlet must be set at an elevation level that results in a stable structure. Structures must not create unstable conditions upstream or downstream.
Structure Embankments
Embankments used with structures must meet the following requirements:
Foundation - The area on which an embankment is to be placed shall consist of material that has sufficient bearing strength to support the embankment without excessive consolidation.
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Top width - The minimum top width shall be as follows:
Embankment Height and Top Widths
TOTAL HEIGHT OF EMBANKMENT TOP WIDTH
(feet) (feet)
up to 20 10
20 - 24 12
Side slopes - The combined upstream and downstream side slopes of the settled embankment shall not be less than five horizontal to one vertical, with neither slope steeper than 2:1. Slopes must be designed to be stable in all cases, even if flatter side slopes are required.
Freeboard - The minimum elevation of the top of the settled embankment shall be 1.0 feet above the maximum water surface upstream during the total capacity design storm.
Settlement - The design height of the embankment shall be increased by the amount needed to insure that after all settlement has taken place, the height of the embankment will equal or exceed the design height. This increase shall not be less than 5%, except where detailed soil testing and laboratory analysis shows a lesser amount is adequate.
Length - If natural ground elevation is used for an emergency spillway, the constructed top elevation of the embankment shall extend at least 40 feet in both sides of the structure.
Structure Spillways
Chute and drop spillways shall be designed according to the principles set forth in the Engineering Field handbook for Conservation Practices, The National Engineering Handbook and other applicable USDA-NRCS publications and reports.
Entrances to chutes and drop spillways will be protected against the force of flowing water at the interface between the structure’s entrance walls and the earthen embankment. Acceptable methods include rip rap and keying of the entrance walls into the embankment. Channels must not enter these structures at an angle where energy will be dissipated in a bend.
The minimum capacity shall be that required to pass the peak flow expected from a design storm of the frequency and duration shown in Table 17-1 or 17-2, as applicable, less any reduction because of detention storage.
Full flow structures are structures where the structure spillway plus an emergency spillway, if used, carry all the flow from the watershed. Typical full flow structures are drop spillways and rock chutes.
Island structures are structures where flows larger than the structure spillway design flow spread out, and the larger flows are not significantly carried by the structure spillway. Typical island structures are pipe drop and hooded inlets.
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TABLE 17-1 MINIMUM CAPACITY OF FULL-FLOW STRUCTURES
MINIMUM DESIGN STORM
DRAINAGE VERTICAL STRUCTURE SPILLWAY TOTAL MINIMUM AREA DROP CAPACITY FREQUENCY CAPACITY DURATION (acre) (feet) (year) FREQUENCY (hour) (year)
250 or less 5 or less 5 10 24
500 or less 10 or less 10 25 24
all other all other 25 100 24
TABLE 17-2 MINIMUM CAPACITY OF ISLAND STRUCTURES
MINIMUM DESIGN STORM
DRAINAGE VERTICAL STRUCTURE SPILLWAY TOTAL MINIMUM AREA DROP CAPACITY FREQUENCY CAPACITY DURATION (acre) (feet) (year) FREQUENCY (hour) (year)
250 or less 5 or less 1 10 24
500 or less 10 or less 1 25 24
all other 1 year or channel 50 24
design capacity,
whichever is higher
Total Capacity Design Storm
All structures shall have the capacity to pass the peak flow expected from the minimum design storm for total capacity in Tables 17-1 and 17-2, as applicable, less any reduction because of detention storage. This may be accomplished by using a structure spillway or a combination of structure spillway and emergency spillway. There shall not be damage to or erosion of the structure spillway or emergency spillway during passage of the total capacity design storm. Water flowing through an emergency spillway during the total capacity design storm must re-enter the channel without erosion.
Emergency spillways may use natural ground or be constructed. Minimum design flow depth for natural ground emergency spillways is 0.3 feet.
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Toe Wall Drop Structures
Toe wall drop structures may be used if the vertical drop is 4 feet or less, flows are intermittent and downstream grades are stable.
Road Culvert Box Inlets
The minimum capacity of drop boxes to culverts shall be as specified in Tables 17-1 or 17-2, as applicable or as required by the responsible road authority, whichever is greater.
Figure 17-1 : Schematic of Drop Grade Structure
(Source: USDA- NRCS)
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STANDARD
FOR
GRASSED WATERWAYS
Definition
A natural or constructed watercourse shaped or graded in earth materials and stabilized with suitable vegetation for the safe conveyance of runoff water.
Purpose
To provide for the conveyance of excess surface water without damage by erosion or flooding.
Conditions Where Practice Applies
This practice applies to sites with drainage areas less than 200 acres where concentrated runoff requires vegetative protection or stone center lining to control erosion. Slope of waterway must be less than 10%. Some of the other practices that may be required with this practice are: (1) grade control structures, (2) subsurface drainage to permit the growth of suitable vegetation and to eliminate wet spots, (3) a section stabilized with stone or other material within the waterway or (4) buried storm drain to handle frequently occurring storm runoff, base flow or snowmelt. This practice is not appropriate when maintenance of the grass lining cannot or will not be performed.
Water Quality Enhancement
Use of this standard will provide protection of the waterway lining from the erosive forces of flowing water. Additionally, stormwater runoff quality may be enhanced through adsorption and infiltration (absorption) of minor suspended solids and associated pollutants, such as excess fertilizers and pesticides, hydrocarbons and through bacterial degradation of biosolids. Minor groundwater recharge may also be provided. The total effect on water quality is limited by higher flow velocities and concentrated flows in the waterway. Swales should not be depended upon to provide the sole means of improving runoff water quality. They should be used in conjunction with other erosion control practices listed in these standards, whenever possible.
Design Criteria
Capacity
Peak discharge values shall be determined by the following:
-
Rational Method - for peak discharge of uniform drainage areas as outlined in Technical Manual for Land Use Regulation Program, Bureau of Inland and Coastal Regulations Stream Encroachment Permits, Trenton, N.J. September 1997 or subsequent editions.
-
USDA-NRCS Win TR- 55 or Win TR-20.
-
U.S. Army Corps of Engineers HEC HMS
-
Other methods which produce similar results to the models listed above.
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Minimum capacity and maximum velocity shall be based on the 10 year frequency storm, unless a larger storm event is to be conveyed for reasons of safety, compatibility with other stormwater management measures etc.
Velocity
The maximum allowable velocity for design flow will be determined by the most erodible soil texture exposed and the type of vegetation expected and maintained in the channel. As a stable design the waterway shall meet the following allowable velocity criteria and shall not be designed within 10% of critical flow (Froude number = 0.90). .
Table 18-1 Maximum Allowable Velocities by Soil Texture
Maximum Allowable
SOIL TEXTURE Velocity (fps)
Seeded Sod***
Vegetation**
Sand 2.0 3.0
Silt loam, sandy loam, loamy sand, loam, muck 2.0 3.0
Silty clay loam, sandy clay loam 2.5 4.0
3.0 5.0 Clay, clay loam, sandy clay, silty clay
Maximum Allowable Velocities are based on flow of clear water.
** Maximum allowable velocities for channels stabilized by seeding may be increased according to the type of Flexible Channel Liner used as shown in the following table. These velocities may be added to the allowable velocities shown above, except for sands.
***On well to excessively drained soils, most cool season sod types will not survive without continued irrigation. Placement of sod in such areas must be approved by the District.
Table 18-2 Classification of Flexible Channel Liners by Texas DOT
“Class 2" Allowable Shear Incremental increase
Flexible Channel Liner Stress2 in velocity
Designation 1 (psf) (fps)
Type "E" 0 to 2 1.0
Type "F" 0 to 4 1.5
Type "G" 0 to 6 2.0
Type "H" 0 to 8 3.0
Type “I” 0 to 10 4.0
Type “J” 0 to 12 5.0
1 Designations defined by Texas Department of Transportation Hydraulics and Erosion Control Laboratory Field Performance Testing
of Selected Erosion Control Products (as amended or most current) Evaluation Cycle
2 Typically refers to maximum stress with a fully vegetated matting
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There shall be no increase in allowable velocity beyond that indicated for sod if the design life of the flexible channel liner is less than the planned service life of the grassed waterway.
Vegetative Retardance Factors and Manning's "n" Value
The minimum capacity and maximum velocity shall be determined by using the appropriate vegetative retardance factors listed below. Appendix A2 contains examples and charts for use in design. Agricultural Handbook No. 667, Stability Design of Grass-Lined Open Channels, may also be used to design grass waterways based on tractive stress.
Vegetative Retardance Factors
Minimum for Capacity - “D”
Maximum for Allowable Velocity - “E”
Tables to select channel dimensions are available in Appendix A11, Ref. #1, Chapter 7.
Dimensions
The dimensions of the waterway will be based on: (1) the minimum required for capacity, the channel slope, the maximum permissible velocity, the vegetation, the soil; (2) ease of crossing and maintenance; and (3) site conditions such as water table, depth to rock or possible sinkholes.
The minimum top width of a waterway will be 10 feet. The maximum design top width shall not exceed 50 feet.
The minimum design flow depth shall be sufficient to completely submerge the vegetative lining during the design flow (consideration may be given to expected mature height undergoing deflection during flow or an artificially maintained height) such that uniform flow characteristics are achieved. Design flow depths which are less than the lining height may tend to produce meandering and erosion in the waterway bottom and will not be accepted.
The cross section may be parabolic, vee-shaped, or trapezoidal. Cross-section(s) and profile(s) of all grassed waterways shall be submitted on the Soil Erosion and Sedimentation Control Plan.
Drainage
In areas with low flow, high water table or seepage problems, underdrains, stone centers or other subsurface drainage methods are to be provided. A minimum drainage coefficient of ½ inch in 24 hours is to be used for underdrain design. An open joint storm drain may be used to serve the same purpose and also handle frequently occurring storm runoff, base flow or snowmelt. The storm drain shall be designed to handle base flow, snowmelt or the runoff from at least a one-year frequency storm, whichever is greater.
Design of Stone Center lining for wet or low flow conditions:
Where a stone lining is needed due to seepage, low flow, high water table, etc.,stone size shall be based on the maximum design flow ( 10 year storm event minimum) to be conveyed and shall be installed to a depth equal to the design flow depth for a 1 year, 24 hour storm. The stone shall be EMBEDDED FLUSH with the waterway surface.
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014 The following nomograph may be used to determine the D75 stone size for the center lining:
Nomograph to Compute Stone Size for Grass Waterway Center Lining
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Outlet
The outlet must handle the design flow without flood damage. The outlet must be stable for the 10-year storm.
Vegetation - Permanent Cover
A permanent vegetative cover shall be established on all grassed waterways in accordance with the Standard for Permanent Vegetative Cover for Soil Stabilization or Standard for Permanent Stabilization with Sod. Where the season and other conditions may not be suitable for growing permanent erosion resistant cover, erosion protection will be provided in accordance with the Standard for Temporary Vegetative Cover for Soil Stabilization or by the use of a Class 2 Flexible Channel Liner as described above. The seeding will extend to at least the design top width.
Installation Requirements
Construction
Trees, brush, stumps and other material in objectionable amounts are to be cleared and disposed of so as not to interfere with construction or proper functioning of the waterway.
Fills are to be compacted as needed to prevent unequal settlement that will cause damage in the completed waterway. Where deep cuts are made into the subsoil, consideration shall be given to adding organic soil amendments or topsoil.
Vegetative Lining
Waterways or outlets shall be protected against erosion by vegetative means as soon after construction as practical and before diversions or other channels are discharged into them. Consideration should be given to the use of a flexible channel liner or sodding channels to provide erosion protection as soon after construction as possible.
Seeding, fertilizing, mulching and sodding shall be in accordance with the applicable Standards.
Maintenance
Routine maintenance of the vegetative lining, including mowing, liming and fertilizing must be performed to ensure that the waterway continues to perform as designed (see the Standard for Maintaining Vegetation). If maintenance cannot be or is not planned to be performed an alternate means of waterway stabilization or means of runoff conveyance should be considered.
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STANDARD
FOR
LAND GRADING
Definition
Reshaping the ground surface by grading to planned elevations which are determined by topographic survey and layout.
Purpose
The practice is for one or more of the following: Provide more suitable sites for land development; improve surface drainage and control erosion.
Conditions Where Practice Applies
This practice is applicable where grading to planned elevations is practical and it is determined that grading is needed. Grading that involves the disturbance of vegetation over large areas shall be avoided. It may be necessary to provide for temporary stabilization of large areas.
Water Quality Enhancement
Proper grading of disturbed sites will protect against soil loss from erosion, enhance establishment of permanent vegetative cover and help to properly manage stormwater runoff all of which will reduce off site discharge of pollutants.
Planning Criteria
The grading plan and installation shall be based upon adequate topographic surveys and investigations. The plan is to show the location, slope, cut, fill and finish elevation of the surfaces to be graded. The plan should also include auxiliary practices for safe disposal of runoff water, slope stabilization, erosion control and drainage. Facilities such as waterways, ditches, diversions, grade stabilization structures, retaining walls and subsurface drains should be included where necessary.
Erosion control measures shall be designed and installed in accordance with the applicable standard contained herein.
The development and establishment of the plan shall include the following:
-
The cut face of earth excavations and fills shall be no steeper than the safe angle of repose for the materials encountered and flat enough for proper maintenance.
-
The permanently exposed faces of earth cuts and fills shall be vegetated or otherwise protected from erosion.
-
Provisions shall be made to safely conduct surface water to storm drains or suitable water courses and to prevent surface runoff from damaging cut faces and fill slopes.
-
Subsurface drainage is to be provided in areas having a high water table, to intercept seepage that would adversely affect slope stability, building foundations or create undesirable wetness. See Standard for Subsurface Drainage, pg. 32-1.
-
Adjoining property shall be protected from excavation and filling operations.
-
Fill shall not be placed adjacent to the bank of a stream or channel, unless provisions are made to protect the
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hydraulic, biological, aesthetic and other environmental functions of the stream.
Installation Requirements
Timber, logs, brush, rubbish, rocks, stumps and vegetative matter which will interfere with the grading operation or affect the planned stability or fill areas shall be removed and disposed of according to the plan.
Topsoil is to be stripped and stockpiled in amounts necessary to complete finish grading of all exposed areas requiring topsoil. See Standard for Topsoiling, pg. 8-1.
Fill material is to be free of brush, rubbish, timber, logs, vegetative matter and stumps in amounts that will be detrimental to constructing stable fills.
All fills shall be compacted sufficiently for their intended purpose and as required to reduce slipping, erosion or excessive saturation.
All disturbed areas shall be left with a neat and finished appearance and shall be protected from erosion. See Standards for Permanent Vegetative Cover for Soil Stabilization, pg. 4-1.
Trees to be retained shall be protected if necessary in accordance with the Standard for Tree Protection During Construction, pg. 9-1.
Soil compaction resulting from land grading activities can impact the infiltration rate of the soil. Restoration of compacted soils through deep tillage (6" to 12") and the addition of organic matter may be required in planned pervious areas to enhance the infiltration rate of the disturbed soil. This practice is permissible only where there is no danger to underground utilities (cables, irrigation systems, etc.)
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STANDARD
FOR
LINED WATERWAY
Definition
A watercourse with an erosion resistant lining of concrete, stone or other permanent material. The lined section extends up the side slopes to design flow depth. The earth above the permanent lining shall be vegetated or otherwise protected.
Scope
This standard applies to waterways with linings of non-reinforced, cast-in place concrete; flagstone mortared in place; rock riprap or similar permanent linings. This standard does not apply to grassed waterways with stone centers. The maximum capacity of the lined waterway flowing at design flow depth shall not exceed 100 cfs.
Purpose
Waterways are lined to provide for safe disposal or runoff without damage by erosion or flooding in situations where grassed waterways would be inadequate.
Conditions Where Practice Applies
This practice applies where the following conditions exist:
-
The water velocity is such that lining is required to control erosion in the waterway.
-
Wetness, prolonged base flow or seepage would prohibit establishment of erosion-resistant vegetation.
-
The location is such that damage from use by people, vehicles or animals precludes use of vegetated waterways.
-
High value property or adjacent facilities warrant the extra cost to contain design runoff in a limited space.
-
Soils are highly erodible, highly acidic or other soil or climatic conditions precludes using vegetation.
-
On slopes greater than 10% the Standard for Slope Protection Structures shall apply.
Water Quality Enhancement
This standard is intended to protect larger capacity waterways from the extreme forces of erosion resulting from concentrated, high volume - high velocity flows. The primary benefit will be the prevention of soil loss from the channel lining surface. Subsequently, areas downstream will be protected from the deleterious effects of sediment deposition and conveyance of soil nutrients into local surface and groundwater systems.
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Design Criteria
Capacity
Capacity shall be computed using Manning's formula or water surface profile models such as HEC RAS with a coefficient of roughness "n" as follows:
Table 20-1 Manning’s “n” Values for Various Channel Lining Materials
LINING "n" VALUE
Concrete
Trowel finish 0.012 - 0.014
Float finish 0.013 - 0.017
Gunite 0.016 - 0.022
Cable or articulated block Specified by manufacturer
Flagstone 0.020 - 0.025
Wire Mesh Stone filled baskets 0.025
Riprap see the Standard for Riprap
Peak discharge values shall be determined by the following:
-
Rational Method - for peak discharge of uniform drainage areas as outlined in Technical Manual for Land Use Regulation Program, Bureau of Inland and Coastal Regulations Stream Encroachment Permits, Trenton, N.J. September 1997 or subsequent editions.
-
USDA-NRCS Win TR-55 or Win TR-20.
-
U.S. Army Corps of Engineers HEC HMS.
-
Other methods which produce similar results to the models listed above.
Minimum capacity and velocity shall be based on the 10 year frequency storm unless a larger storm event is to be conveyed for reasons of safety, compatibility with other stormwater management measures, etc.
Velocity
Maximum design velocity shall be as shown below. Except for short transition sections, slopes in the range of 0.9 to 1.10 of the critical slope must be avoided.
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Table 20-2 Flow Depths and Velocities for Lined Waterway Design
DESIGN FLOW DEPTH MAXIMUM VELOCITY
0.0 - 0.5' 25 FPS
0.5 - 1.0' 15 FPS
> 1.0' 10 FPS
Lined waterways with velocities exceeding critical shall discharge into an energy dissipater to reduce velocity to less than critical.
Cross-Section
The cross-section shall be triangular, parabolic or trapezoidal. Monolithic concrete may be rectangular.
Freeboard
The minimum freeboard for lined waterways shall be 0.25 feet above design flow depth in areas where erosion resistant vegetation cannot be grown adjacent to the lined side slopes. No freeboard is required where good vegetation can be grown and is maintained.
Side slope
Steepest permissible side slopes, horizontal to vertical will be as follows:
Table 20-3 Side Slopes for Corresponding Lining Materials
LINING STEEPEST PERMISSIBLE
SIDE SLOPE
Non-Reinforced Concrete-
Hand-placed, formed concrete vertical Height of lining 1.5 feet or less
Hand-placed, screeded concrete
or mortared in-place flagstone-
Height of lining less than 2 feet 1 to 1
Height of lining more than 2 feet 2 to 1
Reinforced slip form concrete-
Height of lining less than 3 feet 1 to 1
Rock riprap 2 to 1
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Lining Thickness
Minimum lining thickness shall be as follows:
Concrete
Poured in place, reinforced - 4.0 inches
Interlocking concrete blocks - per manufacturer’s instructions
Cabled concrete - per manufacturer’s instructions (non-corroding cable shall be used)
Rock riprap - as per Standard for Riprap
Flagstone - 4 inches including mortar bed
Related Structures
Side inlets, drop structures and energy dissipaters shall meet the hydraulic and structural requirements for the site.
Filters or bedding
For non-reinforced concrete flagstone linings, installation shall be made only on low shrink-swell soils that are well drained or where subgrade drainage facilities are installed.
Filters or bedding to prevent piping, prevent erosion, reduce uplift pressure and collect water will be used and will be designed in accordance with "National Cooperative Highway Research Program Report 108 - Tentative Design Procedures for Riprap-Lined Channels," USDA-NRCS procedures or other generally accepted methods. Weep holes and drains will be provided as needed.
Concrete or Mortar
Concrete or mortar shall meet New Jersey Department of Transportation Standard Specifications, Ref. #10, Appendix A11.
Rock Riprap or Flagstone
Stone used for riprap or flagstone shall be dense and hard enough to withstand exposure to air, water, freezing and thawing. Flagstone shall be flat for ease of placement.
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STANDARD
FOR
OFF-SITE STABILITY
Definition
A condition below and beyond the immediate limits of the site or property where the soil and related natural resources are subject to damage directly or indirectly by the discharge of stormwater runoff.
Purpose
To protect and maintain the stability and integrity of natural resources on downstream or off-site property due to changes in the rate and volume of stormwater runoff associated with construction activity and of land development.
Conditions Where Practices Applies
For purposes of analysis two areas of concern shall be addressed: (1) at the point of discharge and (2) downstream of the discharge point (which may require a watershed-based analysis).
Technical criteria for demonstrating off-site stability include consideration of proximity to a defined waterway, site topography (slope), soil texture, vegetative cover and other factors. Where the potential for erosive forces from stormwater runoff exceeds the threshold of acceptability as defined below, the plan shall provide for the construction of a stabilized channel, installation of a conduit to a stable condition or other types of hydraulic improvements to the channel. Additional design criteria or restrictions from the New Jersey Department of Environmental Protection or the New Jersey Pinelands Commission may also apply.
Water Quality Enhancement
Stormwater runoff is that portion of precipitation that returns to water bodies over the surface of the ground. The amount of stormwater runoff in a given area is a function of several factors including but not limited to: the amount and intensity of precipitation, soil texture, vegetative cover and slope. Unless properly managed stormwater runoff can adversely affect the environment through increased flood damages, increased erosion and sedimentation, increased waterway surges, destruction of vegetation, impaired water quality and increased turbidity. By addressing these factors in combination with one another this standard provides guidance for the design of off-site stormwater discharge which will result in minimized environmental impact and the long term protection of downstream water quality.
Design Criteria
This Standard involves two areas of analysis: (1) at the point(s) of stormsewer discharge and (2) beyond the site boundaries, typically a receiving channel or waterway. Stability documentation for each area is outlined in detail below. Generally the analyses involve the manipulation of peak rates of discharge for the 2 and 10 year, 24 hour storm events such that peak flow rate values and velocities are below established thresholds. Discharges shall be located in areas with low gradient topography and covered in perennial erosion resistant vegetation as noted in table 21-1 below.
Special consideration shall be given to the use of infiltration for peak flow modifications as follows:
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Point of Discharge Stability Analysis
When infiltration practices are proposed, an alternate analysis (failure analysis) must be provided which ignores infiltration (no dead storage volume available, no static or dynamic infiltration loss rates in the routing calculations, etc) and demonstrates that no erosion will occur at the point of discharge if infiltration fails to function. Flow rates based solely upon basin inlet and outlet hydraulics must be used in comparison to Table 21-1 (below) to document a stable outlet.
Downstream (off-site) Stability Analysis.
Infiltration may be used to meet peak flow reduction requirements (outlined below) for the purposes of documenting stability of the downstream receiving channel, provided that the complete loss of infiltration function does not result in an increase in peak flow values above the predevelopment levels.
A generalized procedure for assessing point and offsite stability is depicted in figure 21-1:
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Figure 21–1
Point Discharge and Downstream Stability Analysis Procedure
(1)
Point Discharge
Stability
(no infiltration)
Yes Defined Waterway? No
Yes Retain No No Retain Yes
Predeveloped Predeveloped
Peak flow Rate? Peak flow Rate?
Yes
Is channel stable Table 21-1 Apply? Yes
under design (No Ag discharge)
discharge?
No No
Modify channel to Construct
stable condition conveyance
structure
(2)
Downstream Stability
Analysis
Use new or existing Reduce peak flows to
watershed model to 50% and 75% of
assess downstream predeveloped peak
channel stability rates for 2 and 10 yr
storms. Infiltration OK
END
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Point of Discharge - Methods for Achieving Stability
1. No well-defined waterway below the point of discharge:
Stability cannot be achieved by the allowable velocity method since there can be no determination
where the runoff will concentrate. A land-form not previously subjected to concentrated water
flow will become unstable.
Stability can be achieved by one of the following alternatives:
a. Retain pre-existing runoff characteristics. Do not increase the amount and rate of runoff for
the development and do not concentrate flows.
b. Where there is no well defined channel, no sandy condition, no trees or brush to substantially
concentrate the flows and it can be reasonably assumed that the flow will disperse over a
broad area. The combinations of slopes and soils in table 21-1 and the following criteria are
considered stable for flows of 10cfs or less for a 25 year, 24hr design storm.
Table 21-1 Non-Erosive Velocities for Point Discharges
Maximum Stable Slope for Point Discharges
for Various Soils
Soil Type Perennial, Natural Vegetation
Maximum Slope (%)
Sands 1.8
Sandy loam 2.0
Silt loam, loam 2.5
Sandy clay loam 3.5
Clay loam 5.0
Graded loam to gravel 8.0
Stability Criteria (in conjunction with table 21-1)
i. The maximum discharge rate shall be 10 cfs or less for the twenty-five (25) year storm.
ii. Multiple outlets may be utilized to reduce individual outlet flow rates to levels below the
thresholds noted above. Outlets should be spaced no closer than 50 ft horizontally to
avoid re-mixing of flows
iii. Flow over the outlet area shall be less than 0.5 cfs/ft. Designers shall not design
excessive widths which will cause flows to concentrate.
iv. Conduit outlet protection shall be provided in accordance with that Standard and may
include: flat aprons, preformed scour holes, impact basins, stilling wells, plunge pools, etc.
Level spreaders are not an acceptable design.
v. Topography shows broad uniform outlet area where flows will not concentrate.
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vi. Discharge locations shall contain perennial, erosion resistant vegetation
vii. Peak discharge velocities (in the last pipe section) do not exceed 2 fps.
viii. The maximum length of slope below the outlet(s) is 100 feet
c. Construct conveyance structure (pipe or channel)
i. Pipe to a stable condition. When constructing a pipe through wetlands, an impervious
trench shall be required. The pipe trench shall be compacted and filled with impervious
material instead of the classic stone filled trench. The Conduit Outlet Protection Standard
shall be adhered to.
ii. Construct a channel pursuant to the Standards for:
• Channel Stabilization
• Grassed Waterways
• Lined Waterways
• Rip Rap
• Soil Bioengineering
Discharge to Agricultural Lands
Conditions represented in table 21-1 (and following) presume the presence of perennial, natural vegetation
and in-situ, undisturbed soil conditions. Agricultural lands which are routinely disturbed due to cultivation
and harvesting practices do not conform to the presumptions of this model and are therefore not suitable
locations for point discharge. Generally, discharges to actively cultivated agricultural lands will require the
construction of a conveyance structure across fields and land owner permission to discharge stormwater.
Verification of landowner permission along with all appropriate engineering designs must be submitted to
the soil conservation district to be considered for plan certification
Note: Some form of detention may be required in conjunction with the use of a constructed pipe or channel
depending on the final discharge location. Consideration shall be given to the effects of an extended time of
peak discharge duration as compared to the instantaneous peak discharge when detention is not used.
Extended peak runoff may saturate the soil, destroy existing vegetation and loosen the soil to an eroding
condition. If detention is required, the Standard for Detention Structures shall be addressed.
2. Well-defined waterway1 below the point of discharge:
a. Retain pre-developed runoff characteristics. Do not increase the rate of runoff from
development.
b. Analyze the waterway or channel for stability under the planned rate of discharge using the
Standard for Grassed Waterways or Standard for Channel Stabilization, as appropriate. Peak
flows from the 2 and 10 year storms shall be analyzed.
1 “Waterway” shall be construed to mean an actual channel, gulley or topographic landform which has a discernable cross section.
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c. Modify the waterway or channel to a stable design condition.
Downstream of the Point of Discharge (Off-Site Stability Analysis)
In addition to ensuring erosion does not occur at the point of discharge, areas downstream and beyond the
immediate area of site development may be damaged due to erosive forces resulting from extended duration
of hydrograph peak flows. An unintended consequence of the practice of detaining and slowly releasing
stormwater is the ability for peak flows to be sustained for longer periods of time, offering an opportunity
for upstream discharges to coincide with project site discharges. The resulting combined discharge may be
equal to or even exceed that of the pre-development condition.
To limit the potential for such an occurrence the designer may choose either of two approaches for
downstream stability protection:
1. Examine hydraulic characteristics of the receiving stream channel considering upstream discharge in
combination with site discharge to assess channel stability. The scope and scale of the analysis shall
be appropriate to the scale of the project and the post development peak discharge rate and volume.
Of particular concern are hydraulic control points, (culverts , bridges, etc.), bends in streams and
sudden changes in channel cross sections downstream of the discharge point. The following may be
utilized to assess stability:
a. Utilize an existing watershed or regional stormwater management plan to verify the proposed
discharge will not cause erosion downstream of the discharge point. The model should reflect
the current conditions in the watershed.
b Perform a new watershed analysis. Modeling multiple watersheds, routing stormwater
structures and modeling water surface profiles shall be done, as necessary, to determine pre
and post development velocities in channels and through structures.
Analysis of the receiving channel shall include a comparison of pre and post condition velocities in
the channel and overbank (if applicable) areas for the 2 and 10 year storm events. Cross sections
and a scaled map of the section stations shall be included in the hydraulic analysis of the channel.
In the event the analysis determines that the post development runoff must be controlled prior to
discharge, some form of detention will be required. Refer to the Standard for Detention Structures
for design requirements.
2. In lieu of performing a comprehensive watershed analysis, design a detention facility that reduces
peak flows to the following levels. Infiltration may be used to meet these criteria:
2 year storm – 50% of the predevelopment peak
10 year storm – 75% of the predevelopment peak
Reductions in peak flows are to be compared to predeveloped drainage area points of discharge in
the event that drainage is re-directed in the post developed condition. Reductions are only
required of the developed or modified portions of the project site.
Plan Requirements for Documenting Stability
In addition to a complete hydraulic and hydrologic analysis described above, drawings must be submitted with the erosion control plan which show the predeveloped drainage condition for the proposed point of discharge along with the time of concentration flow path.
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STANDARD FOR RIPRAP
Definition
A layer of loose rock, aggregate, bagged concrete, gabions, or concrete revetment blocks placed over an erodible soil surface. Purpose
The purpose of riprap is to protect the soil surface from the erosive forces of water.
Conditions Where Practice Applies
This practice applies to soil-water interfaces where the soil conditions, water turbulence and velocity, expected vegetative cover, and groundwater conditions are such that the soil may erode under the design flow conditions. Riprap may be used, as appropriate, at such places as channel banks and/or bottoms, roadside ditches, drop structures and shorelines of open freshwater bodies. Riprap may also be used in conjunction with Soil Bioengineering Techniques which are found in that standard (pg. 26-1). This Standard applies to slopes less than ten percent.
Water Quality Enhancement
Both stream channel and shoreline environments will benefit from the protection against erosion caused by flowing water and wave action. Protection of banks and shores not only prevents soil loss directly into surface waters, but also protects vegetation in these areas which contribute other water quality and wildlife benefits. .
Design Criteria - Open Channel Flow Conditions
Design Storm
The riprap shall be designed to be stable when the channel is flowing at the design discharge or the 25-year frequency storm discharge, whichever is greater.
Capacity shall be determined by the following methods:
-
Rational Method - for peak discharge of uniform drainage areas as outlined in Technical Manual for Land Use Regulation Program, Bureau of Inland and Coastal Regulations Stream Encroachment Permits, Trenton, N.J. September 1997 or subsequent editions
-
USDA-NRCS hydrologic procedures such as WinTR55 or WinTR20.
-
U.S. Army Corps of Engineers HEC HMS
-
Other methods which produce similar results to the models listed above.
Riprap Design
Storm water conveyance or flood control channels
Riprap shall be sized using the design procedures in this Standard or the "National Cooperative Highway Research Program Report No. 108, Tentative Design Procedure for Riprap-Lined Channels." These procedures are for
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determining a design stone size, such that the stone is stable under the design flow conditions. The design stone size is the d50 stone diameter.
Erosive forces of flowing water are greater in bends than in straight channels. If the riprap size (d50) computed for bends is less than 10% greater than the riprap size (d50) for straight channels, then the riprap size for straight channels shall be considered adequate for bends. Otherwise, the larger riprap size shall be used in the bend. The riprap size to be used in a bend shall extend upstream from the point of curvature and downstream from the point of tangency a distance equal to five times the channel bottom width, and shall extend across the bottom and up both sides of the channel.
Riprap for banks shall extend up the banks to the level of the design storm or the top of bank, whichever is lower.
In channels where no riprap or paving is required in the bottom, but is required on the banks, the toe of the bank riprap shall extend below the channel bottom a distance at least 8 times the maximum stone size, but in no case more than 3 feet unless analysis of scour potential demonstrates the need for deeper installation. The only exemption to this would be if there is a non-erodible hard, rock bottom.
Stream stabilization- Soil Bioengineering
For determining d50, riprap may be sized using the procedures in this Standard or procedures contained in Chapter 16 of the NRCS Engineering Field Handbook including the Isbash Curve or Lane’s Method. For stream stabilization, the use of riprap is generally limited to critically erosive locations such as the base of the channel side slopes up to the elevation of the one year flow event. Riprap is designed to be used in combination with vegetation as a part of a bioengineering solution (see Standard for Soil Bioengineering). Riprap may be placed on slopes steeper than 2 horizontal to 1 vertical following the procedures in this Standard (Curve 22-6). Large, over-sized stone having a minimum d50 of 18 inches, or two times the required d50, whichever is greater, may be stacked to a slope no steeper than 0.5 horizontal to 1 vertical where site conditions are acceptable. Stability of the stream bank and bed material along with the flow conditions in the stream shall be evaluated in determining site acceptability.
Riprap Gradation
The riprap shall be composed of a well-graded mixture such that 50% of the mixture by weight shall be larger than the d50 size as determined from the design procedure. A well-graded mixture as used herein is defined as a mixture composed primarily of the larger stone sizes, but with a sufficient mixture of other sizes to fill the progressively-smaller voids between the stones. The diameter of the largest stone size in such a mixture shall be 1.5 times the d50 size. The d75 should be 1.25 times the d50 and the d15 should be 0.5 times the d50 size.
The designer, after determining the riprap size that will be stable under the flow condition, shall consider that size to be a minimum size and then, based on riprap gradations actually available in the area, select the size or sizes that equal or exceed the minimum size. The possibility of vandalism shall be considered by the designer in selecting a riprap size.
Thickness of Riprap Lining
Construction techniques, discharge, size of channel, sizes and graduation of riprap, etc., should be taken into consideration when determining the thickness of riprap lining. The thickness of riprap lining shall meet at least one of the following two criteria:
-
A thickness of at least three times the d50 size if a filter layer is not used.
-
A thickness of at least two times the d50 size if a filter layer is used.
The minimum thickness shall be 6 inches.
Filter
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Leaching is the process by which the finer base materials beneath the riprap are picked up and carried away by the turbulence that penetrates the interstices of the riprap. Leaching is reduced to a negligible rate by using a properly designed filter under the riprap, or by making the riprap layer thick enough and with fine enough interstices to keep erosion currents away from underlying soil.
A filter is required unless the riprap lining has a thickness of at least 3 times the d50 size of the riprap. On steep slopes, highly erodible soils, loose sand, or with high water velocities, a filter should be used or riprap thickness increased beyond the minimums.
A filter can be of two general forms. One is a geotextile manufactured for that express purpose. Another is a properly graded layer of sand, gravel, or stone.
A sand, gravel, or stone filter shall meet the following criteria:
d15 Riprap d15 Riprap
< 5 < <40
d85 Filter d15 Filter
d50 Riprap
<40
d50 Filter
Where d15, d50, and d85 are the diameters of riprap and filter material of which 15, 50, and 85% are finer by weight. The base material may be used as the filter if it meets the above criteria. The minimum sand gravel or stone filter thickness shall be 6 inches or 3 times the d50 size of the filter, whichever is greater.
Geotextile fabric1 shall meet the following criteria:
A. For filter fabric adjacent to granular materials containing 50% or less by weight of fines (Minus No. 200 material):
For Woven Fabric:
1. 85% size of material (mm) >1
AOS2 (mm)
and AOS no smaller than the opening in the U.S. Standard Sieve No. 100
2. For non-woven fabric: AOS no larger than the opening in the U.S. Standard Sieve No. 40.
1Geotextile fabric shall meet the U.S. Army Corps of Engineers Guide Specifications, CW02215-86, for strength. Riprap that is 12"
and larger shall not be dumped directly onto synthetic filter cloth unless the manufacturer recommends such use for the cloth.
Otherwise, a 4-inch minimum thickness blanket of gravel shall be placed over the filter cloth. Where seepage forces exist or where
hydrostatic pressures may be developed in the base soil, the permeability of the geotextile shall be 10 times the permeability of the
base soil.
2Apparent Opening Size is defined as the number of the U.S. Standard sieve having openings closest in size to the geotextile
openings.
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B. For geotextile fabric adjacent to all other soils:
For woven fabric:
1. AOS no larger than the opening in the U.S. Standard Sieve No. 70, and AOS no smaller than the opening
in the U.S. Standard Sieve No. 100.
2. For non-woven fabric: AOS no larger than the opening in the U.S. Standard Sieve No. 40.
Quality
Stone for riprap shall consist of field stone or quarry stone of approximately rectangular shape. The stone shall be hard and angular and of such quality that it will not disintegrate on exposure to water or weathering. The specific gravity of the individual stones shall be at least 2.5.
Rubble concrete may be used provided it has a density of at least 150 pounds per cubic foot, and otherwise meets the requirements of this Standard.
Bagged Concrete
Bagged concrete is made up of bags filled with concrete and placed next to each other. The consistency of the concrete shall be as stiff as satisfactory discharge from the mixer and the process of bagging will permit. The bags shall be filled three-quarters full with concrete and shall be laid in close contact, with staggered joints and tied ends turned in.
Bagged concrete may be used when all the following conditions are met:
-
The design storm, riprap size and location, and filter criteria for riprap are met.
-
The weight of the filled bags is at least equal to the weight of the maximum stone size required for rock riprap.
-
Settlement or lateral movement of foundation soils is not anticipated.
-
Ice conditions are not severe.
-
A filter is used.
-
Slopes somewhat steeper than 2 to 1 may be permitted under special circumstances.
Wire-mesh stone filled structures
Baskets formed of plastic-coated wire mesh and filled with cobbles or coarse gravel (a thinner version of gabions is known as a “mattress”) may be used when all the following conditions are met:
-
The design storm shall be the same as that required for riprap. Riprap size and location, filter, and quality criteria shall be as outlined below.
-
The design water velocity does not exceed that given in table 22-1:
Table 22-1 Gabion Dimensions 22-4
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GABION THICKNESS MAXIMUM VELOCITY
(ft.) (ft./sec.)
1/2 6
3/4 11
1 14
-
The Manning's "n" value used for gabions shall be 0.025.
-
The wire mesh structures are not exposed to abrasion from sand or gravel transported by moving water.
-
Plastic coated wire shall be used.
-
All wire mesh structures placed against the bottom of a channel shall be underlain by geotextile or a gravel filter designed according to the limits outlined in Table 22-1.
-
The rock used to fill basket structures shall be 4" to 7" angular, block-shaped rock. For wire mesh “mattress” structures, 3" to 4" stone may be used provided the mesh opening is small enough to contain the stone. Smaller stone will provide more stone “layers” in the mattress where larger stone would not sufficiently fill the structure’s void space
Table 22-2 Maximum Gabion Slope by Soil Texture Soil Texture Erosive Velocity, VE Maximum Allowable Bottom (fps) Slope (ft./ft.) using geotextile Fabrics*Sandy Loam 2.5 0.029 Silt Loam 3.0 0.041 Sandy Clay Loam 3.5 0.056 Clay Loam 4.0 0.074 Clay, fine gravel, graded loam to gravel 5.0 0.115 Cobbles 5.5 0.139 *For bottom slopes steeper than those shown, a properly designed gravel filter shall be placed under the gabions.
Sand, gravel, or stone filters placed under wire mesh basket structures shall meet the filter requirements shown on page 22-3.
Concrete Revetment Blocks
Concrete revetment blocks are precast interlocking or cabled concrete grids designed for soil stabilization.
Concrete revetment blocks may be used when all the following conditions are met:
- The design storm shall be the same as that required for riprap.
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-
The water velocity does not exceed 9 feet per second.
-
The Manning's "n" value used for concrete revetment blocks shall be 0.026, unless otherwise recommended by manufacturer's literature.
-
A filter is used in accordance with manufacturer's recommendations.
-
Cabled-concrete shall use non-degrading, non-corroding cable.
Recommended Design Procedure for Riprap-Lined Channels
This design of riprap-lined channels is from the "National Cooperative Highway Research Program Report No. 108, Tentative Design Procedure for Riprap-Lined Channels." It is based on the tractive stress method, and covers the design of riprap in two basic channel shapes: trapezoidal and triangular.
NOTE: This procedure is for uniform flow at normal depth in channels and is not to be used for design of riprap energy dissipation devices immediately downstream from such high velocity devices as pipes and culverts. See the Standard for Conduit Outlet Protection, p. 12-1.
The method in Report No. 108 (design procedure beginning on p. 18) gives a simple and direct solution to the design of trapezoidal channels, including channel carrying capacity, channel geometry, and the riprap lining.
This procedure is based on the assumption that the channel is already designed and the remaining problem is to determine the riprap size that would be stable in the channel. The designer would first determine the channel dimensions by the use of Manning's equation. The "n" value for use in Manning's equation is obtained by estimating a riprap size and then determining the corresponding "n" value for the rip rapped channel from:
n = .00395(d 50 ).0 167
where d50 is in feet, or by using Curve 22-1 where d50 is in inches.
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Curve 22-1
Manning's "n" for Riprap-Lined Channels
0.048
0.046
0.044
n 0.042
0.040
0.038
0.036 Coefficient, 0.034
0.032 Manning's
0.030
0.028 Roughness 0.026
0.024
0.022
0.020
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Median Riprap size, d50, inches
When the channel dimensions are known, the riprap can be designed (or an already completed design may be checked) as follows:
Trapezoidal Channels
-
Calculate the b/d ratio and enter Curve 22-2 to find the P/R ratio.
-
Enter Curve 22-3A with Sb, Q, and P/R to find median riprap diameter, d50, for straight channels.
-
Enter Curve 22-1 to find the actual "n" value corresponding to the d50 from step 2. If the estimated and actual "n" values do not reasonably agree, another trail must be made.
-
For channels with bends, calculate the ratio Bs/Ro, where Bs is the channel surface width and Ro is the radius of the bend. Enter Curve 22-4 and find the bend factor, FB. Multiply the d50 for straight channels by the bend factor to determine riprap size to be used in bends. If the d50 for the bend is less than 1.1 times the d50 for the straight channel, then the size for straight channel may be used in the bend; otherwise, the larger stone size calculated for the bend shall be used. The riprap shall extend across the full channel section and shall extend upstream and downstream from the ends of the curve a distance equal to five times the bottom width.
-
Enter Curve 22-5 to determine maximum stable side slope of riprap surface. In Curve 22-5, the side slope is established so that the riprap on the side slope is as stable as that on the bottom. If for any reason it is
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desirable to make the side slopes steeper than what is given by Curve 22-5, the size of the riprap can be
increased and the side slopes made steeper by using the following procedures:
a. Compute d50 and maximum stable side slope as above.
b. Enter Curve 22-6 with the computed side slope to determine K for that side slope.
c. Enter Curve 22-6 with the desired side slope to determine K'.
d. Compute riprap size for desired slope by the formula:
d50' = d50 K/K'
- Maximum side slopes, 2:1.
Triangular Channels
-
Enter Curve 22-3B with Sb, Q, and Z and find the median riprap diameter, d50, for straight channels.
-
Enter Curve 22-1 to find the actual "n" value. If the estimated and actual "n" values are not in reasonable agreement, another trial must be made.
-
For channels with bends, see step 4 under Trapezoidal channels.
Example: Given: Trapezoidal channel
Q = 100 cfs.
S = 0.01 ft./ft.
Side slopes = 2.5:1.
Mean bend radius, Ro = 25'.
n = 0.033 (estimated, and used to design the channel to find that b = 6' and d = 1.8').
Type of rock available is crushed stone.
Solution: Straight channel reach b/d = 6/1.8 = 3.33.
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from Curve 22-2, P/R = 13.0.
from Curve 22-3A, d50 = 3.4"
from Curve 22-1, n (actual) = 0.032, which is reasonably close to the estimated n of 0.033
Use 5" as maximum riprap size and 8" as riprap layer thickness with a filter.
Channel bend
Bs = b + 2zd = 6 + (2)(2.5)(1.8) = 15'
Bs/Ro = 15/25 - 0.60.
from Curve 22-4, FB = 1.33
FB = 1.33 > 1.1, therefore, the bend factor must be used.
Riprap size in bend, d50 = 3.4 x 1.33 = 4.52"
The heavier riprap for the bend shall extend upstream and downstream from the ends of the
bend a distance of (5)(6) = 30 feet.
From Curve 22-5, it can be found that the riprap for d50 = 3.4" and 4.52" will both be stable on
a 2.5:1 side slope.
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Curve 22-2
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Curve 22-3A
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Curve 22-3B
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Curve 22-4
CURVECurve22-521-5
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Curve 22-6
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Riprap Shoreline Protection
Conditions where practice applies
This design procedure applies to riprap protection of shorelines surrounding open bodies of water, such as lakes, bays, estuaries etc. against the erosive action of surface waves. It is not intended as a design procedure for the protection of embankments of open channels. Refer to the beginning of this standard for open channel riprap design.
Design Procedure
-
Find wind speed from Figures 22-1 or 22-2 (figures are based on the 10 or 25 year return period). In general, use a 25 year return period unless a higher risk of failure is acceptable.
-
Find wave height from Table 22-3, 22-4, 22-5 or 22-6. Fetch length is the distance across open water in the prevailing wind direction.
-
Find rock weight (in lbs) from Tables 22-7, 22-8 and 22-9.
-
Find rock size (d50) from Curve 22-7 Note: curve is calibrated for rock with a specific gravity of 2.6, or a unit weight of 165 lbs/ ft3. Table 22-9, Correction for unit weight, will correct for rock with a different unit weight.
Riprap is to be installed according to limits established for depth, filter material and slope as outlined earlier in this standard.
Example:
Given:
25 year storm event, fetch length of 1 mile, depth of 5 feet, installation slope of 1:3, and stone unit weight = 160 lbs/ft3, find:
-
From figure 22-2, wind speed for Central New Jersey for the 25 year design storm is 75 mph.
-
From Table 22-3, wave height is 2.0 feet for a fetch length of 1.0 mile and average depth of 5.0 feet.
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-
From Table 22-7, the estimated required weight of stone based on wave height is 50 lbs. (per piece).
-
From Table 22-8, the correction factor for a slope of 1:3 is 0.7.
-
From Table 22-9, the correction factor for stone unit weight of 160 lbs/ft3 is 1.1.
-
The required stone weight is: 50 x 0.7 x 1.1 = 38.5 lbs. (per piece).
-
From Curve 22-7, the d50 stone size for 38.5 lbs is 9.3 inches, say 9 inches.
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22-1
22-2
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Table 22-3
Table 22-4
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Table 22-5
Table 22-6
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22-7 22-8 22-9
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Curve 22-7
d50 Stone Size by Stone Weight, lbs
(for stone weighing 165lbs/ft3)
30.0
25.0
20.0
in 15.0 50, d 10.0
5.0 D50 = 2.9459(lbs)0.3221
0.0
1 10 100 1000
Weight, lbs
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STANDARD
FOR
SEDIMENT BARRIERS
Definition
A temporary barrier installed across or at the toe of a slope.
Purpose
The purpose of a sediment barrier is to intercept and detain small amounts of sediment from unprotected areas of limited extent.
Conditions Where Practice Applies
The sediment barrier is used where:
-
No other practice is feasible,
-
There is no concentration of water in a channel or other drainage way above the barrier, and
-
Erosion would occur in the form of sheet and rill erosion.
Design Criteria
A. All types of sediment barriers:
1. Contributing drainage area is less than 1 acre and the length of slope above the barrier is less than 150
feet.
2. The slope of the contributing drainage area for at least 30 feet adjacent to the barrier shall not exceed
5%.
3. The barrier shall be constructed so water cannot bypass the barrier around the ends.
4. Inspection shall be frequent and repair or replacement shall be made promptly as needed.
5. The barrier shall be removed when the contributing drainage area has been stabilized so as not to block
or impede storm flow or drainage.
B. Requirements for bale barrier (e.g., straw, hay, or other acceptable vegetative material):
1. All bales shall be securely tied and staked on the contour (Fig. 23-1).
2. Bales shall be placed in a row with ends tightly abutting the adjacent bales.
3. Each bale shall be embedded in the soil a minimum of 4 inches.
4. Bales shall be securely anchored in place by two stakes or re-bars driven through each bale. The first
stake in each bale shall be driven toward previously laid bale to force bales together.
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C. Requirements for silt fence:
1. Fence posts shall be spaced 8 feet center-to-center or closer. They shall extend at least 2 feet into the
ground and extend at least 2 feet above ground (Fig. 23-2). Posts shall be constructed of hardwood
with a minimum diameter thickness of 1 ½ inches.
2. “Super” silt fence - A metal fence with 6 inch or smaller mesh openings and at least 2 feet high may
be utilized, fastened to the fence posts, to provide reinforcement and support to the geotextile fabric.
Posts may be spaced less than 8 feet on center and may be constructed of heavier wood or metal as
needed to withstand heavier sediment loading. This practice is appropriate where space for other
practices is limited and heavy sediment loading is expected. “Super” silt fence is not to be used in
place of properly designed diversions (pg. 15-1) which may be needed to control surface runoff rates
and velocities.
3. A geotextile fabric, recommended for such use by the manufacturer, shall be buried at least 6 inches
deep in the ground. The fabric shall extend at least 2 feet above the ground. The fabric must be
securely fastened to the posts using a system consisting of metal fasteners (nails or staples) and a high
strength reinforcement material (nylon webbing, grommets, washers etc.) placed between the fastener
and the geotextile fabric. The fastening system shall resist tearing away from the post. The fabric
shall incorporate a drawstring in the top portion of the fence for added strength.
D. Requirements for stone barrier:
1. The stone shall be piled to a natural angle of repose with a height of at least 2 feet.
2. The stone shall meet ASTM C-33 size No. 2 (2.5 to 1.5) or 3 (2 to 1 inch).
Maintenance
-
Sediment shall be removed from the upstream face of the barrier when it has reached a depth of ½ the barrier height.
-
Repair or replace barrier (fabric, posts, bales etc.) when damaged.
-
Barriers shall be inspected daily for signs of deterioration and sediment removal.
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Figure 23-1: Placement and Anchoring Detail Bale Sediment Barriers
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Figure 23-2: Silt Fence construction and installation detail
Drawstring running through
fabric along top of fence
Fence Post - 8 ft on centers
Fabric secured to post with metal Optional wire fence fasteners and reinforcement behind fabric for “Super” between fastener and fabric
2.0 ft min. silt fence
Silt Accumulation
6.0 in
2.0 ft min.
Dig 6 in deep trench, bury bottom flap, tamp in place 6.0 in
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STANDARD
FOR
SEDIMENT BASIN
Definition
A barrier, dam, excavated pit, or dugout constructed across a waterway or at other suitable locations to intercept and retain sediment.
Basins created by construction of dams or barriers are referred to as "Embankment Sediment Basins" and those constructed by excavation as "Excavated Sediment Basins." Basins resulting from both excavation and embankment construction are classified as "Embankment Sediment Basins" where the depth of water impounded against the embankment at the emergency spillway elevation is 3 feet or more.
Scope
The standard covers the installation of sediment basins on sites where:
-
Failure of the sediment basin should not, within reasonable expectations, result in loss of life.
-
Failure of the sediment basin would not result in damage to homes, commercial or industrial buildings, main highways, or railroads; or interrupt the use or service of public utilities.
-
The drainage area is 320 acres or less.
-
The effective height of the dam is 20 feet or less. The effective height of the dam is defined as the difference in elevation in feet between the emergency spillway crest and the lowest point in the cross section taken along the centerline of the dam. If there is no emergency spillway, the top of the dam becomes the upper limit.
Sediment basins that are not within the above scope shall be designed to meet the criteria in "Earth Dams and Reservoirs, Technical Release 60" (TR60) by the USDA-NRCS.
For dams which raise the water elevation five (5) feet or greater in height as defined in NJAC 7:20, the rules and regulations established by the New Jersey Department of Environmental Protection, Division of Engineering and Construction, Dam Safety, shall apply for all structural criteria. Flood Hazard Area Regulations NJAC 7:13-1.1 et. seq. may also apply.
Purpose
To preserve the capacity of reservoirs, ditches, canals, diversions, storm sewers, waterways, and streams; to prevent undesirable deposition on bottom-lands and developed areas; to trap sediment originating from critically eroding areas and construction sites; and to reduce or abate pollution by providing basins for deposition and storage of silt, sand, gravel, and stone.
Conditions Where Practice Applies
This practice applies where physical conditions, land ownership, or construction operations preclude the treatment
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of the sediment source by the installation or erosion control measures to keep soil and other material in place, or a sediment basin offers the most practical solution to the problem. The effectiveness of sediment removal is greatly reduced when soils are highly colloidal in nature. Additional source controls (stabilization) or flocculants must be utilized to reduce the delivery of fines to the sediment basin.
Water Quality Enhancement
During the construction process, large areas of bare soil are frequently exposed to erosion due to stormwater runoff. Suspended soils can contribute significantly to degraded water quality, both from downstream deposition as well as acting as a carrier for other pollutants which may adsorb onto soil particles. The use of a properly designed sediment basin, in combination with other erosion control standards can significantly reduce both volumetric and pollution transport problems associated with soil erosion from construction sites.
Design Criteria
Structural aspects of detention basins shall be as stipulated by applicable state, county or municipal requirements. In the absence of such criteria, Appendix A-10, "Structural Guidelines for Detention Basins", may be used. In addition, it must be shown for the peak outflow of a 10 year, 24 hour storm event (over and above basin design storage) as determined by Win TR-55, Win TR-20 , USACOE HEC HMS or other comparable methods, that there will be no soil erosion and sedimentation problems offsite. A detailed hydraulic analysis of the basin shall be submitted.
- Sediment Basin Location:
The basin shall be designed to accommodate the individual storm runoff and sediment accumulation from the basin's total drainage area.
The basin should be located as much as possible:
a. To intercept only runoff from disturbed areas. b. To minimize disturbance from its own construction. c. To obtain maximum storage benefit from the terrain. d. For ease of cleanout of the trapped sediment. e. To minimize interference with other construction activities and construction of utilities.
- Shape and Depth:
The length, width, and depth are measured at the principal spillway crest elevation. The basin configuration shall be such that the effective flow length is equal to at least two times the effective flow width. This basin shape may be attained by selecting the basin site, by excavating the basin to the required shape or by the installation of one or more baffles.
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The minimum width shall be:
W = 10 x (Q5)1/2
where: W = the width in ft.
Q5 = peak discharge from a 5 year frequency storm in cfs.
The average depth shall be at least 4 feet.
When downstream damage may be severe, the minimum width should be:
W = 10 x (Q25)1/2
where: W = width in feet
Q25 = peak discharge from a 25 year frequency storm in cfs.
The average depth shall be at least 4 feet.
See Appendix A-10 for Structural Guidelines for basins.
- Outlet for Conduits
Protection against scour at the discharge end of the spillway shall be provided in accordance with the Standard for Conduit Outlet Protection, pg. 12-1, or by suitable hydraulic structures proven effective by properly documented research.
- Vegetation
The dam, emergency spillway, spill and borrow areas, and other disturbed areas above crest of the principal spillway shall be stabilized in accordance with the standards for temporary (pg. 7-1) or permanent ( pg. 4-1) vegetative cover, whichever is applicable.
Sediment Basin Sizing
A. Sediment Basin Volume
The volume in the sediment basin below the crest elevation of the emergency spillway shall be the larger of:
-
The volume necessary to obtain 70% trap efficiency at the start of the basin's useful life, or
-
The volume necessary to provide sediment storage capacity and provide for temporary stormwater runoff storage from a 2-year frequency, 24-hour duration, Type III storm.
Flood routing to determine the required temporary floodwater storage for a 2-year frequency, 24-hour duration, Type III storm shall be done using the approximate methods in the USDA-NRCS "Engineering Field Manual," the approximate methods in the USDA-NRCS "Urban Hydrology for Small Watersheds" (Win TR55), Win TR-20, or other generally accepted methods of flood routing.
The Modified Rational Method on a drainage basin up to 20 acres, as described in Special Report 43 by the American Public Works Association, Practices in Detention of Urban Stormwater, is also applicable.
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- Trap Efficiency
Trap efficiency is the amount, in percent, of the sediment delivered to the sediment basin that will remain in the basin. The sediment basin shall have adequate volume below the crest of the emergency spillway to have an actual trap efficiency of at least 70% at the start of its useful life using Curve 26-1 and with:
C = total capacity of the sediment basin up to the crest elevation of the emergency spillway in acre feet.
I = average annual surface runoff from Figure 26-1 converted to units of acre feet.
For a normally dry sediment basin, the actual trap efficiency is reduced 10% where the incoming sediment is predominately silt, clay, or fine grained. Therefore, enter Curve 26-1 with 80% trap efficiency to achieve 70% actual trap efficiency. For a normally dry sediment basin, the actual trap efficiency is reduced 5% where the incoming sediment is sand or coarse grained. Therefore, enter Curve 26-1 with 75% trap efficiency to achieve 70% actual trap efficiency.
- Sediment Storage Capacity plus 2 Year Storm Runoff Volume
The sediment storage capacity of a sediment basin shall equal the volume of sediment expected to be trapped at the site during the planned useful life of the sediment basin. Where it is determined that periodic removal of sediment is practicable, the sediment storage capacity may be proportionately reduced. Planned periodic removal of sediment shall not be more frequent than once a year. The capacity shall be determined by one of the following methods:
Provide sediment storage based on the following formula and figures:
V = (DA)(A)(DR)(TE)(1/γs) (2,000 lbs./tons)(1/43560 sq. ft./Ac.)
where:
V = the volume of sediment trapped in Ac. ft./yr.
DA = the total drainage area in acres.
A = the average annual erosion in tons per acre per year using the values below for the listed
land use
Average Annual Erosion by Land Use Type
LAND USE AVERAGE ANNUAL EROSION
Wooded areas 0.2 ton/ac/yr Developed urban areas, grassed areas, pastures, hay 1.0 ton/ac/yr fields, abandoned fields with good cover Clean tilled cropland (corn, soybeans, etc.) 10 ton/ac/yr Construction areas 50 ton/ac/yr
DR = the delivery ratio determined from Curve 26-2
TE = the trap efficiency as determined above.
γ = the estimated sediment density in the sediment basin in lbs/cu. ft. (See Table 26-1).
γs = the submerged density in a wet sediment pool.
γa = the aerated density in a normally dry sediment pool.
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TABLE 24-1 Soil Densities by Soil Type
SOIL TEXTURE γs γs
Submerged Aerated
(lbs./cu.ft.) (lbs./cu.ft.)
Clay 40-60 60-80
Silt 55-75 75-85
Clay-silt mixtures (equal parts) 40-65 65-85
Sand-silt mixtures (equal parts) 75-95 95-100
Clay-silt-sand mixtures (equal parts) 50-80 80-100
Sand 85-100 85-100
Gravel 85-125 85-125
Poorly sorted sand and gravel 95-130 95-130
The NRCS Type III 2 year Storm Runoff Volume draining to the Sediment Basin shall be added to the Sediment Storage Capacity to arrive at the total storage volume for the Sediment Basin under this criteria.
B. Sediment Basin Outlets:
1. Dewatering Hole:
If the sediment basin is de-watered by using a hole in the riser:
a. The elevation of the hole shall be the elevation that results in 50% actual trap efficiency
in the basin. The value for C used to determine the 50% actual trap efficiency is the
capacity of the basin between the bottom of the basin and the invert of the dewatering
hole. The riser shall be completely watertight except for the inlet at the top and one
hole 4 inches or less in diameter to de-water the basin.
b. The sediment shall be removed from the basin when the sediment reaches the elevation
of the bottom of the hole.
c. A ‘skimmer” or “floating riser” may be utilized to draw down cleaner water from the
water surface. The flexible connection to the outlet control structure must be water
tight. Provision must be made to prevent the skimmer from resting on the basin floor
when the pool has been completely drained. See Appendix A-7 for general details.
If the Sediment Basin has a permanent pool:
a. De-watering the Sediment Basin - Sediment basins with a permanent pool of water trap
sediment more effectively than basins that are normally dry and usually create less of a
mosquito problem and safety hazard. Therefore, a sediment basin with a permanent pool
is usually a better design than a normal dry sediment basin.
If a normally dry or partially dry sediment basin is planned, the basin shall be de-watered by
methods depicted above and in appendix A7.
If the sediment basin is de-watered by using a subsurface drain, it shall be in accordance with
the Subsurface Drain Standard, pg. 32-1 and appendix A-7.
A flocculent such as “PAM” (Polyacrylamide) may be added to the basin in accordance with
manufacturer’s instructions to remove fine suspended colloidal material prior to dewatering. All
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dewatering discharges must be to a stabilized location. A source of free cationic ions (such as Ca 2+)
may be required at a rate of 50- 60 gm Ca2+ /kg PAM to encourage bonding between colloids and
PAM. Materials such as lime, CaCl, gypsum or flyash may be used to provide the cation component.
The flocculent shall not cause adverse environmental conditions to develop in the area receiving the
basin discharge.
Flocculent may be added through the use of ‘logs’ or similar devices impregnated with PAM to dose
inflow water prior to entrance to the sediment basin. Such devices shall be placed to allow complete
passage of the design storm and shall not obstruct flow through storm sewer systems.
2. Principal Spillway Crest Elevation – Top of Temporary Sediment Riser:
The principal spillway crest elevation shall be the lower of:
a. one (1) foot below the emergency spillway crest elevation or,
b. the elevation that provides (between the crest of the principal spillway and the crest of
the emergency spillway), the required temporary floodwater storage for a 2-year
frequency, 24-hour duration, Type III storm.
3. Emergency Spillways for Excavated and Embankment Sediment Basins:
Emergency spillways are provided to convey large floods safely past sediment basins.
An emergency spillway must be provided for each sediment basin, unless the principal spillway
is large enough to pass the routed emergency spillway design storm and the trash that comes to
it without overtopping the dam. A closed conduit principal spillway having a conduit with a
cross-sectional area of 3 square feet or more, an inlet which will not clog, and an elbow
designed to facilitate the passage of trash is the minimum size and design that may be utilized
without an emergency spillway.
a. Excavated Sediment Basins - Excavated sediment basins may utilize the natural ground
or the fill for the emergency spillway if the downstream slope is 5 to 1 or flatter, has
existing vegetation, or is immediately protected by sodding, rock riprap, asphalt lining,
concrete lining, or other equally effective protection. The spillway shall meet the
capacity requirement for embankment sediment basins.
b. Embankment Sediment Basins - Embankment sediment basins shall meet the
following requirements:
Capacity - The minimum capacity of the emergency spillway shall be that required to pass the
peak flow expected from a design storm of the frequency and duration shown in Table 26-2 less
any reduction creditable to conduit discharge and detention storage.
When discharge of the principal spillway is considered in calculating outflow through the
emergency spillway, the crest elevation of the inlet shall be such that full flow will be
generated in the conduit before there is discharge through the emergency spillway. The
emergency spillway shall safely pass the peak flow or the storm runoff shall be routed through
the reservoir. If routed, the routing shall start with the water surface at the elevation of the crest
of the principal spillway. The flood routing may be done using the approximate methods in the
USDA-NRCS Engineering Field Manual; the USDA-NRCS TR-55 or TR-20; the modified
rational method up to 20 acres, as described in Special Report 43 by the American Public
Works Association, Practices in Detention of Urban Stormwater; or other accepted methods of
emergency spillway flood routing.
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Table 24-2 Minimum Design Storm
DRAINAGE AREA FREQUENCY MINIMUM DURATION*
(acres) (years) (hours)
less than 20 10 24
21 - 49 25 24
over 49 100 24
*For use by USDA-NRCS methods only.
Disposal
The sediment basin plans shall indicate the method(s) of disposing of the sediment removed from the basin. The sediment shall be placed in such a manner that it will not erode from the site. The sediment shall not be deposited downstream from the basin, in or adjacent to a stream or floodplain or in wetlands.
The plans shall also show the method of removal of the sediment basin after the drainage area is stabilized, and shall include the stabilizing of the sediment basin site. Water lying over the trapped sediment shall be removed from the basin by pumping, cutting the top of the riser, or other appropriate method prior to removing or breaching the embankment. Sediment shall not be allowed to flush into the stream or drainage way.
Sediment shall be removed from the basin for maintenance purposes when the sediment level reaches the 50 % Trap Efficiency elevation. The elevation shall be identified either by the invert elevation of the 50 % Trap Efficiency dewatering hole (if one is used) or by a marker which shall be visible from the basin edge.
Safety - This portion of the Standard is for guidance only.
Sediment basins attract children and can be very dangerous. Local County or State ordinances and regulations regarding health and safety must be adhered to.
Maintenance
The plans shall indicate who is responsible for operation and maintenance during the life of the sediment basin.
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CURVE 24-1
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FIGURE 24-1
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Curve 24-2
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STANDARD
FOR
SLOPE PROTECTION STRUCTURES
Definition
Structures to safely conduct surface runoff from the top of a slope to the bottom of the slope.
Purpose
The purpose of this practice is to convey storm runoff safely down existing slopes and cut and fill slopes to minimize erosion.
Conditions Where Practice Applies
Slope protection structures are to be used where concentrated water will cause excessive erosion on existing and/or recent cut and fill slopes. Temporary structures shall be left in place until adequate vegetation and the permanent drainage system have been installed. Permanent structures are part of the drainage system.
Water Quality Enhancement
The primary benefit to water quality is through the prevention of steep slope erosion, by providing a means to safely convey stormwater runoff down to a stable area or condition. Total suspended solids discharged from the site, both during and after construction will be reduced.
Design Criteria
Open Flumes
Flumes shall be adequately designed to convey runoff water concentrations safely down steep slopes based on a 10 year frequency storm, the rational method for uniform drainage area up to one-half of a square mile, or sized in accordance with the requirements of Tables 25-1 and 25-2.
Protection against scour at the discharge end of the open flume shall be provided in the form of an energy dissipater or other measures such as an SAF, rock riprap revetment, or plunge pool.
Recommended dimensions for flumes are defined as follows:
-
b - is the bottom width of the paved down slope section of a trapezoidal or rectangular flume. The minimum bottom widths and associated maximum drainage areas shall conform to Table 25-1.
-
T - is the top width of parabolic flumes. The minimum top widths and maximum drainage areas shall conform to Table 25-2.
-
H - is the height of the dike at the entrance to the structure and shall be a minimum of 2.5 feet.
- d - is the depth of the paved down slope section and shall be a minimum of 10 inches for trapezoidal or rectangular flumes. The depths of parabolic flumes shall be as shown in Table 25-2.
- L - is the length of the inlet and outlet paved sections and each shall be a minimum of 6 feet.
The above dimensions are illustrated in Figure 25-1.
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If a minimum of 75% of the drainage area will have a good grass or woodland cover throughout the life of the structure, the drainage areas listed in Tables 25-1 and 25-2 may be increased by 50%. If a minimum of 75% of the drainage area will have a good mulch cover throughout the life of the structure, the drainage area listed in Tables 25- 1 and 25-2 may be increased by 25%.
Flumes with dimensions and associated drainage areas other than those shown in this standard shall be designed on an individual job basis. Capacities shall be determined by acceptable hydrologic and hydraulic computations, as noted under Pipe Drops of this Standard.
TABLE 25-1
FLUMES WITH TRAPEZOIDAL AND RECTANGULAR SECTIONS
Bottom Widths And Drainage Area For Bottom Widths And Drainage Area For
Trapezoidal Flumes With Flow Depths Equal Rectangular Flumes With Flow Depths Equal
to 10 Inches to 10 Inches
Bottom Width Drainage Area Bottom Width Drainage Area
(feet) (acres) (feet) (acres)
2 7 2 3
4 10 4 5
6 13 6 10
8 16 8 13
10 19 10 16
12 24 12 20
Dikes to be 2.5 feet in height above flume entrance.
TABLE 25-2
FLUMES WITH PARABOLIC SECTIONS
Depths Equal to 1 Foot Depths Equal to 1.5 Feet
Top Width Drainage Area Top Width Drainage Area
(feet) (acres) (feet) (acres)
4 3 4 4
6 4 6 5
8 5 8 5
10 6 10 7
12 7 12 8
14 8 14 10
16 11
Dikes to be 2.5 feet in height above flume entrance
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Riprap Lined Chutes
Stable rock sizes and flow depths for riprap-lined channels having gradients between 2 percent and 40 percent may be determined using the following detailed design process from Design of Rock Chutes by Robinson, Rice, and Kadavy.
For channel slopes between 2% and 10%: For channel slopes between 10% and 40%:
D50 = [q (S)1.5/4.75(10)-3]1/1.89 D50 = [q (S)0.58/3.93(10)-2]1/1.89
z = [n(q )/1.486(S)0.50]3/5
where n = 0.047(D50S)0.147
D50 = Particle (stone) size for which 50% of the sample is finer, in.
S = Bed slope, ft./ft. z = Flow depth, ft. q = Unit discharge, ft3/s/ft (Total discharge÷Bottom width)
Except for short transition sections, flow in the range of 0.7 to 1.3 of the critical slope must be avoided unless the channel is straight. Velocities exceeding critical velocity shall be restricted to straight reaches. Maximum channel side slope shall not exceed 2:1 for this method.
Pipe Drops
The design capacity shall be as required to pass peak runoff from a 10-year frequency storm.
Peak discharge values shall be determined by the following:
-
Rational Method - for peak discharge of uniform drainage areas as outlined in Technical Manual for Land Use Regulation Program, Bureau of Inland and Coastal Regulations Stream Encroachment Permits, Trenton, N.J. September 1997 or subsequent editions
-
USDA-NRCS Win TR-55 or Win TR-20
-
U.S. Army Corps of Engineers HEC HMS
-
Other methods which produce similar results to the models listed above.
Pipe capacities may be determined from charts in Appendix 11, Chapter 6, Ref. (1), or other accepted sources.
A hood inlet type entrance should be used as shown in Figure 25-2. The pipe drop inlet shall be protected by riprap or concrete.
Outlet protection shall be provided by riprap or other means. Diversion dikes or deep curb cuts shall be used in conjunction with pipe drops. The dike height above the pipe inlet invert shall be adequate to contain a water
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elevation sufficient to cause full pipe flow plus an allowance of at least 0.5 feet for freeboard. A minimum water depth of 1.8 times the pipe diameter above pipe inlet invert is required to assure full pipe flow.
Installation Requirements
-
The structure shall be placed on undisturbed soil or well-compacted fill.
-
The cut or fill slope shall not be steeper than 1 vertical to 1.5 horizontal (1.5:1) and should not be flatter than 20:1.
-
Adequate vegetative protection per vegetation standards and drainage works shall be installed.
-
Open Flume
a. The top of the earth dikes shall not be lower at any point than the top of the lining at the entrance of the structure.
b. The lining should be placed beginning at the lower end and proceeding up the slope to the upper end. The lining shall be well compacted and free of voids.
c. The entrance floor at the upper end of the structure shall have a slope toward the outlet of ¼ to ½ inch per foot.
-
Hood Inlet Pipe Drops
a. The pipe shall be imbedded in the embankment to a depth that will insure stability.
b. Protection measures of concrete or riprap shall be installed at the inlet and outlet as needed to protect against erosion.
c. The pipe may be smooth or corrugated and shall be of the required strength and durability.
d. Backfill shall be carefully placed in layers and tamped to insure adequate compaction.
-
Outlet Protection in accordance with the Conduit Outlet Protection Standard, pg. 12-1.
Unconcentrated surface runoff from paved surfaces
A permanent vegetative cover shall be established through seeding or pegged (anchored) sod on all slopes receiving unconcentrated runoff from paved surfaces. Seeded slopes shall utilize a non-biodegradeable turf reinforcement matting, installed in accordance with manufacturers instructions.
Slopes receiving unconcentrated surface flows shall not exceed those shown in the NJDEP Best Management
Practices Manual, Chapter 9.10, Table 9.10-2 (reproduced below). An optional stone trench installed along
the edge of pavement may be added to aid in the prevention of flow concentration. Maximum contributing
drainage areas shall be as defined in Chapter 9.10 of the Manual.
For receiving slopes that exceed the thresholds designated in Table 9.10-2 of the BMP Manual, a properly
designed slope protection structure must be provided in accordance with this Standard.
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For receiving slopes with contributing drainage areas that exceed the thresholds defined in Chapter 9.10 of
the BMP Manual, a properly designed slope protection structure must be provided in accordance with this
Standard
If flows are to be directed and controlled via curb cuts, scuppers or other methods which will result in the
concentration of flows., then a properly designed slope protection structure must be provided in accordance
with this Standard.
Maximum slopes for unconcentrated flows from paved surfaces
(reproduced from NJDEP BMP Manual Table 9.10-2)
Soil type Maximum Slope (percent)
Sand 7
Sandy Loam 8
Loam, Silt Loam 8
Sandy Clay Loam 8
Clay Loam, Silty Clay, Clay 8
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Figure 25-1
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FIGURE 25-2
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Figure 25-3: Pipe Slope Drain
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STANDARD
FOR
SOIL BIOENGINEERING
Definition
The use of live, woody and herbaceous plants to repair slope failures and to increase slope stability. Living plant material may be used alone or in combination with structural components such as rock, wood, concrete, or geotextiles.
Purpose
To integrate structural and vegetative techniques to stabilize or protect banks of streams, lakes, shorelines, excavated channels and upland slopes; to prevent the loss of land or damage to facilities adjacent to the banks; to maintain the capacity of the channel; to reduce sediment loads causing downstream damages and/or pollution; and to protect and enhance water quality.
Conditions Where Practices Applies
Soil bioengineering techniques are generally appropriate for treatment of slopes, eroded stream banks, surface erosion, shallow mass wasting, cut and fill slope stabilization, earth embankment protection (other than dams), and small gully repair. They are not to be considered when public safety is at risk such as when substantial mechanical and or structural designs are required.
Descriptions of methods for installing individual Soil Bioengineering systems may be found in USDA Natural Resources Conservation Service Engineering Field Handbook (EFH), Chapter 16 (Streambank and Shoreline Protection) and Chapter 18 (Upland slope Protection).
Water Quality Enhancement
The use of vegetative techniques to stabilize stream banks, upland slopes and open shorelines provides long term erosion control as well as contributing to water quality through uptake of nutrients, moderation of water temperature and protection of dissolved oxygen content (in surface waters).
DESIGN CRITERIA
-
PLANNING
Flow Chart No. 26-1 (Soil Bioengineering Application Decision Chart) shall be used to determine if Soil Bioengineering Techniques alone are appropriate for correcting existing erosion problems or for preventing future erosion of shorelines, upland slopes or stream channels. Bioengineering techniques may be used singularly or in combination with one another or in combination with other erosion control techniques, such as rip rap bank protection.
The following conditions must be evaluated to help ensure a proper soil bioengineering design:
- Soil type and moisture availability
- Stream bed stability
- Slope stability
- Surface runoff (diversion may be necessary to ensure success - see Standard for Diversions, pg. 15-1)
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- Availability of bioengineering materials
- Effects of mature vegetation on stream hydraulics, including up and downstream of the treatment area
- Time of year for installation (installation of all woody vegetation shall be performed during the dormant
season only)
- Cause of the loss of existing vegetation (ice damage, livestock damage, fire invasive species etc.)
Chart 26-1
Soil Bioengineering Applicability
The channel evolution model (fig. 26-1) shall be used as a minimum to classify the current condition of a stream. Channels that are degrading and/or widening (Type II and Type III) may be difficult to stabilize solely with bioengineering measures and may require more extensive site assessment and restoration measures.
Table 26-2
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Figure 26-1 – Simplified Channel Evolution Model
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- ENGINEERING
Grading
Steep, unstable slopes and deep undercuts in banks may require extensive grading to achieve a stable slope or will require structural measures, (such as crib walls, riprap, or wire-mesh baskets), or redirective measures within the channel (such as weirs or vanes) . For planting purposes only, the steepest acceptable slope is 1.5 horizontal to 1.0 vertical. Slope stability analysis or design shall be subject to municipal, county and state regulations. All newly graded banks shall be protected from overbank flow in accordance with the Standard for Diversions, pg. 15-1., Grade Stabilization, pg. 17-1 or Slope Protection, pg. 27-1 as appropriate.
Channel Realignment
The realignment of channels (change in location or cross-sectional geometry) shall be kept to an absolute minimum unless realignment is part of an overall stream restoration plan and is the subject of the soil erosion and sediment control plan.
Channel Capacity
Peak discharge and/or hydrographs for capacity shall be determined by the following methods:
-
Rational Method - for peak discharge of uniform drainage areas as outlined in Technical Manual for Land Use Regulation Program, Bureau of Inland and Coastal Regulations Stream Encroachment Permits, Trenton, N.J. September 1997 or subsequent editions
-
NRCS Win TR-55 or Win TR-20
-
U.S. Army Corps of Engineers HEC HMS
-
Other methods which produce similar results to the models listed above. . Hydraulic Requirements
Manning’s formula (where appropriate) or a water surface profile analysis shall be used to determine the velocities in the channels. Resistance (Manning’s "n") values shall be estimated using Table 26-1. Site specific n values may be used if verified by USGS stream gage data or by a hydrologic and hydraulic analysis approved by the local district.
Design storm requirements for stability analysis shall be in accordance with the Standard for Channel Stabilization, pg. 11-1. Aged condition shall analyze capacity at vegetative maturity.
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Table 26-1 - Estimating Manning’s "n" for Soil Bioengineering practices
Manning’s "n" values*
Bioengineering System
Installation Mature
condition condition
(stability) (capacity)
Conventional vegetation (use of the retardance method is required 0.025 0.055
for designing grass lining)
Live Staking 0.025 0.1
Live Facines (wattling bundles)
Branchpacking
Brushmattress
Live Cribwall (similar to wire-mesh baskets in hydraulic effects)
Joint Planting see riprap see riprap
standard standard
- Does not consider channel alignment, obstructions etc. Based on non-gravel soils. See Appendix 8, supplement “A” for additional guidance for selecting “n” values
Maximum allowable velocities for bankfull and out of bank discharges (fig. 26-2) shall be based on allowable soil velocities found in Table 26-2. These velocities are based on the use of an acceptable erosion control matting in conjunction with the bioengineering system. Every reach shall be individually designed unless all reaches are designed for the worst cases for velocity and capacity (lowest allowable velocity, steepest slope). Bioengineering designs must begin and end in a stable channel section. Design procedures may be evaluated according to channel conditions represented in Table 26-3, below.
Table 26-2 - Maximum Allowable Velocities for Bioengineering
Soil Texture Velocity (fps) with matting 1
Sand 2 Silt loam, sandy loam, loamy sand, loam and muck 5 Silty clay loam, sandy clay loam 5.5 Clay, clay loam, sandy clay, silty clay 6
- All Soil Bioengineering Application designs shall incorporate a an erosion control blanket or flexible channel liner over seeded areas
and shall be integrated into the measure in accordance with USDA EFH Chapters 16 and/or 18. The flexible channel liner shall be
selected based on the design requirements for the planned bioengineering application.
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Figure 26-2: Terminology in Channel Flow Descriptions
Table 26-3 – Design Approach based on Channel Boundary Conditions
Channel Boundary Condition Design Consideration Approach
Significant sediment load and moveable channel Alluvial channel design techniques
boundaries
Boundary material smaller than sand size Allowable Velocity
Boundary material larger than sand size Allowable shear stress
Boundary material does not act as discrete Tractive Power
particles
No base flow in channel. Climate can support Grass lined (retardance) / tractive stress
permanent vegetation
Toe Protection at Base Flow Elevation - Toe protection is to be provided on all streambank stabilization projects. Methods of providing toe protection may consist of a fiber roll revetment (coir log) adequately anchored or a structural revetment such as rock rip rap. Fiber roll revetments have a design life of 5 years and are suitable for sites where there is a high probability that vegetation, once established, will be adequate for stabilizing the toe zone. In general, this will be in lower velocity channels where adjacent reaches indicate vegetation alone will be adequate. Riprap for toe protection shall be designed using the bankfull or design discharge velocity using procedures in the Standard for Riprap, pg. 22-1
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Flow Chart No. 26-2 (Soil Bioengineering In-Stream Design Chart) shall be followed for stream channel designs.
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Table 26-3 - Summary of Streambank /Upland Slope Bioengineering Protection Measures
System Zone of Types of erosion Comments and
Type Application 1 problems for which the Restrictions
- Base Flow system is suitable
- Base to Top
- Out of Bank
Live stake Base to Top bank scour, suitable for small, simple erosion
Out of Bank overbank runoff problems when used in
conjunction with other systems.
Live fascine Base to Top, Out general bank scour-, useful for moderate to severe
of Bank overbank runoff erosion-, should not be used on
bank faces longer than 15 ft, after
sloping.
Branchpacking Base to Top, Out local bank scour, gullies restricted to repair of small
of Bank eroded by overbank sites(maximum depth = 4.0 ft.)
runoff
Vegetated All Zones toe erosion, local bank
Geogrid scour useful on steep slopes (up to
0.5H: IV) where space is
Live cribwall All Zones local bank scour, limited/generally restricted to
toe erosion heights not exceeding 6 ft. overall
(requires structural
toe protection)
Joint planting Base to Top, Out see riprap standard see riprap standard
of Bank
Brushmattress Base to Top, Out local and general bank generally used on 3H: 1V graded
of Bank scour; debris gouging slopes restricted to sites of 50
linear feet or less
Conventional Base to Top, Out general & local See Table 26-2 for velocity
vegetation of Bank bank scour restrictions
Tree revetment Base to Top general bank Provides temporary protection,
scour susceptible to damage by flooding
debris and beavers
Riprap All Zones local & general All headcutting and general bed
(incl. wire-mesh bank scour, toe erosion degradation by erosion must have
baskets) armored protection
Coir (coconut Base, Base to Top toe erosion Must be 2/3 submerged in water
fiber) Logs to be an effective rooting medium.
1. See Figure 26-1 for description of zones.
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-
VEGETATION
Plant materials will be live, viable woody or herbaceous vegetation. The plant materials will be obtained from commercial sources or in the case of woody cuttings, may be harvested from native stands during the dormant period. (November-April).
Plant Adaptation Zones
Base Flow Zone (Toe Zone) - Too wet to grow vegetation or where side slopes meet channel bottom (intermittent streams). Select vegetation which develops an extensive root system and tolerates extended saturation. This includes Obligate and Facultative Wet herbaceous and woody plants.
Above Base flow to top of bank or 2 year storm elevation ( Bank Zone) - Area between level of base flow and top of bank or 2 year storm elevation. Select vegetation which tolerates wetting and drying soils. This includes Facultative and some Facultative Wet grasses, forbs and shrubs.
Out of bank. (Terrace Zone) - Select vegetation which tolerates droughty conditions. This may include some Facultative and most Facultative Upland plants.
A. Plant Material Specifications
-
Rooted seedlings - Plants shall be at least 12" long. The root system shall have approximately the mass equal to the top portion.
-
Unrooted cuttings - Cuttings shall be 8"-12" in length and 1/4" - ½" in diameter.
-
Live Stake - cuttings shall be 2.0' to 3.0' in length and ½" to 2.0" in diameter
-
Live brush - Live brush will consist of the whole above ground portion of willow, redosier dogwood, or other hardwood species which root easily from cuttings. Plants shall be 4 to 8 feet in height and free of disease. When there is a shortage of live, dormant brush, up to 30% of nonrooting species may be mixed randomly with the rooting species. Brush will be cut by shears or saw, not by ax.
-
Herbaceous plants - Grasses, sedges, and rushes shall be provided in multiple-culmed pots having a minimum of two stems per pot. Stems shall have a minimum length of 6".
B. Plant Selection - See Table 26-5 for specific species adaptations.
1. Herbaceous plant materials to be used in the coir fiber rolls shall consist of a mixture of the following: Asclepias incarnate - Swamp milkweed Juncus spp. - RushesAcorns calamus/americanus - Sweet Flag Lobelia cardinalis - Cardinal flower Calamagrostis spp. - Bluejoint reedgrass Pontederia cordata - Pickerel Weed Carex spp. - Sedges Sagittaria latifolia - Duckpotato Cinna arundinacea - Wood reedgrass Scirpus spp. - Bulrushes Distichlis spicata - Seashore saltqrass Sparganium spp. - BurreedSpartina spp. - Eupatorium purpureum - Joe-Pye weed CordgrassesTypha spp. - cattails Glyceria spp. - Mannagrasses Iris versicolor - Blueflag iris
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2. Woody plants shall consist of bareroot plants or unrooted cuttings and stems (whips) of hardwood shrub
species which root easily. The plant materials may come from nursery sources or existing local stands,
or a combination of the two. Plant Materials suitable for use as rooted or unrooted cuttings include:
Cephalanthus accidentalis - buttonbush Salix exigua - sandbar willow
Baccharis halimifolia - groundselbus Salix discolor - pussy willow
Cornus amomum - silky dogwood Sambucus canadensis - elderberry
Cornus serecia - redosier dogwood Viburnum dentatum - southern arrowwood
Salix purpurea - "Streamcol purpleosier Viburnum lentago - nannyberry
willow" Viburnum prunifolium - blackhaw viburnum
Salix cottetii -"Bankers" dwarf willow
c. Plant Materials suitable for use only as bareroot or containerized plants include:
Alnus rugosa - speckled alder Physocarpus opulifolius - ninebark
Alnus serrulata - smooth alder spp. Prunus pumila var. depressa - dwarf sand cherry
Amorpha fruitcosa - indigobush Rhododendron viscosum - swamp azalea
Aronia arbutifolia - red chokecherry Rosa palustris - swamp rose
Clethra alnifolia - sweet pepperbush Spirea tomantosa - steeplebush
Cornus racemosa - gray dogwood
Ilex verticulata - winterberry holly
Lindera benzoin - spicebush
d. Supplemental Grass Mixtures
Grass species suitable for stabilizing disturbed areas that are somewhat poorly to poorly drained are:
SPECIES COMMON NAME REMARKS1
Agrostis alba Redtop SP,I,CG
Agrostis palustris Creeping bentgrass P,I,CG
Andropogon glomeratus Lowland broom sedge P,N,WG
Dicanthelium clandestinum Deertongue P,N,WG
Echinochloa cruagaiii Japanese millet A,T,WG
Elymus virginicus Wild rye P,N,CG
Lolium perenne2 Perennial ryegrass SP,I,CG
Lotus corniculatus 3,4 Birdsfoot trefoil P,I,CL
Pani virgatum Switchgrass P,N,WG
Poa trivialis Rough bluegrass P,I,CG
Trifolum repens 4 White/Ladino clover SP,I,CL
1. P - perennial CG - Cool-season grass
A - annual WG - warm season grass
I - introduced CL - Cool-season legume
N - native SP - Short-lived perennial
2. Perennial ryegrass may be substituted for redtop in all mixes except Mix # 7.
3. Birdsfoot trefoil is not well adapted to the coastal plain. Use only in northern and central Jersey.
4. Need specific legume inoculant.
Note: Warm-season grass seeding rates are based on Pure Live Seed (PLS)
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Suitable seeding mixtures and recommended seeding rates for various site conditions:
Seed Mix 1: Cool-season mix suitable for shady sites.
- Redtop 1/lbs./ac.
- Hard fescue 40 lbs./ac.
- Rough bluegrass 15 lbs./ac.
Seed Mix 2: Warm-season mixture suitable for highly acid soils. Provides excellent wildlife value.
- Blackwell switchgrass 15 lbs./ac. PLS
- Tioga deertongue 10 lbs./ac. PLS
- Japanese millet (nurse) 8 lbs./ac. PLS
Seed Mix 3: All native mixture suitable for somewhat acid soils. Provides good to excellent wildlife value.
- Blackwell switchgrass and/or 10 lbs./ac.PLS
- Broomsedge 12 lb&./ac. PLS
- Tioga deertonque 5 lbs./ac. PLS
- Wild rye 5 lbs./ac.PLS Use a nurse crop such as oats or rye.
Seed Mix 4: Turfgrass mixture suitable for moist, shady areas.
- Rough bluegrass 25 lbs./ac.
- Perennial ryegrass 15 lbs./ac.
- Creeping bentgrass 10 lbs./ac.
Optional:
White clover or 5 lbs./ac. Birdsfoot trefoil 8 lbs./ac.
Seed Mix 5: Mixture for providing quick, semi-permanent cover in areas where natural succession is encouraged. Excellent wildlife value.
- Redtop 2 lbs./ac.
- Japanese millet 8 lbs./ac.
- White/Ladino clover 5 lbs./ac.
Seed Mix 6: Shotgun mix (for those extremely complex sites)
Tioga deertongue 15lbs./ac. PLS Redtop or 3lbs./ac.PLS Perennial ryegrass 5lb/./ac.PLS Wild rye 10lbs./ac.PLS Switchgrass 8lbs./ac. PLS Broomsedge 12lbs./ac. PLS
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Wildflowers tolerant of wet conditions:
- Aqailega canadensis - Eastern Columbine
- Chrysanthemum leucanthemum - Ox-eye Daisy
- Hesperis 'matronalis - Dame's Rocket
- Lupinus perennis - Perennial Lupine
- Myostis sylvatica - Forget-Me-Not
-
Rudbeckia hirta - (Golden Jubilee) Black-eyed Susan
Table 26-4: Types of Erosion And Causes of ErosionType of Erosion Causes
Toe erosion and upper Removal of unconsolidated or noncohesive lower materials, especially bank bank failure failure along outside bends. Widespread toe erosion may be associated with bed lowering.
General bed Changes in stream gradient due to factors such as lowering of stream base degradation (Bed scour level due to lake or tailwater fluctuations, stream or stream relocation. over extended Increased stream discharge due to flow diversion or watershed changes such as channelization, urbanization. reaches)
Headcutting In streams undergoing bed degradation, headcuts often develop at locations where more resistant materials outcrop in the stream channel. Headcuts may develop at a stream mouth when base level is lowered suddenly due to dredging, erosion or draining of a lake.
Middle and upper Increased discharge resulting from watershed changes; increased flow general bank scour velocities caused by reduction in channel roughness or increased gradients; removal or loss of bank vegetation.
Local streambank scour Scour of local lenses or deposits of unconsolidated material, erosion by secondary currents caused by flow obstructions and channel irregularities, loss of bank vegetation.
Local bed scour Local bed scour may be caused by channel constrictions, flow obstructions such as debris dams or flow deflectors, or trapping of sediment in reservoirs or sediment traps. Some scour generally occurs below culverts.
Piping Piping develops when fines are removed by water flowing laterally under the surface. Extensive pipe development requires 1) rapid infiltration, 2) steep hydraulic gradients, and 3) zones of concentrated flow. Piping may occur in stratified soils where vertical movement is restricted by sudden reduction in hydraulic conductivity between strata or where poorly compacted soil around buried pipes provides conduits for water movement.
Overbank runoff Failure to provide adequate means of directing concentrated flows from overbank areas into the channel.
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Table 26-5: Shrubs suitable for Soil Bioengineering Systems
Species Habitat 1 Bank Zone Root Shade 4 Flood 5 pH Comments
2 Form 3 Tolerance Tolerance range 6
Alnus serrulata nontidal toe rooted medium regular 5.5-7.5 Nitrogen
Smooth alder fixer
weak
wooded
Amorpha fruitcosa tidal fresh lower-mid rooted low seasonal 6.0-8.5 Req. full sun
False indigo moist woods Drought
tolerant
Aronia arbutifolia nontidal lower-mid rooted medium irregular 5.1-6.5 Drought
Red chokeberry seasonal tolerant
Aronia melanocarpa nontidal mid-upper rooted low irregular 5.1-6.5 Drought
Black chokeberry seasonal tolerant
Baccharis halimifolia tidal mid-upper rooted, high seasonal 7.0-8.5 M/F separate
Groundsel bush tidal fresh unrooted plants
Cephalanthus nontidal toe rooted high permanent 6.1-8.5 Tolerates
occidentalis tidal fresh unrooted brief drought
Buttonbush
Celthra alnifolia tidal mid-upper rooted high seasonal 4.5-6.5
Sweet pepperbush nontidal
Cornus amomum streambankspond lower-mid rooted medium seasonal 5.5-8.5 Drought
Silky dogwood edges unrooted tolerant
Cornus racemosa streambanks lower-mid rooted high seasonal 5.5-8.5 Drought
Gray dogwood pond edges unrooted tolerant
Cornus serecia streambanks toe-mid rooted medium seasonal 5.5-8.5 Drought
Redosier dogwood pond edges unrooted tolerant
Ilex decidua forested lower-mid rooted high irregular 4.0-6.0 M/F separate
Possumhaw wetlands unrooted plants
pond edges
Ilex glabra forested mid-upper rooted high irregular 4.5-6.0 M/F separate
Inkberry wetlands inundation plants.
sandy woods Resists salt
spray
Ilex verticulata tidal fresh lower-mid rooted high seasonal 4.5-8.0 Drought
Winterberry holly forested wetland tolerant
Itea virginica forested wetland toe rooted high regular 5.0-7.0 Tolerates
Virginia sweetspire streambanks some salt
Iva frutescens tidal brackish lower rooted low regular 6.0-7.5 Tolerates
Hightide bush 15ppt salt
Leucothe racemosa forested wetland lower mid rooted high regular 5.0-6.0 Tolerates
Leucothe moist woods some dry-
down
Lindera benzoin seasonal lower-mid rooted high seasonal 4.5-6.5 Tolerates
Spicebush wetlands some
floodplain drought
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Table 26-5: Shrubs suitable for Soil Bioengineering Systems
Species Habitat 1 Bank Zone Root Shade 4 Flood 5 pH Comments
2 Form 3 Tolerance Tolerance range 6
Lyonia ligustrina open woods lower-mid rooted low seasonal 4.0-6.0 Acid tolerant
Maleberry
Magnolia virginiana stream borders lower-mid rooted high irregular/ 4.0-6.5 Tolerates
Sweetbay magnolia forested seasonal infreq.
wetlands flooding by
salt
Myrica cerifera tidal fresh mid-upper rooted high regular 4.0-6.0 tolerates 10
Wax myrtle brackish swales ppt salt. N-
fixing
Myrica pennsylvanica tidal fresh mid-upper rooted high irregular- 5.0-6.5 Tolerates
Bayberry brackish seasonal drought. N-
nontidal fixer
Physocarpus opulifolius streamsides low-mid rooted medium seasonal
Ninebark wood edges
Prunus pumila var. streamsides mid-upper rooted low irregular 6.5-8.5 Native to
depressa sandbars Del. River.
Dwarf sand cherry Groundcover
Rhododendron viscosum forested toe-low rooted medium seasonal- 4.0-6.0 susceptible
Swamp azalea wetlands regular to disease
Rosa palustris tidal fresh toe-low rooted low seasonal-
Swamp rose forested wetland regular
streambank
Rhus typhina/glabra disturbed upper rooted low irregular 6.1-7.0 tolerates
Staghorn/Smooth banks/dry sites some
sumac drought
Salix X cottetii streambank toe-mid unrooted medium regular- introduced
'Bankers' Dwarf willow rooted permanent male hybrid.
noninvasive
Salix discolor streambank toe-mid unrooted medium regular- 6.6-7.5
Pussy willow forested wetland rooted permanent
Salix exigua streambank toe unrooted low regular-
Sandbar willow sandbars rooted permanent
Salix purpurea streambank toe-upper unrooted medium regular- 6.0-7.0 introduced
'Streamco' purpleosier rooted permanent noninvasive
willow shrub
Sambucus canadensis tidal fresh low-mid rooted- high irregular- 6.0-8.0 some salt
Elderberry nontidal unrooted seasonal tolerance
wet meadow tolerates
drought
Spirea alba/tomentosa forested wetland mid-upper rooted low irregular 5.1-6.0
Meadowsweet
Viburnum dentatum tidal fresh mid-upper rooted medium seasonal 5.1-7.0 tolerates
Southern arrowwood nontidal unrooted drought
forested wetland
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Table 26-5: Shrubs suitable for Soil Bioengineering Systems
Species Habitat 1 Bank Zone Root Shade 4 Flood 5 pH Comments
2 Form 3 Tolerance Tolerance range 6
Viburnum lentago forested wetland mid-upper rooted medium seasonal
Nannyberry unrooted
Viburnum prunifolium forested wetland upper rooted medium irregular 6.5-7.0
Blackhaw viburnum unrooted
Viburnum trilobum forested wetlands lower-mid rooted low irregular- 6.0-7.5 tolerates
Am. cranberrybush unrooted seasonal drought
Footnotes:
1. Habitat:
Native habitat of the plant.
2. Bank zone:
toe - elevation of baseflow
lower to mid - from base to two year flood elevation
upper - above two year elevation to flood plain
3. Root form:
rooted - use bare-root plants
unrooted - use dormant cuttings/brush
4. Shade Tolerance:
low -requires full sun
medium - tolerates partial shade and full sun
high - tolerates full shade and full sun
5. Flood tolerance:
permanent - tolerates inundation or saturation 76-100% of the growing season.
regular - tolerates inundation or saturation 26-75% of growing season.
seasonal - tolerates inundation or saturation 13-25% of the growing season.
irregular - tolerates inundation or saturation 5-12% of the growing season.
6. pH range:
Preferred range for successful plant establishment.
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Table 26-6: Soil Bioengineering Vegetative Treatment Potential (VTP) for Ponds and Lake Shores
Shoreline Variables Directions For Use: Enter the applicable VTP rating (bold number) in VTP
the last column. Add the total of the VTP ratings and compare with the
Treatment Potential (TP) scale below
-
Fetch: Average distance Less than 0.5 to 1.4 1.5 to 3.4 3.5 to 4.9 over 5.0 in miles of open water 0.5 miles miles miles miles miles measured perpendicular to the shore and 45 8 7 4 2 degrees either side of 0 perpendicular to shore.
-
General shape of Coves Irregular shoreline Headland or straight shoreline for distance of shoreline 200 yards on each side 8 3 of planting site. 0
-
Shoreline orientation: Any less West to South to South to North to General geographic than ½ mile North West East East direction the shoreline fetch faces. 5 3 2 1 0
-
Boat traffic: Proximity None 1-10 per More than 1-10 per More than of site to recreational week 10 per week 10 per and commercial boat withing ½ week within 100 week traffic. mile of within ½ yards of within 100 5 shore mile of shore. yards of shore 1 shore. 3 2 0
______ Cumulation of VTP for variables 1,2,3, and 4
Treatment Potential (TP) Scale : if TP is:
Between And Potential of site to be successfully stabilized with soil bioengineering
23 26 Excellent 20 22 Very Good 16 19 Good 13 15 Fair below 13 Poor
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Shoreline Stabilization
The Vegetative Treatment Potential (VTP) as shown in Table 26-6 shall be evaluated for all shoreline protection measures. Bioengineering treatments involving vegetation may only be considered where the Treatment Potential Scale indicates excellent to very good site conditions. Vegetative measures alone are not suited to sites where wave heights are greater than 1.5 feet and beach slopes are steeper than 12H to 1V. Fiber roll revetments or structural stabilization measures such as rock riprap, and off-shore wave dissipater berms shall be considered for use in combination with vegetation where site conditions are not suited to vegetation alone. Fiber roll revetments have a design life of 5 years and are suitable for sites where there is a high probability that vegetation, once established, will be adequate for stabilizing the shoreline. In general, this will be in lower energy situations where adjacent reaches indicate vegetation alone will be adequate. Riprap for shoreline stabilization shall be designed using procedures in the Standard for Riprap, pg. 22-1.
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STANDARD
FOR
STABILIZED CONSTRUCTION ACCESS
Definition
A stabilized pad of clean crushed stone located at points where traffic will be accessing a construction site.
Purpose
The purpose of a stabilized construction access is to reduce the tracking or flowing of sediment onto paved roadways (or other impervious surfaces).
Conditions Where Practice Applies
A stabilized construction exit applies to points of construction ingress and egress where sediment may be tracked, or flow off, the construction site.
Water Quality Enhancement
In addition to minimizing sediments which can be tracked directly onto pavement during construction, oils, greases and diesel fuels which become mixed with sediment during construction may also migrate into the offsite drainage system where they may enter directly into a waterway. By preventing or minimizing the tracking of sediments onto paved areas, a significant reduction in construction related hydrocarbon pollution will also be controlled.
Design Criteria
Stone Size - Use ASTM C-33, size No. 2 ( 2 ½ to 1 ½ in) or 3 ( 2 to 1 in). Use clean crushed angular stone. Crushed concrete of similar size may be substituted but will require more frequent upgrading and maintenance.
Thickness - not less than six (6) inches.
Width - not less than full width of points of ingress or egress.
Length - 50 feet minimum where the soils are course grained (sands or gravels) or 100 feet minimum where soils are fine grained (clays or silts), except where the traveled length is less than 50 or 100 feet respectively. These lengths may be increased where field conditions dictate. Stormwater from up-slope areas shall be diverted away from the stabilized pad (see Standard for Diversions, pg. 15-1). Where diversion is not possible, the length of the stabilized pad shall be as shown in Table 27-1. Where the slope of the access road exceeds 5%, a stabilized base of Hot Mix Asphalt Base Course, Mix I-2 shall be installed. The type and thickness of the base course and use of a dense graded aggregate sub-base shall be as prescribed by local municipal ordinance or other governing authority.
At poorly drained locations, subsurface drainage gravel filter or geotextile shall be installed before installing the stabilized construction entrance.
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Table 27-1: Lengths of Construction Exits on Sloping Roadbeds
Percent Slope of Roadway Length of Stone Required
Coarse Grained Soils Fine Grained Soils
0 to 2% 50 ft 100 ft
2 to 5% 100 ft 200 ft
>5% Entire surface stabilized with Hot Mix Asphalt Base
Course, Mix I-21
- As prescribed by local ordinance or other governing authority.
Where a stabilized construction exit traverses between two buildings, it shall be stoned the entire length of the right- of-way. Mountable stone berms placed across the width of the exit may also be required at the transition point between paved and non-paved areas to trap sediments which are carried by stormwater flowing along the curbline.
Individual lot entrance and egress- After interior roadways are paved, individual lot ingress/egress points may require a stabilized construction entrance consisting of no. 3 stone ( 1" to 2") to prevent or minimize tracking of sediments. Width of the stone ingress/egress shall be equal to lot entrance width and shall be a minimum of ten feet in length.
Tire washing - If space is limited, vehicle tires may be washed with clean water before entering a paved area. A wash station must be located such that wash water will not flow onto paved roadways or into unprotected storm drainage systems.
When the construction access exits onto a major roadway, a paved transition area may be installed between the major roadway and the stoned entrance to prevent loose stones from being transported out onto the roadway by heavy equipment entering or leaving the site.
Maintenance
The entrance shall be maintained in a condition which will prevent tracking or flowing of sediment onto roadways. This may require periodic top dressing with additional stone or additional length as conditions demand and repair and/or cleanout of any measures used to trap sediment. All sediment spilled, dropped, washed, or tracked onto roadways (public or private) or other impervious surfaces must be removed immediately.
Where accumulation of dust/sediment is inadequately cleaned or removed by conventional methods, a power broom or street sweeper will be required to clean paved or impervious surfaces. All other access points which are not stabilized shall be blocked off.
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Figure 27-1: Stabilized Construction Access
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STANDARD
FOR
STORM SEWER INLET PROTECTION
Definition
A temporary barrier and settling facility installed at a storm sewer inlet.
Purpose
The purpose of storm sewer inlet protection is to intercept and retain sediment, thus preventing the entrance of sediment into the storm sewer system.
Conditions Where Practice Applies
-
Contributing drainage area is 3 acres or less.
-
A storm sewer or the outlet channel of a storm sewer needs protection from sediment.
-
Traffic will not destroy or cause constant maintenance of the storm sewer inlet protection.
-
A traffic hazard will not be created.
-
A flooding problem will not be created.
Water Quality Enhancement
The primary benefit to water quality is the removal of sediment from stormwater runoff prior to entering the stormsewer system. As an added benefit, other floatable debris, such as vegetative matter and litter may also be filtered out of the runoff.
Design Criteria
The following applies to all methods of storm sewer inlet protection:
1. Must slow the storm water, provide the coarse sediment particles a chance to settle, and provide an area to
retain the particles that have settled.
2. In all cases, inlet protection should not completely close off the inlet. Provision must be made to allow
stormwater to overflow or bypass filter
3. The protection device will be designed to capture or filter runoff from the 1 year, 24 hour storm event and
shall safely convey higher flows directly into the storm sewer system.
Other methods that accomplish the purpose of storm sewer inlet protection may be used if approved by the
Soil Conservation District.
Inspections shall be frequent. Maintenance, repair, and replacement shall be made promptly, as needed.
The barrier shall be removed when the area draining toward the inlet has been stabilized.
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STANDARD
FOR
STREAM CROSSING
Definition
A structural span installed across a watercourse to provide a travel way for vehicles or pedestrians. Temporary structures will be in place for no more than one year and shall be removed prior to completion of construction.
Purpose
A stream crossing is designed to provide access across a watercourse while reducing sediment delivery into the stream, minimizing damages to the streambed or channel, and avoiding flood damages.
Condition Where Practice Applies
This standard applies to temporary and permanent stream crossings. The temporary stream crossing shall be used to cross streams with drainage areas less than one square mile. Structures which must handle flow from larger drainage areas should be designed as permanent structures using generally accepted engineering practice. Complex sites requiring bridge scour studies are beyond the scope of this standard.
Water Quality Enhancement
Flow restrictions caused by stream crossings can increase velocity through the structure causing stream bed erosion and scour. Reducing flow velocity or protecting the stream bed can minimize erosion and sediment production. Crossings can minimize or prevent oils, greases and diesel fuels which become mixed with sediment during construction and after or which could wash off vehicles, from entering the watercourse. In addition, temporary crossings help to minimizing sediments which can be tracked into the stream during construction.
I. Temporary Crossings
Planning
Temporary stream crossings are necessary to prevent construction vehicles from damaging streambanks and tracking sediment and other pollutants into the watercourse. These structures are, however, undesirable in that they represent a channel restriction which can increase flooding upstream or washout during periods of high flow. Therefore, the temporary nature of the structure is stressed. The structure should be planned to be in service for the shortest practical period of time and to be removed as soon as their function has been completed.
This standard pertains primarily to flow capacity and resistance to washout of the structure. From a safety and utility standpoint, the designer must also be sure that the span is capable of withstanding the expected loadings from heavy construction equipment.
The preferred method for temporarily crossing a stream is a bridge made of wood, metal or other material which can provide access across the stream. A bridge causes the least amount of disturbance to the stream bed and banks. They can also be quickly removed and reused. In addition, temporary bridges pose the least chance for interference with fish passage and migration. The other method of temporarily crossing a stream is a culvert crossing consisting of stone and a section(s) of pipe. Temporary culverts are used where the channel is too wide for normal bridge construction or the anticipated loading of construction vehicles may prove unsafe for single span bridges. There is some disturbance to the stream bed and banks during construction and removal of the temporary culvert crossing. The stone, along with the temporary culverts, can be salvaged and reused.
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Design Criteria
- Temporary Bridge a. Structures may be designed in various configurations and out of various materials. However, the bridge must be able to withstand the anticipated loading of the construction traffic. An example of a typical bridge crossing is shown in figure 29-1.
b. Crossing Alignment - The temporary stream crossing shall be at right angles to the stream. Where approach conditions dictate, the crossing may vary 15 degrees from a line drawn perpendicular to the center line of the stream at the intended crossing location.
c. The centerline of the roadway approaches on both sides of the crossing shall coincide with the crossing alignment centerline for a minimum of 50 feet from each bank of the stream crossed. If physical right-of-way restraints preclude the 50 feet minimum, a shorter distance may be provided.
d. A water diversion such as a dike or swale shall be constructed (across the roadway on both roadway approaches) 50 feet (maximum) on either side of the stream crossing. This will prevent roadway surface runoff from directly entering the stream. The 50 feet is measured from the top of the stream bank. If the roadway approach is constructed with a reverse grade away from the stream, a diverting structure is not required. See the Standard for Diversions, pg. 15-1, for roadbed diversions.
e. Perimeter soil erosion controls, such as a silt fence, must be employed, when necessary, along and parallel to the banks of stream.
f. All crossings shall have one traffic lane. The minimum width shall be 12 feet.
- Temporary Culvert
a. Where culverts are installed, Use ASTM C-33, size No. 2 ( 2 ½ to 1 ½ in) Coarse Aggregate or larger will be used to form the crossing. The depth of stone cover over the culvert shall be a minimum of 12 inches or as recommended by the pipe manufacturer for the design loading. Rip-rap shall be used to protect the sides of the stone from erosion. Typical culvert details are presented in figure 31-2.
b. As a minimum, the culvert shall be designed to pass the flow from a 2-year frequency, 24 hour duration storm without overtopping. In addition the culvert shall be designed to ensure that no erosion will result from the 10- year peak storm.
c. Multiple culverts may be used in place of one large culvert if they have the equivalent capacity of the larger one. The minimum-sized culvert that may be used is 18 inches.
d. All culverts shall be strong enough to support their cross-sectioned area under maximum expected loads. e. The length of the culvert shall be adequate to extend the full width of the crossing, including side slopes.
f. The slope of the culvert shall be at least 0.25 inch per foot.
g. Crossing Alignment - The temporary culvert crossing shall be at right angles to the stream. Where approach conditions dictate, the crossing may vary 15∘ from a line drawn perpendicular to the center line of the stream at the intended crossing location.
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h. The centerline of the roadway approaches on both sides of the crossing shall coincide with the crossing alignment centerline for a minimum of 50 feet from each bank of the stream crossed. If physical right-of-way restraints preclude the 50 feet minimum, a shorter distance may be provided.
i. The approaches to the structure shall consist of stone pads meeting the following specifications:
• Stone: ASTM C-33, size No. 2 ( 2 ½ to 1 ½ in)
• Minimum thickness: 6 inches
• Minimum Width: equal to the width of the structure
j. A water diverting structure such as a dike or swale shall be constructed (across the roadway on both roadway approaches) 50 feet (maximum) on either side of the stream crossing. This will prevent roadway surface runoff from directly entering the stream. The 50 feet is measured from the top of the stream bank. If the roadway approach is constructed with a reverse grade away from the stream, a diverting structure is not required. See the Standard for Diversions, pg. 5-1 for roadbed diversions.
Construction Specifications
- Temporary Bridge
a. Clearing and excavation of the stream bed and banks shall be kept to a minimum.
b. The temporary bridge structure shall be constructed at or above bank elevation to prevent the entrapment of floating materials and debris.
Abutments shall be placed parallel to and on stable banks.
c. Bridges shall be constructed to span the entire channel. If the channel width exceeds 8 feet (as measured from top-of-bank to top-of-bank), then a footing, pier or bridge support may be constructed within the waterway. One additional footing, pier or bridge support will be permitted for each additional 8-foot width of the channel. No footing, pier or bridge support, however, will be permitted within the channel for waterways which are less than 8 feet wide.
d. Stringers shall either be logs, sawn timber, prestressed concrete beams, metal beams, or other approved materials.
e. Decking materials shall be of sufficient strength to support the anticipated load. All decking members shall be placed perpendicular to the stringers, butted tightly. and securely fastened to the stringers. Decking materials must be butted tightly to prevent any soil material tracked onto the bridge from falling into the waterway below.
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f. Run planking (optional) shall be securely fastened to the length of the span. One run plank shall be provided for each track of the equipment wheels. Although run planks are optional, they may be necessary to properly distribute loads.
g. Curbs or fenders may be installed along the outer sides of the deck. Curbs or fenders are an option which will provide additional safety.
h. Bridges shall be securely anchored at only one end using steel cable or chain. Anchoring at only one end will prevent channel obstruction in the event that floodwaters float the bridge. Acceptable anchors are large trees, large boulders, or driven steel anchors. Anchoring shall be sufficient to prevent the bridge from floating downstream and possibly causing an obstruction to the flow.
i. All areas disturbed during installation shall be stabilized within 7 calendar days of that disturbance.
j. When the temporary bridge is no longer needed, all structures including abutments and other bridging materials should be removed immediately.
k. Final clean-up shall consist of removal of the temporary bridge from the waterway, protection of banks from erosion, and removal of all construction materials. All removed materials shall be stored outside flood plain of the stream. Removal of the bridge and clean-up of the area shall be accomplished without construction equipment working in the waterway channel.
- Temporary Culvert
a. Clearing and excavation of the stream bed and banks shall be kept to a minimum.
b. The invert elevation of the culvert shall be installed on the natural streambed grade to minimize interference with fish migration. In addition, no construction or removal of a temporary access culvert will be permitted during the following periods critical to spawning along such waters as identified in the Department of Environmental Protection’s report entitled “Classification of New Jersey Waters as related to Their Suitability for Trout”:
check updated trout production dates.
i. Brook Trout/Brown Trout Production Watercourses: September 15 through March 15 inclusive
ii. Rainbow Trout Production Watercourses: February 1 through April 30, inclusive
iii. Trout Production Watercourses: September 15 through March 15 inclusive
iv. Trout Stocked Watercourses, or within one mile upstream of Trout Stocked Watercourses and Trout
Maintenance Watecourses: March 15 through June 15 inclusive.
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Waivers of the timing restrictions may be granted if approved, in writing, by the Department of Environmental
Protection’s Division of Fish Game and Wildlife.
c. Filter cloth shall be placed on the streambed and streambanks prior to placement of the pipe culvert(s) and aggregate. The filter cloth shall cover the streambed and extend a minimum of six inches and a maximum of one foot beyond the end of the culvert and bedding material. Filter cloth reduces settlement and improves crossing stability. This requirement should not be confused with the installation of conduit outlet protection (item f. below).
d. The culvert(s) shall extend a minimum of one foot beyond the upstream and downstream toe of the aggregate placed around the culvert. In no case shall the culvert exceed 40 feet in length.
e. The culvert(s) shall be covered with a minimum of one foot of aggregate. If multiple culverts are used, they shall be separated by at least 12 inches of compacted aggregate fill. At a minimum, the bedding and fill material used in the construction of the temporary access culvert crossings shall conform with the aggregate requirements cited in part "i" under "Temporary Culvert Crossing."
f. The Standard for Conduit Outlet Protection (pg. 12-1) shall be addressed for the temporary culvert. The 10 year design storm peak flow shall be used for apron and stone sizing.
g. When the crossing has served its purpose, all structures including culverts, bedding and filter cloth materials shall be removed. Removal of the structure and clean-up of the area shall be accomplished without construction equipment working in the waterway channel.
h. Upon removal of the structure, the stream shall immediately be shaped to its original cross-section and properly stabilized. Restoration may include the application of Soil Bioengineering techniques where applicable. See the standard for Soil Bioengineering, pg. 26-1.
II. Permanent Crossings
Planning
This standard pertains primarily to flow capacity and resistance to washout of the structure. Planning, alignment, structural design and other considerations shall be in conformance with the appropriate municipal, county, state or federal requirements and regulations.
Where a natural stream bed is to be provided through the structure to benefit aquatic species, consideration shall be given to flow velocity and potential for bed erosion and scour. Where velocity exceeds the threshold for a stable condition, the need for lining of the stream bed, or use of conduits or box culverts, shall be evaluated.
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Design
- Permanent Culvert
a. Design criteria shall be as prescribed by the appropriate authority.
b. For natural stream bed designs:
Three (3) areas of concern should be must be considered for natural stream bed or three (3) sided “bottomless culvert” designs: 1. The corners and abutments of the Inlet section of the culvert 2. The barrel section of the culvert 3. The outlet or discharge section of the culvert
The Corners and Abutments of the Inlet Section of the Culvert: Designs should avoid significant reductions in flow width transition from the approach channel to the inlet of the structure, which could cause abutment or contraction scour at the inlet. When it is determined that the potential for abutment or contraction scour exists at the inlet, the areas of concern shall be provided with a structural lining, such as riprap. See the Standard for Riprap and the Standard for Channel Stabilization. The Barrel Section of the Culvert: The potential for erosion through the structure shall be evaluated by comparing expected flow velocity against the allowable velocity for the soil texture found in the stream bed, see Standard for Channel Stabilization.
When the allowable velocity is exceeded, use of a channel lining, designed to withstand the expected
velocity shall be incorporated, or the use of a conduit or box culvert, shall be considered.
Designs shall avoid abrupt changes in the flow profile through the barrel section of the culvert, which
would cause a transition in the water surface profile from Super-Critical Flow to Sub-Critical Flow,
creating a Hydraulic Jump.
The Outlet Section or the Discharge end of the Culvert:
If the structure causes a reduction in the design flow top width within the channel, and the outlet velocity
exceeds the allowable velocity for the soil the culvert is discharging onto, as referenced in Table 12-1, the
discharge end of the structure shall meet the Standard for Conduit Outlet Protection.
The upmost consideration shall be give to the protection of the structure.
Transition area riprap for areas disturbed adjacent to the culvert may be required as referenced within the Standard for Conduit Outlet Protection. Measures to protect intrusion into the areas of the natural stream bed that are proposed to remain undisturbed, during construction shall be provided.
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Construction Specifications
Permanent Crossings
Construction specifications for permanent crossings shall be as prescribed by the appropriate authority and shall be in compliance with all federal, state, and local regulations. All applicable standards, such as permanent vegetation, sediment barriers, land grading etc. shall be addressed when designing permanent crossings.
Maintenance
Temporary and permanent installations shall be inspected after every rainfall and at least once a week, whether it has rained or not, and all damages repaired immediately.
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1Figure 29-1: Stream Crossing - Temporary Bridge
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2Figure 29-2: Stream Crossing - Culvert Installation
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STANDARD
FOR
SUBSURFACE DRAINAGE
Definition
Removal of water through the soil by conduit, such as tile, pipe, or tubing, installed beneath the ground surface to collect and convey drainage water.
Purpose
A drain may serve one or more of the following purposes:
-
Improve vegetation by lowering the water table.
-
Intercept and prevent water movement into a potentially wet area.
-
Relieve artesian pressures.
-
Reduce surface runoff.
-
Serve as an outlet for other drains.
-
Replace natural subsurface drainage patterns which are interrupted by construction operations.
Conditions Where Practice Applies
Drains are used in areas having a high water table where benefits of lowering groundwater or controlling surface runoff justify the installation of such a system.
The soil shall have enough depth and permeability to permit installation of an effective system. On-site investigations are required.
An outlet for the drainage system shall be available, either by gravity flow or by pumping. The outlet shall be adequate for the quantity and quality of effluent to be disposed of with consideration of possible damages above or below the point of discharge.
Water Quality Enhancement
The use of subsurface drainage will prevent surface ponding of runoff, which can kill stabilizing vegetation. Loss of this vegetation can result in increased erosion and an increase in discharge of nutrients and fertilizers without the aid of filtration and adsorption from vegetative cover.
Design Criteria
The design and installation shall be based on adequate surveys and investigations.
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Design Inflow
The design inflow can be determined by the use of the method described in reference (9), the use of Table 30-1, or by other accepted methods.
TABLE 30-1
INFLOW RATES FROM DIFFERENT SOIL TEXTURES 1/ 2/
SOIL TEXTURE UNIFIED SOIL INFLOW RATE PER 1000 FT.
CLASSIFICATION OF LINE IN CFS
Coarse sand and gravel GP, GW, SP, SW 0.15 to 1.00
Sandy or gravelly loam SM, SC, GM, GC 0.07 to 0.25
Silt loam CL, ML 0.04 to 0.10
Clay and clay loam CL, CH, MH 0.02 to 0.20
1/ Required inflow rates for interceptor lines on sloping land should be increased by 10% for slopes 2%
to 5%; 20% for slopes 5% to 12%; and 30% for slopes over 12%.
2/ For complete drainage systems, use the lower value in the above table for the given soil texture.
Size of Drain
The size of drains shall be computed by applying Manning's formula, or by the method contained in Chapter 14, Ref. (1).
The minimum drain shall be equivalent to a 4-inch diameter pipe.
Depth, Spacing, and Location
The depth, spacing, and location of the drain shall be based on site conditions including soils, groundwater conditions, topography, and outlets.
Minimum Velocity and Grade
In areas with no siltation hazard, the minimum grades shall be 0.1%. Where it is determined that a siltation hazard exists, velocity of not less than 1.4 feet per second shall be used to establish the minimum grades if site conditions permit. Otherwise, provisions shall be made for prevention of siltation by filters or collection and removal of silt by use of silt traps.
Maximum Grade and Protection
On sites where topographic conditions require the use of drain lines on grades steeper than 2% or where design velocities will be greater than indicated in Table 30-2 special measures shall be used. These measures shall be specified for each job based on the particular conditions of the job site. Possible protective measures include the following:
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-
Lay the drains so as to secure a tight fit with the inside of one section matching that of the adjoining section.
-
Wrap open joints with geotextile filter.
-
Select the least erodible soil available for hand placing on sides and top of conduit, which must be tamped before backfilling. Tamped thickness of this material over conduit shall be a minimum of two inches.
-
For continuous pipe or tubing with perforations, completely enclose the pipe with geotextile filter material, or properly graded sand and gravel as specified under filters and filter materials on page 30-4.
-
Install relief vents where changes in grade exceed 5 percent.
TABLE 30-2MAXIMUM PERMISSIBLE VELOCITIES IN DRAINS WITHOUT PROTECTIVE MEASURES
SOIL TEXTURE VELOCITY - FEET PER SECOND Sandy loam 2.5 Silt and silt loam 4.0 Silty clay loam 5.0 Clay and clay loam 6.0 Coarse sand and gravel 8.0
Materials for Drains
"Drains" include conduits of clay, concrete, metal, plastic, or other materials of acceptable quality.
The conduit shall meet strength and durability requirements of the site.
Loading
The allowable loads on drain conduits shall be based on the trench and bedding conditions specified for the job. A factor of safety of not less than 1.5 shall be used in computing the maximum allowable depth of cover for a particular type of conduit.
Filters and Filter Material Suitable filters shall be used, where required by site conditions, to prevent sediment accumulation in the conduit. The need for a filter shall be determined by the characteristics of the soil materials at drain depth and the velocity of flow in the conduit.
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Not less than three inches of filter material shall be used for sand-gravel filters.1
Envelopes shall be used around drains where necessary to improve flow characteristics of groundwater into the conduit.
Installation Requirements
All drains shall be laid to line and grade, and covered with not less than three inches of approved hand placed backfill and/or filter material. The upper end of all drain lines shall be closed with concrete or other durable material unless connected to a structure.
Earth backfill material shall be placed in the trench in such a manner that displacement of the drain will not occur, and so that the filter material, after backfilling, will meet the requirements of the design.
The gap between drain pipe joints shall not exceed one-fourth inch for mineral soils or one-half inch for organic soils. Openings wider than these shall be covered with geotextile filter or other suitable material.
If the conduit is to be placed in a rock-trench, or where rock is exposed in the bottom of the trench, the rock shall be removed below grade deep enough so that the trench may be backfilled, compacted, and bedded so that the conduit is not less than two inches from rock.
When iron sulfide chemical reaction causes sealing of joints or perforations, the drain shall be enclosed in a clean sand-gravel filter. Riser pipes for flushing the line shall be provided at intervals not to exceed 500 feet.
1 A recommended method of installation is to place filter material to a depth of three inches under the drain, and cover the drain and filter with a sheet of plastic. The filter shall be designed to prevent the material in which the installation is made from entering the drain. Not more than 10% of the filter shall pass the No. 60 sieve.
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STANDARD
FOR
TRAFFIC CONTROL
Definition
The control of on-site construction traffic (construction equipment, service vehicles, autos, etc.) during development of a parcel of land.
Purpose
To minimize land disturbance.
Where Applicable
Any area where vehicular traffic disturbs the land to the extent of reducing protective vegetation, compacting soil, or otherwise deteriorating the environment.
Water Quality Enhancement
Managing construction traffic to minimize the damage or loss of protective vegetative cover and minimize the compaction of soils will help to minimize off-site erosion and transportation of associated pollutants.
Planning Criteria
Restrict construction traffic to predetermined routes according to types and numbers of vehicles anticipated. Markers or temporary fencing may be helpful.
Avoid damage to waterways by construction of suitable crossing facilities and avoid traffic in or along streams.
Predetermine steep banks and vegetative areas to be avoided by traffic.
Traffic during wet weather should be minimized.
Sediment from tire washing operations shall be retained on site. Water shall be conveyed to a stable outlet.
Soil compaction resulting from construction traffic can impact the infiltration rate of the soil. Restoration of compacted soils through deep tillage (6" to 12") and the addition of organic matter may be required, in accordance with the Standards for Topsoiling and Land Grading, in planned pervious areas to enhance the infiltration rate of the disturbed soil.
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STANDARD
FOR
FLOATING TURBIDITY BARRIER
Definition
A temporary floating barrier at streams or waterways within the construction site.
Purpose
To prevent the siltation of streams or waterways that pass through or about the construction site.
Conditions Where Practice Applies
Floating turbidity barriers shall be used whenever construction operations are directly located in a stream or water course, or where a drainage pipe that may carry silt discharges into a stream or waterway.
Water Quality Enhancement
This practice will limit the dispersion of runoff-borne sediment (and floatable material) to the immediate area of construction, thereby facilitating maintenance and cleanup. Sediment trapped behind the barrier will be permitted to drop out of suspension before being carried further downstream.
Design Criteria
-
Barrier material will be a Polyethylene Plastic sheet, 10 mil., or suitable alternate to fit existing conditions.
-
Weights will be at 10' intervals along the entire length. They shall be 5 pounds and extend 12" below the bottom of the material.
-
Floats will be at 5' intervals; there will be two floats at each location, one on either side of the material.
-
Rope will be 1/4" nylon or manila.
Placement -
Barrier will be set on a 50' radius from the point of discharge when discharging through a conduit. If the radius cannot be accommodated, barrier shall be placed in accordance with no. 3 below.
2 Barrier will extend parallel to the channel bank(s) for the full length of the work area for shoreline disturbances.
- Barrier will extend across the entire channel when work is performed within the channel.
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Figure 32-1: Placement of Floating Turbidity Barrier
Conduit discharge into body of water
Barrier installed at a 50 foot radius
from discharge
Containment of shoreline disturbance
Flow Barrier installed parallel
to shoreline
Containment from in-channel disturbance
(disturbance is up-stream of barrier)
Flow
Barrier installed across
channel
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Appendix A1
THE UNIVERSAL SOIL LOSS EQUATION *
Determining Sediment Yield from Construction Sites and Development
Introduction
Sediment, a common term for eroded soil, is the most massive pollutant of surface water. Our growing population and high standards of living require construction of more houses, shopping centers, highways, waterways, and other facilities that involve clearing of vegetation and massive movement of soil. These activities expose the soil directly to the erosive actions of rain and flowing water. As a result, an enormous amount of soil is lost from these sites causing high turbidity to the water that carries it and damaging the site where it is finally deposited.
The Universal Soil Loss Equation, commonly known as the USLE, is a valuable technique for estimating erosion rates and evaluating various conservation practices for controlling erosion and sedimentation (deposition).
The Soil Erosion - Sedimentation Process
Since soil erosion and sedimentation by water are complex processes, a better understanding of them provides a sound basis for developing improved predictions and control methods. Soil erosion and sedimentation by water include detachment from the soil mass, transport downslope, and subsequent deposition. Soil is detached by raindrop impact and runoff shear forces, but man's activities that loosen and pulverize soil often promote accelerated erosion. Downslope transportation of eroding soil particles is primarily by channelized runoff. Generally, three distinct forms of erosion are seen in the upland areas. These are sheet erosion, rill erosion and gully erosion. Sheet erosion, also known as interrill erosion, takes place uniformly between rills or gullies. Sheet erosion results primarily from raindrop impact. The erosive potential of rain depends on its raindrop size, fall velocity and total mass at impact. Unless the soil surface is protected against raindrop impact by vegetation, mulches, or other cover, these raindrops can detach great quantities of soil and cause serious unnoticed interrill erosion.
Rill erosion is much more noticeable than interrill erosion. It is primarily the result of soil detachment by concentrated runoff, it causes intensive soil movement from a limited part of the land surface. Rills, which are small channels that can be easily smoothed, may first develop due to topographic variations, tillage marks, or random irregularities on the land surface. Rills carry both runoff from interrill areas and the rain that falls directly on them. Rill erosion increases rapidly as the slope steepens or lengthens and runoff rate increases.
Gully erosion is massive removal of soil by large concentrations of runoff. Gullies often start as rills and enlarge until they cannot be crossed by vehicles such as trucks and tractors. If permitted to form, gullies may yield tremendous volumes of sediment.
*Pages A1.1-A1.20 written by Dr. Devah Borah and presented at Cook College, Rutgers University, Sediment and Erosion Control Short Course, Spring 1986.
The quantity and size of material transported is a function of runoff velocity and turbulence, and these increase as the slope steepens and the flow increases. The larger the eroding material, the greater must be the flow velocity and turbulence to transport it. When the velocity or turbulence decreases, some of the eroded sediment may deposit. The largest and densest particles settle first while the finer particles are carried farther downslope or downstream. Estimating Sediment Yield
The rate of sheet erosion depends on several factors as follows: (1) rainfall energy and intensity, (2) soil erodibility,
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and (3) land slope and length of slope or topography, (4) condition of the soil surface and land management practices in use and (5) surface cover involved such as grass, woodland, crops, pavement or no cover at all. These factors may be assigned quantitative values to be used for computing soil loss by the Universal Soil Loss Equation, E = RK (LS) CP, where E is the estimated soil loss from sheet erosion in tons per acre per year. See ref. (3).
R, the rainfall factor, is the number of erosion index in a normal year`s rain. The erosion index is a
measure of the erosive force of specific rainfall. See figure A1-I for values of R.
K, the soil-erodibility factor, is the erosion rate per unit of erosion index for a specific soil in
cultivated continuous fallow on a 9 percent slope 72.6 feet long. See Table A1-2a, A1-2b or A1-2c
for values of K and (KR), the product of K and R, for New Jersey soils.
L, the slope length factor, is the ratio of soil loss from the field gradient to that from a 9 percent slope.
See Table A1-3 for values of (LS) for various slope gradient and length combinations.
C, the cropping management factor, is the ratio of soil loss from a field with specified cropping
management to that from the fallow condition on which the factor K is evaluated. This factor is
also called the cover index and can be used to represent the effect of land cover or treatment that
may be used to protect the construction site. See table A1-4 for values of the soil cover index Cc
for treatment that may be used to protect construction sites.
P, the erosion control practice factor, is the ratio of soil loss with the contour strip cropping or
terracing to that with straight row farming up and down the slopes. The condition of the soil
surface, particularly at construction sites, can also be reflected in the practice factor. See Table
A1-5 for soil surface condition factors Pc for construction sites.
The value E may also be modified by a factor M shown on Table A1-6. M may be used to estimate the soil loss for a portion of a year and a portion of another year or more. The use of this factor provides a means of estimating the average soil loss on a critical sediment source area that will remain as such for a portion of a year or during the performance time of a construction contract.
The factor R is equal to the average annual value of the erosion index EI when the equation is being used to estimate average annual soil loss. This value of the equation may be modified to reflect soil loss probability and individual storm losses. Estimates of average soil loss, based on probability and single storm losses, can be made by multiplying the equation by the factors shown in Table A1-8. These factors reflect an alteration in the value of R and, therefore, the erosive effect of rainfall. They do not account for such things as snow melt, freezing, thawing and snow cover.
Detailed definitions and explanations for each of these factors are contained in Reference (3).
The soil information contained in Tables A1-2a, A1-2b and A1-2c are of general nature, useful for planning purposes. It should be used, without verification, for evaluation of construction sites for erosion control. Where erosion may be expected during construction involving earth moving, on-site investigations should include information on soils to be exposed as follows: (1) field identification and classification for both agriculture textures and the unified system, (2) sampling for grain size distribution, Atterburg limits and laboratory classification, and (3) in-place density as determined by a volumeter and the speedy moisture tester or other means.
The soil grain size is useful in determining the value of practices for the control of erosion and particularly sediment. For example, sediment basins will not be very effective for trapping very fine sediment. Soils made up of a high percentage of material with the grain size of 0.05 mm or less have a slow settling velocity in water. Material with a 0.05 mm grain size has a settling velocity close to 0.006 feet per second. This means that, theoretically, a detention time of about 15 minutes is required to settle out 0.05 mm material in 5 feet of still water.
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Soil loss computed by the universal loss equation represents gross sheet erosion. This value plus erosion from the rilling, gullies and other sources is the gross erosion. To obtain sediment yield at the point downstream, the gross erosion must be adjusted downward by a delivery rate factor in percent equal to the ratio of sediment yield at the damage area to gross erosion. Delivery rates vary somewhere between 10 percent and 90 percent depending on conditions that tend to trap sediment between the source and the damage area.
Water pollution in the form of turbidity or discoloration may be as damaging to water supplies or swimming areas as the accumulation of sediment. Turbid water may be the result of algae or other organisms but generally it is caused by the fine silt or clay particles held in suspension. The very fine, divided clay particles found in some soils are difficult to control and may take months to settle out in still water.
Downstream damage from sediment depends on the following conditions:
1. Distance from the construction site to the nearest stream, pond or reservoir along with the condition of the
vegetation and the slope of the area between the site and the stream of the reservoir. Areas with flat slopes
and dense vegetation will tend to filter out sediment.
2. Once the sediment gets into a stream, the distance downstream to the damage point, such as a pond or
water supply intake, is important. Also to be considered is the stream channel gradient and the flood
plain width. Wide flat flood plains with dense vegetation will trap more sediment than steep narrow valleys.
3. The use of the stream or reservoir must be considered. It is very important to keep sediment out of streams
used for fishing, recreation or water supply.
4. Another factor that should be considered is the size of the construction area and the length of time it will be
bare of vegetative cover and subject to erosion. The total sediment expected should be compared with the
capacity of the damage area to sustain sediment. If the total sediment to be expected from the site during
the entire construction period is greater than can be tolerated in the damage area, considerable effort should
be made to reduce it. If this cannot be done, arrangements to alleviate the damage should be made. These
arrangements may include cleanout of ponds and reservoirs or restoration of stream channels.
A look at the Soil Loss Equation will show the factors over which man can exercise some control. These are lengths of slope, exposure time, and the total area exposed. Slope length is contained in the equation as part of the (LS) factor and its effect on soil loss can be evaluated. The length of time and time of year of soil loss from different size areas, can also be estimated.
"LS" Factor for Composite Slopes
LS values given in Table A1-3 predict the average soil loss for the entire length of a slope. Such a slope length is measured from the point where surface flow originates (usually the top of the ridge) to the outlet channel or a point down slope where deposition begins. When a slope steepens or flattens significantly toward the lower end, or is composed of a series of convex and concave segments, its overall average gradient and length do not correctly indicate the topographic effect on soil loss. Neither can successive slope segments be evaluated as independent slopes when runoff flows from one segment to the next. For irregular slopes values read from the aforementioned table must be adjusted to account for effects of the gradient changes.
The irregular slope is divided into a small number of equal-length segments in such a manner that, for practical purposes, the gradient within each segment can be considered uniform. The LS values corresponding to the steepness of each of the slope segments are read from table A1-3. While reading these values, the entire length of the irregular slope is taken. These LS values are multiplied by the corresponding factors given in the following table (Wischmeier, 1974). Each individual product is an estimate of LS value for the corresponding slope segment and the average of the products is an estimate of the effective LS value for the entire irregular slope. The procedure is valid only for situations
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where upslope deposition is not possible.
FACTORS TO ADJUST "LS" VALUES FOR COMPOSITE SLOPES
Segment No. Adjustment Factors for Given Number
(Top to Bottom) of Equal-length Segments
───────────────────────────────────────────────────────────────────────────── ─ 2 3 4 5 1 0.71 0.58 0.50 0.45
2 1.29 1.06 0.91 0.82
3 1.37 1.18 1.06
4 1.40 1.25
5 1.42
"C" Values for Various Mulches Table A1-4 gives C values and slope-length limits or various nonseeded and seeded mulches used in controlling soil erosion. This table is taken from Meyer and Ports (1976). By using these values in the USLE, the effectiveness of various mulches can be determined in controlling soil erosion.
Sediment Delivery Ratio
Since the USLE predicts only the soil loss by rill and interrill erosion from the field-size areas, sediment yields from larger areas of watersheds must be estimated by adding additional erosion from gullies and streambanks along the flow path and subtracting eroded soil that is deposited at the base of a slope and elsewhere within the watershed. If additional gully or channel-type erosion is significant, it should be estimated and added to the predicted upland erosion to give the gross erosion occurring in the watershed above the location of interest. Deposition of eroded soil is accounted by simply using a sediment delivery ratio which is defined as the ratio of the sediment leaving the watershed to the estimated gross erosion on the watershed. Delivery ratios are generally much less than 1, because most natural slopes tend to flatten along their lower portions, which encourages deposition, and heavy vegetation often traps sediment below the upland slopes. However, urban erosion sources often lack locations where deposition is likely to occur and, in such cases, the delivery ratio will approach 1. Figure 2-4-2 gives delivery ratios for different soil texture and drainage areas. A general guide to sediment delivery ratios from construction sites is given as follows:
Guide To Delivery Ratio For Sediment From Construction Sites
Damage Area Condition (Reservoir, stream reach or other area that could be damaged by sediment) Estimated Delivery Rates \1
Less than 300 feet from the down slope boundary of the construction site. .90
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More than 300 feet down slope from the construction site but not downstream any appreciable distance .70
Less than 1 mile downstream from the construction site (stream flows through or less than 300 feet from the slope boundary of site) .60
Damage area more than 1 mile downstream or less. .50
\1 New Jersey State Soil Conservation, "Sediment Pollution and Erosion Control Guide for Resource Conservation", Technical Guide, 1971. The values are based on judgement only. They should be considered as a general guide.
The Universal Soil Loss Equation has been widely adapted for use in estimating erosion rates and selecting sediment control practices for urban areas. It is a valuable design tool when properly applied, but its misuse can cause serious problems.
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Sample Problem
Consider the following sample construction site. The site is located in the land resource area 148 of New Jersey. The land will be prepared for construction and will be exposed during an eighteen-month construction period starting from April 1 and ending on September 30 of next year. Assume that the upper edge of the site is a ridge so that there will be no overland flow contributing from the outside areas.
- Required: For this site find the weighted soil erodibility factor.
Solution: Estimate the soil erodibility factor "K" as follows
Sub Soil Soil1 Area K Area in Weighted1 Area Series Profile "a" (t/ac) Subarea K in (inches) (ac) "A" subarea AK (ac) ak tons A (t/ac) I WaB 0-9 10.4 0.28 9-52 4.1 0.32 14.5 0.29 4.2
II HaB 0-6 1.7 0.17 6-56 5.1 0.15 6.8 0.16 1.1
III CdB 0-10 6.9 0.17 10-50 5.7 0.302 12.6 0.23 2.9
IV HaB 0-6 4.7 0.17 4.7 0.17 0.8
Total: 38.6 9.0
∑AK
Weighted K = ∑A = 9/38.6 = 0.23 t/ac (answer)
Note: The soil interpretation record of each soil series is used. In absence of these records, Table A1-2 can be used. Since the construction site has several soil series with different surface areas (Figure A1.2) and different K values, the composite K value must be weighted. Also, the soil profile which will be exposed for construction will be different at different locations (Figure A1.3). These differences must also be accounted for by further weighing.
1Assumed that the building and parking area is leveled around 95-ft contour
2 (0.32 + 0.28)/2 = 0.30
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- Required: For this site, estimate the Topographic Factor "LS"
Solution: "LS" for Subarea "A" (11.6 acres)
Segment Slope "LS" form Adjustment Segment
No. % Table A1-3 Factor "LS"
1 1 0.21 0.71 0.15
2 2 0.33 1.29 0.43
Average LS: 0.29
Subarea A will have original slope
"LS" for Subarea "B" (27.0 acres)
Segment Slope "LS" form Adjustment Segment
No. % Table A1-3 Factor "LS"
1 1 0.27 0.45 0.12
2 2 0.41 0.82 0.34
3 0.2 * 0.17 1.06 0.18
4 0.2 ** 0.17 1.25 0.21
5 5 1.70 1.42 2.41
Average LS: 0.65
Weighted LS = [(0.29)(11.6) + (0.65)(27.0)]/38.6 = 0.54 (answer)
Note: Subarea B will be reshaped for construction. Assume that the building area is almost horizontal around 96-ft. elevation.
- Required: Estimate the annual soil erosion rate from the construction site without any control measure. At what rate will this sediment be arriving at the Winding Creek?
Solution: 1. Using the Universal Soil Loss Equation E = R K LS C P
R: from Figure A1-1, R value in Hunterdon County is 175
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K: weighted K value previously calculated is 0.23 t/ac
1. (cont'd)
LS: weighted LS factor previously calculated is 0.54
C: no cover, therefore C is 1.0
P: no control practices, P = 1.0
-
The estimated average soil loss from sheet erosion (E) in tons per acre per year is:
E = (175) (0.23) (0.54) (1.0) (1.0) 22 tons/acre/year
-
The erosion from the entire site (sediment yield)
22 tons/acre/year X 38.6 acres = 849 tons/year
-
Delivery Ratio (DR): The Winding Creek is about 600 feet downstream of the construction site. Based on the values given previously assume DR = 0.7
-
Sediment reaching the Winding Creek is:
0.7 X 849 tons/year = 594 tons/year (answer) -
Required: What would the soil erosion be for an extreme year of one in 20 years and for a major single storm of one in 20 years?
Solution:
-
Soil erosion for an extreme year of one in 20 years can be determined as follows:
a. Probability factor of one in 20 years (Table A1-8) is 1.7
b. Soil erosion for this year is 1.7 X 849 tons/year or 1443 tons/year (answer)
-
Soil Erosion for a major storm of one in 20 years can be determined as follows:
a. The factor in table A1-8 is 0.7, therefore the soil erosion for the storm is 0.7 X 849 tons/year or 594 tons/year (answer).
-
Required: What would the reduction of annual soil erosion be (in percent) if the slope length is divided into five equal slope lengths by using diversions? What would the reduction be if straw or hay mulch at a rate of 1.5 T/ac is properly used in each of the above slope length segments?
Solution:
-
Divide the slopes into five equal slope lengths (Figure A1-2) and determine the effect of the slope length change:
Each slope-length will be 210 feet. "LS" factor, as well as the erosion rate, for each slope-length is computed
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individually.
Erosion from Subarea A
Segment Slope "LS" from Area A Annual Soil Loss No. (%) Table A1-3 (acres) ARKLS (tons/year)
1 1 0.16 2.32 14.9 2 1 0.16 2.32 14.9 3 2 0.25 2.32 23.3 4 2 0.25 2.32 23.3 5 2 0.25 2.32 23.3
Total from Subarea A is 100 tons/year
Erosion from Subarea B
Segment Slope "LS" from Area B Annual Soil Loss No. (%) Table A1-3 (acres) ARKLS (tons/year)
1 1 0.16 5.4 34.8 2 2 0.25 5.4 54.3 3 0.2 0.10 5.4 21.7 4 0.2 0.10 5.4 21.7 5 5 0.78 5.4 169.5
Total from Subarea B is 302 tons/year
Therefore the total soil loss is 100 + 302 = 402 tons/year. The percent reduction would therefore be (849-409)/849 X 100 = 53 percent (answer)
-
The soil loss reduction from the slope length change and from adding mulch is as follows:
a. From table A1-4 for slopes that are < 5 percent and lengths less than 300 feet, the cropping management factor (C) is 0.12
b. Soil loss with straw or hay mulch (1.5 tons/year) on the five equal segments is 402 tons/year X 0.12 = 48 tons/year
c. Reduction of annual soil loss (849-48)/849 X 100 or 94 percent (answer)
-
Required: Assume that the only control measure adopted in this site is a sediment basin which will be constructed at the downstream edge of the property. For what sediment volume will this basin be designed?
Solution:
-
Since the sediment basin will be built at the downstream edge of the site, DR = 1.0
-
The rate of sediment which will enter the basin is 849 tons/year.
- The adjustment factor, M (Table A1-6), for the 18 month construction period (April 1, 1986 to September 30, 1987):
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April 1, 1986 to March 1, 1987: M = 0.98
March 1, 1987 to October 1, 1987 M = 0.82
Total M = 1.80
-
Total sediment which will arrive at the basin during the construction period is Et = 849 tons/year X 1.80 or 1528 tons.
-
Using Table A1-7, the saturated sediment volume for which the sediment basin will be designed is:
1528 X .00077 = 1.18 acre-feet or 1528 X 1.24 = 1895 cu. yd. (answer) A1-17
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TABLE A1-1
USDA TEXTURE ABBREVIATIONS USED IN TABLE A1-2a, A1-2b, A1-2c
c - clay,clayey
ch - channery
co - coarse
e - extremely
f - fine
g - gravelly
k - cobbly
l - loam, loamy
m - muck
r - rocky
s - sand, sandy
sh - shaly
si - silt, silty
st - stony
v - very
SOIL-ERODIBILITY CLASSES
K - class
0.17 - 0.24 - low
0.28 - 0.37 - medium
0.43 - 0.49 - high
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TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Adrian 0-42 m Pt -- -- 42-60 ls SP-SM,SM 0.2 35 Albia 0-16 gl,estl GM,GC,SC 0.24 42 16-40 gl (pan) GM,GC,SC 0.4 70 40-60 gl GM,GC,SC 0.3 53 Asbury 0-30 sil GL,ML ii -- 30-60 ls,gls,vgls SM,GM -- -- Atherton 0-30 l SM,SC,ML,CL 0.24 42 30-60 scl SM,SC 0.2 35 Bartley 0-11 l,g ML,CL 0.32 56 11-32 cl,l,scl ML,CL 0.3 53 32-42 sl,l SM,SC 0.2 35 42-60 sl,l,gsl,gl SM,SC 0.2 35 Bath 0-28 l,sil SM,SC 0.24 42 gl,vstl GM,GC 0.17 30 28-48 l,sil SM,SC 0.2 35 gl,gsil GM,GC 0.2 35 48-60 gsl SM,SC,GM,GC 0.2 35 Beatty 0-25 l CL,ML 2 -- 25-60 ls,gls SM,GM -- -- Biddeford 0-8 ml Pt -- -- 8-18 sil ML,CL -- -- 18-44 sicl,c,cl CL,CH -- -- 44-60 sil,cl,sicl ML,CL -- -- Boonton 0-6 gl,estl ML 0.20 35 6-30 fsl,l,sil,gfsl,gl,gs ML,CL 0.2 35 30-45 fsl,sil,gfsl,gsil ML,CL,SM,SC 0.2 35 45-60 gsl SM 0.2 35 Braceville 0-24 gsl SM,GM 0.24 42 24-36 g or vg, l,sl SM,SC,GM 0.3 53 36-60 stratified scg SM,SP,SP-SM,GP 0.2 35 Bridgeville 0-30 sl,gl SM 0.24 42 30-60 gl,g,s SM 0.2 35 Burnham 0-12 l,sil ML,CL 0.32 26 12-48 gl ML,CL 0.3 53 48-60 stone,g SM,SC,GM,GC 0.2 35
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TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Carlisle 0-60 m Pt -- -- Cattaraugus 0-20 fsl SM,ML,CL 0.24 42 20-60 gl SM,ML,CL 0.17 30 Chatfield 0-28 l ML,CL 0.17 30 28+ gneiss bedrock Chenango 0-20 sl SM 0.24 42 gfsl,ksl GM 0.17 30 20-30 vgsl,gsl SM,GM 0.2 35 30-60 g,s,gls GP-GM,GM 0.2 35 Chippewa 0-13 sil ML,CL 0.32 56 chsil,estl ML,CL 0.24 42 13-50 l,chsil(pan) ML,CL,GM 0.4 70 Colden 0-8 sil ML,CL 0.43 75 8-45 sicl ML 0.4 70 Colonie 0-16 lfs,ls SM,SP-SM 0.24 42 16-60 fs,ls,lfs SM,SP-SM 0.2 35 Comly 0-11 sil ML,CL 0.37 65 11-20 sicl,l,sil ML,CL,CH 0.4 70 20-27 sicl(pan) ML,CL,CH 0.5 88 27-40 sil,l,sicl ML,CL,CH 0.3 53 Coplay 0-10 sil ML,CL 0.32 56 10-60 sicl,cl ML,CL 0.3 53 Cossayuna 0-24 l,vfsl SM,ML,CL 0.24 42 gl SC,GM,GC 0.17 30 24-48 g,gl (pan) SC,GM,GC,SM,ML 0.3 53 48-60 gsl SM,GM 0.2 35 Crestmore 0-30 l,sil ML,CL 0.32 56 30+ bedrock Culvers 0-16 fsl SM,ML,CL 0.28 49 chsil SM,ML,CL 0.20 35 16-45 l ML 0.3 53 chsil ML,CL,GM 0.3 53 Dutchess 0-60 sil,l,shl,shsil GM,SM 0.20 35 Ellington 0-15 l,fsl ML,SM 0.24 42 gl,gsl ML,SM 0.24 42 15-38 l,sl ML,SM 0.3 53
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TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) gl,gsl ML,SM 0.2 35 38-60 s,gs SM,SP-SM,GM 0.2 35 Fredon 0-7 l ML,CL,SM 0.24 42 7-30 sl,fsl SM,ML,CL 0.3 53 gsl,gfsl SM,ML,CL 0.2 35 30-60 s,g GP-GM,SP-SM 0.2 35 Hackettstown 0-30 sl SM 0.24 42 gsl SM,GM 0.17 30 30-60 gls,gsl SM,GM 0.2 35 Haledon 0-10 sil,gsil ML,CL 0.32 56 10-46 sil,l,fsl ML,CL 0.3 53 gsil,gl,gfsl 46-60 vfsl,sl,gvfsl,gsl SM,SC 0.2 35 Halsey 0-24 l ML,SM 0.24 42 24-30 fsl,l,sl SM 0.3 53 30-60 g,gs,s & g GP,GM,SM,SP 0.2 35 Hazen 0-12 gsl,gl ML,CL 0.17 30 12-32 gl ML,CL 0.2 35 32-60 g & S SM 0.2 35 Hero 0-10 l SM,ML,CL 0.24 42 10-24 fsl,gsl SM 0.2 35 24-60 s,gs SM,GM 0.2 35 Hibernia 0-25 l ML,CL,SM,SC 0.37 65 gl,stl,vstl ML,CL,SM,SC 0.32 56 25-36 l,scl,sl, ML,CL,SM,SC 0.3 53 gl,gscl,gsl SM,SC,GM,GC 0.3 53 36-72 gls,gsl,kls SM,GM 0.2 35 Holyoke 0-17 rsil ML,CL 0.24 42 17+ Bedrock Hoosic 0-15 gl,gsl SM,GM,ML,CL 0.17 30 15-26 gsl,vgsl GM,SM,ML,CL 0.2 35 26-60 s & g SW,GW,SM,GM, 0,2 35 SP,GP Kendaia 0-8 sil,l,fsl ML 0.28 49 8-20 sil,l ML,ML-CL 0.4 70 ML-CL,ML,SM 0.4 70
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TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) ML-CL,ML,SM 0.3 53 GM-GC Kistler 0-14 shsil ML,CL 0.24 42 14-24 vshsil ML,CL,GM 0.2 35 24+ slate bedrock Lackawana 0-26 l ML,CL 0.24 42 chsil ML,CL 0.17 30 26-52 chl (pan) ML,CL 0.3 53 Livingston 0-10 si,sicl ML,CL 0.49 86 10-50 sic ML,CL,MH,CH 0.5 88 Lyons 0-9 vstsil CL,ML,SM,SC 0.28 49 9-18 sil,fsl,sicl SM,SC,GM,GC 0.4 70 ML,CL 18-40 fsl,cl SM,SC,ML,CL 0.4 70 40-60 gl ML,CL,GM,GC 0.3 53 Marksboro 0-10 l ML,CL 0.24 42 gl ML,CL,SM,SC 0.24 42 10-40 l,gsl SM,SC 0.4 70 Menlo 0-22 l ML,CL 0.24 42 gl ML,CL 0.24 42 22-40 gl (pan) SM,SC 0.5 88 Middlebury 0-10 fsl SM,SC,M 0.24 42 10-50 fsl,sil SM,SC,ML 0.4 70 Minoa 0-30 sil,fsl ML,CL,SC 0.28 49 30-60 lfs,sil,lvfs SM 0.2 35 Nassau 0-7 shsil,chsil,vsil SM,GM 0.20 35 7-16 chsil,vchsil SM,SC,GM,GC 0.2 35 shsil,vshsil 16+ shale bedrock Netcong 0-60 fsl,sl SM,SC 0.24 42 Norwich 0-6 sil ML,CL 0.32 56 vstsil ML,CL 0.28 49 6-30 chsicl ML,CL 0.3 53 30-60 vchsil ML,CL 0.3 53 Oquaga 0-16 vstsl,estl SM 0.20 35 16-26 stsl SM 0.3 53
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TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) 26+ Bedrock Otisville 0-10 sl,gsl,gls SM,SP-SM,GP-GM 0.17 30 10-60 gls,gs SM,SP-SM,GM 0.2 35 GP-GM Palmyra 0-18 sil,gfsl ML,CL 0.24 42 18-24 sil ML,CL 0.2 35 24-40 g & s SM 0.2 35 Parsippany 0-7 sil ML,CL 0.43 75 7-34 cl,sicl,sic ML,CL,CH 0.4 70 34-60 sicl,cl,l ML,CL,CH 0.4 70 Paulina 0-21 l,shl ML,CL 0.28 49 21-38 shl ML,CL 0.2 35 Phelps 0-21 fsl SM 0.24 42 21-45 sl SM 0.3 53 45-50 g & s SM 0.2 35 Pompton 0-28 sl,fsl SM 0.24 42 28-60 s & g SM,GM 0.2 35 Preakness 0-12 sl,l SM 0.28 49 12-30 sl SM 0.2 35 30-60 ls,sl SM,SP-SM 0.2 35 gls GM,SP-SM 0.2 35 Raynham 0-28 sil ML,CL 0.49 86 28-60 sil,vfsl ML,CL 0.4 70 Red Hook 0-10 fsl SM,SC 0.24 42 10-35 sil ML,CL 0.4 70 35-60 ls SM 0.4 70 Rhinebeck 0-12 sil,sicl ML,CL,OL 0.49 86 12-30 sicl,sic CL,ML 0.4 70 30-40 sicl,sil,vfsl CL,ML 0.5 88 Ridgebury 0-16 sl,fsl,l SM,ML,SC 0.24 42 16-40 gl,gsl SM,SC 0.3 53 40-60 gs,s SM,GM 0.2 35 Riverhead 0-9 sl SM,SC 0.28 49 gsl SM,SC 0.20 35 9-34 fsl,slgsl SM,SC 0.3 53 34-60 ls,s,gls,gs SP-SM,SM,GP-GM 0.2 35
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TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) GM Rockaway 0-30 l ML,SM,SC 0.24 42 gsl,gl,vstl, ML,SM,SC 0.17 30 vstsl,estsl 30-60 gsl SM,SC 0.2 35 Rockport 0-10 shsil ML,CL 0.20 35 10-36 sicl,sic ML,CL,MH,CH 0.4 70 Rock Roe 0-10 shsil ML,CL 0.24 42 10-36 l,sil ML,CL 0.3 53 36-60 fs SM 0.2 35 Scio 0-40 sil ML,CL 0.49 86 40-60 sl SM 0.3 53 Sloan 0-45 sil,sicl ML,CL 45-60 gsl SM Stephensburg 0-19 shl ML 0.28 49 19-26 vshl GM,SM 0.2 35 shale bedrock Swartswood 0-30 gfsl,gls,vstsl, SM,SC 0.17 30 30-60 gfsl (pan) SM,SC 0.3 53 Townsbury 0-13 l SM,ML 0.24 42 vstl SM,ML 0.17 30 13-36 l SM,ML,SC 0.4 70 gl SM,ML,SC 0.2 53 30-60 gsl SM 0.2 35 Tunkhannock 0-18 gl,vgl SM,GM,ML 0.17 30 18-32 vgsl GM,SM 0.2 35 32-60 s,gs SM,GMSP.GP 0.2 35 Unadilla 0-10 vfsl ML,CL 0.49 86 10-60 sil,vfsl ML,CL 0.4 70 60-70 g & s SP-SM,GP-GM, 0.3 53 GW-GM Valois 0-60 shl ML,CL 0.17 30 Wallkill 0-8 sil OL,CL,ML,SM,SC 0.32 56 8023 sil CL,ML,SM,SC 0.4 70 23-60 much & peak OL,Pt 0.4 70
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TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Washington 0-9 l,sil ML,CL 0.32 56 vstl ML,CL 0.28 49 9-60 l,sicl,cl ML,CL 0.3 53 Wassaic 0-14 sil,l ML,CL 0.32 56 gl,gsl SM,SC,GM,GC 0.24 42 14-23 l,sl SM,SC,ML,CL 0.3 53 gsil GM,GC 0.2 35 23+ Bedrock Wayland 0-7 sil OL-ML,CL 0.32 56 7-38 sil ML,CL 0.5 88 38-50 stratified ML,CL,SC,SM,GM 0.4 70 sil & fsl GC Wellsboro 0-11 sil,fsl,l SM,ML,CL 0.28 49 chsil SM,ML,CL 0.20 35 11-22 l,sil ML,CL 0.3 53 22-60 fsl,sil,gl SM,SC,ML,CL 0.3 53 (pan) Whippany 0-9 sil ML,CL 0.43 75 9-60 sil,sicl,sic,c ML,CL,CH 0.4 70 Whitman 0-10 fsl,sl,lvfsl OL,SM,ML 0.24 42 vstl,estsl 0.24 42 10-40 fsl,sl,l SM,ML-CL 0.2 35 40-60 gsl SM Woodglen 0-10 l ML,CL 0.49 86 10-36 sicl,c ML,CL,MH,CH 0.4 70 36-60 l,cl ML,CL 0.4 70 Wooster 0-32 l,sil,cl ML,CL 0.32 56 gl,chl,gsil ML,CL 0.3 53 chsil,gcl,chcl 32-60 l,sil,chl,chsil ML,CL,SM,SC 0.3 53 gl,gsil Wurtsboro 0-18 fsl SM,SC 0.24 42 gfsl SM,SC 0.17 30 18-60 fsl (pan) SM,SC 0.3 53 gfsl SM,SC 0.2 35
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TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Abbottstown 0-20 sil ML,CL 0.43 75 20-38 sil (pan) ML,CL 0.4 70 38-48 shsil ML,CL 0.4 70 shl SM,GM 0.3 53 Amwell 0-10 sil ML,CL,SC 0.32 56 gsil ML,CL<SC 0.28 49 10-23 sil,sicl,gsil ML,CL 0.3 53 23-41 gsicl,ksicl ML,CL 0.3 53 vgsil GM,GC - - 41-53 kfsl,gsil ML,CL,GC 0.3 53 vgsl Annandale 0-10 l ML,SM 0.28 49 gl SM 0.24 42 10-32 l,cl,scl ML,CL 0.4 70 gl,gcl,gscl ML,CL 0.3 53 32-44 same as 7-32 inches with pan 0.5 88 44-60 sl SM,ML 0.3 53 gsl SM,GM 0.2 35 Athol 0-10 gl SM 0.32 56 10-38 sicl,cl ML,CL 0.3 53 gcl SM,SC 0.3 53 38-60 sicl,cl ML,CL 0.3 53 gsl,gl SM,SC,GM,GC 0.3 53 Bartley 0-11 l,g ML,CL 0.32 56 11-32 cl,l,scl ML,CL 0.3 53 32-42 sl,l SM,SC 0.2 35 42-60 sl,l,gsl,gl SM,SC 0.2 35 Beddington 0-9 shsil ML,CL 0.32 56 9-35 shsil,shl ML,CL 0.2 35 sil ML,CL 0.3 53 35-66 vshl,vshsil ML 0.2 35 shsil CL 0.3 53 66-72 wesh GM 0.2 35 Berks 0-8 shsil,chsil GM,GC,ML 0.24 42 8-20 sh to vshsil SM,GM,GC 0.2 35 20-30 vshsil GM,GC,SM 0.2 35
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TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) 30+ shattered shale 0.2 35 Birdsboro 0-16 sil,l ML,CL,SM 0.28 49 16-48 sicl,cl CL,ML,SM 0.3 53 48-60 sl,s,g GM,GC,SM,GW 0.2 35 sicl,l CL,ML 0.3 53 Bowmansville 0-8 sil ML,CL 0.43 75 8-32 sil,l,scl ML,CL 0.4 70 32-60 sil,scl,sl, ML,CL 0.4 70 s,g 0.3 53 Bucks 0-21 sil ML,CL 0.32 56 21-36 sicl,sil ML,CL,MH 0.4 70 36-52 shsil,vshsil ML,CL,GM,GC 0.2 35 Califon 0-10 l ML,SM 0.28 49 gl,gsil,vstl SM 0.24 42 10-32 l,cl,scl ML,CL 0.4 70 gl,gcl,gscl ML,CL 0.3 53 32-44 same as 10-32 but with pan 0.5 88 44-60 sl SM,ML 0.3 53 gsl SM,GM 0.2 35 Chalfont 0-18 sil ML,CL 0.43 75 vstsil ML,CL 0.37 65 18-50 sil,sicl ML,CL 0.6 105 50-60 shsil,shl ML,GM 0.6 105 Cokesbury 0-15 l ML,CL,SM 0.32 56 gl,vstl,estl SM,SC 0.24 42 15-25 cl,sicl ML,CL 0.4 70 25-48 l,sl ML,SM 0.5 88 48-60 gl SM,SC 0.4 70 Croton 0-18 sil ML,CL 0.43 75 vstsil ML,CL 0.37 65 18-36 sil,sicl ML,CL,CH 0.5 88 36-48 shsil,shsicl ML,CL,SMSC 0.4 70 48+ Shale bedrock Doylestown 0-20 sil ML,CL 0.43 75 60-48 sil ML,CL 0.6 105 shl GM,GC 0.4 70
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TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Duffield 0-10 sil ML,CL 0.32 56 vsil,vrsil ML,CL 0.28 49 10-36 sicl ML,CL,MH,CH 0.3 53 36-60 sicl ML,CL 0.4 70 shsil ML,CL 0.3 53 Dunellen 0-15 l,sl ML,SM 0.24 42 gl,gsl ML,SM 0.24 42 15-38 l,sl ML,SM 0.3 53 gl,gsl ML,SM 0.2 35 38-60 s,gs SM,SP-SM,GM 0.2 35 Edneyville 0-11 estl,gl,stl, ML,SM 0.24 42 vstl 11-39 sl,l,scl ML,SM,SC 0.4 70 gsl,gl,gscl ML,SM,SC 0.3 53 39-65 gsl SM,GM 0.2 35 Hazleton 0-9 chl,vstl SM,GM 0.24 42 9-40 chl SM,GM 0.20 35 40-50 vchl GM 0.20 35 Klinesville 0-13 shsil,shl, GM,SM,SC,ML 0.20 35 shsil,vshsil 13-18 vshsil,vshsl GM,GP 0.2 35 Shale, Bedrock Lamington 0-10 sil ML,CL 0.43 75 10-23 sil,sicl ML,CL 0.4 70 23-45 cl,sil,l ML,CL 0.4 70 45-60 s,sl,sil SM,SP-SM,ML 0.3 53 Lansdale 0-14 l,sl SM,SC,ML,CL 0.28 49 chl,vstl SM,SC,ML,CL 0.24 42 14-30 scl,sl SM,SC 0.3 53 l ML,CL 0.4 70 30-45 chsil,gsl ML,CL 0.3 53 35-60 chsl,gsl,fsl SM,SC 0.2 35 Lansdowne 0-10 l,sil ML,CL 0.43 75 10-26 cl,sicl CL,CH 0.4 70 26-40 l,sicl ML,CL 0.4 70 40-60 shsicl ML,CL 0.4 70
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TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Lawrenceville 0-28 sil ML,CL 0.49 86 28-60 sil ML,CL 0.6 105 sl,vfsl SM,SC 0.6 105 Legore 0-8 gl SM,GM 0.20 35 8-24 cl ML,MH,CL 0.3 53 gcl,gl,gsicl SM,SC 0.2 35 24-66 l,sil,sicl ML,CL 0.3 53 gl,vgl,gcl SM-SC 0.2 35 Lehigh 0-14 sil ML,CL 0,43 75 chsil,vstsil ML,CL 0.37 65 14-20 chsicl ML,CL 0.4 70 30-41 chsicl,vchsil ML,CL,GM 0.3 53 41+ Shale Bedrock Meckesville 0-10 gl ML,CL 0.28 49 10-31 cl,l,scl, ML,CL,SC 0.4 70 sicl (g) 31-38 l ML,CL 0.4 70 38-60 l,scl,(g,k) ML,CL,SM,SC 0.3 53 Mount Lucas 0-9 sil ML,CL 0.32 56 vstsil ML,CL 0.28 49 9-32 l,cl,scl,sicl ML,CL 0.3 53 32-60 l ML 0.4 70 sl SM-SC 0.3 53 Neshaminy 0-14 sil ML,CL 0.32 56 vstsil,gsil ML,CL 0.28 49 14-54 l ML 0.3 53 scl,sl SM,SC 0.3 53 54+ Diabase Bedrock Nixon 0-12 sil,l,sl ML,CL,SM 0.28 49 12-45 sil,sicl,cl ML,CL 0.4 70 45-60 sl,sil,s SM,ML 0.3 54 gsil,gs SM,ML 0.2 35 Norton 0-14 sil,l ML 0.32 56 14-63 sicl ML,CL 0.4 70 63-70 sil ML 0.4 70 vgl,shl GM 0.3 53
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TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Parker 0-40 vgl,vgsl,gsl,kl SM,GM,GP 0.17 30 estsp 40-60 vstl,vstls, GM 0.20 35 stsl,stls Parsippany 0-9 l,sicl,sil ML 0.43 75 9-50 sicl,cl ML,CL 0.5 88 50-60 sicl,cl ML,CL,CH 0.4 70 Pattenburg 0-7 l,gl,vgl ML,SM,GM 0.32 56 7-30 vgl,l,cl,scl ML,GM,SM,SC 0.3 53 30-60 gl,vgl,gsl,vgsl GM,SM 0.2 35 Penn 0-8 l ML 0.32 56 shsil ML,CL 0.28 49 8-30 sil ML,CL 0.4 70 shsil,sicl SC-SM 0.3 53 30+ Shale Bedrock Pope 0-12 fsl SM - - 12-46 fsl,l SM,SC - - 46-60 s,sl,gs,gsl, SP-SM,SM,GP-GM - vgs,vgsl GM Quakertown 0-16 sil ML 0.32 56 chsil ML 0.28 49 16-32 sicl ML,CL 0.3 53 32-48 chsil,cl ML,CL 0.3 53 48+ Sandstone Bedrock Raritan 0-14 sil ML,CL 0.43 75 14-43 cl,sicl ML,CL,CH 0.3 53 43-60 stratified SM,SC 0.2 35 s,fsl SP,SM 0.2 35 c,sil,l ML,CL,CH 0.3 53 g GM 0.3 53 Readington 0-12 sil ML,CL 0.43 75 12-40 sil,sicl SM,SC,ML,CL 0.4 70 40-50 sil ML,CL 0,4 70 v,sh,sil GM 0.3 53 50+ Shale Bedrock Reaville 0-13 sil ML,CL 0.43 75
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TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) shsil ML,CL 0.37 65 13-23 shsil ML,CL 0.3 53 GM,GC 0.3 53 23+ Shale and Silstone Bedrock Riverhead 0-9 sl SM,SC 0.28 49 gsl SM,SC 0.20 35 9-34 fsl,slgsl,gfsl SM,SC 0.3 53 34-60 ls,s,gls,gs SP-SM,SM,GP-GM 0.2 35 GM Rowland 0-44 sil,l ML,CL 0.43 75 sicl SM,SC 0.4 70 44-60 stratified SM,GM 0.3 53 s & g SP,GM 0.2 35 sil ML 0.4 70 Tioga 0-9 fsl ML,CL,SM 0.49 86 9-24 sil,l,fsl ML,CL,SM 0.4 70 24-60 vgls SM,GM 0.2 35 Turbotville 0-50 l,sil ML,CL 0.43 75 50-60 l,sl ML,SM 0.3 53 Washington 0-9 l,sil ML,CL 0.32 56 vstsl ML,CL 0.28 49 9-60 l,sicl,cl ML,CL 0.3 53 Watchung 0-9 sil ML,CL 0.43 75 9-46 c,cl,sicl ML,CL,CH 0.4 70 46-60 sil,sicl,l ML,CL 0.4 70 Whippany 0-10 sil ML,CL 0.43 75 10-60 sic,c,sicl ML,CL,CH,MH 0.5 88
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TABLE A1-2c EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 149, R= 200
Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches)
Adelphia 0.14 sl,fsl,l ML,CL,SM,SC 0.32 64
14-37 l,scl,fsl SM,SC,ML,CL 0.4 80
37-60 sl,ls SM 0.2 40
Atsion 0-16 s,fs SP,SP-SM 0.17 34
16-60 s,ls SP,SP-SM 0.2 40
Aura 0-13 sl,l SM,ML,CL 0.43 86
gl,gsl SM,SC 0.32 60
ls SP-SM,SM 0.28 40
13-59 scl SM,SC 0.4 80
gscl,gsl GM,GC 0.3 60
59-72 scl,sl SM,SC 0.4 80
gsl,gcl SM,SC,GM,GC 0.3 60
ls SP-SM 0.2 40
Barclay 0-14 fsl,lfs SM 0.49 98
14-40 vfsl,fsl SM 0.4 80
40-60 fs,lfs SM,SP-SM 0.3 60
Bayboro 0-14 sl,l,sil ML 0.37 74
14-64 c,cl,sic CH,CL,MH 0.2 40
Berryland 0-12 s,fs SP,SP-SM 0.17 34
12-72 s,ls,sl SP,SP-SM 0.2 40
Bertie 0-14 sil,l ML,CL 0.37 74
14-40 sil,sicl,l ML,CL 0.4 80
40-60 stratified SM,SC,ML 0.3 60
sl,l,ls
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Standards for Soil Erosion and Sediment Control in New Jersey January 2014
gsl SM 0.2 40
Bibb 0-28 sl to sicl ML,CL,SM 0.32 64
28-60 highly variable SM,GM,CL 0.29 40
Chillum 0-28 sil ML,CL 0.32 64
28-60 gscl,gl SM,SC 0.3 60
gsl GM 0.2 40
Colemantown 0-14 l ML,CL,SM 0.43 86
14-30 sc,scl CL,CH,MH 0.4 80
30-60 sl,cl,scl SC,ML,CL 0.4 80
Collington 0-13 sl,fsl SM,SC,ML 0.28 56
ls SM 0.20 40
13-32 scl,cl,sl,l SC,SM,ML,CL 0.4 80
32-60 sl,ls SM,SC 0.2 40
Colts Neck 0-14 sl SM 0.28 56
ls SM 0.20 40
14-34 scl,sl,l SM,SC 0.4 80
34-60 sl SM 0.3 60
Donlonton 0-12 fsl ML,CL,SM,SC 0.43 86
12-40 sc,cl,sic CH,CL,ML 0.4 80
40-60 sc,sicl,cl,ls SM,SC,ML,CL 0.3 60
Downer 0-16 sl SM,SP-SM 0.28 56
ls SM 0.20 40
16-30 sl SM 0.3 60
30-60 s,ls SP,SP-SM 0.2 40
Dragson 0-14 fsl,sl,lfs SM,SC,ML 0.28 56
14-30 sl,scl SM,SC,CL 0.3 60
30-60 ls,lfs SM 0.2 40
Elkton 0-10 sil,sl,l ML,CL,SM 0.43 86
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10-36 sic,c CH,CL,MH 0.4 80
36-60 sic,sicl,scl,c SC,SM,CL,CH,MH 0.4 80
Evesboro 0-60 ls,s,fs SM,SP 0.17 34
Fallsington 0-14 sl,fsl,l SM,SC,ML 0.28 56
14-35 scl,sl SM,SC,ML 0.3 60
35-50 s,ls,sl SM,SP-SM 0.2 40
Fort Mott 0-24 s,ls SP-SM,SM 0.20 40
24-40 sl SM 0.3 60
40-60 s SP-SM,SM 0.2 40
Freehold 0-14 fsl,sl,l SM,ML 0.28 56
ls,lfs SM 0.20 40
14-32 sl,scl SM,SC 0.4 80
32-60 stratified SM 0.2 40
ls,fsl
Freneau 0-60 sl,l SM,ML 0.28 56
Galestown 0-60 ls,s SM,SP 0.17 34
Hammonton 0-18 sl SM 0.28 56
ls SP-SM,SM 0.20 40
18-36 sl SM 0.3 60
36-60 s,ls,gs,gls SP-SM,SM 0.2 40
Holmdel 0-14 fsl,sl,l,lfs SM,ML 0.28 56
14-36 sl,scl,l SM,SC 0.4 80
36-60 ls,sl SM 0.2 40
Howell 0-14 fsl,l SM,ML,CL 0.43 86
14-35 cl,sicl CL 0.4 80
35-60 c,sic,sicl MH,ML,CL 0.3 60
Keansburg 0-30 sl,fsl,l SM,ML,SC 0.28 56
30-60 sl,l SM 0.3 60
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Keyport 0-10 sil,l,fsl,sl SM,ML 0.43 86
10-44 c,sic,cl CL,CH,MH 0.4 80
44-72 sicl,sic CL,ML,MH 0.4 80
44-72 scl,sl SM,SC,ML,CL 0.3 60 Sandy Substratumiii 2/
Klej 0-40 ls,fs SM,SP-SM,SP 0.17 34
40-60 ls,fs,lfs,sl SM,SP-SM,SP 0.2 40
Kresson 0-10 l,sl,ls,fsl ML,CL,SM,SP-SM 0.43 86
10-45 sc,scl ML,MH,CL,CH 0.4 80
45-60 sl,l SM,SC,ML,CL 0.3 60
Lakehurst 0-60 s,fs SP,SP-SM 0.17 34
Lakeland 0-60 ls,lfs,s SM,SP 0.17 34
Lenoir 0-10 sil,l,fsl SM,ML 0.43 86
10-60 sicl,c,sic,cl CL,CH,ML,MH 0.4 80
Sandy Substratum3 40-72 scl,sl SM,SC,ML,CL 0.3 60 2/
Leon 0-16 s SP,SP-SM 0.17 34
16-60 s,ls SP,SP-SM 0.2 40
Lenoir 0-10 l,sil ML,CL 0.43 86
10-40 c,sic,cl CL,CH,MH 0.4 80
40-60 cl,sicl CL,MH,ML 0.4 80
Lincroft 0-60 ls,s SM,SP-SM 0.17 34
Marlton 0-14 sl,fsl SM,SC 0.43 86
14-45 sc,scl ML,CL,MH,CH 0.4 80
45-60 sl,scl SM,SC,CL,ML 0.4 80
Matapeake 0-16 sil,fsl,l ML-SM,CL 0.32 64
16-34 sil,sicl ML,CL 0.4 80
34-60 s,ls,sl,l SM,SC,CL,ML 0.3 60
gs
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Matawan 0-20 sl,ls,fsl SM,SC 0.32 64
20-60 cl,scl,sc,sl CL,SC,SM 0.4 80
Mattapex 0-14 sil,l ML,CL 0.37 74
14-40 sicl,sil,cl ML,CL 0.4 80
40-60 sl,ls,s,l, SM,SC,CL,ML 0.2 40
gs
Matlock 0-10 1 ML,CL 0.43 86
10-35 sc,scl ML,CL,MH,CH 0.4 80
35-60 sl,l SM,SC,ML 0.3 60
Monmouth 0-11 fsl,l,lfs SM,SC,ML,CL 0.43 86
11-40 SC,SCL CL,SC 0.4 80
40-60 sl,scl,sc SM,SC 0.3 60
Nixonton 0-14 fsl,lfs SM 0.49 98
14-40 vfsl,fsl SM 0.4 80
40-60 lfs,ls SM,SP-SM 0.2 40
Osier 0-60 s,fs,ls,lfs SM,SP-SM 0.17 34
Othello 0-14 sil,l,fsl,sicl ML,CL 0.37 74
14-34 sicl,sil ML,CL 0.4 80
34-60 sl,ls,scl SM,SC,CL 0.3 60
Pasquotank 0-30 vfsl,fsl ML,SM 0.49 98
30-60 vfsl,sl,ls ML,SM 0.2 40
Pemberton 0-24 s,ls SM,SP-SM 0.20 40
24-34 sl SM,SC 0.2 40
34-60 s,ls SM,SP-SM 0.2 40
Plummer 0-46 s,fs,ls,lfs SM,SP-SM 0.17 34
46-60 sl,scl SM,SC 0.30 60
Pocomoke 0-28 sl,l,fsl,ls SM,ML 0.28 56
lfs
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28-60 ls,s SM,SP-SM 0.2 40
Portsmouth 0-26 sil ML,CL 0.28 56
26-60 fs,cos SP,SP-SM 0.2 40
Rutlege 0-18 ls,lfs SM,SP-SM 0.17 34
18-60 s,fs,ls,lfs SP-SM,SP,SM 0.2 40
St. Johns 0-12 s SP,SP-SM 0.17 34
12-72 s,ls,sl,gs SP,SP-SM 0.2 40
Sassafras 0-14 fsl,l,sl SM,ML 0.28 56
ls,lfs SM 0.20 40
gsl SM,SP 0.24 48
14-36 scl,sl,l SM,SC,CL,ML 0.3 60
36-60 sl,ls,fsl SM 0.2 40
gsl,gls SM,SP,SP-SM -- --
Shrewsbury 0-14 sl,fsl,l SM,ML 0.28 56
14-30 scl,sl SC,SM,CL 0.3 60
30-60 s,ls,sl SM,SP-SM 0.2 40
Tinton 0-24 s,ls SM,SP-SM 0.20 40
24-60 s,ls SM,SC,SP-SM 0.20 40
Weeksville 0-14 fsl ML,SM 0.49 98
14-44 sil,fsl ML,SM 0.4 80
44-60 vfsl,fsl,scl ML,CL,SM 0.4 80
Westphalia 0-14 fsl,lfs SM,ML 0.49 98
14-28 fsl,lfs, SC,SM,ML 0.4 80
vfsl
28-60 fs,lfs,fsl SM,ML,SP-SM 0.3 60
Woodsmansie 0-17 s SM,SP-SM 0.20 40
17-30 sl SM,SC 0.2 40
30-60 s,ls,sl SM,SP-SM 0.2 40
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Woodstown 0-14 sl,fsl,l SM,SC,ML 0.28 56
ls SM 0.20 40
14-36 scl,l,sl SM,CL,SC,ML 0.4 80
36-60 s,ls,sl SM,SP-SM 0.2 40
gsl,gls SM,SP-SM
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Table A1-4
C Values and Slope-Length Limits for Various Mulches \1
Max
Type T/ac Slope % C Value Length
- No Mulch or Seeding --- All 1.0 ---
-
Straw or Hay tied 1.0 <5 . .20 200 6-10 .20 100
1.5 <5 .12 300 6-10 .12 150 2.0 <5 .06 400 6-10 .06 200 11-15 .07 150 16-20 .11 100 21-25 .14 75 26-33 .17 50 34-50 .20 35 -
Crushed 135 <15 .05 200 Stone (1/4"- 16-20 .05 150 1 1/2") 21-33 .05 100 34-50 .05 75
240 <20 .02 300 21-33 .02 200 34-50 .02 150 -
Woodchips 7 <15 .08 75 16-20 .08 50
12 <15 .05 150 16-20 .05 100 21-33 .05 75 25 <15 .02 200 16-20 .02 150 21-33 .02 100 34-50 .02 75 A1-41
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Table A1-4
C Values and Slope-Length Limits for Various Mulches \1
C Value
___________________________________
Type T/ac Through First 6 After 6 Weeks Weeks of Growing of Growth
-
Temporary NONE .70 .10 (grain or Straw 1 T/ac .20 .07 fast growing Straw 1.5 T/ac .12 .05 grass) Straw 2.0 T/ac .06 .05
-
Permanent -- .01 Seeding, 2nd Year
-
Sod .01 .01
\1 Based on research data and field experience; prepared at a workshop of personnel from USDA Agriculture Research Service, Soil Conservation Service and various Maryland State and local agencies
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TABLE A1-5
PRACTICE FACTOR Pc FOR SURFACE CONDITION FOR CONSTRUCTION SITES
SURFACE CONDITION WITH NO COVER FACTOR Pc*
Compact and smooth, scraped with bulldozer or scraper up and down hill 1.3
Same condition, except raked with bulldozer root rake up and down hill 1.2
Compact and smooth, scraped with bulldozer or scraper across the slope 1.2
Same condition, except raked with bulldozer root rake across the slope 0.9
Loose as a disced plow layer 1.0
Rough irregular surface equipment, tracks in all directions 0.9
Loose with rough surface greater than 12" depth 0.8
Loose with smooth surface greater than 12" depth 0.9
*Values based on estimates
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TABLE A1-7
APPROXIMATE WEIGHTS OF SOILS IN LBS. PER CUBIC FT. AND CONVERSION FACTORS
Volume Wt. Conversion Factors Tons to
Soils lb./cu. ft. Ac. Inches Ac. Ft. Cu. Yds.
Sands and loamy sands 110 0.005 0.00042 0.67
Sandy loam 105 0.0052 0.00044 0.71
Fine sandy loam 100 0.0055 0.00046 0.74
Loam 90 0.0061 0.00051 0.82
Silt loam 85 0.0065 0.00054 0.87
Silty clay loam 80 0.0069 0.00057 0.93
Clay loam 75 0.0073 0.00061 0.99
Silty, sandy clay 70 0.0079 0.00066 1.06 and clay
Aerated Sediment 80* 0.0069 0.00057 0.93
Saturated Sediment 60* 0.0092 0.00077 1.24
*These are the approximate aerated and saturated weights to be used at damage sites. (Streams or reservoirs)
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TABLE A1-8
FACTORS FOR MODIFYING THE SOIL LOSS EQUATION TO OBTAIN ESTIMATES BASED ON
PROBABILITY AND SINGLE STORM SOIL LOSS
Probability Single Storm
One Factor Exceeded Factor
Year In Once In
(Years)
2 0.9 1 0.2
5 1.25 2 0.3
20 1.70 5 0.4
10 0.5
20 0.7
Example: The average annual soil loss from a critical sediment source area was computed to be 100 tons per acre per year.
One year in 5 this loss could be: 100 x 1.25 = 125 tons per acre, or one year in 20 the loss could be: 100 x 1.7 = 170 tons per acre.
A single storm that may take place once in 10 years could cause a soil loss of 100 x 0.5 = 50 tons per acre. If the single storm is one that occurs once in 2 years, the loss might be: 100 x 0.3 = 30 tons per acre.
Notes:
i. Mapping units may be inserted on the basis of the local county soil survey.
ii. Alluvial soil, unassigned.
iii. Data for sandy substratum.
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APPENDIX A2
REQUIREMENTS, GUIDELINES AND PROCEDURES FOR
PREPARING AND IMPLEMENTING "STANDARDS FOR SOIL EROSION AND
SEDIMENT CONTROL IN NEW JERSEY"
An application for certification of a soil erosion and sediment control plan shall include the following items.
-
One copy of the complete subdivision, site plan or construction permit application, including key map as submitted to the municipality (Architectural drawings and building plans and specifications not required.) which includes the following: a. Location of present and proposed drains and culverts with their discharge capacities and velocities and support computations and identification of conditions below outlets. b. Delineation of any area subject to flooding from the 100-year storm in compliance with the Flood Plains Act (NJSA 58:16A) or applicable municipal zoning. c. Delineating of streams, wetlands, pursuant to NJSA 13:9B and other significant natural features within the project area. d. Soils and other natural resource information used. (Delineation of the project site on soil map is desirable utilizing the USDA Web Soil Survey.) e. Land cover and use of area adjacent to the land disturbance. f. All hydraulic and hydrologic data, describing existing and proposed watershed conditions and HEC HMS, HEC RAS, TR-55 and similar models, and other electronic input files, if used, of existing and proposed conditions and a completed copy of the Hydraulic and Hydrologic Data Base Summary Form, SSCC 251 HDF1.
-
Up to four copies of the soil erosion and sediment control plan* at the same scale as the site plan submitted to the municipality or other land use approval agency to include the following: (This information shall be detailed on the plat) a. Proposed sequence of development including duration of each phase in the sequence. b. Site grading plan showing delineation of land areas to be disturbed including proposed cut and fill areas together with existing and proposed profiles of these areas (an interim grading-erosion control plan may be required for large sites with extensive cuts and fills). c. Contours at a two foot (or smaller) interval, showing present and proposed ground elevation. d. Locations of all streams and existing and proposed drains and culverts. e. Stability analysis of areas below all points of stormwater discharge which demonstrates a stable condition will exist or there will be no degradation of the existing condition. f. Location and detail of all proposed erosion and sediment control structures including profiles, cross sections, appropriate notes, and supporting computations. g. Location and detail of all proposed nonstructural methods of soil stabilization including types and rates of lime, fertilizer, seed, and mulch to be applied. h. Control measures for non-growing season stabilization of exposed areas where the establishment of vegetation is planned as the final control measure. i. For residential development - control measures to apply to dwelling construction on individual lots and notation that such control measures shall apply to subsequent owners if title is conveyed. This notation shall be shown on the final plat. j. Plans with a notation for maintenance of permanent soil erosion and sediment control measures and facilities during and after construction, also indicating who shall have responsibility for such maintenance.
Appropriate fees. (As adopted by the individual district.)
Additional items as may be required.
*Individual districts may require modifications in the above list.
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APPLICATION FOR SOIL EROSION AND SEDIMENT CONTROL PLAN CERTIFICATION
The enclosed soil erosion and sediment control plan and supporting information are submitted for certification pursuant to the Soil Erosion and Sediment Control Act, Chapter 251, P.L. 1975 as amended (NJSA 4:24-39 et. seq.) An application for certification of a soil erosion and sediment control plan shall include the items listed on the reverse side of this form.
Name of Project Project Location: Municipality
Project Street Address Block Lot Project Owner(s) Name Email Phone # Fax #
Project Owner(s) Street Address (No P.O. Box Numbers) City State Zip
Total Area of Project Total Area or Land to be Disturbed (Acres) No. Dwelling or other Units Fee (Acres) $
Plans Prepared by* Phone # Fax #
Street Address City State Zip *(Engineering related items of the Soil Erosion and Sediment Control Plan MUST be prepared by or under the direction of and be sealed by a Professional Engineer or Architect licensed in the State of New Jersey, in accordance with NJAC 13:27-6.1 et. seq.) Agent Responsible During Construction Email
Street Address
City State Zip Phone Fax # The applicant hereby certifies that all soil erosion and sediment control measures are designed in accordance with current Standards for Soil Erosion and Sediment Control In New Jersey and will be installed in accordance with those Standards and the plan as approved by the Soil Conservation District and agrees as follows:
- To notify the District in writing at least 48 hours in advance of any land 4. To allow District agents to go upon project lands for inspection. disturbance activity. Failure to provide such notification may result in additional inspection fees. 5. That any conveyance of this project or portion thereof prior to its completion will transfer full responsibility for compliance with the certified plan to any
- To notify the District upon completion of the Project (Note: No certificate subsequent owners. of occupancy can be granted until a report of compliance is issued by the District. 6. To comply with all terms and conditions of this application and certified plan including payment of all fees prescribed by the district fee schedule hereby
-
To maintain a copy of the certified plan on the project site during construction. incorporated by reference. The applicant hereby acknowledges that structural measures contained in the Soil Erosion and Sediment Control Plan are reviewed for adequacy to reduce offsite soil erosion and sedimentation and not for adequacy of structural design. The applicant shall retain full responsibility for any damages which may result from any construction activity notwithstanding district certification of the subject soil erosion and sediment control plan. It is understood that approval of the plan submitted with this application shall be valid only for the duration of the initial project approval granted by the municipality. All municipal renewals of this project will require submission and approval by the district. In no case shall the approval extend beyond three and one half years at which time resubmission and certification will be required. Soil Erosion and Sediment Control Plan certification is limited to the controls specified in the plan. It is not authorization to engage in the proposed land use unless such use has been previously approved by the municipality or other controlling agency. It is further understood that all documents, site plans, design reports etc. submitted to the district shall be made available to the public (upon request) pursuant to the Open Public Records Act, N.J.S.A. 47:1A-1 et seq.
- Applicant Certification* 3. Plan determined complete:
Signature Date Signature of District Official Date
Applicant Name (Print)
- Applicant Certification* 3. Plan determined complete:
-
Receipt of fee, plan and supporting documents is hereby acknowledged: 4. Plan certified, denied or other actions noted above. Special Remarks:
Signature of District Official Date Signature of District Official Date
*If other than project owner, written authorization of owner must be attached. SSCC251 AP10 1/2014
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_______ SOIL CONSERVATION DISTRICT ADDENDUM TO APPLICATION
APPLICATION BY CORPORATION, PARTNERSHIP OR ORGANIZATION
OWNERSHIP DISCLOSURE CERTIFICATION
____ Soil Conservation District requests that all applicants submit a complete list of ownership for purposes of determining conflicts of interest between the applicant and the board of members or their professionals. Attach Rider if necessary.
Disclosure of owners of organization and property subject to application. Any organization making an application for development under this act shall list the names and addresses of all members, stockholders, or individual partners (collectively, “interest holders”), including any other organization holding at least a 10% ownership interest in the organization, and shall also identify the owner of the property subject to the application, including any organization holding at least a 10% ownership interest in the property.
Listing of names and addresses of interest holders of applicant and owner organization. If an organization owns an interest equivalent to 10% or more of another organization, subject to the disclosure requirements hereinabove described, that organization shall list the names and addresses of its interest holders holding 10% or greater interest in the organization.
Disclosure of all officers and trustees of a non-profit organization. A non -profit organization filing an application of development under this act shall list the names and addresses of all officers and trustees of the non-profit organization.
This disclosure requirement is continuing during the Certification period and transfer of ownership of more than 10% must be disclosed.
Organization or non-profit organization failing to disclose: fine. Any organization or non- profit organization failing to disclose in accordance with this certification may be subject to a fine of $25.00 to $3,000, which shall be recoverable in the name of the governmental entity in a court of record in the State in a summary manner pursuant to the “Penalty Enforcement Law” of 1999(N.J.S.A. 2A:58-10 et seq.)
Name and Address of Applicant:
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(If Corporation, Name and Address of Registered Agent and Officers, Trustees):
Stockholders / Members / Partners:
I certify that the above statements made by me are true. I am aware that if any of the
foregoing statements made by me are willfully false, I am subject to punishment.
____________________________________
Print Name of Authorized Signatory & Title
___ __________ Date Authorized Signature
____________________________________
Witness
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New Jersey Department of Agriculture Hydrologic Modeling Database – Data Entry Form
Project Site Details
Chpt. 251 Application Number: ________________________
Start Date (if known): _____________________
County: ________________________________________________________________________
Street Address: _________________________________________________________________
Municipality: ___________________________________________________________________
Block: _____________________
Lot: ______________________
NJDEP Anderson Landuse Code (4 digits):
Landuse description: _____________________________________________________________
Site Centroid Location (NJ State Plane Feet): 1
Northing: ____________________ Easting: ____________________
Project Contact Details
Applicant: ______________________________________________________________________
Address: _______________________________________________________________________
Phone: ______________________
Email: _________________________________________________________
Post Construction Operation & Maintenance:2
Party Name: ________________________________________________________
Address: _______________________________________________________________________
Phone: ___________________________
Email: ____________________________________________________________
Party type: __________________________________
SSCC 251 HDF1
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New Jersey Department of Agriculture Hydrologic Modeling Database – Data Entry Form
Basin Details:3
Basin Centroid (NJ State Plane Feet):4
Northing: _________________ Easting: _________________
Basin Type: _________________________________________
Construction: _______________________________________
Status phase:5 Design ☒ As-built ☐
Dam Height: (ft) ________ top width: (ft) __________
Dam Classification: _________________________
Drainage Area(s) to Basin [note- include any bypass areas]6
Drainage Drainage Post- Percent Time of
Area Name Area Development Impervious Concentration
(acres) CN# (min)
Basin Outlet Structure(s)7
ID:
End of Pipe Location:8 Northing: Easting:
Discharge Type9 Dimensions Elevation Discharge 10 Equation Used11
(weir, orifice, etc) (diameter, (USGS) Coefficient
length)
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Basin Outlet Structure(s)
ID:
End of Pipe Location: Northing: Easting:
Discharge Type Dimensions Elevation Discharge Equation Used
(weir, orifice, etc) (diameter, (USGS) Coefficient
length)
h
Basin Stage-Discharge Rating Table12
Elevation Storage Total Outlet Structure
(USGS Feet) (Acre-Ft) Discharge
(cfs)
NJDEP BMP Water Quality Structures13
Type Size Size Units Northing (SPF) Easting (SPF)
(rain garden, green roof, (cu ft, sq ft seepage pit etc) etc)
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Explanatory Notes-
1 Approximate location of center of site, coordinates in state plane feet 2 Indicate who will be responsible for permanent operation and maintenance 3 Additional Basin Detail Pages can be used for more than one basin in a project. 4 Approximate location of center of basin, coordinates in state plane feet 5 Indicate “design” for basins not yet constructed 6 Drainage areas which are modified by construction, but not directed to the basin should still be listed and described 7 “Outlet structure” means the control box, outlet headwall, FES etc. This does not refer to an individual control on the structure such as a weir or orifice. There are two tables for more than one outlet structure 8 Approximate location of terminal discharge end of basin outfall, coordinates instate plane feet 9 Indicate the type of outlet – weir, orifice, hydro brake, etc. 10 Discharge Coefficient specific to the type of outlet control i.e., 0.6 for circular orifice 11 List the discharge equation for each outlet (weir, orifice etc) used 12 For basins with dead storage below the primary outlet, indicate 0 cfs discharge until the lowest outlet is reached. Routing table should begin at the lowest basin elevation. 13 Describe NJDEP BMP Manual water quality devices such as seepage pits, rain gardens etc. Size is appropriate for device – cubic feet, square feet or linear feet. Location of device using state plane feet coordinates.
SSCC 251 HDF1
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APPENDIX A3
GUIDE FOR CONSTRUCTION SPECIFICATIONS
The following are examples of requirements that may be used for preparing construction specifications. Incorporation of such requirements will help assure protection of disturbed areas especially where critical soil erosion problems may exist.
The contractor shall perform all work, furnish all materials and install all measures required to reasonably control soil erosion resulting from construction operations and minimize loss of sediment from the construction site. The contractor shall adhere to the certified soil erosion and sediment control plan showing the methods to be used for controlling erosion during construction which includes sequence of construction operations. When no work will be performed on critical areas for more than 14 days, they shall be protected by temporary seeding, mulching, or sodding, or the slope lengths shall be reduced by the installation of diversions or other means.
The contractor shall install erosion controls on all disturbed critical areas or disturbances adjacent to critical areas.
Critical areas are any area subject to excessive erosion due to highly erodible soils, slope length, steepness, water concentration or other factors. Areas may become critical when the vegetation or other soil surface protection is removed.
The permanent vegetative cover such as seeding or sodding on all areas shall be accomplished within 10 days after final grading operations have been completed. Time extensions beyond the 10 day requirement may be requested in writing and are subject to written approval.
Exposed soil having a pH value of less than 4 shall be treated in accordance with the standard for Management of Highly Acid Soil, pg. 1-1.
Excavated soil material shall not be placed adjacent to rivers, streams or bodies of water in a manner that will cause it to be washed away by high water or runoff. Excess borrow material removed from the construction site shall be stabilized at the site of placement.
The contractor shall comply with applicable State and local regulations for prevention and abatement of pollution.
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APPENDIX A4
MAINTENANCE OF EROSION CONTROL MEASURES
Maintenance is the work required to keep practices in, or restore them to, their original physical and functional condition.
Maintenance as it applies to this section is divided into two periods; that which is necessary to allow for continuing performance of erosion controls during the construction period and long term maintenance, following completion of construction, for the life of structural measures.
Maintenance During Construction Phase
All structural measures for control of soil erosion and sedimentation must have timely maintenance if the measures are to endure and efficiently perform their design function. Particular attention should be given to temporary structures. Sediment barriers such as silt fence and haybales can accumulate large quantities of sediment, particularly after a heavy storm. The same is true for stormsewer inlet protection, which should be frequently inspected for blockage.
Construction entrances composed of loose aggregate may become impacted with sediments scoured from the tires of construction vehicles. When soil begins to track onto paved surfaces, the aggregate must be replaced or new aggregate added on top of the old.
Maintenance Following Completion of Construction
At the completion of construction and final stabilization responsibility for lifetime maintenance of structural measures is usually transferred to a subsequent owner such as the homeowner, municipality, homeowner association, etc. A comprehensive maintenance program should be prescribed for use of those who will accept such responsibility. All structures should be inspected at least semiannually and following intensive rainfalls.
Maintenance items should include but not be limited to those shown for each of the following examples.
Channel Linings (include slope protection structures)
Check for: Cracking; spalling; deterioration from freezing, salt or chemicals; channel obstructions; scour at inlet and outlet.
Corrective Action: cracks should be sealed, protective coatings applied when needed, and modification or riprap repairs made where and when necessary.
Earth Channels (Including diversions and waterways)
Check for: points of scour or bank failure and deposition; rubbish or channel obstruction; rodent holes; excessive wear from play, traffic or settling.
Corrective Action: remove sediment deposition and undesirable plant growth such as woody vegetation, weeds, etc. Repair damages from scour, rodents and loss of freeboard.
Dams and Spillways
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Check fills for cracks, damage from wave action, rodents, undesirable vegetation growth, and obstructions to principal and emergency spillways. Check gates, trash racks, metal work, anchors, conduits and appurtenances for damage from corrosion, ice and debris. Check for unauthorized modifications, tampering or vandalism.
Corrective Action: fill and reseed eroded areas or riprap, removal of obstructions should be performed on a timely basis. Valves and gates should be cleaned, lubricated and operated through their full range.
Maintenance and inspection of dam and outlet structures may be subject to the requirements of the New Jersey State Dam Safety Standards, NJAC 7:20.
Water Quality Practices: Various structures and practices are designed to treat stormwater runoff by filtering in some manner. Practices such as sand filters and vegetative filter strips can become clogged with debris and sediment and will loose their ability to treat runoff. Periodic inspection and cleaning is needed to maintain filtration capacity. Other types of treatment practices rely on settlement of suspended solids, such as on-line stormsewer devices and wet or extended detention ponds. Over time, debris and sediment may accumulate in these devices and reduce the available volume needed to treat runoff. Periodic inspection and removal of debris is needed to maintain functioning. Vegetative Maintenance: Vegetation is used as both a temporary and permanent erosion control practice. During establishment it is highly susceptible to damage both from natural and man-made causes. See the Standard for Maintaining Vegetation, pg. 3-1 for complete requirements.
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APPENDIX A5
GUIDE FOR INSTALLING SOIL STABILIZATION MATTING
Soil stabilization matting is used as a mechanical aid to protect the soil from erosion during the critical period of vegetative establishment. It has the tensile strength and weight to resist water flow and erosion. Matting materials may be synthetic or natural (or a combination of the two), and may be permanent or bio/photo degradable over time. Matting may serve to provide a mulch-like cover to enhance germination in areas where straw, hay or other similarly applied much materials may not stay in place. Matting may also serve as a root anchor substrate to facilitate vegetation establishment where flowing water conditions may be encountered.
Materials
Matting is manufactured from a variety of materials including plastics, paper and natural fibers such as coir (coconut shell husks), wood shavings and jute. Matting is often constructed by using various combinations of materials such as natural fibers for germination bonded with man made materials for durability and anchoring. The material selected should be adequate to handle the expected environmental, engineering and agrinomic stresses. For the purposes of implementing the various Standards which incorporate the use of stabilization matting materials, the evaluation and ratings provided by the Texas Department of Transportation (TDOT) have been adopted for use in the New Jersey Standards for Soil Erosion and Sediment Control. The TDOT hydraulics laboratory tests and rates matting materials for use in channel lining and general slope protection applications. Materials are evaluated for shear stress, soil loss and vegetative establishment.
General Installation Requirements
Site Preparation: Shape and grade the waterway, channel or area to be protected are required by job plans and specifications, including topsoiling. Remove rocks, clods over 1 ½ inches in diameter, sticks and other material that will prevent contact of the matting with the soil surface.
Seeding: Lime, fertilizer and seed in accordance with the applicable seeding standard.
Do not cultipack.
Laying the Matting: (See Figure A5-1 for general installation guidelines.) The following guidelines may be used for general purpose installation. However, manufacturer’s installations instructions must be followed when special materials or techniques are required:
When the matting width is narrower than the channel width, start laying the matting from the top of the channel or slope and unroll downgrade so that one edge of the matting coincides with the channel center Lay a second strip parallel to the first on the other side of the channel and allow at least a 2-inch overlap. Where one roll of matting ends and another roll begins, the end of the top strip overlaps the trench where the upper end of the lower strip is buried. Overlap the matting at lease 4 inches and staple securely. Rolls of wood-shaving matting may be butted at the ends and securely stapled
Securing the Matting: Bury the top of the matting in a trench 4 inches or more deep. Tamp the trench full of soil. Reinforce with a row of staples driven through the matting about 4 inches downhill from the trench approximately 10 inches apart. Then staple the overlap in the channel center. These staples should be 3 to 4 feet apart. The outside edges may be stapled similarly at any time after the center has been stapled. Closer stapling along the sides
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is required where concentrated water may flow into the channel. The edges of wood-shaving matting should be stapled on 12 to 24 centers. Succeeding strips of matting, farther down the channel or slope, are secured in a similar manner.
Erosion Stops: At any point, matting may be folded for burying in slit trenches and secured as were the upper ends. This checks water flow and erosion that may begin under the matting. It also gives improved tie-down. The procedure is recommended on the steeper slopes of sandy soil and gentler slopes subject to seepage. Spacings vary from 25 to 100 feet.
Diversions: Where diversions outlet into the waterway, the outlet should be protected with matting used in the same manner as in the main channel. The matting for the outlet is laid first so that matting in the main channel will overlap the outlet strip.
Matting Soil Contact: Ensure contact between matting and soil by rolling after laying, stapling and seeding are complete. Perfect contact is vital to keep water flowing over - not under - the matting.
Inspection: After job completion, make sure the matting is in contact with the soil at all places and that critical areas are securely stapled down.
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APPENDIX A6
DIVERSION AND GRASSED WATERWAY
EXAMPLE DESIGN PROBLEMS AND CHARTS
Diversion Example Problem:
A permanent diversion is to be constructed upslope of a house to divert runoff away from the house, and to protect it from surface water flooding. The diversion will outlet into a grassed waterway. The area upslope of the diversion is in woods which will be preserved. The diversion will be constructed on Rockaway gravelly sandy loam and will be seeded to a lawn grass mixture. It will be a part of the backyard of the house and is expected to be mowed. It will have a grade of 1 percent.
Solution:
The required capacity is the runoff from a 50 year storm. The required freeboard is 0.5 feet from page 15-2, the Standard for Diversions. Using the procedure in "Urban Hydrology for Small Watersheds, TR55," it was determined that the 50 year peak runoff rate from the watershed draining into the diversion is 20 cfs.
The grass will provide protection of the soil bed, thereby checking the erosion on the diversion. In comparison to a non-vegetated diversion, a grassed diversion will retard the flow of water. Manning's coefficient of roughness for a grassed diversion is related to the retardance. Retardance varies with the product of the mean velocity of flow and the hydraulic radius. The classification for the degree of retardance is based on the type of vegetation and condition of growth.
The maximum permissible velocity from page 15-5 for a clay loam soil with vegetation in the channel is 3.0 feet per second (for purposes of this example, a flexible channel liner will not be used). In a back yard, vegetation in the diversion channel can be expected to be maintained.
The appropriate vegetative retardance factors are E & D. The height of the grass will range between 6 inches and less than 2 inches. Select side slopes of 5 to 1 for the channel and ridge so that the diversion can be mowed with a lawn mower. Failure to maintain the grass by periodic maintenance results in weeds and destruction of the grass cover leaving the channel bare in the winter.
During the period of establishing the grass, the diversion will gradually be stabilized under a condition of very low retardance. The diversion will not reach its maximum capacity until the grass cover is fully developed and well established. Therefore, the hydraulic design of a grassed diversion consists of two stages.
The first stage is to design the cross-section of the diversion for stability under very low retardance (E). Stability of the diversion is based on allowable velocity for the soil type as shown on page 15-5
The second stage is to design the diversion for capacity under a higher retardance (D). The design of the cross- section of the diversion is now based on the capacity of the diversion to take the design flow (Q).
We now have:
Grade of diversion = 1% Design Capacity (Q) = 20 cfs Maximum allowable velocity = 3.0 fps Vegetative retardance factors = E and D Channel side slopes = 5 to 1
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First, design for stability using retardance factor E. Enter Figure A6-4 with 3.0 fps and slope = 1.0%, find the maximum allowable R = 0.53. The cross sectional flow area required is Q/V = 20/3 = 6.7 sq. ft. Enter Figure A6-6 with A = 6.7 and R = 0.53, find bottom width equal 5 feet and depth equal 0.8 feet.
Second, design for capacity using retardance factor D. A trial and error procedure is necessary for a trapezoidal channel with 5:1 side slopes and 20 foot bottom width on a 1% grade with D retardance.
Trial #1
Try d = 1.0 feet, enter Figure A6-6 find R = 0.62 A = 9 enter Figure A6-3 find V = 2 Q = VA = (2) (9) = 18 cfs required 20 cfs capacity is larger.
Trial #2
Try d = 1.2 feet, repeat steps in 1st trial find R = 0.76 A = 13 V = 2.8 Q = 36.4 cfs is larger than required.
Trial #3
Try d=0.96 feet, find R = 0.64 A = 9.4 V = 2.13 Q = 20 cfs
Design Flow Dimensions:
a. Grade = 1%
b. Side slopes = 5:1 c. Bottom width = 5 feet d. Depth = 1.1 feet (required flow depth)
Constructed Diversion Dimensions:
a. Grade = 1%
b. Side slopes of channel is 5:1 both sides, back slope of ridge is 5:1 and, for maintenance reasons, ridge top width is 4 feet from the standard. c. Bottom width of the channel is 5 feet d. Depth from bottom of the channel to top of ridge is: 0.96 feet
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for flow depth plus 0.50 feet for freeboard plus 0.1 feet for
settlement equals a constructed depth of 1.56 feet.
Waterway Example Problem:
A waterway is to be constructed to convey water through an apartment complex. It will be located in an area where the grass will be mowed at least once a year and needed fertilization and repairs will be made on an annual basis. From the soil survey report, the waterway will be constructed on Reaville silt loam. The waterway will have a grade of 0.5%. The peak flow from a 10 year frequency storm is 40 cfs.
Waterway Example Problem Solution:
The maximum permissible velocity from page 18-2 for a silt loam with a good stand of vegetation is 2.0 feet per second. The appropriate retardance factors are E and D, since during the year the height of the grass will vary between 2 inches immediately after cutting and 10 inches when it has not been cut. A good stand of vegetation will be maintained by annual fertilization and maintenance. Select a parabolic shape for the waterway to keep low flows from meandering and to provide a shape which is easy to mow and traverse with equipment.
We now have:
Grade of the Waterway = 0.5% Design Capacity = 40 cfs Maximum allowable velocity = 2.0 fps Vegetative Retardance factors = E and D Channel Shape = parabolic
First, design for stability using the retardance factor E. Enter Figure A6-4 with V = 2.0 fps and slope = 0.5%, find maximum allowable R = 0.57 The cross sectional flow area required is Q/V = 40/2 = 20 sq ft. Enter Figure A6-14 with A = 20.0 and R = 0.57, find top width (t) = 35.7 feet and depth (d) = 0.84 feet
Second, design for capacity using retardance factor D. A trial and error procedure is necessary for a parabolic channel with the channel shape determined by d = 0.84 feet and t = 35.7 feet. Enter Figure A6-15 and find a point on the pivot line. This point remains fixed for this channel.
After several iterations:
Try d = 1.06 feet for retardance factor D. From Figure A6-15 using the fixed point on the pivot line for this channel and d = 1.06 feet , find t = 40 feet. From Figure A6-14 find R =.70 and A = 28.2. Enter Figure A6-3 with R = 0.70 and S = 0.5% and find V = 1.42 fps. Then Q = VA = (1.42)(28.2) = 40 cfs.
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This meets the required Q of 40 cfs, therefore use these dimensions. The design channel dimensions are: Grade = 0.5% and Parabolic shape with a depth (d) = 1.06 feet and top width (t) = 40 feet.
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APPENDIX A7
DETERMINING VOLUME IN A SEDIMENT BASIN
TO MEET TRAP EFFICIENCY,
SEDIMENT STORAGE AND
TEMPORARY FLOODWATER STORAGE REQUIREMENTS
Sample Problem #1
At Toms River in Ocean County, 100 acres drains into a planned sediment basin. Failure of the sediment basin at the planned site will not result in loss of life or damage to buildings, roads, railroads or utilities. Ten acres are to be cleared and developed into houses. Ninety acres are in woods and will not be disturbed during the life of the sediment basin. It is estimated it will take 18 months to develop the site. The sediment basin will be installed as the first item of construction and removed as the last item of construction. The owner estimates that the 10 acres to be developed will be bare for 12 months and under roofs, pavement, and sod for the last 6 months of construction. The soils are Woodmansie sand. The sediment pool will be normally dry.
I. Determine minimum basin volume to meet the 70% trap efficiency requirement. Set trap efficiency at
75% to meet actual trap efficiency requirement of 70% for a dry sediment pool with coarse sediment,
as required by the standard in the section on Trap Efficiency.
Enter Curve 4.4-1 with 75%. Find C/I = 0.025 using curve for coarse grained sediments. From Figure
4.4-1, average annual surface runoff for Toms River is 25 inches; I = (25 in) (1 ft/12 in) (100 ac)
I = 208.3 Ac ft
C = (208.3 ac. ft.) (0.025)
C = 5.21 ac. ft. = minimum volume in the sediment basin below emergency spillway elevation
to obtain 70% trap efficiency with a dry pool.
II. Determine minimum basin volume to meet the requirements for sediment storage and temporary
floodwater storage.
1. Determine volume for sediment storage using Method 2 in the standard under Sediment Storage
Capacity.
a. Determine, DA and A, Drainage Area and Average Annual Erosion
1st year
Woods
(DA) (A) = 90 ac x 0.2 tons/ac/yr = 18 tons/yr
Construction Area
(DA) (A) = 10 ac x 60 tons = 600 tons/yr
(DA) (A) = 618 tons for the 1st year.
2nd year
Woods (DA) (A) = 90 ac x 0.2 tons/ac/yr = 18 tons/yr
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Urban Area
(DA) (A) = 10 ac x 1.0 tons/ac/yr = 10 tons/yr
(DA) (A) = (18 + 10) (1/2) = 14 tons for 2nd year
for six month life.
(DA) (A) = 618 + 14 = 632 tons for the life of the basin.
b. Determine DR, delivery ratio
100/640 = 0.16 sq mi from Figure 4.4-2 for a sandy soil, DR = 24%
c. Determine , density of the sediment. From Table 4.4-1 the density of aerated sand is
85-100 lbs/ cu ft., Use = 90 lbs/cu ft.
d. Determine minimum volume for sediment storage for the planned life of the structure.
V = (DA) (A) (DR) (TE) (1/ ) (2,000 lbs/ton)
(1/43,560 sq. ft./ac.)
V = (632) (0.24) (0.70) (1/90) (2,000) (1/43,560)
V = 0.054 Ac. ft.
2. Determine minimum volume for temporary floodwater storage.
a. The standard requires that we have at least 1 foot between the crest of the principal
spillway and the crest of the emergency spillway and that the runoff from the 2 year frequency
24 hour duration storm not cause flow in the emergency spillway. See the sections in the
standard on Sediment Basin Volume and Principal Spillway.
b. The 2 year 24 hour rainfall is 3.5 inches and the hydrologic soil group for Woodmansie
sand is B from reference #1.
c. From reference #9, Urban Hydrology for Small Watersheds, the runoff curve number is
58. The runoff is 0.45 watershed inches from a 2 yr 24 hr storm.
d. The size of principal spillway pipe selected will have an effect on the volume of
temporary floodwater storage required. For this site we selected a 18" CMP riser with a 12"
CMP outlet. From the site survey and the preliminary layout of the principal spillway we found
that the capacity of the spillway is approximately 5 cfs.
e. Using the above principal spillway and the approximate flood routing methods in
reference 1, we find that 0.2 watershed inches is required for temporary floodwater storage for
the 2 yr 24 hr storm.
f. The minimum volume for temporary floodwater storage using the 12 inch CMP
principal spillway is 0.2 watershed inches or converting to ac.ft. is 1.67 ac.ft.
3. The minimum basin volume to meet the requirement for sediment storage capacity and temporary
floodwater storage is 0.054 ac.ft + 1.67 ac.ft = 1.72 ac. ft.
III. The standard under Sediment Basin Volume requires that we provide volume for the larger of the two values calculated above under I and II.
The volume for 70% trap efficiency is 5.21 ac. ft. The volume for sediment and temporary
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floodwater storage is 1.72 ac. ft. Therefore, we must provide below the crest of the emergency
spillway at least 5.21 ac. ft. of volume.
Sample Problem #2
Same as Sample Problem #1, except location is Morristown and the soils are Parsippany silt loam.
I. Determine minimum basin volume to meet the 70% trap efficiency requirement. Set trap efficiency at
80% to meet actual trap efficiency requirement of 70% for a dry sediment pool with fine sediment.
From Curve 4.4-1, using curve for fine grained sediment, C/I = 0.12. From Figure 4.4-1, I = 23-1/2
inches for Morristown. I = (23-1/2 in) (1 ft/12 in.) (100 ac) = 196 ac. ft. C = 23.5 ac. ft. = minimum
volume for 70% trap efficiency.
II. Determine minimum basin volume to meet the requirements for sediment storage and temporary flood
water storage.
1. Determine volume for sediment storage using Method 2 in the standard under Sediment
Storage Capacity.
a. (DA) (A) same as in Sample Problem #1
(DA) (A) = 618 tons for the 1st year
(DA) (A) = 14 tons for the 2nd year
b. Determine, DR, delivery ratio.
The Parsippany soil is described in the soil survey report as a silt loam,
clay loam or silty clay loam at different depths. Therefore, in Figure 4.4-2, use the curve
for silty clay with 0.16 sq. mi. drainage area, DR = 72%.
c. Determine, , density of sediment. = 80 lbs/cu ft, using Table 4.4-1 with clay-
silt mixture with more silt than clay.
d. Determine minimum volume for sediment storage for the planned life of the
structure.
V = (DA) (A) (DR) (TE) (1/ ) (2,000 lbs./ton)
(1/43,560 sq. ft./Ac.)
V = (618 + 14) (0.72) (0.70) (1/80) (2,000) (1/43,560)
V = 0.18 ac ft
2. Determine minimum volume for temporary floodwater storage.
a. The standard requires that we have at least 1 foot between the crest of the
principal spillway and the crest of the emergency spillway and that the runoff from the 2
year frequency 24 hour duration storm not cause flow in the emergency spillway. See
the sections in the standard on Sediment Basin Volume and Principal Spillway.
b. The 2 year 24 hour rainfall is 3.3 inches and the hydrologic soil group for Parsippany
silt loam is D, from Reference #1.
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c. From Reference #9, Urban Hydrology for Small Watershed, the runoff is 1.42
watershed inches from a 2 yr 24 hr storm.
d. The size of principal spillway pipe selected will have an effect on the volume of
temporary floodwater storage required. For this site we selected a 18" cmp riser with a
12" cm outlet. From the site survey and the preliminary layout of the principal spillway
we found that the capacity of this spillway is approximately 5 cfs.
e. Using the above principal spillway and the approximate flood routing methods in
Reference 1, we find that 0.9 watershed inches is required for temporary floodwater
storage for the 2 yr 24 hr storm.
f. The minimum volume for temporary floodwater storage using the 12 inch cmp
principal spillway is 0.9 watershed inches or converting to ac. ft. is 7.5 ac. ft.
3. The minimum basin volume to meet the requirement for sediment storage capacity and
temporary floodwater storage is 0.18 ac. ft. + 7.5 ac. ft. = 7.68 ac. ft.
III. The standard under Sediment Basin Volume requires that we provide volume for the larger of the two values calculated above under I and II.
The volume for 70% trap efficiency is 23.5 ac. ft. The volume for sediment and temporary
floodwater storage is 7.68 ac. ft. Therefore, we must provide below the crest of the emergency
spillway at least 23.5 ac. ft. of volume.
Conclusions From Sample Problems
To have a reasonably sized sediment basin that is effective, two factors are critical. The total drainage area must be small and the sediment must be coarse textured, or the basin becomes excessively large.
The effect of sediment size is shown by the difference in basin size from Sample Problem #1 to #2. When changing from a sand typical of South Jersey to a siltclay typical of North Jersey, the minimum basin volume goes from 5.21 ac. ft. to 23.5 ac. ft.
If the soils were silt and clay and the basin was located so that the only drainage area was the 10 disturbed acres, the minimum basin volume would be 2.3 ac. ft. With sand sediments and a 10 ac. drainage area, the minimum basin volume would be 0.5 ac. ft.
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Dewatering with Skimmers
Skimmer-type dewatering devices may be considered to improve sediment trapping efficiency. Since skimmers operate at the surface of the ponded water, they will not draw sediment laden water from the submerged volume of the basin. Skimmers are mechanically more complex and will require frequent inspection and maintenance in order to operate as designed. Skimmers may not work during winter months when surface waters freeze, preventing the skimmer from moving downward.
Skimmers must be removed once the sediment trapping function of the basin is completed and the basin is ready for permanent stormwater control.
When connecting the skimmer to the outlet structure where the outlet orifice is larger than the PVC pipe diameter, the orifice may require a temporary plate, reducer-coupling or mortar plug to form a flexible, watertight connection.
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APPENDIX A8
CHANNEL STABILITY ANALYSIS PROCEDURE
Introduction
The evaluation or design of any water conveyance system that includes earth channels requires knowledge of the relationships between flowing water and the earth materials forming the boundary of the channel, as well as an understanding of the expected stream response when structures, lining, vegetation, or other features are imposed. These relationships may be the controlling factors in determining channel alignment, grade, dimensioning of cross section and selection of design features to assure the operational requirements of the system.
The methods included herein to evaluate channel stability against the flow forces are for bare earth. The magnitude of the channel instability needs to be determined in order to evaluate whether or not structural measures are needed. Where such practices or measures are required, methods of analysis that appropriately evaluate the stream's response should be used.
All terms used in this appendix are defined in the glossary, pg. D-1.
Allowable Velocity Approach
General
This method of testing the erosion resistance of earth channels is based on data collected by several investigators.
Figure A4-1 shows "Allowable Velocities for Unprotected Earth Channels" developed chiefly from data by Fortier and Scobey al., Lane a2., by investigators in the U.S.S.R. a3, and others.
Stability is influenced by the concentration of fine material carried by the flow in suspension. There are two distinct types of flow depending on concentration of material in suspension.
1. Sediment free flow is defined as the condition in which fine material is carried in suspension by the
flow at concentrations so low that it has no effect on channel stability. Flows with concentrations
lower than 1,000 ppm by weight are treated as sediment free flows.
2. Sediment laden flow is the condition in which the flow carries fine material in suspension at moderate
to high concentrations so that stability is enhanced either through replacement of dislodged particles or
through formation of a protective cover as the result of settling. Flows in this class carry sediment in
suspension at concentrations equal or larger than 20,000 ppm by weight.
Sediment transport rates are usually expressed in tons per day.
To covert them into concentration use the equation:
Qs
C=370( Q ) (Eq. A8-1)
Depending on the type of soil, the effect of concentration of fine sediment (material smaller than 0.074 mm) in suspension on the allowable velocity is obtained from the curves on Figure A8-1.
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If the suspended sediment concentration equals or exceeds 20,000 ppm by weight, use the sediment laden
curve on Figure A8-1. If the suspended sediment concentration is 1,000 ppm or less by weight, use the
sediment free curve on Figure A8-1. A linear interpolation may be made between these curves for suspended
sediment concentrations between 1,000 ppm and 20,000 ppm.
Adjustment in the basic velocity to reflect the modifying effects of frequency of runoff, curvature in alignment,
bank slopes, density of bed and bank materials, and depth of flow are made using the adjustment curves on
Figure A8-1.
The alignment factor, A, and the depth factor, D, apply to all soil conditions. The bank slope factor, B, applies
only to channels in soils that behave as discrete particles. The frequency correction, F, applies only to
channels in soils that resist erosion as a coherent mass. The density correction factor, Ce, applies to all soil
materials except clean sands and gravels (containing less than 5 percent material passing size #200).
Figure A8-1 gives the correction factors (F) for frequencies of occurrence lower than 10 percent. Channels
designed for less frequent flows using this correction factor should be designed to be stable at the 10 percent
chance frequency discharge as well as at the design discharge.
If the soils along the channel boundary behave as discrete particles with D75 larger than 0.4 mm for sediment
laden flow or larger than 2.0 mm for sediment free flow, the allowable velocity is determined by adjusting the
basic velocity read from the curves on Figure A8-1 for the effects of alignment, bank slope, and depth. If the
soils behave as discrete particles and D75 is smaller than 0.4 mm for sediment laden flow or 2.0 mm for
sediment free flow, the allowable velocity is 2.0 fps. For channels in these soils, no adjustments are to be
made to the basic velocity of 2.0 fps.
In cases where the soils in the channel boundary resist erosion as a coherent mass, the allowable velocity is
determined by adjusting the basic velocity from Figure A8-1 for the effects of depth, alignment, bank slope,
frequency of occurrence of design flow, and for the density of the boundary soil materials.
Design Procedure for Allowable Velocity Approach
The use of the allowable velocity approach in checking the stability of earth channels involves the following steps:
-
Determine the hydraulics of the system. This includes hydrologic determinations as well as the stage-discharge relationships for the channel considered.
-
Determine the properties of the earth materials forming the banks and bed of the design reach and of the channel upstream.
-
Determine sediment yield to attain and calculate sediment concentration for design flow. In most cases, sediment free conditions exist and should be used unless the designer can prove otherwise.
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Check to see if the allowable velocity procedure is applicable.
-
Compare the design velocities with the allowable velocities from Figure A8-1 for the materials forming the channel boundary.
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Examples of Allowable Velocity Approach
Example 1
Given: A channel is to be constructed to convey the flow from a 2 percent chance flood. The hydraulics of the system indicate that a trapezoidal channel with 2:1 side slopes and a 40 foot bottom width will carry the design flow at a depth of 8.7 feet and a velocity of 5.45 fps. Soil investigations reveal that the channel will be excavated in a moderately rounded clean sandy gravel with a D75 size of 2.25 inches. Sampling of soils in the drainage area and estimate of erosion and sediment yield indicate that, on a an average annual basis, approximately 1000 tons of sediment finer than 1.0 mm. and 20 tons of material coarser than 1.0 mm are available for transport in channel. The amount of abrasion resulting from the transporting of this small amount of sediment coarser than 1.0mm is considered insignificant. Sediment transport computations indicate all of the sediment supplied to the channel will be transported through the reach. The sediment transport and hydrologic evaluations indicate the design flow will transport the available sediment at a concentration of about 500 ppm. The channel is straight except for one curve with a radius of 600 feet.
Determine:
-
The allowable velocity, Va, and
-
The stability of the reach.
Solution: Determine basic velocity from Figure A8-1, sediment free curve because sediment concentration of 500 ppm is less than 1,000 ppm.
Vb = 6 fps.
Depth correction factor, D = 1.22 (from Figure A8-1).
Bank slope correction, B = 0.72 (from Figure A8-1).
Alignment correction A,
curve radius = 600 = 8.02
water surface width 74.8
A = 0.89 (from Figure A8-1).
Density correction, Ce, does not apply.
Frequency correction, F, does not apply.
Va (straight reaches) = VbDB = (6.7) (1.22) (0.72) = 5.88fps
Va (curved reaches) = VbDBA = (6.7) (1.22) (0.72) (0.89) = 5.24fps
The proposed design velocity of 5.45 fps is less than Va = 5.88 fps in the straight reaches but greater than Va = 5.24 fps in the curved reaches. Either the channel alignment or geometry needs to be altered or the curve needs structural protection.
Example 2
Given: A channel is to be constructed to convey the flow from a 2 percent chance flood. The hydraulics of the
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system indicate that a trapezoidal channel with 2:1 side slopes and a 40 foot bottom width will carry the design flow at a depth of 8.7 feet and a velocity of 5.45 fps. The channel is to be excavated into a silty clay(CL) soil with a Plasticity Index of 18, a dry density of 92 pcf, and a specific gravity of 2.71. Sediment transport evaluations indicate the design flow will have a fairly stable sediment concentration of about 500 ppm with essentially no bed material load larger than 1.0mm. The channel is straight except for one curve with a radius of 600 feet. The 10 percent chance flood results in a depth of flow of 7.4 feet and a velocity of 4.93 fps.
Determine:
-
The allowable velocity, Va, and
-
The stability of the reach.
Solution: Sediment concentration of 500 ppm is less than 1,000 ppm, therefore it is classed as sediment free flow.
Vb = 3.7 fps (from Figure A8-1) for the 2 percent chance flood.
Depth correction, D = 1.22 (from Figure A8-1).
λw Density correction, compute e; e )-1 =(2.71)(62.4) -1 =0.83 =G( 92 λd
Ce = 1.0 (from Figure A8-1)
Frequency correction, F = 1.5 (from Figure A8-1)..
Alignment correction A,
Curve radius = 600 = 8.02
water surface width 74.8
A = 0.89 (from Figure A8-1).
Va (Straight reach) = VbDCeF = (3.7)(1.22)(1.0)(1.5) = 6.77 fps.
Va (Curved reach)=VbDCeFA=(3.7)(1.22)(1.0)(1.5)(0.89) = 6.03 fps.
The design velocity is less than the allowable velocity for the 2 percent chance flow. Check the 10 percent chance flow velocity with no frequency correction against the allowable velocity for the 10 percent chance flow.
Va (Straight reaches) = VbDCe = (3.7)(1.19)(1.0) = 4.40 fps.
Va (Curved reaches)=VbDCeA=(3.7)(1.19)(1.0)(0.90) = 3.96 fps
The allowable velocity with no frequency correction is exceeded by the 10 percent chance flow velocity. Channel alignment, slope or geometry must be altered or the channel must be protected.
Tractive Stress Approach
General
The tractive force is the tangential pull of flowing water on the wetted channel boundary; it is equal to the total
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friction force that resists flow but acts in the opposite direction. Tractive stress is the tractive force per unit area of the boundary. The tractive force is expressed in units of pounds, while tractive stress is expressed in units of pounds per square foot. The tractive force in a prismatic channel reach is equal to the weight of the fluid prism multiplied by the energy gradient.
The tractive stress approach to channel stability analysis provides a method to evaluate the stress at the interface between flowing water and the materials in the channel boundary.
The method for obtaining the actual tractive stress acting on the bed or sides of a channel and the allowable tractive stress depends on the D75 size of the materials involved. When coarse grained discrete particle soils are involved, Lane's a2. method is used. When fine grained soils are involved, a method derived from the work of Keulegan and modified by Einstein a4., and Vanoni and Brooks, a5., is used. The separation size for this determination is D75 - 1/4 inch.
Coarse-grained Discrete Particle Soils - D75> 1/4 inch - Lane's Method
A. Determination of Actual Tractive Stress
1. Actual tractive stress in an infinitely wide channel.
Generally, Manning's roughness coefficient "n" reflects the overall impedance to flow including grain
roughness, form roughness, vegetation, curved alignment, etc. Lane's a2 work showed that for soils
with a D75 size between 0.25" (6.35 mm) and 5.0" (127mm) the value of Manning's coefficient "n"
resulting from the roughness of the soil particles is determined by:
(D75)1♠6 with D75 expressed in inches (Eq. A8-2) nt = 39
The value of nt determined by the equation above represents the retardance to flow caused by roughness of the soil grains.
The value of nt can be used to compute st, the friction gradient associated with the particular boundary material being considered. nt st = ( n )Ν?2se (Eq. A8-3)
The tractive stress acting on the soil grains in an infinitely wide channel is found by: τ4 = γwdst (Eq. A8-4)
where the terms are as defined in the glossary.
2. Distribution of the tractive stress along the channel perimeter:
In open channels the tractive stresses are not distributed uniformly along the perimeter. Laboratory
experiments and field observations have indicated that in trapezoidal channels the stresses are very
small near the water surface and near the corners of the channel and assume their maximum value near
the center of the bed. The maximum value on the banks occurs near the lower third point.
Figures A8-2 and A8-3 give the maximum tractive stresses in a trapezoidal channel in relation to the
tractive stress in an infinitely wide channel having the same depth of flow and value of st.
3. Tractive stresses on curved reaches:
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Curves in channels cause the maximum tractive stresses to increase above those in straight channels.
The maximum tractive stresses in a channel with a single curve occur on the inside bank in the
upstream portion of the curve and near the outer bank downstream from the curve. Compounding of
curves in a channel complicates the flow pattern and causes a compounding of the maximum tractive
stresses.
Figure A8-4 gives values of maximum tractive stresses based on judgment coupled with very limited
experimental data. It does not show the effect of depth of flow and length of curve and its use is only
justified until more accurate information is obtained. Figure A8-5, with a similar degree of accuracy,
gives the maximum tractive stresses at various distances downstream from the curve.
B. Allowable Tractive Stress
The allowable tractive stress for channel beds, Lb, composed of soil particles with discrete, single grain
behavior with a given D75 is:
τLb = 0.4D75 When 0.25 in < D75 < 5.0 in. (Eq. A8-5)
The allowable tractive stress for channel sides, Ls is less than that of the same material in the bed of the
channel because the gravity force aids the tractive stress in moving the materials. The allowable tractive stress for channel sides composed of soil particles behaving as discrete single grain materials, considering the effect of the side slope z and the angle of repose R with the horizontal is τLs = 0.4KD75. . . . .0.25. < 5.0. (Eq. A8-6) z2-cot2ΦR. . . (Eq. A8-7) Where: K = 1+z2
Figure A8-6 gives an evaluation of the angles of repose corresponding to the degree of angularity of the
material. Figure A8-7 gives values of K from Equation A8-7.
When the unit weight γs of the constituents of the material having a grain size larger than the D75 size is
significantly different than 160 lb/ft3, the limiting tractive stress τ Lb and τ Ls as given by Equations (A8-5)
and (A8-6) should be multiplied by the factor.
γs - γw (Eq. A8-8)
T = 97.6
Fine Grained Soils - D75 < 1/4 inch
A. Determination of Actual Tractive Stress
1. Reference tractive stress -
The expression for reference tractive stress is: τ = γwRtse (Eq. A8-9)
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In a given situation y and se are known so that the only unknown is Rt. The value of Rt can
be determined from the logarithmic frictional formula developed by Keulegan and modified
by Einstein a4.
v Rtx
= 5.75log(12.27 ) (Eq. A8-10) ks gRtse
where: Ks is the D65 size in ft.
The factor x in Equation A8-10 describes the effect on the frictional resistance of the
ratio of the characteristic roughness length Ks to the thickness of the laminar sublayer
This thickness is determined from the equation:
11.6v
δ =
gRtse (Eq. A8-11)
A relationship between x and ks/δ has been developed empirically by Einstein a4.,
and represented by a curve. With the help of this curve and equations A8-10 and
A8-11, the value of Rt can be determined provided that V, se, Ks and the temperature
of the water are known. The computational solution for Rt follows an interactive
procedure which is rather involved. A simpler graphical solution has been developed
by Vanoni and Brooks a5, and the basic family of curves that constitute it is shown in
Figure A8-8. Figure A8-9 shows the extension of the curves outside the region
covered in the original publication.
Figure A8-10 gives curves from which values of density and kinematic viscosity of
the water can be obtained.
The computation of reference tractive stress (τ) is facilitated by following the
procedure on page A8.20.
-
Distribution of the tractive stress along the channel perimeter:
In open channels the tractive stresses are not distributed uniformly along the perimeter. Laboratory experiments and field observations have indicated that in trapezoidal channels the stresses are very small near the water surface and near the corners of the channel and assume their maximum value near the center of the bed. The maximum value on the banks occurs near the lower third point.
The graphs in Figures A8-11 and A8-12 may be used to evaluate maximum stress values on the banks and the bed respectively. These figures are to be used along with τ, the reference tractive stress, to obtain values for the maximum tractive stress on the sides and bed of
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trapezoidal channels in fine grained soils.
-
Tractive stresses in curved reaches:
Figures A8-4 and A8-5, used to determine the maximum tractive stresses in curved reaches for coarse grained soils, may also be used to obtain these values for fine grained soils. The values for the maximum tractive stresses on the beds and sides, as determined above, are used in conjunction with these charts to obtain values for curved reaches.
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B. Allowable Tractive Stresses - Fine grained soils
The stability of channels in fine grained soils (D75 <0.25") may be checked using the curves
in Figure A8-13. These curves were developed by Lane a2. The curves relate the median
grain size of the soils to the allowable tractive stress. Curve 1 is to be used when the stream
under consideration carries a load of 20,000 ppm by weight or more of fine suspended
sediment. Curve 2 is to be used for streams carrying up to 2,000 ppm by weight of fine
suspended sediment. Curve 3 is for sediment free flows (less than 1,000 ppm).
When the value of D50 for fine grained soils is greater than 5 mm, use the allowable tractive stress values shown on the chart for 5mm.
For values of D50 less than those shown on the chart (0.1mm), use the allowable tractive
stress values for 0.1 mm. However, if this is done, 0.1 mm should be used as the D65 size in
obtaining the reference tractive stress.
Procedure - Tractive Stress Approach
The use of tractive stress to check the ability of earth channels to resist erosive stresses
involves the following steps:
1. Determine the hydraulics of the channel. This includes hydrologic determinations as
well as the stage-discharge relationships for the channel being considered.
2. Determine sediment yield to reach and calculate sediment concentration for design
flow, or assume sediment free water.
3. Determine the properties of the earth materials in the boundary of the channel.
4. Check to see if the tractive stress approach is applicable.
5. Compute the tractive stresses exerted by the flowing water on the boundary of the
channel being studied. Use the proper procedure as established by the D75 size of the
materials.
6. Check the ability of the soil materials forming the channel to resist the computed
tractive stresses.
The computation for the reference tractive stress for fine grained soils is facilitated by using
the following procedure:
1. Determine se and V: Evaluate Manning's "n" by the method described in Supplement
A.
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- Enter the graphs in Figure A8-10 with the value of temperature in ΕF and read the density ρ, and the kinematic viscosity of the water υ. V3
-
Compute gΐ+__
V 4. Compute gksse -
Enter the graph in Figure A8-8 (or Figure A8-9) with the computed values in steps 2 and 3 above and read the value of V τ♠ρ
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6. Compute 𝑣 from v and p
ට𝜏𝜌ൗ
𝑉2
𝜏= where the terms are defined in the glossary (𝑉 )2
൙ට𝜏𝜌ൗ
Examples - Tractive Stress Approach
Example 3
Given: The bottom width of the trapezoidal channel is 18 feet with side slopes of 1 1/2:1. The design flow is 262 cfs at a depth of 3.5 feet and a velocity of 3.23 fps. The slope of the energy grade line is 0.0026. There is one curve in the reach, with a radius of 150 feet. The aged "n" value is estimated to be 0.045. The channel will be excavated in GM soil that is nonplastic, with D75 = 0.90 inches (22.0 mm). The gravel is very angular.
Determine: The actual and allowable tractive stress.
Solution: Since D75 > 1/4 inch use the Lane method.
nt = (0.90) 1/6/39 = 0.0252 (Eq. A8-1).
From Equation A8-3: st - (nt/n)2 se = (0.025/0.045)2 0.0026 = 0.00082.
actual τ4 = γwdst = (62.4) (3.5) (0.00082) = 0.179 psf.
b/d (ratio of bottom width to depth) = 18/3.5 = 5.14.
from Figure A4-2 and A4-3 τs /τ4 = 0.76; τb/τ4 = 0.98.
Rc/b = (radius of curve/bottom width) = 150/18 = 8.33.
τbc/τ b = sc/ s = 1.17 (Figure A8-4).
Actual τb = (0.179) (0.98) = 0.175 psf;
actual τs = (0.179) (0.76) = 0.136 psf
Actual τbc = (0.175) (1.17) = 0.205 psf;
actual τsc = (0.136) (1.17) = 0.159 psf
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Solving for allowable tractive stress -
φR = 38.4Ε (Figure A8-6). K = 0.45 (Figure A8-7).
allowable: τLb = (0.4) (D75) = (0.4)(0.90) = 0.36
allowable: τLs = 0.4 KD75 = (0.4) (0.45) (0.90) = 0.162
Comparing actual with allowable, the channel will be stable in straight and curved sections.
Example 4
Given: Bottom width of the trapezoidal section is 18 feet, side slopes are 1-1/2:1. Design flow is 262 cfs, with a depth of 3.5 feet at a velocity of 3.23 fps. Slope of the hydraulic grade line is 0.0026. The design temperature is 50`F. The channel will be cut in nonplastic SM soil, with a D75 size of 0.035 inches, a D65 size of 0.01075 inches (0.273 mm) and a D50 of 0.127 mm. The "n" value for the channel is 0.045. There are no curves in the reach. Sediment load is quite light in this locality, in the range of clear water criteria. Determine: The actual tractive stress and the allowable tractive stress.
Solution: Since the D75 size is less than 1/4 inch, use the reference tractive stress method.
v = 1.42 x 10-5 ft2/sec., ρ = 1.940 lb sec2/ft4 (Figure A8-10).
V3 /gv se = 3.233/ (32.2) (1.42 x 10-5) (0.0026) = 2.83 x 107.
V/ gksse = 3.23/ (32.2)(0.01075/12)(0.0026) = 373
V/ τ/ρ = 21.6 (from Figure A8.8)
τ = V2 ρ/(V/ τ/ρ)2 = (3.232) 1.94/ (21.6)2 = 0.0434 psf.
b/d (ratio of bottom width to depth) = 18/3.5 = 5.14
1.31 (from Figure A8-11 and A8-12). τs/τ ≈ 1.0 τb/τ =
Actual Tractive Stresses:
τs =(0.0434) (1.0)= 0.0434 psf; τb = (0.0434) (1.31) = 0.0569 psf
Allowable Tractive Stresses:
D50 = 0.127 mm; from Figure A4-13 and assuming clear water flow (curve No.3) the allowable tractive force is 0.025 psf. Both the bed and the banks of the channel are unstable.
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GLOSSARY OF SYMBOLS
A - alignment factor to adjust the basic velocity because of the effects of curvature of the channel.
A - area of flow. (ft2)
b - bottom width of a channel (feet).
bT - water surface width (feet).
B - bank slope factor to adjust the basic velocity because of the effects of different bank slopes.
C - sediment concentration in parts per million by weight.
C1, C2, C3, C4, C5 - coefficients used to determine channel proportions and slope when using the modified regime equations.
Ce - Density factor to adjust the basic velocity because of variations in the density of soil materials in the channel boundary.
cm - cohesion intercept at natural moisture (psf).
d - depth of flow (feet).
dc - critical depth of flow (feet).
dm - mean depth of flow (feet).
D - depth factor to adjust basic velocity because of the effects of the depth flow.
Ds - the particle diameter of which s% of the sample is smaller.
F - frequency factor to adjust the basic velocity because of the effect of infrequent flood flows. VF - Froude number = gdm
g - acceleration due to gravity (fps2).
G - specific gravity.
Hc - depth of tension crack (feet).
ks - characteristic length of roughness element, for granular material; Ks = D65 size in feet.
K - coefficient modifying tractive force for gravitational forces on coarse, noncohesive materials on channel sides. n - Manning's coefficient.
nt - Manning's coefficient for roughness of soil grains.
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P - wetted perimeter.
PI - Plasticity index.
qu - unconfined compressive strength.
Q - discharge (cfs).
Qs - Sediment transport rate (tons/day)
R - hydraulic radius - feet.
Rc - radius of curvature of central section of compound curve.
Rt - hydraulic radius associated with grain roughness of the soil.
so - slope of channel bottom.
sc - critical slope.
se - energy gradient
st - rate of friction head loss because of tractive stress acting on bed and side materials.
V - average velocity (fps).
Va - allowable velocity (fps).
vb - basic velocity (fps).
Vc - critical velocity (fps).
WT - top width of flow - ft. ksx - factor describing effect of ratio on flow resistance. δ z - cotangent of side slope angle.
T - factor to correct allowable tractive force for materials with D75 > 0.25" for unit weights different than 160 pcf.
γd - unit weight of water (pcf).
γ - dry unit weight (pcf).
γm - moist unit weight (pcf).
γs - unit weight of particles larger than 0.25" (pcf).
γw - unit weight of water (62.4 pcf).
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φ m - angle of shearing resistance at natural moisture content.
φr - angle of repose of coarse noncohesive materials.
v - kinematic viscosity of water (ft2/sec).
ρ - water density (lb-sec2/ft4).
Τ - reference tractive stress (psf).
τ4 - tractive stress in an infinitely wide channel (psf).
τb - maximum tractive stress on the channel bed (psf).
τs - maximum tractive stress on the channel sides (psf).
τbc - maximum tractive stress on the bed in a curved reach (psf).
τsc - maximum tractive stress on the sides in a curved reach (psf).
τLb - allowable tractive stress along the bed. (psf)
τLs - allowable tractive stress along the sides (psf).
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SUPPLEMENT A
Method for Estimating Manning's "n"
This supplement describes a method for estimating the roughness coefficient "n" for use in hydraulic computations associated with natural streams, floodways and similar streams. The procedure proposed applies to the estimation of n in Manning's formula. This formula is now widely used, it is simpler to apply than other widely recognized formulas and has been shown to be reliable.
Manning's formula is empirical. The roughness coefficient "n" is used to quantitatively express the degree of retardation of flow. The value of "n" indicates not only the roughness of the sides and bottom of the channel, but also other types of irregularities of the channel and profile. In short, "n" is used to indicate the net effect of all factors causing retardation of flow in a reach of channel under consideration.
There seems to have developed a tendency to regard the selection of "n" for natural channels as either an arbitrary or an intuitive process. This probably results from the rather cursory treatment of the roughness coefficient in most of the more widely used hydraulic textbooks and handbooks. The fact is that the estimation of "n" requires the exercise of critical judgment in the evaluation of the surfaces of the channel sides and bottom; variations in shape and size of cross sections; obstructions; vegetation; and meandering of the channel.
The need for realistic estimates of "n" justifies the adoption of a systematic procedure for making the estimates.
Procedure for estimating n. The general procedure for estimating "n" involves; first, the selection of a basic value of "n" for a straight, uniform, smooth channel in the natural materials involved; then, through critical consideration of the factors listed above, the selection of a modifying value associated with each factor. The modifying values are added to the basic value to obtain "n" for the channel under consideration.
In the selection of the modifying values associated with the 5 primary factors, it is important that each factor be examined and considered independently. In considering each factor, it should be kept in mind that represents a quantitative expression of retardation of flow. Turbulence of flow can, in a sense, be visualized as a measure or indicator of retardance. Therefore, in each case, more critical judgment may be exercised if it is recognized that as conditions associated with any factor change so as to induce greater turbulence, there should be an increase in the modifying value. A discussion and tabulated guide to the selection of modifying values for each factor is given under the following procedural steps.
1st step. Selection of basic "n" value. This step requires the selection of a basic "n" value for a straight, uniform, smooth channel in the natural materials involved. The selection involves consideration of what may be regarded as a hypothetical channel. The conditions of straight alignment, uniform cross section, and smooth side and bottom surfaces without vegetation should be kept in mind. Thus, the basic "n" will be visualized as varying only with the materials forming the sides and bottom of the channel. The minimum values of "n" shown by reported test results for the best channels in earth are in the range from 0.016 to 0.018. Practical limitations associated with maintaining smooth and uniform channels in earth for any appreciable period indicated that 0.02 is a realistic basic "n". The basic "n", as it is intended for use in this procedure, for natural or excavated channels, may be selected from the table below. Where the bottom and sides of a channel are of different materials, this fact may be recognized in selecting the basic "n".
CHARACTER OF CHANNEL BASIC n
Channels in earth 0.02
Channels cut into rock 0.025
Channels in fine gravel 0.024
Channels in coarse gravel 0.028
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2nd step. Selection of modifying value for surface irregularity. The selection is to be based on the degree of roughness or irregularity of the surfaces of channel sides and bottom. Consider the actual surface irregularity; first, in relation to the degree of surface smoothness obtainable with the natural materials involved, and second, in relation to the depths of flow under consideration. Actual surface irregularity comparable to the best surface to be expected of the natural materials involved calls for a modifying value of zero. Higher degrees of irregularity induce turbulence and call for increased modifying values. The table below may be used as a guide to the selection.
DEGREE OF IRREGULARITY SURFACES COMPARABLE TO MODIFYING VALUE
Smooth The best obtainable for the 0.000 materials involved.
Minor Good dredge channels; slightly eroded or scoured side slopes of canals or drainage channels. 0.005
Moderate Fair to poor dredged channels; moderately sloughed or eroded side slopes of canals or drainage channels. 0.010
Severe Badly sloughed banks of natural channels; badly eroded or sloughed sides of canals or drainage channels; unshaped, jagged and irregular sur faces of channels excavated in rock. 0.020
3rd step. Selection of modifying value for variations in shape and size of cross sections. In considering changes in size of cross sections, judge the approximate magnitude of increase and decrease in successive cross sections as compared to the average. Changes of considerable magnitude, if they are gradual and uniform, do not cause significant turbulence. The greater turbulence is associated with alternating large and small sections where the changes are abrupt. The degree of effect of size changes may be best visualized by considering it as depending primarily on the frequency with which large and small sections alternate, and secondarily on the magnitude of the changes.
In the case of shape variations, consider the degree to which the changes cause the greatest depth of flow to move from side to side of the channel. Shape changes causing the greatest turbulence are those for which shifts of the main flow from side to side occur in distances short enough to produce eddies and upstream currents in the shallower portions of those sections where the maximum depth of flow is near either side. Selection of modifying values may be based on the following guide:
CHARACTER OR VARIATIONS IN SIZE AND MODIFYING VALUE SHAPE OF CROSS SECTIONS
Changes in size or shape occurring gradually 0.000 Large and small sections alternating occasionally or shape changes causing
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occasional shifting of main flow from side to side 0.005
Large and small sections alternating frequently or shape changes causing frequent shifting of main flow from side to side 0.010 to 0.015
4th step. Selection of modifying value for obstructions. The selection is to be based on the presence and characteristics of obstructions such as debris deposits, stumps, exposed roots, boulders and fallen and lodged logs. Care should be taken that conditions considered in other steps are not re-evaluated or double-counted by this step.
In judging the relative effect of obstructions, consider: the degree to which the obstructions occupy or reduce the average cross sectional area at various stages; the character of obstructions (sharp-edged or angular objects induce greater turbulence than curved, smooth-surfaced objects); the position and spacing of obstructions transversely and longitudinally in the reach under consideration. The following table may be used as a guide to the selection.
RELATIVE EFFECT OF OBSTRUCTIONS MODIFYING VALUE
Negligible 0.000
Minor 0.010 to 0.015
Appreciable 0.020 to 0.030
Severe 0.040 to 0.060
5th step. Selection of modifying value for vegetation. The retarding effect of vegetation is probably due primarily to the turbulence induced as the water flows around and between the limbs, stems and foliage, and secondarily to reduction in cross section. As depth and velocity increase, the force of the flowing water tends to bend the vegetation. Therefore, the ability of vegetation to cause turbulence is partly related to its resistance to bending force. Furthermore, the amount and character of foliage; that is, the growing season condition versus dormant season condition is important. In judging the retarding effect of vegetation, critical consideration should be given to the following: the height in relation to depth of flow; the capacity to resist bending; the degree to which the cross section is occupied or blocked out; the transverse and longitudinal distribution of vegetation of different types, densities and heights in the reach under consideration. The following table may be used as a guide to the selection:
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VEGETATION AND FLOW CONDITIONS DEGREE OF RANGE IN MODIFYING COMPARABLE TO: EFFECT ON n VALUE
Dense growths of flexible turfgrasses or weeds, of which Bermuda and bluegrasses are examples, where the average depth of flow is 2 to 3 times the height of vegetation. Low 0.005 to 0.010
Supple seedling tree switches such as willow, cottonwood or salt cedar where the average depth of flow is 3 to 4 times the height of the vegetation.
Turf grasses where the average depth of flow is 1 to 2 times the height of vegetation.
Stemmy grasses, weeds or tree seedlings with moderate cover where the average depth of flow is 2 to 3 times the height of vegetation Medium 0.010 to 0.025
Brushy growths, moderately dense, similar to willows 1 to 2 years old, dormant season, along side slopes of channel with no significant vegetation along the channel bottom, where the hydraulic radius is greater than 2 feet.
Turf grasses where the average depth of flow is about equal to the height of vegetation.
Dormant season, willow or cotton wood trees 8 to 10 years old, inter grown with some weeds and brush, none of the vegetation in foliage, where the hydraulic radius is greater than 2 feet. High .025 to 0.050
Growing season, bushy willows about 1 year old intergrown with some weeds in full foliage along side slopes, no significant vegetation along channel bottom, where hydraulic radius is greater than 2 feet.
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Turf grasses where the average depth of flow is less than one half the height of vegetation.
Growing season, bushy willows about 1 year old, intergrown with weeds in full foliage along side slopes; dense growth of cattails along channel bottom; any value of hydraulic radius up to 10 to 15 feet. Very High 0.050 to 0.100
Growing season; trees intergrown with weeds and brush, all in full foliage, any value of hydraulic radius up to 10 to 15 feet .
6th step. Determination of the modifying value for meandering of channel. The modifying value for meandering may be estimated as follows: Add the basic "n" for Step 1 and the modifying values of Steps 2 through 5 to obtain the subtotal of ns.
Let s = the straight length of the reach under consideration.
m = the meander length of the channel in the reach.
Compute modifying value for meandering in accordance with the following Table:
Ratio ( m/ s) Degree of Modifying
meandering value
1.0 to 1.2 Minor 0.000
1.2 to 1.5 Appreciable 0.15 ns
1.5 and greater Severe 0.30 ns
Where lengths for computing the approximate value of m/ s are not readily obtainable, the degree of meandering can usually be judged reasonably well.
7th step. Computation of "n" for the reach. The value of "n" for the reach is obtained by adding the values determined in Steps 1 through 6. An illustration of the estimation of "n" is given in Example 1.
Example 1. Estimation of n for a reach.
This example is based on a case where "n" has been determined so that comparison between the estimated and actual "n" can be shown.
Channel: Camp Creek dredged channel near Seymour, Illinois; see USDA Technical Bulletin No 129, Plate
29-C for photograph and Table 9, page 86, for data.
Description: Course straight; 661 feet long. Cross section, very little variation in shape; variation in size
moderate, but changes not abrupt. Side slopes fairly regular, bottom uneven and irregular. Soil, lower part
yellowish gray clay; upper part, light gray silty clay loam. Condition, side slopes covered with heavy growth of
poplar trees 2 to 3 inches in diameter, large willows and climbing vines; thick growth of water weed on bottom;
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summer condition with vegetation in full foliage.
Average cross section approximates a trapezoid with side slopes about 1.5 to 1 and bottom width about 10 feet.
At bankfull stage, average depth and surface width are about 8.5 and 40 feet respectively.
STEP REMARKS MODIFYING VALUES
1 Soil materials indicate minimum basic n. 0.02
2 Description indicates moderate irregularity. 0.01
3 Changes in size and shape judged insignificant. 0.00
4 No obstructions indicated. 0.00
5 Description indicates very high effect of vegetation. 0.08
6 Reach described as straight. 0.00
Total estimated n 0.11
USDA Technical Bulletin No. 129, Table 9, page 96, give the following determined values for NJDOT for this channel: for average depth of 4.6 feet "n" = 0.095; for average depth of 7.3 feet n = 0.104.
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Appendix A-9
Modified Rational Method
The Soil Conservation Service Technical Release No. 55, (TR-55), Urban Hydrology for Small Watersheds, methodology can determine peak flows from areas of up to five (5) square miles, provide a hydrograph for times of concentration of up to 2 hours, and estimate the required storage for a specified outflow. However, there is another method which can estimate peak flows and the required storage. For small drainage areas up to one-half square mile, the Rational Method (Q=CIA, where Q is the runoff in cfs, "I" is the intensity of rainfall in inches/hour for the time of concentration of the drainage area, AA@ is the area in acres, and AC@ is a dimensionless runoff coefficient) can determine the peak flow rate only. The Modified Rational Method (MRM) as discussed in the American Public Works Association's Special Report 43, can give an approximate storage volume and triangular and trapezoidal hydrographs. This method is applicable for uniform areas up to twenty (20) acres.
THEORY
The area under a hydrograph equals the volume of runoff. For the Modified Rational Method, this
area is equal to the peak discharge rate times the duration of the storm. A uniform rainfall intensity
for the entire rainfall period is assumed here. This is highly unlikely.
The MRM recommends that a coefficient be used in order to account for the antecedent moisture
conditions of storms greater than those with a twenty-five (25) year recurrence intensity (Q=ca x c x i
x a). This attempts to predict a more realistic runoff volume which is characteristic of higher
frequency storms. The maximum product of ca x c cannot be greater than one.
Recommended Antecedent Precipitation
Factors for the Rational Method
Recurrence
Interval
(years) ca
2 to 10 1.0
25 1.1
50 1.2
100 1.25
The time of concentration (tc), which is the time of travel from the most remote point (in time of
flow), determines the largest peak discharge. Therefore, there are two possible approximate
hydrographs that can be used for runoff and storage requirements.
FIRST CASE: If the rainfall duration is greater than the tc, then the approximate hydrograph is a
trapezoid.
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SECOND CASE If the rainfall duration is equal to the time of concentration (assuming the tc is
the same as in the first case), then the approximate hydrograph is a triangle.
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To find the required volume, the MRM uses a trial method to find the critical storage for a given drainage area. For instance, the peak rate for a 25 year storm is the product of the runoff coefficient times the drainage area in acres times the intensity of a 25 year storm for a given time of concentration. However, the critical storage volume may be that of a different duration.
There are three steps in the MRM. The first step is to collect the physical data for the drainage area. This is the drainage area, the time of concentration, the runoff coefficient, and the allowable release rate. The second step is to obtain the proper recurrence interval for the design storm and the intensity-duration relationship for the design frequency. Then calculate a series of peak flows and runoff volumes beginning with the time of concentration of the drainage area and for increased storm durations. The third step is to compute the release volume and the required storage until the maximum or critical storage is found.
EXAMPLE
First Step. A site to be developed has a ground cover of forest with light underbrush. The soil type for the site is Evesboro soil (sand), hydrologic soil group A. The predeveloped site drains into two drainage areas. The southern portion consists of 6.39 acres. The northern portion consists of 8.07 acres. In order to minimize the effect of increased storm water runoff downstream, possibly resulting in soil erosion and sedimentation damage, an onsite detention basin is proposed for the developed condition. Grading of the site will cause the southern drainage area to increase to 11.88 acres. Since the NJDEP curves do not contain the 2 year frequency, the intensity-duration curves for New York City were used in the analysis. A summary of the times of concentration and drainage areas is as follows:
Southern Portion
Storm Predeveloped Postdeveloped (years) Condition Condition
Acres tc C I Q Acres tc C I Q
2 6.39 0.35 0.22 2.5 4.4 11.88 0.25 0.7 2.9 24 10 6.39 0.35 0.22 4.0 7.1 11.88 0.25 0.7 4.7 39
where tc is hours, i is inch/hour, and Q is cfs .
Second step. Stability is demonstrated offsite by analyzing the velocity for storm water runoff for the two and ten year storms over a defined waterway. These frequencies are chosen because of their high probability of occurrence. Outflow from a detention basin must meet the Conduit Outlet Protection (pg. 12-1), Slope Protection (pg. 27-1), and Channel Stabilization (pg. 11-1) Standards. Stability to the point of discharge to a stream or body of water should be shown in all cases. In this example it was assumed that it was not possible to obtain a drainage easement to accomplish this and therefore the discharge from the proposed outlet at the detention basin must match the predevelopment peak flow at that point. The allowable release rate is therefore the predevelopment peak flow for the 2 and 10 year frequency storms at the proposed point of discharge.
tc = 10 minutes
C = 0.18 for the predeveloped drainage area
at that point of future discharge
a = 0.93 acres (not 8.07 acres)
i = 5.5 inches per hour (10 year frequency)
Q = C x i x a
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= 0.18 x 5.5 x 0.93
= 0.92 cfs predevelopment peak at the point of discharge which is the allowable release rate.
Third step. Construct a series of hydrographs for each selected duration of the storm as shown in figure A9.1, Modified Rational Method Hydrographs. The estimated critical storage for this site is 88,858 cubic feet. Since the inflow volume must equal the outflow volume of 98,794 cubic feet, the time to the end of the release rate is 30.3. To reach zero outflow approximately 0.5 hours must be added so the total dewatering time will be about 30.3 hours. The outflow hydrograph reaches maximum flow at the intersection with the falling limb of the hydrograph resulting from a storm with a duration equal to the time of concentration.
Table A9.2
Storage-Duration Values
Duration Intensity Peak Volume Release Required of I Flow of Flow Storage Storm (in/hr) Q Runoff Volume Volume (hr) (cfs) (cuft) (cuft) (cuft) (1) (2) (3) (4) (5) (6) 0.25 4.8 39.9 35,925 828 35,097 0.50 3.4 28.3 50,894 1,656 49,238 0.75 2.7 22.5 60,624 2,484 58,140 1.00 2.3 19.1 68,856 3,312 65,544 1.50 1.7 14.1 76,341 4,968 71,373 2.00 1.4 11.6 83,825 6,624 77,201 3.00 1.1 9.1 98,794 9,936 88,858 << Maximum Storage Volume Required 3.50 0.9 7.5 94,303 11,592 82,711
Column (3) Peak Flow = Q = c i a example : 0.7 X 4.8 X 11.88 = 39.9 cfs
Column (4) Runoff Volume = Q (col 3) X Duration of Storm (col. 1) X 3600 example : 39.9 cfs X 0.25 hrs X 3600 = 35,925 cuft
Column (5) Release Volume = 0.92 cfs X Duration of Storm (col. 1) X 3600 example : 0.92 X 0.25 X 3600 = 828 cuft
Column (6) Required Storage = Runoff Volume (col. 4) - Release Volume (col 5) example : 35,925 - 828 = 35,097
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APPENDIX A10
Modified Structural Guidelines for Stormwater Management Basins
Natural Resource Conservation Service
Pond Standard No. 378
Definition:
A water impoundment made by constructing a dam or embankment or by excavating a pit or dugout.
In this standard, ponds constructed by the first method are referred to as embankment ponds, and those constructed by the second method are referred to as excavated ponds. Ponds constructed by both the excavation and the embankment methods are classified as embankment ponds if the depth of water impounded against the embankment at spillway elevation is 3 feet or more.
Purpose
To provide water for livestock, fish and wildlife, recreation, fire control, crop and orchard spraying, and other related uses, and to maintain or improve water quality.
Scope
This standard establishes the minimum acceptable quality for the design and construction of ponds if:
-
Failure of the dam will not result in the loss of life; in damage to homes, commercial or industrial buildings, main highways, or railroads; or in interruptions of the use or service of public utilities.
-
The product of the storage times the effective height of the dam is less than 3,000. Storage is the volume, in acre-feet, in the reservoir below the elevation of the crest of the emergency spillway. The effective height of the dam is the difference in elevation, in feet, between the emergency spillway crest and the lowest point in the cross section taken along the centerline of the dam. If there is no emergency spillway, the top of the dam is the upper limit.
-
The effective height of the dam is 35 feet or less and the dam is hazard class "a" (Low hazard).
Conditions Where Practice Applies
Site Conditions. Site conditions shall be such that runoff from the design storm can be safely passed through (1) a natural or constructed emergency spillway, (2) a combination of a principal spillway and the emergency spillway or (3) a principal spillway.
Drainage Area. The drainage area above the pond must be protected against erosion to the extent that expected sediment will not shorten the planned effective life of the structure. The drainage area shall be large enough so that surface runoff and ground water flow will maintain an adequate supply of water in the pond. The quality shall be suitable for the water's intended use.
Ratios of drainage area to normal pond area greater than 1000 to 1 will normally have excessive sedimentation, unless the drainage area is flat or has good cover.
If the surface water is the only source of water the ratio of drainage area to normal pond area shall be at least 10 to 1.
Ponds shall be protected from the contamination from the barnyards, septic tanks, storm and sanitary sewers or other sources.
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Reservoir Area. The topography and soils of the site shall permit storage of water at a depth and volume that ensure a dependable supply, considering beneficial use, sedimentation, season of use, and evaporation and seepage losses. If surface runoff is the primary source of water for a pond, the soils shall be impervious enough to prevent excessive seepage losses or shall be a type that sealing is practicable.
Design Criteria For Embankment Ponds
Foundation cutoff. A cutoff of relatively impervious material shall be provided under the dam if necessary. The cutoff shall be located at or upstream from the centerline of the dam. It shall extend up to abutments to the emergency spillway crest elevation and be deep enough to extend into a relatively impervious layer or provide for a stable dam when combined with seepage control. The cutoff trench shall have a minimum bottom width of 4 feet and adequate to accommodate the equipment used for excavation, backfill, and compaction operations. Side slopes shall not be steeper than one horizontal to one vertical. Compaction requirements shall be the same as those for embankments. The trench shall be kept free from standing water during the back-filling operation.
The minimum depth shall be at least 3 feet.
Seepage Control. Seepage control is to be included if (1) pervious layers are not intercepted by the cutoff, (2) seepage creates swamping downstream, (3) such control is needed to insure a stable embankment, or (4) special problems require drainage for a stable dam. Seepage may be controlled by (1) foundation, abutment, or embankment drains; (2) reservoir blanketing; or (3) a combination of these measures.
Earth Embankment. The area on which an embankment is to be placed shall consist of material that has sufficient bearing strength to support the embankment without excessive consolidation. The minimum top width for a dam is shown in table A10-1. If the embankment top is to be used as a public road, the minimum width shall be 16 feet for one-way traffic and 26 feet for two-way traffic. Guardrails or other safety measures shall meet the requirements of the responsible road authority.
Table A10-1 Minimum Top Width for Dams
Total Height of Top Width
Embankment ( feet)
(feet)
10 or less 6
10-15 8
15-20 10
20-25 12
25-35 14
35 or more 15
The combined upstream and downstream side slopes of the settled embankments shall not be less than five horizontal to one vertical, and neither slope shall be steeper than two horizontal to one vertical. All slopes must be designed to be stable, even if flatter sides slopes are required.
If needed to protect the slopes of the dam, special measures, such as berms, rock riprap, sand-gravel, soil cement, or
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special vegetation, shall be provided (USDA Soil Conservation Service, Technical Release Nos. 56 and 69).
The minimum elevation of the top of the settled embankment shall be 1 foot above the water surface in the reservoir with the emergency spillway flowing at the design depth. The minimum difference in elevation between the crest of the emergency spillway and the settled top width of the dam shall be 2 feet for all dams having more than a 20 acre drainage area or more than 20 feet in effective height.
The design height of the dam shall be increased by the amount needed to insure that after settlement the height of the dams equals or exceeds the design height. This increase shall not be less than 10% when compaction is by hauling equipment or 5% if compactors are used, except where detailed soil testing and laboratory analysis shows that a lesser amount is adequate.
Compaction - The compaction requirements shall be specified.
Embankments of Other than Earthfill
Sediment basins with effective heights of less than 5 feet may use materials other than earth for the embankment. These embankments shall be structurally sound, and have hydraulic characteristics that will safely handle the principal and emergency spillway design storm.
Principal Spillway. A pipe conduit, with needed appurtenances, shall be placed under or through the dam, except where rock, concrete, or other types of mechanical spillways are used, or where the rate and duration of flow can be safely handled by a vegetated or earth spillway.
The crest elevation shall be no less than 0.5 feet below the crest of the emergency spillway for dams having a drainage area of 20 acres or less, and no less than 1 foot for those having a drainage area of more than 20 acres.
When the design discharge of the principal spillway is considered in calculating peak outflow through the emergency spillway, the crest elevation of the inlet shall be such that the full flow will be generated in the conduit before there is discharge through the emergency spillway. The inlets and outlets shall be designed to function satisfactorily for the full range of flow and hydraulic head anticipated.
The capacity of the pipe conduit shall be adequate to discharge long-duration, continuous, or frequent flows without flow through the emergency spillways. The pipe diameter shall be no less than 4 inches. If the pipe conduit diameter is larger than 10 inches, its design discharge may be considered when calculating the peak outflow rate through the emergency spillway.
For sediment basins, the minimum principal spillway pipe size shall be 8 inches for corrugated or helical pipe and 6 inches for smooth wall pipe.
Pipe conduits under or through the dam shall meet the following requirements: The pipe shall be capable of withstanding external loading without yielding, buckling, or cracking. Flexible pipe strength shall not be less than that necessary to support the design load with the maximum of 5 percent deflection. The inlets and outlets shall be structurally sound and made of materials compatible with those of the pipe. All pipe joints shall be made watertight by the use of couplings, gaskets, caulking, or by welding.
For dams 20 feet or less in effective height, acceptable pipe materials are cast-iron, steel, corrugated steel or aluminum, concrete, plastic, vitrified clay with rubber gaskets, and cast-in-place reinforced concrete. Concrete and vitrified clay pipe shall be laid in a concrete bedding. Plastic pipe that will be exposed to direct sunlight shall be made of ultraviolet- resistant materials and protected by coating or shielding, or provisions for replacement should be made as necessary. Connections of plastic pipe to less flexible pipe or structure must be designed to avoid stress concentrations that could rupture the plastic.
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For dams more than 20 feet in effective height, conduits shall be plastic, reinforced concrete, corrugated steel or aluminum, or welded steel pipe. The maximum height of fill over any principal spillway steel or aluminum pipe must not exceed 25 feet. Pipe shall be watertight. The joints between sections of pipe shall be designed to remain watertight after joint elongation caused by foundation consolidation. Concrete pipe shall have concrete bedding or a concrete cradle if required. Cantilever outlet sections, if used, shall be designed to withstand the cantilever load. Pipe supports shall be provided when needed. Other suitable devices such as a Saint Anthony Falls stilling basin or an impact basin may be used to provide a safe outlet. Protective coatings of asphalt coated, or vinyl coating on galvanized corrugated metal pipe, or coal tar enamel on welded steel pipe should be provided in areas that have a history of pipe corrosion, or where the saturated soil resistivity is less than 4,000 ohmscm, or where soil pH is lower than 5.
Specifications in tables A10-2 and A10-3 are to be followed for polyvinyl chloride (PVC), steel, and aluminum pipe.
Cathodic protection is to be provided for coated welded steel and galvanized corrugated metal pipe where soil and resistivity studies indicate that pipe needs a protective coating, and where the need and importance of the structure warrant additional protection and longevity. If cathodic protection is not provided for in the original design and installation, electrical continuity in the form of joint-bridging straps should be considered on pipes that have protective coatings. Cathodic protection should be added later if mounting indicates the need.
Seepage control along a pipe conduit spillway shall be provided if any of the following conditions exists:
1. The effective height of the dam is greater than 15 feet.
2. The conduit is of smooth pipe larger than 8 inches in diameter.
3. The conduit is of corrugated pipe larger than 12 inches in diameter.
Table A10-2 :Acceptable PVC Pipe For Use in Earth Dams1
Normal Pipe Size Schedule for Standard Maximum depth
(inches) dimension ratio (SDR) of fill over pipe
(feet)
4 or smaller Schedule 40 15
Schedule 80 20
SDR 26 10
6, 8, 10, 12 Schedule 40 10
Schedule 80 15
SDR 26 10
1. Polyvinyl chloride pipe, PVC 1120 or PVC 1220, conforming to ASTM-1785 or ASTM-D-2241.
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Table A10-3: Minimum Gauge for Corrugated Metal Pipe
(2-2/3-in x 1/2-in Corrugations)1
Fill Minimum gauge for steel pipe with Minimum thickness (in) of aluminum
height diameter (in) of-21 and pipe /2 with diameter (in) of- 21 and
(ft) less 24 30 36 42 48 less 24 30 36
1-15 16 16 16 14 12 10 0.06 0.06 0.075 0.075
15-20 16 16 16 14 12 10 .06 .075 .105 .105
20-25 16 16 14 12 10 10 .06 .105 .135 /3
- Pipe with 6-, 8-, and 10-diameter has 1-1/2-in x 1/4-in corrugations.
- Riveted or helical fabrication.
- Not permitted
Seepage along pipes extending through the embankment shall be controlled by the use of a filter and drainage diaphragm, unless it is determined that antiseep collars will adequately serve the purpose.
The drain shall be minimum of 2 feet thick and extend vertically upward and horizontally at least three times the pipe diameter, and vertically downward at least 18 inches beneath the conduit invert. The drain diaphragm shall be located immediately downstream of the cutoff trench, approximately parallel to the centerline of the dam.
The drain shall be outletted at the embankment downstream toe, preferably using a drain backfill envelope continuously along the pipe to where it exists in the embankment. Protecting drain fill from the surface erosion will be necessary.
When antiseep collars are used in lieu of a drainage diaphragm, they shall have a watertight connection to the pipe. Maximum spacing shall be approximately 14 times the minimum projection of the collar measured perpendicular to the pipe. Collar material shall be compatible with the pipe materials. The antiseep collar (s) shall increase by 15% the seepage path along the pipe.
Closed conduit spillways designed for pressure flow must have adequate antivortex devices.
To prevent clogging of the conduit, an appropriate trash guard shall be installed at the inlet or riser.
A pipe with a suitable valve shall be provided to drain the pool area if needed for proper pond management or if required by state law. The principal spillway conduit may be used as a pond drain if it is located where it can perform this function.
Supply pipes through the dam to watering troughs and other appurtenances shall have an inside diameter of not less than 1-1/4 inches.
The minimum diameter principal spillway pipe for a dam which raises the water height by more than 5 feet measured from the downstream toe of the dam to the emergency spillway crest is 18 inches. A principal spillway shall be used except where:
1. The drainage area is 10 acres or less, there is no spring or seep flow and the emergency spillway exit
channel is on stable grade all the way back to the existing channel. .
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2. The drainage area is 10 acres or less, there is spring or seep flow and the emergency spillway exit channel
is on a stable grade all the way back to the existing channel. For this condition a trickle tube shall be used
in accordance with pages 11-13 and 11-16 of USDA, Soil Conservation Service, Engineering Field
Manual.
Design Storm. Storage and effective height are defined under Scope.
1. Table A10.4 defines minimum design storm for the principal spillway.
2. Table A10.5 defines minimum design storm for the emergency spillway.
Table A10-4 Principal Spillway Minimum Design Storms 4
Type 1 Raised2 Product of the Drainage Principal Design Water storage times Area Storm Design Height (ft) the effective (acres) height of the Dam3
All <5 < 300 < 320 1 yr 24 hr Agriculture >5 < 300 < 320 1 yr 24 hr Non- Agriculture >5 < 300 < 320 25yr 24 hr All >5 301 - 3000 < 320 2 yr 24 hr Agriculture >5 301 - 3000 < 320 2 yr 24 hr Non- Agriculture >5 301 - 3000 < 320 25yr 24 hr All <5 < 300 > 320 1 yr 24 hr All >5 > 300 > 320 25yr 24 hr All <5 301 - 3000 > 320 2 yr 24 hr All >5 301 - 3000 > 320 25yr 24 hr
- Agriculture is defined as being used in connection with the production of crops or livestock.
- Measured from the usual, mean low water height to the water surface during the emergency spillway design storm.
- As defined under "Scope".
- Spillway Storm is Type III.
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Table A10-5 Emergency Spillway Minimum Design Storms5
Type1 Raised2 Total Drainage Emergency
Water Storage3 Area Spillway
Height (Acres) Design
(feet) Storm4
All < 5 < 50 < 20 10 yr 24 hr
Agriculture 5.1-20 < 50 < 20 10 yr 24 hr
Non-
Agriculture 5.1-20 < 50 < 20 100 yr 24 hr
Agriculture > 20 < 50 < 20 25 yr 24 hr
Non-
Agriculture > 20 < 50 < 20 100 yr 24 hr
All < 5 > 50 < 20 50 yr 24 hr
Agriculture 5.1-20 > 50 < 20 50 yr 24 hr
Non-
Agriculture 5.1-20 > 50 < 20 100 yr 24 hr
Agriculture > 20 > 50 <20 50 yr 24 hr
Non-
Agriculture > 20 > 50 > 20 100 yr 24 hr
All < 5 < 50 21-320 25 yr 24 hr
Agriculture 5.1-20 < 50 21-320 25 yr 24 hr
Non-
Agriculture 5.1-20 < 50 21-320 100 yr 24 hr
Agriculture > 20 < 50 21-320 50 yr 24 hr
Non-
Agriculture < 20 < 50 21-320 100 yr 24 hr
All < 5 > 50 21-320 50 yr 24 hr
Agriculture 5.1-20 > 50 21-320 50 yr 24 hr
Non-
Agriculture 5.1-20 > 50 21-320 100 yr 24 hr
Agriculture > 20 > 50 21-320 50 yr 24 hr
Non-
Agriculture > 20 > 50 21-320 100 yr 24 hr
All < 5 all > 320 50 yr 24 hr
All > 5 all > 320 100 yr 24 hr
- Agriculture use is defined as being used in connection with the production of crops or livestock.
- Measured from the usual, mean low water height to the water surface during the emergency spillway design storm.
- Measured below the crest of the emergency spillway.
- Any pond for which a state stream encroachment permit is required must use a minimum design storm of 100 yr 24 hr type III for the emergency spillway.
- Design storm is the type III.
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Pipe Conduit
1. Corrugated Steel Pipe - The pipe may be helical or riveted fabrication. Riveted pipe shall be closed
riveted. Riveted pipe 36 inches or larger shall be doubled riveted. Pipe strength is not to be less than that
indicated in table A10-7.
If corrugated metal pipes are used on embankments which raise the water height by more than 5 feet, the
fill height over the pipe may not exceed 15 feet, and cathodic protection must be provided.
2. Corrugated Aluminum Pipe - The maximum effective fill height, as defined under Scope, shall be 20 feet or
less. The pipe may be helical or riveted fabrication. Riveted pipe shall be closed riveted. Riveted pipe 36
inches or larger shall be double riveted. Pipe strength is not to be less than that indicated in table A10-8.
Fittings for aluminum pipe materials other than aluminum or aluminized steel must be separated from the aluminum pipe at all points by at least 24 mils, or by other permanent insulating material that effectively prevents galvanic corrosion.
Bolts used to join aluminum and steel must be galvanized, plastic coated, or otherwise protected to prevent galvanic corrosion.
Bolts used to join aluminum, other than aluminum alloy bolts, must be galvanized, plastic coated, or otherwise protected to prevent galvanic action.
3. Plastic Pipe - PVC becomes brittle after years of exposure to sun and is susceptible to damage from impact,
especially during periods of low temperature. Provisions should be made for protection from impact where
necessary. Thicker walled pipe has greater resistance to damage from the ultraviolet rays of the sun. PVC
pipe exposed to the sun should be protected by paint or by shielding to screen the ultraviolet rays. Use a
good grade of water based paint. Paints with other based material might have an adverse effect on the
plastic pipe. Repainting should be required as needed to retain the integrity of this ultraviolet protection.
Numerous other plastic materials are available but deterioration from sunlight, damage from impact, or
susceptibility to fire make these less desirable for applications involving these exposures.
4. Smooth Steel - The maximum fill over the pipe shall not exceed 25 feet. The minimum wall thickness shall
be 3/16 inch. The maximum size principal spillway barrel shall be 48 inches. Pipe joints shall be threaded
or welded.
5. Vitrified Clay Pipe - The maximum effective fill height as defined under Scope, shall be 20 feet or less.
The maximum principal spillway barrel size shall be 36 inches.
6. Concrete and Cast in Place Reinforced Concrete - The principal spillway shall meet the requirements of
USDA, SCS Technical Release 60, Earth Dams and Reservoirs.
Pipe Conduits for Sediment basins shall have pipe conduits with required appurtenances except where a structural spillway is used.
1. The materials and installation for pipe conduits for excavated sediment basins shall meet the local
municipality requirements for culverts or storm sewers.
2. Conduits for embankment sediment basins shall meet the following requirements:
a. The pipe shall be capable of withstanding the external loading without yielding, buckling or cracking.
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b. All joints shall be watertight.
Inlet for Pipe Conduit
The inlet shall be structurally sound and made from materials compatible with the pipe. The inlet shall be designed to prevent flotation.
1. Hood Inlet - If the pipe is designed for pressure flow, the stage in the pond below the emergency spillway
elevation shall be adequate to prime the pipe. For smooth wall pipe this is 1.4D. For corrugated pipe this
is 1.8D. D is the inside diameter of the pipe.
2. Drop Inlet - If the pipe is designed for pressure flow:
a. The weir length shall be adequate to prime the emergency spillway elevation. See USDA, Soil
Conservation Service, Engineering Field Manual for conservation practices page 6-43.
b. For pipe on less critical slope, the drop inlet shall be at least 2D deep, where D is the conduit diameter.
c. For pipe on critical slope or steeper, the drop inlet shall be at least 5 D deep, where D is the conduit
diameter.
3. Outlet for Pipe Conduit - Conduits larger than 18 inch shall have one of the following types of outlets:
1. SAF stilling basin
2. Impact Basin
3. Cantilever outlet with the stilling basin. The invert of the cantilever outlet shall be above the water
surface of the downstream channel when the principal spillway is flowing at the design capacity.
The cantilever outlet will be supported on a bent or pier and will extend a minimum of 8 feet beyond the bent or pier. The bent or pier will extend below the lowest elevation anticipated in the scour hole or to unweathered, sound rock. Guidance on the design of stilling basins is a USDA's SCS Design Note No. 6. Armored Scour Hole for Cantilever Outlet.
4. Conduit Outlet Protection - In accordance with the "Standards for Conduit Outlet Protection@, pg. 12-1.
Antiseep Collars
When antiseep collars are used in lieu of a drainage diaphragm, the following criteria are to be used to
determine the size and number of antiseep collars.
Let V = vertical projection and minimum horizontal projection of the antiseep collar feet
Let L = length in feet of the conduit within the zone of saturation, measured from thedownstream side of the
riser to the tow drain or point where phreatic line intercepts the conduit, whichever is shorter.
Let n = number of antiseep collars.
The ratio of the length of the seepage ( L + 2 n V ) to L is to be at least 1.15. Antiseep collars should be equally
spaced along the part of the barrel within the saturated zone at distances of not more than 25 feet.
The anti-seep collars and their connections to the pipe shall be watertight. The collar material shall be
compatible with pipe materials.
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Emergency Spillways.
Emergency spillways convey large flood flows safely past earth embankments.
An emergency spillway must be provided for each dam, unless the principal spillway is large enough to pass the
peak discharge from the routed hydrograph and the trash that comes to it without overtopping the dam. The
following are minimum criteria for acceptable use of closed conduit principal spillway without an emergency
spillway:
A conduit with a cross-sectional area of 3 square feet or more, an inlet that will not clog, and an elbow designed
to facilitate the passage of trash.
The minimum capacity of a natural or constructed emergency spillway shall be that required to pass the peak
flow expected from a design storm of the frequency and duration shown in table A10-6, less than reduction
creditable to conduit discharge and detention storage.
Table A10-6: Minimum Spillway Capacity
Minimum design
storm2
Drainage area Effective height Storage Frequency Minimum
(acre) of dam1 (feet) (acre-ft) (year) duration (hour)
20 or less 20 or less Less than 50 10 24
20 or less More than 20 Less than 50 25 24
More than 20 20 or less Less than 50 25 24
All others 50 24
- As defined under "Scope".
- Select rain distribution based on climatological region
The emergency spillway shall safely pass the peak flow, or the storm runoff shall be routed through the reservoir. The routing shall either start with water surface at the elevation of the crest of the principal spillway or at the water surface after 10 days drawdown, whichever is higher. The 10 day drawdown shall be computed from the crest of the emergency spillway or from the elevation that would be attained if the entire design storm were impounded, whichever is lower. Emergency spillway shall provide for passing the design flow at safe velocity to a point downstream where the dam will not be endangered.
Constructed emergency spillways are open channels that usually consist of an inlet channel, a control section, and an exit channel. They shall be trapezoidal and shall be located in undisturbed or compacted earth. The side slopes shall be stable for the material in which the spillway is to be constructed. For dams having an effective height exceeding 20 feet, the emergency spillway shall have a bottom width of not less than 10 feet.
Upstream from the control section, the inlet channel shall be level for the distance needed to protect and maintain the crest elevation of the spillway. The inlet channel may be curved to fit existing topography. The grade of the exit channel of a constructed emergency spillway shall fall within the range established by discharge requirements and permissible velocities.
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When design discharge of the principal spillway is considered in calculating peak outflow through the emergency spillway, the crest elevation through the inlet shall be such that full flow will be generated in the conduit before there is discharge through the emergency spillway.
Emergency spillways shall provide for passage of the design flow at a safe velocity to a point downstream where the dam will not be endangered. The maximum permissible velocity in the exit channel shall be 4 feet per second where only sparse vegetative cover can be expected and maintained, and 6 feet per second where excellent vegetative cover, a vigorous sod, can be expected and maintained.
Cross-section side slopes shall be 2 to 1 or flatter. Component parts of the emergency spillway are as follows;
1. Inlet Channel - The inlet channel shall be level for at least 20 feet upstream of the control section.
2. Exit Channel - The design flow should be contained in the exit channel without the use of dikes. If a dike is
necessary it shall have at least 2:1 side slopes, 8 feet top width and be high enough to contain the design
flow. The exit channel shall be straight for at least 50 feet downstream of the control section.
The exit channel shall carry the design flow downstream to a point where the flow will not discharge on the toe
of the embankment.
Structural Emergency Spillways.
If chutes or drops are used for the principal spillways or principal emergency or emergency spillways, they shall be designed according to the principles set forth in USDA, Soils Conservation Service Engineering Field Manual for Conservation Practices and the National Engineering Handbook - Section 5, Hydraulics; Section 11, Drop Spillways; and Section 14, Chute Spillways. The minimum capacity of a structural spillway shall be that required to pass the peak flow expected from a design storm of the frequency and duration shown in table A10.6, less any reduction creditable to conduit discharge and detention storage.
Visual Resource Design.
The visual resource design of ponds shall be carefully considered 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 ponds, excavated material, and plantings are to relate visually to their surroundings and to their function.
The embankment may be shaped to blend with the natural topography. The edge of the pond may be shaped so that is generally curvillinear rather than rectangular. Excavated material can be shaped so that the final form is smooth, flowing, and fitting to the adjacent landscape rather than angular geometric mounds. If feasible, islands may be added for visual interest and to attract wildlife.
Components for Visual Design Ponds are as follows:
Drains - All ponds which raise the water height more than five feet must be provided with a device to permit draining of the reservoir. All pipe conduits used as drains must meet the same requirements as the pipe conduit for the principal spillway.
Vegetation - The dam, emergency spillway, spoil and borrow areas, and other disturbed areas above normal water level shall be planted in accordance with the standard for critical area (see also SSCC Standard for Temporary (3.1) and Permanent (3.2) Vegetative Cover. A grass strip or other suitable protection shall be provided around the pond to protect against sedimentation and erosion.
Construction Inspection - Embankments which raise the water height (measured at the emergency spillway crest) more than five feet must have constant inspection during construction by a licensed professional engineer. A monthly written
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report of construction shall be prepared and submitted to the New Jersey Department of Environmental Protection Dam Safety Section.
Fencing - The embankment, spillway, and pond shall be fenced where necessary to protect the vegetation or for safety.
Dam Inspections - Dams which raise the water height by more than five feet shall have regular inspections performed every two years and a formal inspection performed every six years. An informal inspection shall be performed on the off year from the regular inspections. In the year of the formal inspection, regular and informal inspections need not be performed.
"Formal Inspection" means the inspection by a New Jersey licensed professional engineer to re-evaluate the safety and integrity of the dam and appurtenant structures to determine if the structure meets current design criteria, including a field inspection and a review of the records on project design, construction, and performance.
"Regular Inspection" means the visual inspection of a dam by a New Jersey licensed professional engineer to detect any signs of deterioration in material, developing weaknesses or unsafe hydraulic or structural behavior.
"Informal Inspection" means the visual inspection of the dam by the dam owner or operator to detect apparent signs of deterioration or other deficiencies of the dam structure or function.
Operation and Maintenance - An operation and maintenance manual will be developed for each pond which raises the water height by more than five feet.
The purpose of the manual is to provide guidance and instruction for the proper operation and maintenance of the pond and dam. The manual shall be composed of two parts. Part One must include the introduction, project description, project authorizations, project history, and list of project contracts. Part Two must contain the operation and maintenance instructions for major project facilities and equipment.
Ponds which raise the water height by five feet or less shall have an operation and maintenance schedule included in the design and made part of the farm plan. A yearly inspection shall include but not be limited to the following items plus any item unique to the particular pond:
a. Plugged and deteriorating trash rack, riser, and water control gates.
b. Damage to water pipe, valve, and watering facilities.
c. Damage to pipe outlets and animal guards.
d. Unstable wet areas below earthfills.
e. Damaged or deteriorating fences.
f. Wave damage to shoreline.
g. Muskrat damage to the embankment or shoreline.
h. Keep vegetation healthy and trim on the dam and earth spillway by liming, fertilizing, and mowing
periodically. This also helps control undesirable brush and vegetative growth.
i. Do not permit trees to grow on the dam.
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Design Criteria for Excavated Ponds
Runoff.
Runoff flow pattern shall be considered when locating the pond and placing the spoil.
Provisions shall be made where needed for a principal spillway, emergency spillway, and embankment in accordance with the embankment criteria (see table A10-6).
Side Slopes.
Side slopes of the excavated ponds shall be stable and shall not be steeper than two horizontal to one vertical above the normal water level and 1 1/2 horizontal to one vertical below the normal water level. If livestock will water directly from the pond, a watering ramp of ample width shall be provided. The ramp shall extend to the anticipated low water elevation at a slope no steeper than 5 horizontal to one vertical. The watering ramp shall have a gravel or paved surface.
Perimeter Form.
If the structures are to be used for recreation or are highly visible to the public, the perimeter or edge should be curvilinear.
Inlet Protection.
If surface water enters the pond in a natural or excavated channel, the side slope of the pond shall be protected against erosion.
Excavated Material.
The material excavated from the pond shall be placed so that its weight will not endanger the stability of the pond side slopes and so that it will not be washed back into the pond by rainfall. It shall be disposed of in one of the following ways:
1. Uniformly spread to height that does not exceed 3 feet with the top grade to a continuous slope away
from the pond.
2. Uniformly placed or shaped reasonably well with side slopes assuming a natural angle of repose. The
excavated material will be placed at a distance equal to the depth of the pond but not less than 12 feet
from the edge of the pond.
3. Shaped to a designed form that blends visually with the landscape.
4. Used for low embankment and leveling.
5. Hauled away.
The side slopes, spoiled material, and other disturbed areas above normal water level shall be planted in accordance with the critical area planting standard (see Also Standard for Temporary (pg. 7-1) and Permanent (pg. 5-1) Vegetative Cover).
Plans and Specifications. Plans and specifications for installing ponds shall be in keeping with this standard and shall describe the requirements for applying the practice to achieve its intended purpose.
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Table A10-7 Minimum Gage for Corrugated Metal Pipe Risers
2 2/3 - inch x 1/2 inch Corrugations
Steel - Minimum Gage
Risers Only
Fill Height Above Pipe
(feet) 54 60 66
1 - 15
15 - 20 10 8 8
20 - 25 8 8 8
Table A10-8 Aluminum Minimum Gage (inches)
Risers Only
42 48 54
12(.105) 10(.135) 10(.135)
Risers Only 12(.105) 10(.135) 10(.135)
10(.135) 10(.135) 10(.135) 10(.135)
Construction Specifications For Embankment Ponds
Foundation Preparation
The foundation area shall be cleared of trees, logs, stumps, roots, brush, boulders, sod and rubbish. If needed to establish vegetation, the topsoil and sod shall be stockpiled and spread on the completed dam and spillways. Foundation surfaces shall be sloped no steeper than a ratio of one horizontal to one vertical. The foundation area shall be thoroughly scarified before placement of the fill material. The surface shall have moisture added, or it shall be compacted if necessary so that the first layer of fill material can be compacted and bonded to the foundation.
The cutoff trench and any other required excavation shall be dug to the lines and grades shown on the plans or as staked in the field. If they are suitable, excavated materials may be used in the permanent fill. Existing stream channels in the foundation area shall be sloped no steeper than a ratio of one horizontal to one vertical. They shall be deepened and widened as necessary to remove all stones, gravel, sand, stumps, roots, and other objectionable material and to accommodate compaction equipment.
Foundation areas shall be kept free of standing water when fill is placed on them.
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Fill Placement
The material placed in the fill shall be free of detrimental amounts of sod, roots, frozen soil, stones more than 6 inches in diameter (except rock fills) and other objectionable material.
Drainfill shall be kept from being contaminated by adjacent soil materials during placement by either placing it in a cleanly excavated trench or by keeping the drain at least one foot above the adjacent earthfill.
Selected drainfill and backfill material shall be placed around structures, pipe conduits, and antiseep collars at about the same rate on all sides to prevent damage from unequal loading.
Fill material shall be placed and spread beginning at the lowest point in the foundation and then bringing it up in horizontal layers thick enough that the required compaction can be obtained. The fill shall be constructed in continuous horizontal layers. If openings or sectionalized fills are required, the slope of the bonding surfaces between the embankment in place and the embankment to be placed shall not be steeper than the ratio of three horizontal to one vertical. The bonding surface shall be treated the same as that specified for the foundation to insure a good bond with the new fill.
The distribution and gradation of materials shall be such that no lenses, pockets, streaks, or layers of material shall differ substantially in texture or gradation from the surrounding material. If it is necessary to use materials of varying texture and gradation, the more impervious material shall be placed in the center and upstream parts of the fill. If zoned fills of substantially differing materials are specified, the zones shall be placed according to lines and grades shown on the drawings. The complete work shall conform to the lines, grades, and elevations shown on the drawings or as staked in the field.
Moisture Control
The moisture content of the fill material shall be adequate for obtaining the required compaction. Material that is too wet shall be dried to meet this requirement, and material that is too dry shall be wetted and mixed until the requirement is met.
Compaction
Construction equipment shall be operated over each layer of fill to insure that the required compaction is obtained. Special equipment shall be used if needed to obtain the required compaction.
If a minimum required density is specified, each layer of fill shall be compacted as necessary to obtain that density.
Fill adjacent to structures, pipe conduits, and drainfill or antiseep collars shall be compacted to a density equivalent of that of the surrounding fill by hand tamping or by using manually directed power tampers or plate vibrators. Fill adjacent to concrete structures shall not be compacted until the concrete has had time to gain enough strength to support the load.
Protection
A protective cover of vegetation shall be established on all exposed surfaces of the embankment, spillway, and borrow area if soil and climatic conditions permit. If soil and climatic conditions preclude the use of vegetation and protection is needed, non-vegetated cover such as mulches or gravel may be used. In some places, temporary vegetation may be used until permanent vegetation can be established. The embankment and spillway shall be fenced if necessary to protect the vegetation.
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Preparing the seedbed, seeding, fertilizing, and mulching shall comply with instructions in technical guidelines.
Principal Spillway
Corrugated metal pipe shall conform to the requirements of Federal Specifications WW-P-402 or WW-P-405, as appropriate. Other pipe materials shall conform to the appropriate specifications. Antiseep collars shall be made of materials compatible with that of the pipe and shall be installed so that they are watertight. The pipe shall be installed according to the manufacturer's instructions. It may be firmly and uniformly bedded throughout its length and shall be installed to the line and grade shown on the drawings.
Concrete
The mix design and testing of concrete shall be consistent with the size requirements of the job. Mix requirements or necessary strength shall be specified. The type of cement, air entrainment, slump, aggregate, or other properties shall be specified as necessary. All concrete is to consist of a workable mix that can be placed and finished in an acceptable manner. Necessary curing shall be specified. Reinforcing steel shall be placed as indicated on the plans and shall be held securely in place during concrete placement. Subgrades and forms shall be installed to line and grade, and the forms shall be mortar tight and unyielding as the concrete is placed.
Foundation and Embankment Drains
Foundation and embankment drains, if required, shall be placed to the line and grade shown on the drawings. Detailed requirements for drain material and any required pipe shall be shown in the drawing and specifications for the job.
Excavated Ponds
The compacted excavation shall conform to the lines, grades, and elevations shown on the drawings or as staked in the field.
Embankment and Excavated Ponds
Construction operations shall be carried out so that erosion and air and water pollution are minimized and held within legal limits. All work shall be conducted in a skillful manner. The completed job shall present a workman like appearance.
Measures and construction methods that enhance fish and wildlife values shall be incorporated as needed and practical. Fencing and cover to control erosion shall be established as needed. Appropriate safety measures, such as warning signs, rescue facilities, and fencing shall be provided as needed.
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APPENDIX A11
REFERENCES
The following references are cited in the standards:
-
Engineering Field Manual, Washington, D.C., Soil Conservation Service, U. S. Department of Agriculture, 1979.
-
Tentative Design Procedures for Riprap - Lined Channels, National Cooperative Highway Research Program Report 108, Washington, D. C., Highway Research Board, National Research Council, 1970.
-
Predicting Rainfall - Erosion Losses, A Guide to Conservation Planning, Agricultural Handbook No. 537, Washington, D. C., Science and Education Administration, U. S. Department of Agriculture, December 1978.
-
Section 4, Hydrology, National Engineering Handbook, Washington, D.C., Soil Conservation Service, U. S. Department of Agriculture, 1971.
-
Maccaferri Gabions Technical Handbook, New York, N. Y., Maccaferri Gabions of America, Inc.
-
Chow, Ven T., Open Channel Hydraulics, New York, N. Y., McGraw-Hill, 1959.
-
Roughness Characteristics of Natural Channels, Water-Supply Paper 1849. Washington, D. C., U. S. Geological Survey, 1967.
-
Design of Open Channels, Technical Release No. 25, Washington, D. C., Soil Conservation Service, U. S. Department of Agriculture, October 1977.
-
Urban Hydrology for Watersheds, Technical Release No. 55, Washington, D. C., Soil Conservation Service, U. S. Department of Agriculture, 1986.
-
Standard Specifications for Road and Bridge Construction, Trenton, N.J., New Jersey Department of Transportation 1983 with revisions.
-
Standards for Soil Erosion and Sediment Control, N.J. Association of Conservation Districts, 1987.
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OTHER REFERENCES
The following references provide additional information on subjects covered in the Standards:
Duell, Robert W., Highway Vegetation, Bulletin 822, New Brunswick, N. J., Rutgers College of Agriculture
and Environmental Science.
Duell, R. W., and R. M. Schmit, Better Grasses for Roadsides, Transportation Research Record No. 551,
National Academy of Science, 1975, pp. 30-41.
Fletcher, B. P. and Grace, J. S., Jr., Practical Guidance for Estimating and Controlling Erosion at Culvert
Outlets, 1972, Corps of Engineers Research, Report H-72-5, Waterways Experiment Station, Vicksburg,
Mississippi.
Funk, C. R., R. E. Engel, R. W. Duell, and W. K. Dickson, "Kentucky Bluegrass for New Jersey
Turf", Rutgers Turf Grass Proceedings. New Brunswick, N. J., Soils and Crops Offset Series No. 9, 1978, pp.
120-142.
Guideline Specifications to Sodding. Hastings, Nebraska, American Sod Producers Association, Inc.
Lacey, Donald B., Ground Covers - Carpets for Outdoor Living, Extension Service Publication 351-A. New
Brunswick, N. J., Rutgers College of Agriculture and Environmental Science, 1970.
Lane, E.W. 1955. Design of stable alluvial channels. Transactions,American Society of Civil Engineers 120:
1234-1279.
Nathan, Kurt, R. B. Alderfer, S. A. Decter, R. N. Hanna, M. E. Singley, K. S. Werkman, and K. T.
Wilson, Water Control Guide for Suburban and Rural Residential New Jersey, Circular 605, New Brunswick,
N. J., Rutgers College of Agriculture and Environmental Science, 1965.
O'Knefski, R. C., C. R. Funk, R. E. Engel and R. W. Duell, Lawn Grasses for New Jersey, Leaflet 509, New
Brunswick, N. J., Rutgers College of Agriculture and Environmental Science, 1975.
O'Knefski, R. C., C. R. Funk, R. E. Engel and R. W. Duell, "Lawn Grasses for New
Jersey," Rutgers Turf Grass Proceedings, New Brunswick, N. J., Soils and Crops Offset Series No. 6, 1975, pp.
89-94.
Poertner, H.G., Modified Rational Method, Special Report 43, American Public Works Association, Chicago,
Illinois, 1974
Robinson, K.M., Rice, C.E., and Kadavy, K.C., Design of Rock Chutes, Transactions, American Society of
Agricultural Engineers, Vol. 41(3):621-626. 1998
Schmit, R. N., C. R. Funk, and R. W. Duell, "Morphology and Behavior of the Fine
Fescues," Rutgers Turf Grass Proceedings, New Brunswick, N. J., Soils and Crops Offset Series No. 5, 1974,
pp. 4-8.
Simons, Daryl B., Chen, Ung H., Swenson, Lawrence J., Hydraulic Test to Develop Criteria for
the Use of Reno Matters, Civil Engineering Department, Engineering and Research Center, Colorado State
University, Fort Collins, Colorado, March 1984.
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Tedrow, J. C. F., New Jersey Soils, Circular 601, New Brunswick, N. J., Rutgers College of Agriculture and
Environmental Science.
The following references are cited in the Appendices:
a1. Fortier, S. F. and Scobey, F. C., Permissible Canal Velocities, American Society of Civil Engineering Transactions, Vol. 89, pp. 940-956. a2. Lane, E. W., Progress Report on Results of Studies on Design of Stable Channels, Hydraulic Laboratory Report No. Hyd-352, U. S. Bureau of Reclamation, June 1952.
a3. Standards for Permissible Non-Eroding Velocities, Bureauy of the Methodology of the Hydro-Energo Plan; Gidrotekhniches Koye Stroitel'stvo, Obedinennoe Nanchno-Teknicheskoe 12 dated 'stvo., Moscow, USSR, May 1936.
a4. Einstein, H. A., The Bedload Function for Sediment Transpor- tation in Open Channel Flow, USDA Technical Bulletin No. 1026, September 1950.
a5. Vanoni, V. A. and Brooks, N. H., Laboratory Studies of the Roughness and Suspended Load of Alluvial Streams, U. S. Army Corps of Engineers, Missouri River Division Sediment Series No. 11, December 1957.
a6. Standards for Soil Erosion and Sediment Control, N.J., Association of Soil Conservation Districts, 1987.
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LAND USE LAND COVER CLASSIFICATION SYSTEM
(Derived from: A Land Use and Land Cover Classification
System for Use with Remote Sensor Data, U. S. Geological
Survey Professional Paper 964, 1976; edited by NJDEP,
OIRM, BGIA, 1998, 2000, 20001. Note: Classes used in NJDEP mapping programs shown in bold.
1000 URBAN OR BUILT-UP LAND 1212 Other Institutional 1213 Mixed Commercial & Services 1100 RESIDENTIAL 1214 Former Military; Indeterminate Use 1110 Residential (High Density or Multiple dwelling) 1300 INDUSTRIAL 1111 Single Unit, High Density 1310 Light Industrial 1112 Multiple Dwelling, Low Rise (3 stories or less) 1320 Heavy Industrial 1113 Multiple Dwelling, High Rise (4 stories or more) 1330 Power Generation 1120 Residential (Single Unit, Medium Density) 1400 TRANSPORTATION, COMMUNICATION & UTILITIES 1130 Residential (Single Unit Low Density) 1410 Limited Access Highways 1140 Residential (Rural, Single Unit) 1420 Railroad Facilities 1150 Mixed Residential 1430 Bus and Truck Terminals 1200 COMMERCIAL & SERVICES 1440 Airports 1201 Central Business District (CBD) 1450 Port Facilities 1202 Commercial Strip Development 1460 Power Facilities 1203 Isolated Commercial Establishments for Goods and/or Services 1461 Wetland Rights-of-Way
1204 Isolated Commercial Office Buildings 1470 Water Treatment Facilities
1205 Shopping Centers 1480 Sewage Treatment Facilities
1206 Resorts, Hotels, Motels & Related facilities 1490 Other Transportation, Communication and Utilities
1207 Educational Institutions 1500 INDUSTRIAL & COMMERCIAL COMPLEXES
1208 Health Institutions 1510 Industrial and Commercial Parks
1209 Correctional Institutions 1600 MIXED URBAN OR BUILT-UP
1210 Government Centers 1610 Predominantly Residential - (>50%, but <66% of the use can be identified as Residential). 1211 Military Installations
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1620 Predominantly Commercial/Service - (>50%, but 2000 AGRICULTURAL LAND <66% of the use can be identified as Commercial/Service). 2100 CROPLAND AND PASTURELAND
1630 Predominantly Industrial - (>50%, but <66% of the 2110 Harvested Cropland use can be identified as Industrial). 2120 Pastureland 1640 Predominantly Transportation/Communication/Utilities - (>50%, 2130 Inactive Cropland but <66% of the use can be identified as Transportation/Communication/Utilities). 2140 Agricultural Wetlands
1650 Heterogeneous Mixture - (No single use in the 2150 Former Agricultural Wetlands- Becoming Shrubby, intermixture comprises more than 50%). not Built-up
1700 OTHER URBAN OR BUILT-UP 2200 ORCHARDS, VINEYARDS, NURSERIES AND HORTICULTURAL AREAS 1710 Cemeteries 2210 Orchards 1720 Undeveloped Land Within Urban Areas 2220 Vineyards 1730 Inactive Land With Street Patterns 2230 Nurseries 1740 Open Areas 2240 Floriculture 1750 Managed Wetland in Maintained Lawn Greenspace 2250 Sod and Seed Farms 1800 RECREATIONAL LAND 2260 Cranberry Farms 1801 Golf Courses 2270 Inactive 1802 Picnic and Camping Parks 2280 Blueberry Farms 1803 Marina and Boat Launches 2300 CONFINED FEEDING OPERATIONS 1804 Community Recreation Areas 2310 Cattle and Swine Feedlots 1805 Parks 2320 Poultry Farms 1806 Swimming Pools 2330 Specialty Farms 1807 Swimming Beaches 2400 OTHER AGRICULTURE 1808 Formal Lawns, Arboretums and Landscaped Areas 2410 Experimental Agriculture Fields 1809 Open Areas in Parks 2420 Isolated Structures for Crop or Equipment Storage 1810 Stadium, Theaters, Cultural Centers, and Zoos 2430 Horse Farm 1811 Other Recreational 2440 Agricultural Dikes/Roadways 1850 Managed Wetland in Built-up Maintained Rec Area 3000 RANGELAND A13-2
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4000 FORESTLAND 5100 STREAMS & CANALS
4100 DECIDUOUS 5110 Streams
4110 Deciduous, 10-50% Crown Closure 5120 Canals
5200 NATURAL LAKES
4120 Deciduous > 50% Crown Closure 5210 Small Lakes 4200 CONIFEROUS 5220 Medium Lakes 4210 Coniferous, 10-50% Crown Closure 5230 Large Lakes 4220 Coniferous, > 50% Crown Closure 5300 ARTIFICIAL LAKES & RESERVOIRS 4230 Plantation 5310 Artificial Lakes 4300 MIXED DECIDUOUS/CONIFEROUS 5320 Multiple Use Reservoirs 4310 Mixed with Coniferous Prevalent (> 50% Coniferous) 5330 Restrictive Use Reservoirs
4311 Mixed with Coniferous Prevalent (10%-50% Crown 5400 BAYS, ESTUARIES & OTHER TIDAL WATERS Closure) 5410 Tidal Rivers, Inland Bays and Other Tidal waters 4312 Mixed with Coniferous Prevalent (> 50% Crown Closure) 5411 Open Tidal Bays
4320 Mixed with Deciduous Prevalent (> 50% Deciduous) 5420 Dredged Lagoon, Artificial
4321 Mixed with Deciduous Prevalent (10%-50% Crown 5430 Atlantic Ocean Closure) 6000 WETLANDS 4322 Mixed with Deciduous Prevalent (> 50% Crown Closure) 6100 COASTAL WETLANDS
4400 BRUSHLAND/SHRUBLAND (Height<20 feet) 6110 Saline Marshes
4410 Old Field (<25% Brush Covered) 6120 Freshwater Tidal Marshes
4420 Deciduous Brush/Shrubland (>25% Brush Covered 6130 Vegetated Dune Communities with Deciduous Species Predominant > 75%) 6200 INTERIOR WETLANDS 4430 Coniferous Brush/Shrubland (>25% Brush Covered with Coniferous Species Predominant > 75%). 6210 Deciduous Wooded Wetlands
4440 Mixed Deciduous/Coniferous Brush/Shrubland 6220 Coniferous Wooded Wetlands (>25% Brush Covered with a Mixture of Deciduous Coniferous Species; <75% of One Type) 6221 Atlantic White Cedar Wetlands
4500 SEVERE BURNED UPLAND VEGETATION 6230 Brush-Dominate and Bog Wetlands
5000 WATER 6231 Decidous Brush and Bog Wetlands A13-3
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6232 Coniferous Brush and Bog Wetlands 7310 Stone Quarries
6233 Mixed Brush and Bog Wetlands with Deciduous 7320 Sand and Gravel Pits (Borrow Pits) Dominant 7330 Other Mining 6234 Mixed Brush and Bog Wetlands with Coniferous Dominant 7340 Abandoned Mining Sites
6240 Non-Tidal Marshes 7400 ALTERED LANDS
6250 Mixed Wooded Wetlands 7410 Solid Waste Disposal Areas
6251 Mixed Wooded Wetland with Deciduous Prevalent 7420 Dredge Material Disposal Sites
6252 Mixed Wooded Wetlands with Coniferous 7430 Disturbed Wetlands Prevalent 7500 TRANSITIONAL AREAS 6500 SEVERE BURNED WETLANDS 7510 Single Unit Residential Under Construction 7000 BARREN LAND 7520 Multiple Unit Residential Under Construction 7100 BEACHES 7530 Commercial/Service Under Construction 7110 Open Beach 7540 Industrial Under Construction 7120 Unvegetated Dune Communities 7550 Transportation/Communication/Utilities Under 7130 Other Sandy Areas Construction
7200 BARE EXPOSED ROCK, ROCK SLIDES, ETC. 7560 Industrial/Commercial Parks Under Construction
7210 Rock Faces, Rock Slides, Cliffs 7570 Unknown Use Under Construction
7220 Exposed Rock 7580 Abandoned Structures (Non-Urban)
7300 EXTRACTIVE MINING 7600 UNDIFFERENTIATED BARREN LAND
8000 MANAGED WETLANDS
1/22/01 2:21 PM
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APPENDIX B
EXAMPLES OF SEED SPECIFICATIONS
A. The seed mixtures and specifications shall meet the following minimum requirements.
1. Furnish the kinds and amounts of seed as indicated below to be seeded in all areas designated by
the engineer, landscape architect in the certified soil erosion and sediment control plan.
(List mixtures and amounts of each species here)
2. The minimum requirements for grass and legume seed used for temporary and permanent
vegetative stabilization work are as follows:
a. All seed shall be labeled to show that it meets the requirements of the New Jersey State
Seed Law N.J.S.A. 4:17-13 et. seq. and rules promulgated thereto.
b. Accumulated bag tags of seed used shall be submitted with the final pay estimate and
may be requested by the Soil Conservation District for a report of compliance.
c. All seed shall have been tested within the 9 months immediately preceeding the date of
seeding such material on this job.
d. Inoculant - The innoculant for treating legume seed in the seed mixtures shall be a pure
culture of nitrogen-fixing bacteria prepared for the species seeded. Inoculant shall not be
used later than the date indicated on the container. Twice the supplier's recommended
rate of inoculant will be used when seed is broadcasted; four times the recommended rate
if hydroseeded.
e. The amount of all warm season grass to be planted for temporary and permanent
stabilization shall be adjusted to reflect the amount of pure live seed (PLS) by reducing
the weight of inert matter, non viable and undesirable seed as expressed on the seed tag.
The adjustment is made by multiplying the weight of the seed bag x % seed purity x %
germination = amount of PLS. No adjustment is required for cool season grasses.
Example: A 50 lb bag of seed with 95% purity and 60% germination = 28.5 lbs. of PLS.
f. (The Quality of Seed table on the following page may be used to specify the minimum
seed purity and germination of seed to be used on the project.)
B. Grass seed mixtures can be tested by the State Seed Analyst, New Jersey Department of Agriculture, Trenton, New Jersey, to verify to the purchaser that the mixture or % germination conforms with the label pursuant to the rules of the State Seed Law, NJAC 2:21-1 et. seq.
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TABLE B -1
QUALITY OF SEED*
Minimum** Minimum
Cultivors Seed Purity (%) Germination (%)
PERENNIAL LEGUME
Clover, White 98 90
Crownvetch 95 75
Lespedeza, Sericea 98 85
PERENNIAL GRASSES
Bentgrass, Creeping 98 85
Bermudagrass 98 85
Bluegrass, Kentucky 98 85
Fescue, Hard 98 85
Fescue, red (chewing and 98 85
(creeping)
Fescue Sheep 90 95
Fescue, tall (KY-31) 98 85
Redtop 92 85
Reed Canarygrass 96 80
Ryegrass, Perennial 98 90
Weeping lovegrass 95 87
Zoysiagrass 90 80
Barley 98 90
Millet 99 80
Oats 98 80
Rye 98 85
*Seed containing prohibited or restricted noxious weed seeds as listed in the rules for the State Seed Law,
NJAC. 2:21-4.1 et. seq., will not be accepted.
Prohibited noxious weed - Bindweed, Canada thistle, quackgrass, hedge bindweed, and horse nettle.
Restricted noxious weed seed - Wild garlic, bermudagrass, cheat, wild onion, corn cockle, dodder and wild
onion, Johnsongrass, perennial sweet sudangrass, sorghum almum and other perennial sorghum hybrids,
grant required, but cucumber.
**Seed shall not contain in excess of 1.0 percent weed seed.
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Table B-2 Grass, Legume and Shrub Planting Guide
COMMON NAME SCIENTIFIC NAME GROWT GROWT SOIL pH FLOOD SHADE SALT FOOT MAINTENAN H H DRAINAGE RANG TOLERAN TOLERAN TOLERANC TRAFFI CE HABIT SEASO TOLERANCE E CE CE E C LEVELS 1/. N 2/. 3/. 4/.
GRASSES
Barley Hordeum vulgare Annual cool WD-MWD 5.5-7.8 No No Low No Moderate Beachgrass, american Ammophila breveligulata PsR cool WD 5.5-7.5 Yes No High No Low Bentgrass, creeping Agrostis stolonifera PsR cool MWD-PD 5.5-7.0 Yes No Low No High Bermudagrass Cynodon dactylon PlS warm EXDR-SWPD 4.5-7.5 Yes No High Yes Moderate Bluegrass, Canada Poa compressa PlR cool EXDR-SWPD 4.5-9.5 No Yes Low Yes Moderate-low Bluegrass, Kentucky Poa pratensis PlR cool WD-SWPD 5.5-7.0 Yes No Mod. Yes High-low Bluegrass, Rough Poa trivialis PsS cool MWD-SWPD 5.5-7.0 Yes Yes Low Yes Moderate-low Bluestem, big Andropogon gerardii PIB warm EXDR-MWD 5.0-7.5 No No Low No Low Bluestem, little Schizachyrium scoparium PlB warm EXDR-MWD 5.5-7.5 No No Low No Low Canarygrass, reed Phalaris arundinacea PlR cool WD-PD 5.0-7.5 Yes No Low No Moderate-low Coastal panicgrass Panicum amarulum PlB warm EXDR-PD 4.5-7.5 Yes No Mod. No Low Cordgrass, saltmeadow Spartina patens PlR warm WD-PD 5.0-7.5 Yes No High No Low Cordgrass, smooth Spartina alternifolia PlR warm PD 5.0-7.5 Yes No High No Low DichantheliumDeertongue PlR warm EXDR-SWPD 3.8-5.0 Yes No Low No Low clandestinum Fescue, creeping red Festuca rubra PlR cool WD-SWPD 4.5-9.5 Yes Yes Low Yes Moderate-low Fescue, hard Festuca longifolia PlB cool EXDR-WD 4.5-7.5 No Yes Low Yes Low Fescue, tall Festuca arundinacea PlB cool WD-SWPD 5.0-8.0 Yes Yes Mod. Yes Moderate-low Indiangrass Sorghastrum nutans PlB warm EXDR-WD 5.0-8.0 No No Low No Low Lovegrass, sand Eragrostis trichodes PlB warm EXDR-WD 4.5-8.0 No No Low No Low
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COMMON NAME SCIENTIFIC NAME GROWT GROWT SOIL pH FLOOD SHADE SALT FOOT MAINTENAN H H DRAINAGE RANG TOLERAN TOLERAN TOLERANC TRAFFI CE HABIT SEASO TOLERANCE E CE CE E C LEVELS 1/. N 2/. 3/. 4/. Lovegrass, weeping Eragrostis curvula PsB warm EXDR-WD 4.5-8.0 No No Low No Low Millet, pearl Pennisetum americanum Annual warm WD-SWPD 4.5-7.5 No No Low No Low Millet, German Low Setaria italica Annual warm WD-SWPD 4.5-7.5 No No No Low(foxtail) Oats Avena sativa Annual cool WD-SWPD 4.5-7.0 No No Low No Low Redtop Agrostis gigantea PsR cool WD-PD 4.5-7.5 Yes No Low Yes Low Rye, cereal Secale cereale Annual cool WD-MWD 4.5-7.0 No No Low No Low Ryegrass, perennial Lolium perenne PsB cool WD-SWPD 5.5-7.5 No No Mod No High-Moderate Saltgrass, alkali Puccinella distans PsB cool WD-SWPD 5.5-8.0 No No High No Moderate-Low Switchgrass Panicum virgatuin PlB warm EXDR-PD 4.5-7.5 Yes No High No Low Wildrye Elymus virginicus PlB cool MWD-PD 5.0-7.0 Yes Yes Mod No Low Zoysiagrass Zoysia japonica PlS warm WD-MWD 5.0-7.0 No No High Yes Low
LEGUMES
Birdsfoot trefoil Lotus corniculatus PlR cool EXDR-SWPD 5.0-7.5 Yes No Low No Low Clover, white Trifolium repens PlR cool WD-SWPD 5.5-7.5 No No Low Yes Low Crownvetch Coronilla varia PlR cool WD-MWD 5.5-7.5 No No Low No Low Flatpea Lathyrus sylvestris PlR cool EXDR-MWD 4.0-7.0 No No Mod. No Low Lespedeza, serecia Lespedeza cuneata PlB warm EXDR-MWD 5.5-7.0 No No Low No Low Partridge pea Cassia fasciculata Annual warm EXDR-MWD 5.0-7.0 No No Mod. No Low
SHRUBS
Dogwood, redosier Cornus serecia PlR N/A MWD-PD 4.5-7.0 Yes Yes Low N/A Low Dogwood, silky Cornus amomum PlR N/A WD-PD 4.0-7.0 Yes Yes Low N/A Low Willow, purpleosier Salix purpurea PlR N/A WD-PD 4.5-7.5 Yes No Low N/A Low
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COMMON NAME SCIENTIFIC NAME GROWT GROWT SOIL pH FLOOD SHADE SALT FOOT MAINTENAN H H DRAINAGE RANG TOLERAN TOLERAN TOLERANC TRAFFI CE HABIT SEASO TOLERANCE E CE CE E C LEVELS 1/. N 2/. 3/. 4/. Willow, dwarf Salix cottetii PlR N/A WD-PD 4.5-7.0 Yes No Low N/A Low
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FOOTNOTES
1/. Growth Habit:
P-perennial
l-long-lived
s-short-lived
R-rhizomatous
S-stoloniferous
B- bunch
2/. Growth Season:
Cool - major portion of growth during early spring and early fall
Warm - major portion of growth during summer months
3/. Soil Drainage Tolerance:
EXDR - excessively drained
WD - well-drained
MWD - moderately well-drained
SWPD - somewhat poorly drained
PD - poorly drained
4/.Maintenance Levels:
Low - requiring infrequent mowing and little or no fertilizer or lime for long-term persistence
Moderate - requiring some mowing and medium amounts of fertilizer and lime for long-term persistence
High - requires frequent mowing and high levels of fertilizer and lime for long-term persistence
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Standards For Soil Erosion and Sediment Control in New Jersey January 2014 CHAPTER 24 OF TITLE 4, REVISED STATUTES OF NEW JERSEY
SOIL CONSERVATION
ARTICLE 1. DECLARATION OF POLICY
4:24-1. Legislative policy declared
It is hereby declared to be the policy of the legislature to provide for the conservation of the
soil and soil resources of this state, and for the control and prevention of soil erosion.
4:24-1.1 Prevention of damage by flood water or sediment; conservation of water for agricultural purposes
The purposes of soil conservation and the control and prevention of soil erosion to be furthered by the State Soil Conservation Committee and of the soil conservation districts shall include, wherever applicable, the prevention of damage to soil and soil resources by floodwater or by sediment and the furtherance of conservation of water for agricultural purposes. L 1959,c. 129, §3, p. 570. eff. July 1, 1959
ARTICLE 2. DEFINITIONS
4:24-2. Words and phrases defined
Wherever used or referred to in this chapter, unless a different meaning clearly appears from the context:
a. “District” or “soil conservation district” means a governmental subdivision of this state,
and a public body corporate and politic, organized in accordance with the provisions of
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this chapter, for the purposes, with the powers, and subject to the restrictions
hereinafter set forth;
b. “Supervisor” means one of the members of the governing body of a district, appointed
in accordance with the provisions of this chapter;
c. “Committee” or “state soil conservation committee” means the agency created in
article three of this chapter;
d. “Petition” means a petition filed under the provisions of article 4 of this chapter (§4:24-
7 et seq.) for the creation of a district;
e. “State” means the state of New Jersey;
f. “Agency of this state” includes the government of this state and any subdivision,
agency, or instrumentality, corporate or otherwise, of the government of this state;
g. “United States” or “agencies of the United States” includes the United States of
America, the soil conservation service of the United States department of agriculture,
and any other agency or instrumentality, corporate or otherwise, of the United States
of America;
h. “Government” or “governmental” includes the government of this state, the
government of the United States, and any subdivision, agency or instrumentality,
corporate or otherwise, of either of them;
i. “Landowner” includes any person, firm or corporation who shall hold title to any lands
lying within a district organized under the provisions of this chapter;
j. “Due notice” means notice published at least twice, with an interval of at least seven
days between the two publication dates, in a newspaper or other publication of general
circulation within the appropriate area, or if no such publication of general circulation
be available, by posting at a reasonable number of conspicuous places, within the
appropriate area, such posting to include, where possible, posting at public places
where it may be customary to post notices concerning county or municipal affairs
generally. At any hearing held pursuant to such notice, at the time and place designated
in such notice, adjournment may be made from time to time, without the necessity of
renewing such notice for such adjourned dates.
L 1959, c. 139, §201, p. 319.
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ARTICLE 3. STATE SOIL CONSERVATION COMMITTEE
4:24-2.1 Transfer of functions, powers and duties to Department of Agriculture
The State Soil Conservation Committee and all of its functions, powers and duties are hereby transferred to the Department of Agriculture. L 1959, c. 129, p.570, eff July 1, 1959.
4:24-3 Committee established; membership, records; seals; hearings; rules and regulations
There is hereby established, to serve as an agency of the State and to perform the functions conferred upon it in this chapter, the State Soil Conservation Committee. The committee shall consist of 11 members: The Director of the New Jersey Agricultural Experiment Station, the associate director of the Cooperative Extension Service in Agriculture and Home Economics, the State Secretary of Agriculture, the commissioner of the Department of Conservation and Economic Development or a representative designated by any 1 of these individuals, and 1 member appointed by the Governor to serve at his pleasure. Six members shall be soil conservation district supervisors, who shall be elected at the annual meetings of soil conservation district supervisors, for terms of 3 years and until their successors are appointed and qualified. Three supervisors shall be elected from the northern region which is composed of the counties of Bergen, Essex, Hudson, Hunterdon, Middlesex, Monmouth, Morris, Passaic, Somerset, Sussex, Union and Warren and 3 supervisors shall be elected from the southern region which is composed of the counties of Atlantic, Burlington, Camden, Cape May, Cumberland, Gloucester, Mercer, Ocean and Salem. Of the first 3 members from each region 1 shall be elected for 1 year, 1 for 2 years, and 1 for 3 years. The committee shall invite the secretary of agriculture of the United States of America to appoint 1 person, a resident of the State of New Jersey, to serve with the above-mentioned members. The committee shall keep a record of its official actions, shall adopt a seal, which seal shall be judicially noted, and may perform such acts, hold such public hearings, and promulgate such rules and regulations as may be necessary for the execution of its functions under this chapter. L 1937, c. 139, §301, p. 321, amended by L 1959, c. 130. §1., p. 571.
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4:24-3.1 Election of Members
The first election for members of the State Soil Conservation Committee, established under this act, shall be held by the State Soil Conservation Committee in office on the effective date of this act. This election shall be held within 10 days after the effective date of this act. L 1959, c. 130, §3, p.572, eff. June 18, 1959.
4:24-4 Administrative officer and employees; legal services; cooperative agreements
The State Soil Conservation Committee my employ, subject to the rules of the State Civil Service Commission, a qualified administrative officer and such technical experts and such other agents and employees, permanent and temporary, as it may require, and shall determine their qualifications, duties and compensation of all employees. The committee shall call upon the Attorney General for such legal services as it may require for the purpose of carrying out any of its functions. The committee may enter into a cooperative agreement with any other State agency. The members of the committee who are soil conservation district supervisors shall not vote on or participate in the employment or selection of any officers, agents or employees, and for such purpose the membership of the committee shall be deemed to be 5. L 1937, c. 139, §302, p. 321, amended by L 1959, c. 130, §2, p. 572, eff June 18, 1959.
4:24-5 Organization; term of members; quorum; expenses; surety bonds for employees; records; audit
The committee shall designate its chairman, and may, from time to time, change such designation. A member of the committee shall hold office so long as he shall retain the office by virtue of which he shall be serving on the committee. A majority of the committee shall constitute a quorum, and the concurrence of a majority in any matter within their duties shall be required for its determination. The chairman and members of the committee shall receive no compensation for their services on the committee, but shall be entitled to expenses, necessarily incurred in the discharge of their duties on the committee. The committee shall provide for the
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execution of surety bonds for all employees and officers who shall be instructed with funds or property; shall provide for the keeping of a full and accurate record of all proceedings and of all resolutions, regulations, and orders issued or adopted; and shall provide for an annual audit of the accounts of receipts and disbursements. L 1937, c. 139, §303, p. 321.
4:24-6. Powers and duties of committee
In addition to the duties and powers hereinafter conferred upon the state soil conservation
committee it shall have the following duties and powers:
a. To accept from the United States or any of its agencies, contributions in services,
materials, money or otherwise, and to use or expend such contribution in the
formulation of comprehensive plans for the conservation of soil resources and the
prevention of soil erosion within the state and to conduct surveys, investigations,
demonstrations, and research relating to soil erosion and the preventive measures
needed in areas subject to erosion by wind and water, to publish results of any such
surveys, investigations or research and to disseminate information. In order to avoid
duplication of research, demonstration, and the dissemination of information, no
program of such activities shall be carried on except in cooperation with the state
agricultural college and the state agricultural experiment stations, or such other state
agency as may be dealing with allied problems;
b. To offer such assistance to the supervisors of soil conservation districts, organized as
provided hereinafter as may be appropriate in the carrying out of any of their powers
and programs;
c. To coordinate the programs of the several soil conservation districts organized
hereunder;
d. To secure the cooperation and assistance of the United States and any of its agencies;
and of agencies of this state, in the work of such districts;
e. To disseminate information throughout the state concerning the activities and
programs of the soil conservation districts organized hereunder, and to encourage the
formation of such districts in areas where their organization is desirable.
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L 1937, c. 139, §4, p. 33.
4:24-6.1 Review and approval, modification, or rejection of decision
The committee may, on its own motion or at the request of any person aggrieved by any decision by a local district, review and approve, modify or reject any such decision as it deems appropriate. L 1979, c. 459, § eff. February 27, 1980.
ARTICLE 4. CREATION OF SOIL CONSERVATION DISTRICTS
4:24-7 through 4:24-17 Repealed by L 1977, c. 264, §4.
ARTICLE 4A. SOIL CONSERVATION DISTRICTS: DIVISION INTO SEPARATE DISTRICTS AND CONSOLIDATION OF DISTRICTS
4:24-17.1 Public hearings
Whenever the supervisors of a soil conservation district which has been created for more than one year determine it advisable to divide the district into two or more separate districts, or whenever the supervisors of two or more contiguous districts determine it advisable to combine such districts, the supervisors or the district or districts shall call a public hearing on such proposal. L 1966, c. 77 §1, eff. June 14, 1966.
4:24-17.2 Resolution requesting approval; procedure upon approval
Following such public hearing the supervisors of the district or districts may adopt a
resolution requesting such approval by the State Soil Conservation Committee of a division of the district or the combination of separate districts into a single district, the proposed
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boundaries of the proposed district or districts being annexed to said resolutions. If the State Soil Conservation Committee approves the proposal and so notifies the supervisors, the supervisors shall file with the Secretary of State a statement or statements setting forth the revised name of names and boundaries of the district or districts so approved and the date upon which such changes are to become effective. L 1966, c. 77 §2, eff. June 14, 1966.
4:24-17.3 New supervisors; appointment; time of taking office
Upon the effective date of a division of a district or the combination of two or more districts, the terms of office of the supervisors theretofore in office shall terminate and new supervisors, appointed by the State Soil Conservation Committee in accordance with Revised Statutes 4:24- 12, shall take office as the governing body of the district or districts so created.
L 1966, c. 77 §3, eff. June 14, 1966.
4:24-17.4 Continuance of contracts, liabilities, regulations and other matters; assumption by new district
The State Soil Conservation Committee shall make such provisions as are necessary for the continuance in effect of all contracts, liabilities, regulations and other matters of the district or districts to be divided or combined and shall designate the manner in which these contracts, liabilities, regulations and other matters are to be assumed by the districts simultaneously with its granting of approval for divisions or combining of a district. L 1966, c. 77 §4, eff. June 14, 1966.
4:24-17.5 County and multi-county soil conservation districts; creation
The whole area of the State shall, at all times, be covered by a soil conservation district. Each soil conservation district shall cover the whole area of one or more counties. A tri-county soil conservation district shall serve the counties of Hudson, Essex and Passaic to be known as
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the Hudson, Essex and Passaic Soil Conservation District. Bi-county soil conservation districts shall serve the following pairs of counties: Middlesex-Monmouth, Somerset-Union, and Cape May- Atlantic, to be known as the Freehold, Somerset-Union, and Cape-Atlantic Soil Conservation Districts respectively. Every other county in the State shall be served by its own soil conservation district to be known as “the .... County Soil Conservation District: with the name of each such county inserted. The State Soil Conservation Committee shall work with the supervisors of the multi-county soil conservation districts to encourage the formation of a soil conservation district in each county of the State, pursuant to the procedures contained in P.L. 1966, c. 77 (C. 4:24-17.1 et seq.). L 1979, c. 264, §3, eff. October 18, 1977.
4:24-17.6 Appropriation of funds by counties
Any board of chosen freeholders may appropriate such funds as it deems necessary to the soil conservation district serving that county for the purpose of providing district services to the people of that county. L 1979, C. 459, §5, eff. February 27, 1980.
4:24-17.7 Legal services to district by Attorney General
The Attorney General, on his own initiative, or the respective county counsel, with the approval of the board of chosen freeholders, may provide any and all legal services to any district. L 1979, c. 459, §5, eff. February 27, 1980.
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ARTICLE 5. APPOINTMENT, QUALIFICATIONS AND TENURE OF SUPERVISORS
4:24-18. Governing body of district; supervisors; appointment
The governing body of the district shall consist of five supervisors, appointed by the State Soil Conservation Committee. The five supervisors shall be legal residents of the district.
L 1937, c. 139, §501, p. 330, amended by L 1966, c. 77, eff. June 14, 1966, amended by L
1977, c. 264, §1, eff. October 18, 1977.
4:24-19. Supervisors; chairman; term of office; quorum; per diem
The supervisors shall designate a chairman and may, from time to time, change such designation. The term of office of each supervisor shall be at the pleasure of the State committee. The selection of successors shall be made in the same manner in which the retiring supervisor shall have been selected. A majority of the supervisors shall constitute a quorum and the concurrence of a majority in any matter within their duties shall be required for its determination. A supervisor shall be entitled to expenses, and a per diem in an amount to be established by the State committee within the limits of available appropriations, when engaged in the performance of his duties. L 1937, c. 139, §502, p. 330, amended by L 1979, c. 459, §6, eff. Feb. 27, 1980.
4:24-20. Officers and employees; information to state committee
The supervisors may employ, subject to the approval of the state committee, technical experts, and such other officers, agents, and employees, permanent and temporary, as they may require, and shall determine their qualifications, duties, and compensation. The supervisors may delegate to their chairman, to one or more supervisors, or to one or more agents, or employees, such powers and duties as they may deem proper. The supervisors shall furnish to the State Soil Conservation Committee, upon request, copies of such ordinances, rules, regulations, orders, contracts, forms, and other documents as they shall adopt or employ, and
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such other information concerning their activities as it may require in the performance of its duties under this chapter. L 1937, c. 139, §503, p. 330.
4:24-21. Surety bonds for officers and employees; records; annual audit
The supervisors may provide for the execution of surety bonds for any employees and officers who shall be entrusted with funds or property; shall provide for the keeping of a full and accurate record of all proceedings and of all resolutions, regulations, and orders issued or adopted’ and shall provide for an annual audit of the accounts of receipts and disbursements. L 1937, c. 139, §504, p. 330.
ARTICLE 6. POWERS OF DISTRICTS AND SUPERVISORS
4:24-22. District a governmental subdivision and body corporate; enumeration of powers of districts and supervisors
A soil conservation district organized under the provisions of this chapter shall constitute a governmental subdivision of this State, and a public body corporate and politic, exercising public powers, and such district, and the supervisors thereof, shall have the following powers, in addition to others granted in other sections of this chapter:
a. To conduct surveys, investigations, and research relating to the character of soil erosion
and the preventive and control measures needed, to publish the results of such
surveys, investigations, or research, and to disseminate information concerning such
preventive and control measures; provided, however, that in order to avoid duplication
of research program except in cooperation with the agricultural experiment stations or
any other agency of this State, as may be dealing will allied problems;
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b. To conduct in cooperation with existing State agencies, projects within the district on
lands owned or controlled by this State or any of its agencies, with the cooperation of
the agency administering and having jurisdiction thereof, and on any other lands within
the district upon obtaining the consent of the owner thereof, or those who have rights
or interests in such lands, in order to demonstrate methods of soil erosion control;
c. To carry out preventive and control measures within the district including but not
limited to, engineering operations, methods of cultivation, the growing of vegetation,
changes in use of land, on lands owned or controlled by this State or any of its agencies,
with the cooperation of the agency administering and having jurisdiction thereof, and
on any other lands within the district;
d. To cooperate, or enter into agreements with, and within the limits of appropriations
duly made available to it by law, to furnish financial or other aid to, any agency,
governmental or otherwise, or any owner of lands within the district, in the carrying on
of erosion control and prevention operations within the district, subject to such
conditions as the supervisors my deem necessary to advance the purposes of this
chapter;
e. To acquire machinery and other necessary personal property, to make provision for it
safekeeping and to dispose of said property when no longer needed;
f. To make available, on such terms as it shall prescribe, to landowners within the district,
agricultural and engineering machinery and equipment, as will assist such landowners
to carry on operations upon their lands for the conservation of soil resources and for
the prevention and control of soil erosion;
g. To construct, improve, and maintain such structures as may be necessary or convenient
for the performance of any of the operations authorized in this chapter;
h. To develop comprehensive plans for the conservation of soil resources and for the
control and prevention of soil erosion within the district, which plans shall specify in
such detail as may be possible, the acts, procedures, performances, and avoidances
which are necessary or desirable for the effectuation of such plans, including the
specifications of engineering operations, methods of cultivation, the growing
vegetation, cropping programs, tillage practices, and changes in use of land; and to
publish such plans and information and bring them to the attention of owners of lands
within the district;
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i. To develop site plans for the construction, operation and maintenance of proposed leaf
composting facilities located on agricultural or horticultural required pursuant to
Section 7 of P.L. 89, c. 151 and to conduct an annual inspection of each operational
facility within the district authorized by the Department of Environmental Protection in
order to certify to the department that the facility is in compliance with the rules and
regulations adopted by the department therefor and is operating in conformance with
recommended agricultural management practices;
j. To act as agent for the United States, or any of its agencies, or for this State or any of its
agencies, in connection with any soil-conservation, erosion-control, or erosion-
prevention project within its boundaries; to accept payments, donations, gifts, and
contributions in money, services, materials, or otherwise from the United States or any
of its agencies, or from this State or any of its agencies, or from any governmental
subdivision or its agencies or from any corporation, association, group or individual,
and to use or expend such moneys, services, materials, or other contributions in
carrying out its operations;
k. To sue and be sued in the name of the district; to have a seal, which seal shall be
judicially noticed; to have perpetual succession unless terminated as hereinafter
provided; to make and execute contracts and other instruments, necessary or
convenient to the exercise of its powers; to make, and from time to time amend and
repeal, rules and regulations, not inconsistent with this chapter, to carry into effect its
purposes and powers;
l. To acquire, by gift, devise, purchase or condemnation, any real property located within
the district, or any interest or estate therein, which is required for the proper exercise
by the district of its powers; provided, however, that the district shall not acquire any
real property, or interest or estate therein, by condemnation without first obtaining the
approval of the Secretary of Agriculture and the Commissioner of Environmental
Protection;
m. As a condition to the extending of any benefits under this chapter, to, or the performance of work upon, any lands not owned or controlled by this State or any of its agencies, the supervisors may require contributions in money, services, materials, or otherwise to any operations conferring such benefits and may require landowners to
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enter into and perform such agreements or covenants as to the permanent use of such
lands as will tend to prevent or control erosion thereon;
n. To borrow money for the purchase of equipment, either with or without security;
o. No provision with respect to the acquisition, operations, or disposition of property by
other public bodies shall be applicable to a district organized hereunder unless the
Legislature shall specifically so state.
L 1937, c. 139, §601, p. 331, amended by L 1957, c. 48, §1, p. 90;
L 1960, c. 20, §1, p. 79; L 1966, c. 77, §6, eff. June 14, 1966;
L 1989, c. 151, §7.
4:24-22.1 Site plan for leaf composting facility; contents; certification; annual inspections
a. Every Soil Conservation District shall develop a site plan for each proposed leaf
composting facility to be located on agricultural or horticultural land, or on lands owned
or operated by a recognized academic institution, within the district. The site plan shall
include such information as may be prescribed by the Department of Environmental
Protection and shall be certified in a manner as may be prescribed by the department.
b. Every Soil Conservation District shall conduct an annual inspection of each operational
leaf composting facility located on agricultural or horticultural land, or on lands owned
or operated by a recognized academic institution, within the district and authorized by
the department in order to certify to the department that the facility is operated and
maintained in compliance with the rules and regulations adopted by the department
therefore and the site plan developed by the district, and in conformance with
recommended agricultural management practices.
L 1898, c. 151, §7, eff. August 9, 1989.
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4:24-22.2 Leaf composting facility located on agricultural or horticultural land or on lands of academic institution; method of operation
Each leaf composting facility located on agricultural or horticultural land, or on lands owned or operated by a recognized academic institution, shall operate in accordance with the conditions specified in the program of agricultural management practices developed by the New Jersey Cooperative Extension Service of Rutgers, The State University, and approved by the department.
L 1989, c. 151 §8, eff. August 9, 1989.
(Editorial Note: In Sections 22.1 and 22.2 the word department means the New Jersey Department of Environmental Protection)
ARTICLE 7. ADOPTION OF LAND-USE REGULATIONS
4:24-23. Supervisors to formulated regulations; public hearings; submission to state committee; objections by landowners
The supervisors of any district shall have the authority to formulate regulations governing the use of lands within the district in the interest of conserving soil and soil resources and preventing and controlling soil erosion. The supervisors shall conduct such public meetings and public hearings upon tentative regulations as may be necessary to assist them in this work. After such hearings the supervisors shall draft such land-use regulations as seem to them necessary to carry out the provisions of this chapter. These regulations shall then be submitted to the State Soil Conservation Committee which may within thirty days suggest amendments thereto for consideration by the supervisors. Thereinafter the supervisors shall give due notice of the regulations by publication and by posting. Any landowner may, for a period of sixty days thereafter, file with the supervisors his objections to the adoption of said regulations, said objections shall be made upon a form to be furnished by the supervisors. If objections are filed by owners of at least twenty-five percent of the acreage of the district, the supervisors shall not have the authority to enact said regulations, otherwise the supervisors shall thereupon take such affirmative action as may be necessary to make such land-use regulations effective. Land-
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use regulations adopted pursuant to the provisions of this article shall be binding on all landowners within such district. L 1937, c. 139, §701, p. 333
4:24-24. Amendment, etc., of regulations
Any owner of land within such district may at any time file a petition with the supervisors asking that any or all of the land-use regulations adopted by the supervisors under the provisions of this article shall be amended, supplemented, or repealed. Land-use regulations adopted pursuant to the provisions of this article shall not be amended, supplemented, or repealed except in accordance with the procedure prescribed in this article for adoption of land- use regulations. L 1937, c. 139, §702, p. 334.
4:24-25. Provisions which may be included into regulations
Regulations to be adopted by the supervisors under the provisions of this article may
include:
a. Provisions requiring the construction of terraces, terrace outlets, check dams, dikes,
ponds, ditches, and other necessary structures:
b. Provisions requiring observance of particular methods of cultivation including contour
cultivating, contour furrowing, lister furrowing, sowing, planting, strip cropping,
seeding, and planting of lands to water-conserving and erosion-preventing plants, trees
and grasses, forestation and reforestation;
c. Specifications of cropping programs and tillage practices to be observed;
d. Provisions limiting the cultivation of highly erosive areas or of areas on which erosion
may not be adequately controlled if cultivation is carried on;
e. Provisions for such other means, measures, operations and programs as may assist
conservation of soil resources and prevent or control soil erosion in the district.
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L 1937, c. 139, §704, p. 335.
4:24-26. Regulations to be uniform; printing of copies
The regulations shall be uniform throughout the territory comprised within the district except that the supervisors may classify the lands within the district with reference to such factors as soil type, degree of slope, degree of erosion threatened or existing, cropping and tillage practices in use, and other relevant factors, and may provide regulations varying with the type or class of land affected, but uniform as to all lands within each class or type. Copies of land-use regulations adopted under the provisions of this article shall be printed and made available to all owners and occupiers of lands lying within the district. L 1937, c. 139, §704, p. 335.
ARTICLE 8. ENFORCEMENT OF LAND-USE REGULATIONS
4:24-27. Authority of supervisors; suit for damages by landowner for violations
The supervisor shall have authority to go upon any lands within the district to determine whether land-use regulations adopted under the provisions of article seven of this chapter (§4:24-23 et seq) are being observed. Any landowner who shall sustain damages from any violation of such regulations by any other landowner may sue to recover damages in a civil action from such other landowner for such violation. L 1937, c. 139, §801, p. 335, amended by L 1953, c. 5, §100, p. 56.
ARTICLE 9. PERFORMANCE OF WORK UNDER REGULATIONS BY SUPERVISORS
4:24-28. Nonobservance of land-use regulations; action
Where the supervisors of any district shall find that any of the provisions of land-use regulations adopted in accordance with the provisions of article seven of this chapter (§4:24-23 et seq.) are not being observed on particular lands, and that such nonobservance tends to
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increase erosion on such lands and is interfering with the prevention or control of erosion on other lands within the district, the supervisors may bring an action in the Superior Court and the said court therein may grant appropriate relief. L 1937, c. 139, §901, p. 335, amended by L 1953, c. 5, §101, p. 56.
4:24-29. Repealed by L 1953, c. 5, §102, p. 56.
ARTICLE 10. BOARD OF ADJUSTMENT
4:24-30. Members; appointment, term, removal, etc., expenses
Where the supervisors of any district organized under the provisions of this chapter shall adopt land-use regulations in accordance with the provisions of article 7 of this chapter (§4:24- 23 et seq.), they shall further provide for the establishment of a board of adjustment. Such board of adjustment shall consist of three members, each to be appointed for a term of three years, except that the members first appointed shall be appointed for terms of one, two and three years, respectively. The members of each such board of adjustment shall be appointed by the State Soil Conservation Committee, with the advice of the supervisors of the district for which such board has been established, and shall be removable, upon notice and hearing, for neglect of duty or malfeasance in office, but for no other reason, such hearing to be conducted by the State Soil Conservation Committee. Vacancies in the board of adjustment shall be filled in the same manner as original appointments, and shall be for the unexpired term. Members of the State Soil Conservation Committee and the supervisors of the district shall be ineligible to appointment as members of the board of adjustment during their tenure of such other office. The members of the board of adjustment shall receive no compensation for their services, but they shall be entitled to expenses, necessarily incurred in the discharge of their duties. The supervisors shall pay the necessary administrative and other expenses incurred by the board, upon the certificate of the chairman of the board. L 1937, c. 139, §1001, p. 337.
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4:24-31. Rules by board; organization; meetings; oaths and witnesses; records
The board of adjustment shall adopt rules to govern its procedures, which rules shall be in accordance with the provisions of this chapter. The board shall designate a chairman from among its members, and may, from time to time, change such designation.
4:24-32. Petition by landowner to board for variance in land-use regulations; procedure
Any landowner may file a petition with the board of adjustment alleging that there are great practical difficulties or unnecessary hardship in the way of his carrying out upon his lands the strict letter of the land-use regulations approved by the supervisors, and praying the board to authorize a variance from the terms of the land-use regulations in the application of such regulations to the lands of the petitioner. Copies of such petition shall be served by the petitioner upon the chairman of the supervisors of the district within which his lands are located and upon the chairman of the State Soil Conservation Committee. The board of adjustment shall fix a time for the hearing of the petition and cause due notice to be given. The supervisors of the district and the State Soil Conservation Committee shall have the right to appear and be heard at such hearing. Any owner of lands lying within the district who shall object to the authorizing of the variance prayed for may intervene and become a party to the proceedings. Any party to the hearing before the board may appear in person, by agent, or by attorney. If, upon the facts presented at such hearing, the board shall determine that there are great practical difficulties or unnecessary hardship in the way of applying the strict letter of any of the land-use regulations, in their application to the lands of the petitioner, as will relieve such great practical difficulties or unnecessary hardship and will not be contrary to the public interest, and such that the spirit of the land-use regulations shall be observed, the public health, safety, or welfare secured, and substantial justice done. L 1937, c. 139, §1003, p. 338.
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4:24-33. Review of order of board
Any petitioner aggrieved by an order of the board granting or denying, in whole or in part, the relief sought of the supervisors of the district, or any intervening party, shall be entitled to a review of such order in the Superior Court by a proceeding in lieu of prerogative writ. L 1937, c. 139, §1004, p. 339, amended by L 1953, c. 5, §103, p. 56.
ARTICLE 11. COOPERATION WITH STATE AGENCIES
4:24-34. Duty of state agencies, counties, etc., to cooperate
It shall be the duty of all agencies of this state which shall have jurisdiction over, or be
charged with the administration of, any state-owned lands, and of any county, or other governmental subdivision of the state, which shall have jurisdiction over, or be charged with the administration of, any county-owned or other publicly owned lands, lying within the boundaries of any district organized hereunder, to cooperate to the fullest extent compatible with the purposed for which such lands are held. L 1937, c. 139, §1101, p. 339.
ARTICLE 12. DISCONTINUANCE OF DISTRICTS
4:24-35 THROUGH 4:24-38 Repealed by L 1977, c. 264, §4.
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ARTICLE 13. SOIL EROSION AND SEDIMENT CONTROL
4:24-39. Short title
This act may be cited and referred to as the “Soil Erosion and Sediment Control Act.”
L 1975, c. 251, §1, eff. January 1, 1976.
4:24-40. Legislative findings
The Legislature finds that sediment is a source of pollution and that soil erosion continues to be a serious problem throughout the State, and that rapid shifts in land use from agricultural and rural to nonagricultural and urbanizing uses, construction of housing, industrial and commercial developments, and other land disturbing activities have accelerated the process of soil erosion and sediment deposition resulting in pollution of the waters of the State and damage to domestic, agricultural, industrial, recreational, fish and wildlife, and other resource uses. It is, therefore, declared to be the policy of the State to strengthen and extend the present erosion and sediment control activities and programs of this State for both rural and urban lands, and to establish and implement, through the State Soil Conservation Committee and the Soil Conservation Districts, in cooperation with the counties, the municipalities and the Department of Environmental Protection, a Statewide comprehensive and coordinated erosion and sediment control program to reduce the danger from storm water runoff, to retard nonpoint pollution from sediment and to conserve and protect the land, water, air, and other environmental resources of the State. L 1975, c. 251, §2, eff. January 1, 1976.
4:24-41. Definitions
a. “Application for development: means a proposed subdivision of land, site plan,
conditional use zoning variance, planned unit development or construction permit.
b. “Certification” means (1) a written endorsement of a plan for soil erosion and sediment
control by the local Soil Conservation District which indicates that the plan meets the
standards promulgated by the State Soil Conservation Committee pursuant to this act;
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(2) that the time allotted in section 7 of this act (§4:24-45) has expired without action by
the district; (3) a written endorsement of a plan filed by the State Department of
Transportation with the district.
c. “District” means a Soil Conservation District organized pursuant to chapter 24 of Title 4
of the Revised Statutes (§4:24-39 et seq.)
d. “Disturbance” means any activity involving the clearing, excavation, storing, grading,
filling or transporting of soil or any other activity which causes soil to be exposed to the
danger of erosion.
e. “Erosion” means the detachment and movement of soil or rock fragments by water,
wind, ice and gravity.
f. “Plan” means a scheme which indicates land treatment measures, including a schedule
of the time for their installation, to minimize soil erosion and sedimentation.
g. “Project” means any disturbance of more than 5,000 square feet of the surface area of
land (1) for the accommodation of construction for which the State Uniform
Construction Code would require a construction permit, except that the construction of
a single-family dwelling unit shall not be deemed a ‘project’ under this act unless such
unit is part of a proposed subdivision, site plan, conditional use, zoning variance,
planned development or construction permit application involving two or more such
single-family dwelling units; (2) for the demolition of one or more structures; (3) for the
construction of a parking lot; (4) for the construction of a public facility; (5) for the
operation of any mining or quarrying activity; or (6) for the clearing or grading of any
land for other than agricultural or horticultural purposes.
h. “Sediment” means solid material, mineral or organic, that is in suspension, is being
transported, or has been moved from its site or origin by air, water or gravity as a
product of erosion.
i. “Soil” means all unconsolidated mineral and organic material of any origin.
j. “Standards” means the standards promulgated by the committee pursuant to this act.
k. “Committee” means the State Soil Conservation Committee in the Department of
Agriculture established pursuant to R.S. 4:24-3.
l. “Public facility” means any building; pipeline; highway; electricity, telephone or other
transmission line; or any other structure to be constructed by a public utility,
municipality, county or the State or any agency or instrumentality thereof.
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L 1975, c. 251, §3, eff. January 1, 1976, amended by L 1977, c. 264, §2, eff. October 18, 1977, L1979, c. 459, §1, eff. February 27, 1980.
4:24-42. Standards for control of soil erosion and sedimentation; promulgation, amendment and repeal
The committee shall have the power, subject to the approval of the Secretary of Agriculture and the Commissioner of Environmental Protection, to formulate, promulgate, amend and repeal standards for the control of soil erosion and sedimentation, pursuant to the Administrative Procedures Act, P.L. 1968, c. 410 (C. 52:14B-1 et seq.)
a. Such standards shall be based upon relevant physical and developmental information
concerning the watersheds and topography of the State, including, but not limited to,
data relating to land use, soil, slope, hydrology, geology, size of land area being
disturbed, proximate water bodies and their characteristics.
b. Such standards shall include criteria, techniques and methods for the control of
erosion and sedimentation resulting from land disturbing activities for various
categories of soils, slopes, and land uses.
c. Such standards shall include standards of administrative procedure for the
implementation of this act.
L 1975, c. 251, §4, eff. November 12, 1975, amended by L 1979, c. 459, §2, eff. February 27, 1980.
4:24-43. Certification of plan by district; development of projects
Approval of an application for development for any project by the State, any county,
municipality, or any instrumentality thereof shall be conditioned upon certification by the local district of a plan for soil erosion and sediment control. Any person proposing to engage in any project not requiring approval by the State, any county, municipality, or any instrumentality thereof shall, prior to commencing such project, receive certification by the local district of a plan for soil erosion and sediment control. Any public utility, municipality, county or the State or any agency or instrumentality thereof, other than the State Department of Transportation ,
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which proposes a project shall, prior to the construction of such project submit to and receive certification by the district of a plan for soil erosion and sediment control. The State Department of Transportation shall certify a plan for any project that it proposes to construct and shall file such certification with the district. Certification by the Department of Transportation shall be pursuant to soil erosion control standards developed jointly by the Department of Transportation, the Department of Environmental Protection and the committee and promulgated by the Department of Transportation. L 1975, c. 251, §5, eff. January 1, 1976, amended by L 1979, c. 459, §3, eff. February 27, 1980.
4:24-44. Certification of plan; criteria; notice
The district shall certify such plan if it meets the standards promulgated by the committee pursuant to this act. The district shall provide written notice to the applicant indicating that: a. the plan was certified; b. the plan was certified subject to the attached conditions; or c. the plan was denied certification with the reasons for denial stated. L 1975, c. 251, §6, eff. January 1, 1976.
4:24-45. Limitation on time for grant or denial of certification
The district shall grant or deny certification within a period of 30 days of submission of a complete application unless, by mutual agreement in writing between the district and the applicant, the period of 30 days shall be extended for and additional period of 30 days. Failure of the district to grant or deny certification within such period or such extension thereof shall constitute certification. For purposes of this section, a major revision of the plan by the applicant shall constitute a new submission.
L 1975, c. 251, §7, eff. January 1, 1980.
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4:24-46. Fees
The district shall adopt a fee schedule and collect fees from applicants for the certification of plans and for on-site inspections of the execution of certified plans. Such fees shall bear a reasonable relationship to the cost of rendering such services.
L 1975, c. 251, §7, eff. January 1, 1976.
4:24-47. Stop-construction order; failure to comply with certified plan
The district or the municipality may issue a stop-construction order if a project is not being executed in accordance with a certified plan.
L 1975, c. 251, §9, eff. January 1, 1976.
4:24-48. Exempt municipalities
Any municipality, which adopts an ordinance that conforms to the standards promulgated pursuant to this act within 12 months of their promulgation and obtains the approval of the committee thereto, shall be exempt from sections 5 through 9 of this act (§4:24-43 to 4:24-47), until such time as the local district determines that the municipality is not enforcing said ordinance. L 1975,c. 251, §10, eff. January 1, 1976.
4:24-49. Certificate of occupancy for project; conditions for issuance
No certificate of occupancy for a project shall be issued by a municipality or any other public agency unless there has been compliance with the provisions of a certified plan for permanent measures to control soil erosion and sedimentation. L 1975, c. 251, §11, eff. January 1, 1976, amended by L 1979, c. 459, §10, eff. February 27, 1980.
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4:24-50. County planning board as agent for district
In those counties where the district does not maintain its central office, the board of
freeholders may, by resolution, direct the county planning board to act as an agent of the district within that county and to administer the powers granted to the district pursuant to this act, until such time as a district is established within that county. The committee shall establish guidelines to implement this section. L 1975,c. 251, §12, eff. January 1, 1976.
4:24-51. Cooperation with and authorization to receive financial aid from governmental units or private sources
The districts and the committee are authorized to cooperate and enter into agreements with any Federal, State or local agency to carry out the purposes of this act. The districts and the committee are authorized to receive financial assistance from any Federal, State, county or other public or private source for use in carrying out the purposes of this act. L 1975,c. 251, §13, eff. January 1, 1976.
4:24-52. State aid
The committee is authorized to make grants of State aid to districts and to municipalities to carry out the purposes of this act. L 1975,c. 251, §14, eff. January 1, 1976.
4:24-53. Violations, injunction; penalty; enforcement
If any person violates any of the provisions of this act, any standard promulgated pursuant
to the provisions of this act, or fails to comply with the provisions of a certified plan, the municipality or the district may institute a civil action in the Superior Court for injunctive relief to prohibit and prevent such violation or violations and said court may proceed in a summary manner. Any person who violates any of the provisions of this act, any standard promulgated
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pursuant to this act or fails to comply with the provisions of a certified plan shall be liable to a penalty of not less than $25 nor more than $3,000 to be collected in a summary proceeding pursuant to the Penalty Enforcement Law (N.J.S. 2A:58-1 et seq.). The Superior Court, County Court, county district court and municipal court shall have jurisdiction to enforce said Penalty Enforcement Law. If the violation is of a continuing nature, each day during which continues shall constitute an additional separate and distinct offense. L 1975,c. 251, §15, eff. January 1, 1976.
4:24-54. Liberal construction
This act shall be liberally construed to effectuate the purpose and intent thereof.
L 1975,c. 251, §16, eff. January 1, 1976.
4:24-55. Severability
If any provision of this act or the application thereof to any person or circumstances is held
invalid, the remainder of the act and the application of such provision to persons or circumstances other than those to which it is held invalid, shall not be affected thereby. L 1975,c. 251, §17, eff. January 1, 1976.
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CHAPTER 113
AN ACT concerning soil restoration measures and amending and supplementing P.L.1975, c.251. BE IT ENACTED by the Senate and General Assembly of the State of New Jersey: 1. Section 3 of P.L.1975, c.251 (C.4:24-41) is amended to read as follows: C.4:24-41 Definitions. 3. For the purposes of this act, unless the context clearly indicates a different meaning: a. "Application for development" means a proposed subdivision of land, site plan, conditional use zoning variance, planned unit development or construction permit. b. "Certification" means (1) a written endorsement of a plan for soil erosion and sediment control by the local Soil Conservation District which indicates that the plan meets the standards promulgated by the State Soil Conservation Committee pursuant to this act, (2) that the time allotted in section 7 of this act has expired without action by the district or (3) a written endorsement of a plan filed by the State Department of Transportation with the district. c. "District" means a Soil Conservation District organized pursuant to chapter 24 of Title 4 of the Revised Statutes. d. "Disturbance" means any activity involving the clearing, excavating, storing, grading, filling or transporting of soil or any other activity which causes soil to be exposed to the danger of erosion, or compaction of soil which degrades soil so as to make it less conducive to vegetative stabilization. e. "Erosion" means the detachment and movement of soil or rock fragments by water, wind, ice and gravity. f. "Plan" means a scheme which indicates land treatment measures, including a schedule of the timing for their installation, to minimize soil erosion and sedimentation, and which specifies the soil restoration measures, consistent with the standards established by the committee pursuant to section 2 of P.L.2010, c.113 (C.4:24-42.1). g. "Project" means any disturbance of more than 5,000 square feet of the surface area of land (1) for the accommodation of construction for which the State Uniform Construction Code would require a construction permit, except that the construction of a single-family dwelling unit shall not be deemed a "project" under this act unless such unit is part of a
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proposed subdivision, site plan, conditional use, zoning variance, planned development or construction permit application involving two or more such single-family dwelling units, (2) for the demolition of one or more structures, (3) for the construction of a parking lot, (4) for the construction of a public facility, (5) for the operation of any mining or quarrying activity, or (6) for the clearing or grading of any land for other than agricultural or horticultural purposes. h. "Sediment" means solid material, mineral or organic, that is in suspension, is being transported, or has been moved from its site of origin by air, water or gravity as a product of erosion. i. "Soil" means all unconsolidated mineral and organic material of any origin. j. "Standards" means the standards promulgated by the committee pursuant to this act. k. "Committee" means the State Soil Conservation Committee in the Department of Agriculture established pursuant to R.S.4:24-3. P.L.2010, CHAPTER 113 2 l. "Public facility" means any building; pipeline; highway; electricity, telephone or other transmission line; or any other structure to be constructed by a public utility, municipality, county or the State or any agency or instrumentality thereof. m. “Soil restoration measures” means those measures taken to ensure, to the maximum extent possible, cost-effective restoration of the optimal physical, chemical, and biological functions for specific soil types and the intended land use. C.4:24-42.1 Adoption of standards. 2. The committee shall, within one year after the date of enactment of P.L.2010, c.113 (C.4:24-42.1 et al.), and in consultation with the New Jersey Agricultural Experiment Station at Rutgers, the State University, the Secretary of Agriculture and the Commissioner of Environmental Protection, adopt standards pursuant to the “Administrative Procedure Act,” P.L.1968, c.410 (C.52:14B-1 et seq.), which shall modify the existing soil erosion and sediment control standards to include soil restoration measures. 3. This act shall take effect on the first day of the 13th month after the date of enactment. Approved January 5, 2011.
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THIS IS A COURTESY COPY OF THIS ADOPTION. THE OFFICIAL VERSION WILL BE PUBLISHED IN THE JANUARY 20, 2014, NEW JERSEY REGISTER. SHOULD THERE BE ANY DISCREPANCIES BETWEEN THIS TEXT AND THE OFFICIAL VERSION OF THE ADOPTION, THE OFFICIAL VERSION WILL GOVERN.
AGRICULTURE STATE SOIL CONSERVATION COMMITTEE Soil Erosion and Sediment Control Act Rules Adopted Rules: N.J.A.C. 2:90-1 Effective Date: February 20, 2014 Expiration Date: December 8, 2017
SUBCHAPTER 1. SOIL EROSION AND SEDIMENT CONTROL ON LAND DISTURBANCE ACTIVITIES 2:90-1.1 Purpose and scope
(a) The rules in this subchapter are to implement P.L. 1975, c.251, N.J.S.A. 4:24-39 et seq.
(hereinafter referred to as “the act”), to secure timely decisions by the soil conservation
districts on application for development as defined therein, to assure adequate public notice
of procedures thereunder to provide for inspection, compliance and enforcement and to
continue effective administration of the law. The rules in this subchapter clarify the long
standing provisions of the act prescribing the authorities, roles and responsibilities related to
implementation of the act for the State Soil Conservation Committee and soil conservation
districts. Such authorities, roles and responsibilities include, but are not limited to, the
following:
1. For the State Soil Conservation Committee:
i. Develop and promulgate rules and technical and administrative
standards;
ii. Provide program oversight and training, on its own motion or upon
request;
iii. Conduct appeals from district decisions;
iv. Conduct investigations;
v. Provide technical assistance;
vi. Institute policies and procedures and guidance;
vii. Conduct studies;
viii. Provide State aid to districts;
ix. Approve district fee schedules;
x. Discontinue municipal ordinances addressing soil erosion and sediment
control;
xi. Provide program related interpretative assistance; and
xii. Enter into agreements with public agencies; and
2. For soil conservation districts:
i. Make determinations and apply the requirements or grant exemption from
the act;
ii. Review and certify or deny certification of plans;
ii. Perform inspections and take enforcement actions, including violation
notices, stop construction orders and seek court remedies or fines for
violations;
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THIS IS A COURTESY COPY OF THIS ADOPTION. THE OFFICIAL VERSION WILL BE PUBLISHED IN THE JANUARY 20, 2014, NEW JERSEY REGISTER. SHOULD THERE BE ANY DISCREPANCIES BETWEEN THIS TEXT AND THE OFFICIAL VERSION OF THE ADOPTION, THE OFFICIAL VERSION WILL GOVERN.
iv. Issue or withhold reports of compliance, conditional reports of compliance, or
final reports of compliance;
v. Coordinate with municipalities, counties, State and Federal agencies and
instrumentalities thereof;
vi. Conduct appeals from aggrieved parties;
vii. Adopt or modify a fee schedule and assess fees;
viii. Monitor the performance of municipalities implementing erosion control
ordinances and recommend discontinuance of municipal ordinances when
such performance is unsatisfactory; and
ix. Enter into agreements with public agencies.
2:90-1.2 Definitions
All definitions in P.L. 1975, c. 251 are incorporated into the rules of this subchapter. The
following words and terms, when used in this subchapter, shall have the following meanings, unless the context clearly indicates otherwise.
“Act” means the Soil Erosion and Sediment Control Act of 1975, N.J.S.A. 4:24-39 et seq. “Appeal” means a request for a review of district action. “Agriculture and horticulture” means the utilization of land for the production of food, fiber, animals and related activities customary to agricultural and horticultural production and operations. “Certified plan” means a plan and any revisions thereto reviewed and approved by the district or exempt municipality as conforming to the standards promulgated by the Committee. “Committee” means the State Soil Conservation Committee. “Complete application” means an application and all required items as set forth in N.J.A.C. 2:90-1.4 for soil erosion and sediment control plan certification and that are administratively and technically sufficient for district or exempt municipality certification. “Conservation plan” means a site specific plan which prescribes needed land treatment and related conservation and natural resource management measures deemed by the district to be practical and reasonable for the conservation and protection of agricultural or horticultural productivity and the control and prevention of nonpoint source pollution. Such plan is designed in accordance with the United States Department of Agriculture, June 1, 2005 Field Office Technical Guide, incorporated herein by reference, as amended and supplemented. To obtain a copy of the Field Office Technical Guide, see N.J.A.C. 2:90-1.8(b). “Demolition” means the demolition of one or more structures including the disturbance of all land area necessary to accomplish the work. “Exempt municipality” means any municipality that has secured soil erosion and sediment control ordinance approval for implementing N.J.S.A. 4:24-43 through 47 from the Committee prior to May 31, 1978. “Hearing body” means the State Soil Conservation Committee. “Major revision” means modifications to the soil erosion and sediment control plan which require the district to reevaluate the adequacy of erosion controls for the project and compare the plan to the standards. “Minor revision” means modifications which require minimal examination of the submittal and do not impact the integrity of the previously certified soil erosion control measures as determined by the district. “Sequence of construction” or “sequence” means a site specific chronology of proposed erosion C2-2
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control plan components including temporary and permanent soil erosion and sediment control measures, integrated with site development related land disturbances that minimizes erosion and sedimentation. “Withdrawn plan” means a plan for soil erosion and sediment control which the applicant or their agent has rescinded from further action by the district.
2:90-1.3 Standards for Soil Erosion and Sediment Control
(a) The State Soil Conservation Committee adopts and hereby incorporates into the rules of this
subchapter by reference as standards for soil erosion and sediment control those standards
published in the "Standards for Soil Erosion and Sediment Control in New Jersey" and
identified as revised on July 11, 2011 as the technical basis for local soil conservation district
certification of soil erosion and sediment control plans. Specifically, these standards include
the following:
1. Vegetative Standards:
Acid Soil Management…………………………………………...1-1
Revised July 11, 2011
Dune Stabilization……………………………………………..…2-1
Revised July 11, 2011
Maintaining Vegetation ………………………………………….3-1
Revised July 11, 2011
Permanent Vegetative Cover for Soil Stabilization…………..…..4-1
Revised April 8, 2013
Stabilization with Mulch Only………………………………..…..5-1
Revised July 11, 2011
Stabilization with Sod……………………………………….……6-1
Revised July 11, 2011
Temporary Vegetative Cover for Soil Stabilization…………..…..7-1
Revised April 8, 2013
Topsoiling………………………………………………….……...8-1
Revised April 12, 1999
Tree Protection During Construction…………………………..…9-1
Revised July 11, 2011
Trees, Shrubs and Vines………………………………………....10-1
Revised July 11, 2011
2. Engineering Standards
Channel Stabilization…………………………………….……...11-1
Revised July 11, 2011
Conduit Outlet Protection…………………………………..…...12-1
Revised July 11, 2011
Detention Structures……………………………………….……13-1
Revised July 11, 2011
Dewatering………………………………………………………14-1
Revised July 11, 2011
Diversions……………………………………………………….15-1
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Revised July 11, 2011
Dust Control……………………………………………..………16-1
Revised July 11, 2011
Grade Stabilization Structure…………………………..….…….17-1
Revised July 11, 2011
Grassed Waterway………………………………………...……18-1
Revised July 11, 2011
Land Grading…………………………………………...………19-1
Revised April 12, 1999
Lined Waterway……………………………………...…………20-1
Revised July 11, 2011
Offsite Stability Analysis……………………………………….21-1
Revised July 11, 2011
Riprap……………………………………………...……………22-1
Revised July 11, 2011
Sediment Barrier…………………………………..……………23-1
Revised July 11, 2011
Sediment Basin…………………………………….…………...24-1
Revised July 11, 2011
Slope Protection Structures…………………………………….25-1
Revised July 11, 2011
Soil Bioengineering …………………………....………………26-1
Revised July 11, 2011
Stabilized Construction Access…………….…….…………….27-1
Revised July 11, 2011
Storm Sewer Inlet Protection……………………….………….28-1
Revised July 11, 2011
Stream Crossing……………………………………….……….29-1
Revised July 11, 2011
Subsurface Drainage………………………………….………..30-1
Revised July 11, 2011
Traffic Control……………………………………….………...31-1
Revised July 11, 2011
Turbidity Barrier……………………………………….………32-1
Revised July 11, 2011
3. Copies of the Standards may be obtained by contacting the State Soil Conservation
Committee at 609-292-5540, www.state.nj.us/agriculture, or any of the soil
conservation districts as follows:
i. Bergen County Soil Conservation District;
ii. Burlington County Soil Conservation District;
iii. Camden County Soil Conservation District;
iv. Cape-Atlantic Soil Conservation District;
v. Cumberland-Salem Soil Conservation District (Cumberland and Salem
Counties);
vi. Freehold Soil Conservation District;
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vii. Gloucester County Soil Conservation District;
viii. Hudson, Essex and Passaic Soil Conservation District;
ix. Hunterdon County Soil Conservation District;
x. Mercer County Soil Conservation District;
xi. Morris County Soil Conservation District;
xii. Ocean County Soil Conservation District;
xiii. Somerset-Union Soil Conservation District;
xiv. Sussex County Soil Conservation District; and
xv. Warren County Soil Conservation District.
(b) Where it can be satisfactorily demonstrated by the applicant that unique or innovative
control measures or procedures not specified in this chapter may be applicable to specific
sites, such measures may be proposed for consideration and utilized subject to approval
by the soil conservation district and the State Soil Conservation Committee. To secure
such approval, a written request shall be sent to the soil conservation district and State
Soil Conservation Committee describing the unique or innovative control measure or
procedure and its proposed function or use on the project. Such approval may be granted
only where it is determined that strict application of the standards are herein specified
will not result in the most practical and effective control of soil erosion, sedimentation
and stormwater damage.
(c) The location, address, and telephone and number of the local soil conservation district
may be obtained from the State Soil Conservation Committee, PO Box 330, Trenton,
New Jersey 08625-0330. 609-292-5540.
2:90-1.4 Application
(a) Application for soil erosion and sediment control plan certification shall be made to the
local district utilizing standard application forms adopted by the Committee. Such
application shall indicate the information required to make a decision on certification of
plans. Application forms are available at locations listed at N.J.A.C. 2:90-1.3.
(b) Applications for certifications of soil erosion and sediment control plans shall include
the following items:
1. One copy of the complete subdivision, site plan or construction permit application,
including key map as submitted to the municipality (architectural drawings, plans and
specifications for buildings not required) which includes the following:
i. The location of present and proposed drains and culverts with their discharge
capacities and velocities and supporting computations and identification of
conditions below outlets;
ii. A delineation of any area subject to flooding from the 100-year storm in
compliance with the Flood Hazard Area Control Act, N.J.S.A. 58:16A-50 et seq.,
or applicable municipal zoning;
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iii. A delineation of streams and wetlands pursuant to N.J.S.A. 13:9A-1 et seq. and
13:9B-1 et seq., and other significant natural features within the project area;
iv. The soils and other natural resource information used (delineation of the project
site on soil map is desirable);
v. The land cover and use of area adjacent to the land disturbance; and
vi. All hydraulic and hydrologic data describing existing and proposed watershed
conditions and a completed copy of the Hydraulic and Hydrologic Data Base
Summary Form SSCC 251 HDF1. Where computer simulation models (such as
HEC-HMS, HEC-RAS, TR-55, or other similar models) are used to analyze or
predict hydrologic or stream flow responses to project development, a copy of
such input files shall be submitted to the district. The Data Base Summary Forms
and information regarding these computer programs are available at the locations
listed at N.J.A.C. 2:90 1.3;
2. Up to four copies of the soil erosion and sediment control plan at the same scale as the
site plan submitted to the municipality nor other land use approval agency which
includes the following information detailed at the plat:
i. The proposed sequence of development including duration of each phase in
the sequence;
ii. A site grading plan delineating land areas to be disturbed including proposed
cut and fill areas together with existing and proposed profiles of these areas;
iii. Contours at a two foot interval, showing present and proposed ground
elevation;
iv. The locations of all streams and existing and proposed drains and culverts;
v. A stability analysis below all points of stormwater discharge which
demonstrates that a stable condition will exist or there will be no degradation
of the existing condition;
vi. The location and detail of all proposed erosion and sediment control structures
including profiles, cross sections, appropriate notes, and supporting
computations;
vii. The location and detail of all proposed nonstructural methods of soil
stabilization including types and rates of lime, fertilizer, seed and mulch to be
applied;
viii. Erosion control measures for non-growing season stabilization of exposed
areas where the establishment of vegetation is planned as the final control
measure;
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ix. For residential development, erosion control measures which apply to
dwelling construction on individual lots with notation on the final plat that
requirement for installation of such control measures shall apply to subsequent
owners if title is conveyed; and
x. Plans for maintenance of permanent soil erosion and sediment control
measures and facilities during and after construction, which include the
designation of persons or entity responsible for such maintenance;
3. An Ownership Disclosure Affidavit Form to determine potential conflicts of interest
between the applicant and soil conservation district supervisor or staff.
i. A corporation must indicate its registered agent and officers.
ii. A corporation, partnership, or limited liability corporation (LLC) shall list the
names and addresses of all stockholders or individual partners owning at least 10
percent of its stock of any class, or at least 10 percent of the interest in the
partnership.
iii. Any transfer of ownership of more than 10 percent must be disclosed to the
district;
4. Appropriate fees as adopted by the individual district and approved by the Committee
(see N.J.A.C. 2:90-1.12); and
5. Additional information as may be required by the district depending upon the scope,
topography and complexity of the project.
(c) The applicant shall certify and agree that the applicant shall:
1. Certify that all soil erosion and sediment control measures are designed in
accordance with current Standards for Soil Erosion and Sediment Control in
New Jersey as promulgated by the Committee and found at N.J.A.C. 2:90-1.3
and will be installed in accordance with the plan as approved by the district;
2. Acknowledge that structural measures contained in the soil erosion and
sediment control plan are reviewed for adequacy to reduce offsite soil erosion
and sedimentation and not for adequacy of structural design;
3. Retain full responsibility for any damages which may result from any
construction activity notwithstanding district certification of the soil erosion
and sediment control plan;
4. Require that all engineering related items of the soil erosion and sediment
control plan be prepared by or under the direction of and be sealed by a
professional engineer or architect licensed in the State of New Jersey in
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accordance with N.J.A.C. 13:27-6;
5. Assure that any conveyance of the project or portion thereof is conditioned
upon transfer of full responsibility for compliance with the certified plan to any
subsequent owners;
6. Maintain a copy of the certified plan on the project site during construction;
7. Allow district agents to go upon project lands for inspection; and
8. Notify the district in writing at least 48 hours in advance of any land
disturbance activity and upon completion of the project.
(d) If the person submitting the application is not the project owner, a notarized
authorization by the owner or authorized corporate officer must be submitted with the
application. For public agency projects, such authorization shall be made by the principal
executive officer or elected official of the agency.
(e) All requests for determination that the act does not apply to land disturbance activity shall
be submitted to the district by the owner or their authorized representative. Non-
applicability requests shall be in writing and include a plot or site plan depicting all
proposed areas of disturbance and a resolution from the municipality or other suitable
documentation indicating the date the lot was created. Hardship exemptions or waivers
shall not be authorized. The act does not apply to the following activities:
1. Land disturbance activities 5,000 square feet or less; and
2. Single-family dwelling lots not regulated under N.J.A.C. 2:90- 1.5.
(f) Any land disturbance activity to which the act was initially determined not to apply but
which subsequently falls within the definition of project, as defined in N.J.S.A. 4:24-41g,
shall be subject to the rules of this subchapter.
(g) Any application for development for a project that was approved by the State, any county,
municipality, or any instrumentality thereof, without the condition that the application for
development comply with the act pursuant to N.J.S.A. 4:24-43 and this subchapter, shall
not be relieved of the obligation to conform to the act and this subchapter. A successor in
title shall be subject to this subchapter.
2:90-1.5 Single-family dwelling unit lots
(a) An application for a construction permit for any single-family dwelling unit, on any lot
that has arisen from a subdivision approved after January 1, 1976 comprising two or
more contiguous or non-contiguous single-family dwelling lots, the construction of which
would disturb greater than 5,000 square feet, including associated offsite improvements,
is subject to the act, and the applicant/owner shall secure certification of a soil erosion
and sediment control plan. The act shall also apply if any lots in the subdivision are
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conveyed to separate owners or if construction is by the same or a separate applicant,
owner, builder or contractor.
(b) The concurrent construction of two or more single-family dwelling units, by the same
applicant, owner, builder or general contractor on lots that were part of a preexisting
subdivision approved prior to January 1, 1976, shall be subject to the act and this
subchapter provided that the proposed cumulative land disturbance, including associated
offsite improvements, is greater than 5,000 square feet.
2:90-1.6 Mining and quarrying activities
Certification of a soil erosion and sediment control plan shall be required for the operation of all
mining or quarrying activities regardless of proposed or actual related agricultural or
horticultural use. Mining or quarrying activities shall include the extraction and removal of soil
and/or sediment, as defined in N.J.S.A. 4:24-41, from the proposed site.
2:90-1.7 Demolition activities
Any demolition activity of one or more structures and any associated new disturbance activity
involving more than 5,000 square feet in size including the construction of one single-family
dwelling or other project shall obtain soil erosion and sediment control plan certification.
2:90-1.8 Clearing or grading of land
(a) Except as provided in (b) and (c) below, a person proposing to engage in or who is
engaging in clearing or grading of more than 5,000 square feet of land shall be subject to
the act unless such land disturbance is for agricultural or horticultural purposes. To
demonstrate to the district that such activity is related to proposed agricultural or
horticultural activities, the owner shall provide proof that the land is enrolled in a
farmland preservation program, eligible for farmland assessment, qualifies for right-to-
farm protections, or possesses a farm conservation plan or forest management plan,
timber harvest sale contract or other proofs deemed appropriate by the district. Anyone
seeking to provide a farm conservation plan as proof of agricultural or horticultural use
must waive confidentiality under the Federal Freedom of Information Act. The district
shall determine if the proofs demonstrate an agricultural or horticultural activity or is
subject to the act and this subchapter.
(b) Certification of a soil erosion and sediment control plan shall be required for the
construction of agricultural structures, involving the disturbance of greater than 5,000
square feet of land unless the disturbance is incorporated into a farm conservation plan
approved by the district as conforming to the United States Department of Agriculture,
June 1, 2005 Field Office Technical Guide, which is hereby adopted and incorporated by
reference, as amended and supplemented.
1. Copies of the New Jersey Field Office Technical Guide are available from the NRCS
Field Offices and the State Office at 220 Davidson Ave., 4th Floor, Somerset, NJ
088873.
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2. An electronic copy of the New Jersey Field Office Technical Guide is
available at http://www.nrcs.usda.gov/technical/efotg/.
3. A copy of this document is on file in the NJDA Office of the Director, Division of
Agricultural and Natural Resources, Health and Agriculture Building, Market and
Warren Streets, Trenton, NJ 08625.
(c) Disturbances on agricultural land greater than 5,000 square feet in size other than for
agricultural or horticultural purposes, may be subject to the act and this subchapter or
may be incorporated into the farm conservation plan when so determined by the district.
2:90-1.9 Procedure
(a) The district shall carry out the provisions of N.J.S.A. 4:24-43 through 47.
(b) No project shall be undertaken by any person, partnership, corporation, or limited liability
corporation (LLC) or other private or public agency unless the applicant has submitted to
the district with local jurisdiction a plan for soil erosion and sediment control for such
project, and the plan has been certified by the district as conforming to the standards
promulgated by the New Jersey State Soil Conservation Committee. The plan shall
provide for the control of soil erosion and sedimentation and utilize the standards adopted
by the Committee.
(c) Approval by a municipality officer or agency for an application for development for any
project shall be conditioned upon certification by the district for a plan for soil erosion
and sediment control.
(d) The district shall review all soil erosion and sediment control plans submitted with a
complete application and provide that the applicant or their agent with a written notice
indicating that:
1. The plan was certified;
2. The plan was certified subject to the attached conditions; or
3. The plan was denied certification with the reasons for the denial stated.
(e) The district shall include in the notice of certification or on the certified plan the
following clause: "This certification is limited to the controls specified in this plan. It is
not authorization to engage in the proposed land use unless such use has been previously
approved by the municipality, county, State agency or other controlling agency."
(f) The district shall furnish the municipal planning board, municipal construction official,
and municipal engineer, or other responsible official or entity in the case of a county,
State or other agency, a copy of the certification or denial including all conditions and
statements.
(g) The district shall grant or deny certification within 30 days from submission of a
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complete application. The district may be granted an additional 30-day review period
through mutual written agreement with the applicant. Failure of the district to grant or
deny certification within such period or such extension thereof shall constitute
certification. When the applicant fails to respond to two or more written requests by the
district for additional information, the application may be denied. If the district denies an
application for soil erosion and sediment control plan certification, the applicant may
resubmit the plan at any future time for review and certification.
(h) The applicant may withdraw an application or a certified plan by written request to the
district. The applicant may subsequently resubmit the plan for certification.
(i) District certification of a soil erosion and sediment control plan for any project shall be
valid only for the duration of the initial project approval granted by the municipality or
other land use approval agency but in no case shall exceed three and one-half years. All
such municipal or other agency renewals of the project will require resubmission of the
project plan and recertification approval by the district. Certification of the plan is
conferred upon the project and may be transferred or conveyed.
(j) The current project owner shall notify the district in writing if there is a change of
ownership during implementation of the plan.
(k) By formal action, a district may delegate jurisdiction over a project to another district. An
applicant proposing a project that requires certification by more than one district shall
secure certification from each respective district unless full jurisdiction is transferred to
one district.
(l) The sequence of construction shall be an integral component of the certified plan and
shall be followed by the applicant or their agent during all phases of the project. The
sequence shall incorporate the installation of temporary and permanent controls, and shall
include, but not be limited to, clearing and grading, cuts and fills, temporary diversions,
sediment basins, tracking controls, temporary and permanent stabilization and dust
control. The sequence of construction may be revised and shall be resubmitted to the
district for approval during construction to address site concerns.
(m) At its discretion, the district may require an interim clearing and grading plan on a
project for critical area stabilization during construction due to the presence of erodable
soils, slopes or water quality concerns for mitigating existing, emerging or anticipated
erosion hazards.
2:90-1.10 Revisions to the certified plan
(a) A district may require a new submission of the plan, supporting documentation,
application and fee when a major revision is made. The district may require submission
of a revised plan, supporting documentation and a fee where minor revisions are needed.
(b) Revisions to the certified plan shall be submitted to the district for reevaluation and
certification prior to implementation of the change. Such changes shall be in accordance
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with the standards in effect on the date that revisions to the plan are being submitted to
the district.
(c) Revisions to a plan required during construction shall be submitted to the district for
certification. No report of compliance or conditional report of compliance shall be issued
if the district determines that a revision to the plan is required.
2:90-1.11 Exempt municipality ordinances and implementation
(a) Adoption by the municipality of soil erosion and sediment control ordinances for
approval by the Committee must have been completed by May 31, 1978, in order to
qualify for an exemption from N.J.S.A. 4:24-43 through 47. Such exempt municipalities
shall enforce the provisions of the ordinance in conformance with district policies and
procedures for consistency between municipal and district erosion control programs
Statewide.
(b) Exempt municipal ordinances may specifically require municipal certification of
demolition, parking lot construction, land clearing or grading or mining and quarrying
activities. Where such projects are not encompassed in the ordinance, the municipality
shall not exercise jurisdiction until the ordinance is amended and approved by the
Committee. No exempt municipality shall exercise jurisdiction over plan certification on
any county or a State project; or where municipal regulation of a municipal project would
constitute a conflict of interest or the appearance of a conflict of interest. In all such
cases, such projects shall be referred to the district for certification and enforcement.
(c) No exempt municipality or any other municipality shall implement a soil erosion and
sediment control ordinance or provision that is more restrictive than the definition of
project in the act. No exempt municipality may grant a waiver of the requirements or
grant an exemption for a project as defined in the act or rules promulgated thereto.
(d) Soil erosion and sediment control ordinances adopted by exempt municipalities may
provide for the review and certification of plans, inspection and enforcement by the
district in accordance with this subchapter. In all such cases, there shall be written
contracts with the municipality, the district and the Committee. The district shall utilize
its fee schedule for collection of fees from applicants.
(e) Exempt municipalities implementing ordinances approved by the Committee shall utilize
the Committee's standard application form, letter of certification form, reports of
compliance form, quarterly report form and Hydraulic and Hydrologic Basin Summary
form.
(f) Exempt municipal officials enforcing the provisions of the ordinance shall be
knowledgeable in natural resources management and qualified to review plans and
inspect project sites. Municipal staff shall attend Committee approved training courses,
no less than once every two years.
(g) Exempt municipalities implementing ordinances approved by the Committee shall
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provide reports to the district and provide information as follows:
1. Verification of municipal certification of the soil erosion and sediment control plan for
the Construction General Permit 5G3 for eligible activities: at the end of each
business week;
2. A copy of the Hydraulic and Hydrologic Basin Summary form for all newly certified
stormwater basins and stormwater outfalls within 15 days following the end of each
calendar-year quarter; and
3. The following information shall be provided to the local district by March 15 of each
year:
i. The current soil erosion and sediment control ordinance; and
ii. The municipal agent contracts responsible for implementing the erosion control
ordinance and training classes attended.
(h) Failure by any exempt municipality to satisfactorily implement the ordinance as
determined by the district or conform with this section, may result in action by the
Committee to revoke the ordinance.
(i) Districts shall annually review for compliance all soil erosion and sediment control
ordinances enacted by exempt municipalities within the district. The municipality shall
cooperate with the district to demonstrate the manner of municipal implementation of the
erosion control ordinances. The district shall inform the committee in writing of the
results of this review by April 15 of each year. If at any time during the year, the district
determines and so notifies and provides proof to the Committee that any exempt
municipality is not enforcing its soil erosion and sediment control ordinance, the
Committee shall consider the proofs given and the Committee shall provide written
notice to the municipality that it is no longer exempt from N.J.S.A. 4:24-43 through 47.
The Committee, at its discretion, may schedule a hearing to review revocation of exempt
status.
(j) Any proposed changes to an exempt municipal ordinance which has received the
approval of the committee, and is therefore exempt from N.J.S.A. 4:24-43 through, must
be submitted to the Committee for review and approval prior to enactment of the revised
ordinance. For the municipality's exempt status to continue, all such changes must be
found to be in accordance with the act and approved as such by the Committee. Failure of
the municipality to secure written notification of approval will result in discontinuance of
municipal exemption from N.J.S.A. 4:24-43 through 47.
2:90-1.12 Fees
(a) Ordinary fees: Reasonable fees shall be set by the districts based on the costs for
providing services. The district shall establish fee categories based on the types and sizes
of construction projects and an hourly rate for assessing fees. The fee schedule provisions
proposed by each district shall be approved by the committee before it is implemented by
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the district. Any person aggrieved on the set fee may appeal to the Committee as outlined
in N.J.A.C. 2:90-1.16.
(b) Extraordinary fees: The district fee schedule may include the assessment of fees for
reimbursement of extraordinary expenses resulting from enforcement actions taken. The
district may seek reimbursement for litigation expenses including court costs and
attorney’s fees from the adverse party as part of a negotiated settlement agreement or
where the district prevails in any litigation action.
(c) Interest income derived from fee reserve balances may be utilized by the district for
implementing district education programs for applicants, contractors, municipal officials
and the public.
(d) Fee for certain federal projects: Certain federal project activities that are precluded from
making fee payments directly to a district, based on applicable federal and state laws
shall remit fees payable to “Treasurer, State of New Jersey” to the local district in which
the project is to be undertaken. The fee shall be submitted in conjunction with the plan
for soil erosion and sediment control certification. The fee shall be in accordance with
the following fee schedule based on the land surface area to be disturbed:
Federal Project Fee Schedule
Disturbance Area* Review Fee** Inspection Fee***
1 to 5 acres $950 $325 per acre
6 to 10 acres $1,600 $260 per acre
11 to 25 acres $2,300 $200 per acre
26 to 50 acres $3,000 $180 per acre
51 acres and greater $3,500 $160 per acre
* For projects greater than one (1) acre, partial acres are to be rounded to the nearest
whole acre.
**Major revisions to a previously certified plan are subject to ½ the original review fee.
***Reinspection Fee: A fee of $150 may be assessed (a) when the contractor has failed
to provide the district with a 48 hour advance written notice of the start of construction, or
(b) when the second or subsequent district inspection was conducted and there was a failure
to address the same problem identified in the first written notice of non-compliance issued to
the applicant/contractor, or (c)when the contractor requested an inspection for receiving a
Report of Compliance and such district inspection was performed, but the site was not in
compliance with the certified plan and the Standards. A copy of all written violation notices
shall be issued to the contractor with a copy provided to the local controlling federal agency.
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2:90-1.13 Enforcement
(a) Inspection of projects to determine execution in accordance with the certified plan shall
be carried out by the district in close coordination with the municipal engineer and
building inspector.
(b) The district shall determine whether or not the provisions of the certified plan and
sequence of construction are being followed by the applicant.
(c) The district shall inform the applicant in writing of observed deviation from the certified
plan and request immediate compliance with the plan. Failure of the applicant to
adequately correct deficiencies in the time frame set forth in the district letter to the
applicant shall result in the issuance of a violation notice. Failure of the applicant to
correct the deficiencies in the violation notice may result in the issuance of a stop
construction order.
(d) The district or the municipality may issue a stop-construction order if the applicant fails
to take a majority of identified actions to comply with the provisions of the certified plan.
The district or municipality may issue a stop-construction order if a person initiates land
disturbance prior to securing plan certification or fails to renew plan certification on an
active project within 30 days of receiving notice of pending expiration from the district or
municipality.
(e) When a stop-construction order is issued, no further construction activity or any other
work may take place on the project except for implementation of erosion controls as
required by the district, until such time the project is in compliance with all provisions of
the certified plan.
2:90-1.14 Reports of Compliance
(a) A district having certified a soil erosion and sediment control plan for a project pursuant
to N.J.S.A. 4:24-39 et seq. shall issue a written Final Report of Compliance (FROC) in
accordance with this section, upon the district’s determination that the project is in full
and complete compliance with the requirements and provisions of the certified plan such
that all permanent measures to control soil erosion and sedimentation are in effect for the
entire project.
(b) A Report of Compliance (ROC) shall be issued when the District determines that a
project or portion thereof is in full compliance with the certified plan and the Standards
for Soil Erosion and Sediment Control in New Jersey (see N.J.A.C. 2:90-1.3), and that
the permanent measures to control soil erosion and sedimentation are in effect for the
area encompassed by the ROC.
(c) A Report of Compliance with Conditions (CRC) shall be issued when the District
determines that the project or portion thereof is not yet in full compliance with the
certified plan but is in satisfactory compliance to the extent practicable and in accord with
the sequence of development and requirements thereof, such that the issuance of a
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temporary and conditional approval is appropriate with such conditions as may be
imposed by the District. Satisfactory compliance means temporary measures and
appropriate permanent measures for soil erosion and sediment control have been
implemented according to the Standards including provisions for stabilization, site work
and that no other site specific concerns exists.
(d) Upon written request from the applicant, the District may issue a ROC or CRC on a lot-
by-lot or section-by-section basis for a project when lots or sections are part of the
project.
(e) The district may withhold an ROC, CRC, or FROC for any project that has not secured
discharge authorization of the stormwater general permit 5G3 where an NJPDES permit
is required for stormwater discharges associated with a construction activity pursuant to
N.J.A.C. 7:14A-24.2.
(f) All fees shall be paid to the district prior to issuance of the ROC, CRC, or FROC.
(g) A standard Report of Compliance form approved by the State Soil Conservation
Committee shall be utilized by the district and shall allow for the district's issuance of a
CRC, ROC or FROC. The district shall complete the standard Report of Compliance
form in accordance with the requirement set forth in (g) 1 through 4 below.
1. The district shall identify on the standard Report of Compliance form the
block and lot, street address (if known), municipal location, the District
application number and the date of issuance of the ROC.
2. The district shall state on the standard Report of Compliance form that the project or
applicable portion thereof is in compliance with permanent measures to the extent
determined by the district.
3. In order for the district’s issuance of a ROC to be valid and effective, the standard
Report of Compliance form shall be signed by an authorized district official, the
district chairman or designee, and specify its effective date.
4. In order for the district's issuance of a CRC to be valid and effective, the
district shall comply with the requirements set forth in (g) 1 through 3 above,
and shall state in the standard Report of Compliance form all conditions that
are to be satisfied to assure compliance with the requirements of the certified
plan, as well as the date for completion of such conditions.
(h) Copies of the ROC, CRC or FROC shall be distributed by the district to the applicant; the
municipal construction code official having construction code jurisdiction for the project,
if applicable; and/or in the case where a construction permit is not required for a project
(such as for mining and land clearing projects among others), the municipal official
having jurisdiction over such project, if any.
1. The district may also issue a copy of a ROC or CRC, to such other persons or
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entities, as the district deems necessary or appropriate in its discretion. This
includes, without limitation, and county, state and Federal agency, or
instrumentality thereof, exercising any jurisdiction over the project.
2. In the case where a municipality authorized under N.J.S.A. 4:24-48 is the
issuing agent, a copy of all ROC’s and CRC’s shall be submitted to the local
District.
(i) No certificate of occupancy (CO) for a building or structure on a project, or any portion
thereof, shall be issued by a municipality or any other public agency unless there has
been an ROC or FROC issued by the district indicating compliance with the provisions of
the certified plan for measures to control soil erosion and sedimentation. The district shall
provide the municipality or other public agency with an ROC or FROC in accordance
with (h) above.
(j) No temporary certificate of occupancy (TCO) for a building or structure on a project, or
any portion thereof, shall be issued by a municipality or any other public agency unless a
CRC or ROC is issued by the district. The district shall provide the municipality or other
public agency with a copy of the CRC, ROC or FROC.
(k) During the non-growing season, as defined in the Standards for Soil Erosion and
Sediment Control in New Jersey (the Standards), or where seasonal or weather related
constraints exist, or where the applicant's scheduling has prevented or delayed final
stabilization (for example, completed site work during winter), the District may issue a
CRC or ROC in accordance with (k) 1 through 3 below.
1. Where the applicant has completed temporary stabilization and provided temporary
erosion control measures in compliance with the certified soil erosion and sediment
control plan, the applicant may request a CRC or ROC from the District. The District
may also require the applicant to provide a performance deposit and enter into a
performance agreement with the District to assure completion of final stabilization. In
such instance, the District, at its option, may issue the CRC or ROC subject to the
requirement that final stabilization be completed by the date indicated on the
performance agreement such as, by the end of the next growing season, as defined in
the Standards or such reasonable time period established by the District.
2. Upon receipt of the signed performance agreement and cash performance deposit, the
District shall deposit the performance deposit into an interest escrow account with
interest to accrue to the benefit of the applicant. The applicant shall sign and deliver
to the District, any and all forms required by the District or its bank to open and
maintain such interest bearing escrow account.
3. Upon completion of final stabilization by the applicant, the District shall return such
performance deposit with interest to the applicant minus the administrative costs
assessed by the District pursuant to (i)6 below.
4. Upon the failure of the applicant to timely or satisfactorily implement the permanent
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stabilization in accordance with performance agreement and this section, the District
shall provide written notification of such failure to the applicant together with a
demand that such failure be fully cured within 10 calendar days of the date of such
notification to the District’s satisfaction or a later date established by the District.
If after such 10 calendar day period, or agreed-to time frame, such failure is not
fully and properly cured to the District’s satisfaction the District may utilize the
applicant’s performance deposit in order to contract for all work necessary or required
to cure such failure and to complete all permanent measures in accordance with the
performance agreement.
5. The District’s rights and remedies pursuant to this subsection are in addition to all of
its other rights and remedies under the law including N.J.S.A. 4:24-39 et seq.
6. The District may charge a fee in connection with the processing and administration of
the performance agreement and performance deposit, which shall be listed in the
District fee schedule, approved by the Committee.
(1) Any exempt municipality authorized by the Committee pursuant to N.J.S.A. 4:24-48, and
implementing an approved ordinance thereunder shall implement these provisions.
2:90-1.15 Reports
The districts shall submit quarterly reports to the committee giving number of applications,
number of certifications, denials and number of reviews and other information as required by the
Committee. Reports shall be submitted to the Committee within 15 days after the end of each
quarter. A copy shall be retained by the district.
2:90-1.16 Appeal process
(a) Any person aggrieved by a decision or action of the district shall first submit a written
request for reconsideration to the district within 10 working days of the action taken. The
district shall convene a meeting and make a determination on the request within 35
calendar days of the request unless additional time is mutually agreed upon by the district
and the aggrieved person. All such proceedings shall be memorialized in the district
minutes.
(b) To appeal the determination of the district, the aggrieved person shall subsequently petition
the Committee in writing within 10 working days of the determination by the district. The
Committee shall schedule a hearing and make a determination within 90 calendar days of
the petition for review and notify the appellant pursuant to (c) below unless additional time
is mutually agreed upon by the Committee and the aggrieved person. The Committee may
appoint and utilize the hearing office procedures of the Department of Agriculture for fact-
finding and recommendations to the Committee. The Committee may alternatively pursue
an informal resolution of the matter contested. Any person against whom a stop-
construction order is issued by any district shall also have the right to appeal directly to the
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Committee. Requests for appeal shall be addressed to:
State Soil Conservation Committee
PO Box 330
Trenton, New Jersey 08625
(c) The Committee shall send a written notice to the appellant of the hearing stating:
1. The hearing application number; and
2. The date, time and place of the hearing.
(d) The Committee may, on its own motion or at the request of any person aggrieved of any
action by the district, review the decision of any soil conservation district and make
whatever determinations it deems appropriate in the matter.
(e) Any party who disagrees with the determination of the Committee may request a hearing
pursuant to the Administrative Procedure Act, N.J.S.A. 52:14B-1 and 52:14F-1 et seq.
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Chronology
of
Standards For Soil Erosion And Sediment Control in New Jersey
VEGETATIVE STANDARDS
Acid Soils Management: Adopted July 1999, July 2011
Dune Stabilization: Adopted June 1972, Revised January 1974, September 1979, April 1987, July 1999, July 2011 Maintaining Vegetation: Adopted June 1972, July 1999, July 2011 Permanent Vegetative Cover for Soil Stabilization: Adopted June 1972, Revised January 1974, September 1979, April 1987, July 1999, April 2013 Stabilization With Mulch Only: Adopted June 1972, Revised January 1974, September 1979, July 1999 , July 2011 Stabilization with Sod: Adopted June 1972, Revised January 1974, September 1979, July 1999, July 2011 Temporary Vegetative Cover For Soil Stabilization: Adopted June 1972, Revised January 1974, September 1979, April 1987, April 2013 Topsoiling: Adopted June 1972, Revised September 1979, July 1999, Tree Protection During Construction: Adopted January 1974, Revised April 1987, July 1999, July 2011 Trees, Shrubs and Vines: Adopted January 1974, Revised July 1999, July 2011
ENGINEERING STANDARDS
Channel Stabilization: Adopted June 1972, Revised January 1974, September 1979, April 1987, July 1999, July 2011 Conduit Outlet Protection: Adopted September 1979, Correction November 1980, Revised April 1987, July 1999, July 2011 Detention Structures Formerly: Basin, Formerly Floodwater Retarding Structure. Revised April 1987, July 1999, July 2011 Dewatering: Adopted July 1999, Revised July 2011 Diversions: Adopted June 1972, Revised September 1979, April 1987, July 1999, July 2011 Dust Control: Adopted January 1974, Revised September 1979, April 1987, July 1999 Floodwater Retarding Structures: Adopted June 1972, Revised January 1974, July 1999, Changed to Detention Basin and Revised April 1987, July 1999 Grade Stabilization Structure: Adopted April 1987, July 1999, July 2011 Grassed Waterway: Adopted June 1972, Revised September 1979, April 1987, July 1999, July 2011 Land Grading: Adopted June 1972, Revised January 1974, April 1987, July 1999 Lined Waterway: Adopted September 1979, Revised April 1987, July 1999, July 2011 Off-Site Stability Analysis: Adopted July 1999, July 2011 Parking Lot Storage: Adopted April 1987, July 1999, Combined with Detention Structures, July 2011 Riprap: Adopted September 1979, Revised April 1987, July 1999, July 2011 Rooftop Storage: Adopted April 1987, July 1999, Combined with Detention Structures , July 2011
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Sediment Barrier: Adopted September 1979, Revised April 1987, July 1999, July 2011
Sediment Basin: Adopted June 1972, Revised January 1974, September 1979, April 1987, July 1999, July 2011
Slope Protection Structures: Adopted June 1972, Revised January 1974, April 1987, July 1999, July 2011
Soil Bioengineering: Adopted July 1999, Revised July 2011
Stabilized Construction Entrance: Adopted September 1979, Revised April 1987, July 1999, July 2011
Storm Sewer Inlet Protection: Adopted September 1979, Revised April 1987, July 1999, July 2011 Stream Crossing: Adopted July 1999, July 2011 Traffic Control: Adopted January 1974, Revised April 1987, July 1999, July 2011 Turbidity Barrier: Adopted July 1999, July 2011 Underground Tanks: Adopted April 1987, July 1999, combined with Detention Structures , July 2011
RUNOFF TREATMENT STANDARDS (merged into NJDEP Stormwater Best Management Practices Manual 2004)
Preface to the Runoff Treatment Standards: Adopted July 1999, Rescinded 2004
Dry Wells: Adopted July 1999, Rescinded 2004 Extended Detention Basin: Adopted July 1999, Rescinded 2004 Infiltration Structures: Adopted July 1999, Rescinded 2004 On Line Water Quality Storm Sewer Catch Basin: Adopted July 1999, Rescinded 2004 Sand Filters: Adopted July 1999, Rescinded 2004 Vegetative Filter Strips: Adopted July 1999, Rescinded 2004 Wet Ponds: Adopted July 1999, Rescinded 2004
APPENDIX A
The Universal Soil Loss Equation: Published June 1972, Revised September 1979, April 1987 , July 1999 Requirements for a Soil Erosion and Sediment Control Plan: Published June 1972, Revised 1976, November 1982, April 1987, July 1999, July 2011 Guide for Construction Specifications: Published June 1972, Revised July 1980, November 1982, April 1987, July 1999 Maintenance of Structural Measures: Published June 1972, Revised April 1987, July 1999 Guide for Installing Soil Stabilization Matting: Published June 1972, July 1999 Diversion and Grassed Waterway Design Procedure: Published July 1980, Revised April 1987, July 1999 Sediment Basin Design Procedure: Published July 1980, July 1999 Channel Stability Analysis Procedure: Published July 1980, Revised April 1987 Modified Rational Method: Published April 1987, July 1999
Structural Guidelines for Detention Basin. Published April 1987 REFERENCES: Published June 1972,
Revised January 1974, July 19676, July 1980, April 1987 , July 1999, Karst Remediation Measures separated
as a stand-alone document July 2011
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APPENDIX B
Example for Seed Specifications Published June 1972, Revised July 1999 Grass and Legume Planting Guide: Published June 1972, Revised July 1999
APPENDIX C
Soil Erosion and Sediment Control Act Effective January 1, 1976, Amended October 18, 1977, February 27,
1980, January 5, 2011
New Jersey Administrative Code 2:90-1.1 et seq: Effective January 1, 1976, Amended January 5, 1978, July 3, 1980, Readopted June 24, 1985, Amended April 6, 1987, Revised July 1999, January 2006, June 2008, February 2014 Chronology of Standards for Soil Erosion and Sediment Control in New Jersey: Published July 1980, Revised November 1982, April 1987, July 1999, July 2011
APPENDIX D
Glossary: Published June 1972, Revised July 1980, April 1987, July 1999
APPENDIX E
Directory Soil Conservation Districts in New Jersey: Published June 1972, Revised January 1974, July
1976, July 1980, November 1982, April 1987, July 1999, July 2011
APPENDIX K
Investigation, Design and Remedial Measures for Areas Underlain by Cavernous Limestone
Revised as a stand-alone appendix July 2011
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APPENDIX D
G L 0 S S A R Y
Acre-feet - An engineering term used to denote a volume 1 acre in area and 1 foot in depth.
Acid Soil - (high acid producing)Soil containing iron sulfide material, which on exposure to air, results in the production of sulfuric acid and is accompanied by pH levels falling to 3 or below. Treatment with limestone only provides a short term buffering effect with burial at a minimum of 12" of non acid producing soil is the only effective treatment .
Aggrade - The alteration of a channel caused by the deposition of sediment.
Allowable velocity - the velocity of flowing water within a defined channel or landform which will not scour and transport surface soil. Non-scouring velocities differ with different soil types.
Anti-seep Collar - A device constructed around a pipe or other conduit placed through a dam, dike, or levee for the purpose of reducing seepage losses and piping failures.
Anti-vortex Device - A facility placed at the entrance to a pipe conduit structure such as a drop inlet spillway or hood inlet spillway to prevent air from entering the structure when the pipe is flowing full.
Barrel - See conduit.
Borrow Area - A source of earth fill materials used in the construction of embankments or other earth fill structures.
Bottomlands - A term often used to define lowlands adjacent to streams (flood plains in rural areas).
Box Inlet Drop Spillway - A form of principal spillway.
Cabled Concrete (articulated concrete block)- Blocks of concrete (typically 1' x 1') strung together with a non- corroding metal cable. Used for lining of waterways, shorelines etc.
Cantilever Outlet - A discharge pipe extending beyond its support.
Cascades or Bedrock - Section of stream without pools, consisting primarily of bedrock with little rubble, gravel, or other such material present. Current usually more swift than in riffles.
Channel - A natural stream that conveys water; a depth or channel excavated for the flow of water.
Chute Spillway - A form of principal spillway.
Conduit - A closed facility used for the conveyance of water.
Cool Season Mixture - Grasses or legumes which maximize growth at temperatures below 85 degrees F.
Cover Crop - A crop grown primarily for the purpose of protecting soil between periods of permanent vegetative cover.
Cradle - A device usually concrete, used to support a pipe conduit or barrel.
Crimper - (mulch anchoring coulter tool) A tractor drawn implement, somewhat like a disc harrow designed to push or cut some broadcast, long fiber mulch, such a straw, into the soil 3 to 4 inches so as to anchor it to the soil.
Cutoff Trench - A long. narrow excavation constructed along the center line of a dam, dike, levee or embankment
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and filled with relatively impervious material intended to reduce seepage of water through porous strata.
Degrade - The alteration of a channel caused by the erosion and scour of the channel bottom.
Design Highwater - The elevation of the water surface as determined by the flow conditions of the design floods.
Design Life - The period of time for which a facility is expected to perform its intended function.
Diversion - A channel with or without a supporting ridge an the lower side constructed across or at the bottom of a slope for the purpose of intercepting surface runoff.
Dune - A mound or ridge of sand which has been formed by wave or wind action.
Embankment - A man-made deposit of soil, rock or other materials used to form an impoundment.
Emergency Spillway - A vegetated earth channel used to safely convey flood discharges in excess of the capacity of the principal spillway.
Energy Dissipater - A device used to reduce the energy of flowing water.
Erosion - Detachment and movement of soil or rock fragments by water, wind, ice and gravity.
Field Capacity - The amount of water retained in a soil after it has been saturated and has drained freely. It is usually expressed as a percentage of the ovendry weight of the soil. Also called field moisture capacity.
Filter Blanket - A layer of sand, gravel, or synthetic fabric designed to prevent the movement of fine grained soils.
Filter Strip -A strip of planted or indigenous vegetation used to filter pollutants from surface runoff before reaching a body of water or stormwater management structure
Flat - Section of stream with current too slow to be classed as riffle and too shallow to be classed as a pool. Stream bottom usually composed of sand or finer materials, with coarse rubble, boulders or bedrock occasionally evident.
Flexible Channel Liner - An open-textured, three-dimensional rolled product manufactured from non-degradable materials which is laid on the prepared soil surface to act as a substrate for the establishment of grass cover in open waterways.
Flood Plain - The relatively flat area adjoining the channel of a natural stream which has been or may be hereafter covered by flood water.
Flood Routing - Determining the changes in the rise and fall of flood water as it proceeds downstream through a valley or through a reservoir.
Flume - A device constructed to convey water on steep grades lined with erosion-resistant materials.
Freeboard - The vertical distance between the elevation of the design highwater and the top of the dam, dike, levee or diversion ridge.
Froude Number - The ratio of inertial to gravity forces in flowing water. It is used to classify the flow as subcritical, critical or supercritical (e.g. Nf >1, Nf = 1 or Nf<1) Froude number is expressed as: Vchannel Nf = Where d is the hydraulic flow depth 2gd
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Geotextile - A broad range of Afabric@ type materials which contain or filter soil or water. Fabrics may be permeable or impermeable and may or may not be degradable.
Grade Stabilization Structure - A structure for the purpose of stabilizing the grade of a watercourse, thereby preventing further headcutting or lowering of the channel grade.
Grading - Any stripping, cutting, filling, stockpiling, or any combination there-of and shall include the land in its cut or filled condition.
Grassed Waterway - A natural or constructed channel, usually broad and shallow, covered with erosion resistant vegetation, used to conduct surface water.
Hood Inlet - A pipe entrance wherein the top edge of the pipe is extended 3/4 of the diameter beyond the bottom invert cut on an angle.
Hydraulic Conductivity - A coefficient describing the rate at which water can move through a permeable medium.
Hydrograph - A graph showing for a given point on a stream or for a given point in any drainage system, the discharge, stage, velocity, or other property of water with respect to time.
Hydroseeding - The application of a seed - fertilizer liquid slurry to the soil surface of the prepared seedbed using an apparatus consisting of a storage tank, pump and hose.
Inoculant - A peat carrier impregnated with bacteria and applied in powder or slurry form to legume seed at the time of planting, which form a symbiotic relationship enabling legumes to utilize atmospheric nitrogen for plant growth. Most legumes require specific bacteria.
Impact Basin - A device used to dissipate the energy of flowing water. Generally constructed of concrete in the form of a depressed and partially submerged vessel and may utilize baffles to dissipate velocities.
Land - Any ground, soil or earth including marshes, swamps, drainageways and areas not permanently covered by water.
Liquid Limit - The moisture content at which the soil passes from a plastic to a liquid state. In engineering. a high liquid limit indicates that the soil has a high content of clay and a low capacity for supporting loads.
Liquid Mulch Binder - Organic, synthetic and asphaltic based materials which are physiologically harmless to plant growth and not result in a phytotoxic effect, mixed with water and applied to straw, hay mulch or salt hay to anchor mulching materials together and prevent movement.
Mannings Formula - A formula used to predict the velocity of water flow in an open channel or pipeline: 1.49 2 1 2 V = n R3S wherein "V" is the mean velocity of flow in feet per second; "R" is the hydraulic radius; "S" is the slope of the energy gradient or for assumed uniform flow the slope of the channel in feet per foot; and "n" is the roughness coefficient or retardance factor of the channel lining.
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Mulching - The application of plant residue or other suitable materials to the land surface to conserve moisture, hold soil in place, aid in establishing plant cover and minimize temperature fluctuation.
Mulch Netting - Paper, jute, cotton or plastic netting materials applied to seeded and mulched areas, usually on slopes or critical areas to prevent erosion and promote seedling establishment.
Mulch Blanket - Plastic netting lined with straw or excelsior fibers, placed and anchored onto seeded areas, usually on slopes or critical areas to prevent erosion and promote seedling establishment.
Outlet - Point of water disposal from a stream, river, lake, tidewater, or artificial drain.
Peak Discharge - The maximum instantaneous flow from a given storm condition at a specific location.
Pelletized Mulch - Compressed and extruded paper or wood fiber product which may contain copolymers, tackifiers, fertilizer and coloring agents, applied a dry form to seed bed and activated with water to form a mulch mat. Uniform distribution and adequate initial watering of the mulch is critical to optimum results.
pH - A measure of acidity or basicity of soil with pH 7 being neutral and pH 6.5 being a desirable degree of soil acidity for growth of grasses and legumes. Basicity above pH 7 is rare in eastern U.S. soils.
Pipe Drop - A circular conduit used to convey water down steep grades.
Plant Hardiness Zone - Geographic regions differentiated by climate and growing conditions.
Plasticity Index - The numerical difference between the liquid limit and the plastic limit; the range of moisture content within which the soil remains plastic.
Plastic Limit - The moisture content at which a soil changes from a semisolid to a plastic state.
Plunge Pool - A device used to dissipate the energy of flowing water that may be constructed or made by the action of flowing. These facilities may be protected by various lining materials.
Pool - Section of stream deeper and usually wider than normal with appreciably slower current than immediate upstream or downstream areas and possessing adequate cover (sheer depth or physical condition) for protection of fish. Stream bottom usually a mixture of silt and coarse sand.
Preformed Scour Hole - An area at the outlet end of a storm drain at an elevation essentially the same as the outlet invert which has been excavated and lined with stone which provides both vertical and lateral expansion downstream of the outlet to permit dissipation of excess kinetic energy in turbulence.
Principal Spillway - Generally constructed of permanent material and designed to regulate the normal water level, provide flood protection and/or reduce the frequency of operation of the emergency spillway.
Pure Live Seed - The desired amount of any warm season grass seed to be planted for temporary and permanent stabilization which excludes the weight of inert matter, non viable and undesirable seed as expressed on the seed tag. A practical adjustment is made by multiplying the weight of the bag of seed x per cent purity x per cent germination = the amount of pure live seed contained in the bag.
Rational Formula - Q=CIA. Where "Q" is the peak discharge measured in cubic feet per second, "C" is the runoff coefficient reflecting the ratio of runoff to rainfall, "I" is the rainfall intensity for the duration of the storm measured in inches per hour, and "A" is the area of the contributing drainage area measured in acres.
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Retention Basin - A stormwater management basin which provides storage for a permanent pool of water below the stormwater management storage volume elevation.
Ridge - The bank or dike constructed on the downslope side of a diversion.
Riffle - Section of stream containing gravel and/or rubble, in which surface water is at least slightly turbulent and current is swift enough that the surface of the gravel and rubble is kept fairly free from sand and silt.
Riprap - Angular broken rock placed on earth surfaces, such as the face of a dam or the channel of a stream for protection against the action of water. Riser - The inlet portion of a drop inlet spillway that extend vertically from the pipe conduit barrel and control the water surface
Scour Hole - See preformed scour hole.
Sediment - Solid material, both mineral and organic, that is in suspension, is being transported, or has been moved from its site of origin by air, water, gravity or ice.
Sediment Basin - A depression formed by the construction of a barrier or dam built at suitable locations to retain rock, sand, gravel, silt or other material.
Soil - The unconsolidated mineral and organic material on the immediate surface of the earth that serves as a natural medium for the growth of land plants.
Soil Bioengineering - The use of native plant species together with natural materials (rocks, logs, and vegetative byproducts such as coconut fiber) and hydrologic, hydraulic and soil engineering principles to provide restoration to streambanks, slopes and open water shorelines which are subject to the forces of wind and water erosion.
Soil Horizon - A layer of soil, approximately parallel to the surface. that has distinct characteristics produced by soil-forming processes.
Spillway - A form of principal spillway.
Stability - A condition within a channel or on a landform such that flowing water will not erode the soil surface.
Stabilized Center Section - an area in the bottom of a grassed waterway protected by stone, asphalt, concrete or other materials to prevent erosion.
Storm Frequency - An expression or measure of how often a hydrologic event of given size or magnitude should on an average be equaled or exceeded. The average should be based an a reasonable sample.
Straight Drop Spillway - A form of principal spillway.
Straw - The natural dry stem and related material threshed of its seed.
Tailwater - The depth of the receiving water at the end of the apron.
Temporary Protection - Stabilization of erodible or sediment-producing areas.
Toe Drain - A drainage system constructed in the downstream portion of an earth dam or levee to prevent excessive hydrostatic pressures.
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Trash Rack A device used to prevent debris from entering a spillway or other hydraulic structure.
Topdressing - The application of additional nitrogen based fertilizer to vegetation as a follow-up to initial fertilizer applications to help combat nitrogen deficiency.
Underdrains pipelines of tile with open joints or perforated pipe used for the collection of subsurface water.
Unified Soil Classification System - A classification system based on the identification of soils according to their particle size. gradation. plasticity index and liquid limit.
Uplift Forces - Vertical pressures acting upward on a structure, usually caused by a buoyant condition.
Vegetative Protection - Stabilization of erosive or sediment producing areas by covering the soil with:
a. Permanent seeding, producing long-term vegetative cover,
b. Short-term seeding, producing temporary vegetative cover, or
c. Sodding, placement of cultivated sod onto prepared topsoil causing instant soil stabilization.
Velocity - The rate of flow measured in feet per second.
Warm Season Mixture - Grasses or legumes which maximize growth at temperatures below 85 degrees F.
Waterway - A natural course or constructed channel for the flow of water. See grassed waterway.
Watershed - a geographic area defined by topographic high points such that precipitation falling within the boundaries of the high points drains to a single outlet, such as a mouth of a stream, lake or river.
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SOIL CONSERVATION DISTRICTS IN NEW JERSEY 2014
BERGEN BURLINGTON CAMDEN 700 Kinderkamack Road, Suite 106 1971 Jacksonville-Jobstown Rd. 423 Commerce Lane, Suite 1 Oradell 07649 Columbus 08022 W. Berlin 08091 201-261-4407 609-267-7410 856-767-6299 201-261-7573 (fax) 609-267-3347 (fax) 856-767-1676 (fax) 973-538-1552 609- 267-0811 856-267-0811* www.bergenscd.org www.bscd.org www.camdenscd.orgcraig.mcgee [email protected] [email protected] @camdenscd.org
CAPE-ATLANTIC CUMBERLAND-SALEM FREEHOLD Atlantic County Office Building PO Box 68, 1516 Route 77 (Monmouth & Middlesex) 6260 Old Harding Highway Deerfield 08313 4000 Kozloski Road Mays Landing 08330 856-451-2422 PO Box 5033 609-625-3144 856-451-1358 (fax) Freehold 07728 609-625-7360 (fax) 856-205-1225 or 732-683-8500 856-205-1225 856-769-1126 732-683-9140 (fax) www.capeatlantic.org www.cumberlandsalemsoil.com 732-462-0075 [email protected] [email protected] www.freeholdscd.org [email protected]
GLOUCESTER HUDSON-ESSEX & PASSAIC HUNTERDON 14 Parke Place, Suite C 15 Bloomfield Avenue 687 Pittstown Road, Suite 1 Sewell, NJ 08080 North Caldwell 07006 Frenchtown, NJ 08825 856-589-5250 973-364-0786 908-788-9466 856-256-0488 (fax) 973-364-0784 (fax) 908-788-0795 (fax) 856-769-2790 973-538-1552 908-782-4614 ext. 3* gloucesterscd.org www.hepsoilnj.org www.hcscd.weebly.com [email protected] [email protected] [email protected]
MERCER MORRIS OCEAN 508 Hughes Drive PO Box 900 714 Lacey Road Hamilton Square 08690 30 Schulyer Place Forked River 08731 609-586-9603 Morristown 609-971-7002 609-586-1117 (fax) 07963 609-971-3391 (fax) 908-852-2576 ext. 3 973-285-2953 609-267-0811 ext 115 http://mercerscd.org 973-285-8345 (fax) www.soildistrict.org [email protected] mcscd.org [email protected] [email protected]
SOMERSET-UNION SUSSEX WARREN Somerset County 4-H Center 186 Halsey Rd, Suite 2 224 Stiger Street 308 Milltown Road Newton 07860 Hackettstown 07840 Bridgewater 08807 973-579-5074 908-852-2579 908-526-2701 973-579-7846 (fax) 908-852-2284 (fax) 908-526-7017 (fax) 908-852-2576 ext. 3 908-852-2576 ext. 3 908-782-4614 ext. 3* www.sussexscd.org [email protected] www.co.somerset.nj.us/publicworks/soil/in [email protected] www.warrencountyscd.com dex.html [email protected]
State Soil Conservation Committee *USDA-NRCS Field Office
New Jersey Department of Agriculture
PO Box 330, Trenton, New Jersey 08625
609-292-5540
609-633-7229 (fax)
www.state.nj.us/agriculture
[email protected]
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Investigation, Design and Remedial Measures for Areas
Underlain by Cavernous Limestone
Introduction
Carbonate rocks, including limestone, dolomite and marble, underlie the land surface in many areas of northwestern New Jersey (FigureA10- 1). Carbonate rocks primarily occur in valleys, because they are easily eroded. Soil erosion processes in areas underlain by carbonate bedrock are unique, because carbonates are highly susceptible to chemical erosion ("solutioning") and their associated soils subject to collapse. Weak acids formed by the combination of infiltrating ground water and carbon dioxide in the soil attack carbonate rocks, causing the formation of voids, known as solution cavities, in these otherwise competent rocks. . Sinkholes, caves, disappearing streams, springs, bedrock pinnacles, and "blind valleys" develop on soluble carbonate rock. These features are characteristic of a type of landscape known as "karst."
Percolation of surface water can cause a migration of soil into solution cavities, forming "sinkholes" at the surface. Sinkholes cause instability of the land surface and must be given serious consideration in the development of soil and sediment erosion control plans. Sinkhole formation is often accelerated by construction activities that modify a site's hydrology or disturb existing soil and bedrock conditions. Ground failure in karst areas is most often caused by the alteration of drainage patterns, emplacement of impervious coverage, excessive grading, and increased loads from site improvements.
An awareness of the limitations to site development posed by karst features can prevent problems, including damage to property, structures and life, and contamination of ground water. Appropriate site testing, planning, design, and remediation help to prevent sinkhole formation during site development. Conventional methods of design and engineering may be inappropriate for karst areas. Often minor modifications in the approach to site testing and design can prevent persistent and costly post-development problems.
Site testing for detection of potential karst-related problems
The most effective and economical approach to designing and installing a successful soil erosion and sediment control system in karst areas is to evaluate the potential for ground failure by first collecting easily obtainable information on surface and subsurface conditions prior to construction activities. Applicants filing for certification of Soil Erosion and Sediment Control Plans are encouraged to determine if their site lies within an area underlain by carbonate bedrock. Figure 1 shows the occurrence of carbonate units in northern New Jersey. To obtain more detailed geologic maps, applicants may contact the New Jersey Geological Survey at the following address:
New Jersey Geological Survey
P.O. Box 427
Trenton, N.J. 08625
609-292-2576 or 292-1185
Various methods are available to collect information about the bedrock and soil conditions at a proposed development site. These can range from inspecting topographic and geologic maps and aerial photographs of the site, to drilling test borings at the location of planned facilities. Professionals involved with projects in karst areas should make a special effort to observe signs of ground subsidence during development
Site evaluation for karst features is usually carried out in two phases: (1) preliminary site investigation, done prior to site design and development, and (2) site-specific investigation, conducted once the decision is made to design a site plan and proceed with development.
Preliminary site investigation includes a review of topographic and geologic maps, soil surveys, aerial photography, and any previous technical reports prepared for the site. This phase of investigation should include a site visit, where the experienced professional studies the site terrain in an effort to locate any obvious features, such as rock outcrops, sinkholes, springs, caves, etc. The purpose of the preliminary investigation is to identify areas of concern
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that may require additional investigation, and to review the preliminary site design in relationship to potential problem areas. The preliminary site investigation will often result in immediate changes to the site layout to avoid future problems.
Site-specific investigation includes collecting subsurface information at sites identified as potential problem areas during the preliminary investigation. During the site-specific investigation process the professional may examine subsurface soil and geologic conditions using test pits, test borings, and geophysical instruments to evaluate the stability of soil and rock at locations of proposed site facilities. If unstable subsurface conditions are encountered, a decision can be made to proceed to remediate prior to construction or to modify the site layout to avoid problem areas. The record of findings during this phase of the investigation includes logs of test pits, probes and borings, noting evidence of cavities in soil and rock, loss of air pressure or drilling fluid during drilling, and the condition of soil and bedrock from samples collected.
Table K-1 lists the steps in the preliminary site investigation and the site-specific investigation, methods of collecting data, objectives of each step, and the application of information obtained. A discussion of the various site investigation methods follows:
Geologic maps: Geologic maps contain information on the physical characteristics and distribution of the bedrock and/or unconsolidated surficial deposits in an area. Geologic features such as the strike and dip of strata, joints, fractures, folds, and faults are usually depicted. The orientation of strata and geologic structures generally controls the location and orientation of solution features in carbonate rock. Geologic contacts, faults, and certain fractures sets may be more prone to solution than others. The relationship between topography and the distribution of geologic units may reveal clues about the solubility of the specific rock units. Geologic maps are often available at various scales, the most common being 1:24,000. Digital geologic data may be available as well.
Aerial photography: Aerial photos are a simple, quick method of site reconnaissance. Inspection of photos can quickly reveal vegetation and moisture patterns that provide indirect evidence of the presence of cavernous bedrock. Piles of rock or small groups of brush or trees in otherwise open fields can indicate active sinkholes or rock pinnacles protruding above the ground surface. Circular and linear depressions associated with sinkholes and linear solution features and bedrock exposures are often visible when viewed in stereo image. Inspecting photos taken on more than one date can be especially valuable in revealing changes that take place over time. Images defined at wavelengths other than visible light can be useful in detecting vegetative or moisture contrasts.
Site visit: An on-site reconnaissance is an inexpensive, important step in finding potential site constraints. Although many karst features are obvious to the eye, it is an advantage to conduct the site visit with an individual knowledgeable in karst geology. Prior to the site visit field personnel should review geologic maps, topographic maps, and air photos to help anticipate where problems might be found. It is important to review drainage patterns, vegetation changes, depressions, and bedrock outcrops to look for evidence of ground subsidence. Sinkholes in subdued topography can often only be seen at close range. Disappearing streams are common in karst areas, and bedrock pinnacles that can be a problem in the subsurface will often protrude above the ground surface. A particularly simple and often overlooked part of the site visit is to interview the property owner. Often property owners can recount a history of problems with ground failure that may not be evident at the time of the site evaluation. The location of karst features should be noted on the site map for later reference. These can be compared to other information collected to assess the risk potential for karst-related problems.
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Figure K-1
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Test pits: Test pit excavations are a simple, direct way to view the condition of soils that may reveal the potential for ground subsidence, and to inspect the condition and variability of the limestone bedrock surface where bedrock is sufficiently shallow. Soil texture is an important indicator of soil strength and, therefore, the ability of soils to bridge voids. An inspector should look for evidence of slumping soils, former topsoil horizons, and fill (including surface boulders, organic debris, and other foreign objects) in the test pit. Voids in the soil or underlying bedrock can be revealed. The presence of organic soils at depth is an indicator of potentially active sinkhole sites. Leached or loose soils may also indicate areas of existing or potential ground subsidence. Observations of this type should be recorded in the soil log.
Test probes: Test probes are performed by advancing a steel drill bit into the ground using an air-percussion-drilling rig. Probes can be installed rapidly and are an effective way to quickly test subsurface conditions. Penetration depths are usually less than 50 feet. During the installation of a test probe the inspector should be aware of the rate of advance of the drill bit, sudden loss of air pressure, soft zones, free-fall of the bit, and resistant zones. These observations can provide clues to the competency of the bedrock and the presence of cavities in soil or bedrock. The volume of fluid cement grout needed to backfill the probe hole can yield a measure of the size of subsurface voids encountered during drilling.
Test borings: Test borings often yield virtually complete and relatively undisturbed soil and rock samples. Borings may provide direct evidence of the presence and orientation of fractures, weathering, fracture fillings and the vertical dimensions of cavities, and provide undisturbed samples that can be subjected to laboratory testing. Use of a split inner core barrel in rock coring provides the most meaningful results, because this method collects a relatively undisturbed sample in the core barrel. Losses of drilling fluid can indicate the presence of soil or rock cavities. When drill holes are sealed, the volume of fluid cement grout placed in the drill hole can also yield a measure of the size of openings in the subsurface. All borings must be performed by a well driller or test borer licensed by the New Jersey Department of Environmental Protection under N.J.S.A. 58:4A-4.1 et seq. Borings should be sealed after completion. Borings less than 25 feet deep may be sealed with cuttings from the boring. Borings in excess of 25 feet must be sealed according to procedures published by the NJDEP Bureau of Water Allocation (609-292-2957).
Geophysical methods: Geophysical methods can serve as a rapid reconnaissance tool to detect physical anomalies in the subsurface that may be caused by karst features. These methods are especially suited to surveying linear corridors, and are non-disruptive to the land. Geophysical data are often useful for extrapolating between locations where other sampling methods are used. Generally it is advisable to apply more than one geophysical technique, owing to the variability in physical properties of karst terrain. Geophysical methods require an experienced professional to interpret the data collected. The properties of weathered limestone, including a highly variable bedrock surface and soils with high clay content, often hinders the depth of penetration and resolution of geophysical signals and can compromise the effectiveness of geophysical surveys. Despite these limitations, geophysics can sometimes provide a cost-effective, relatively rapid means of determining the potential for problems with karst features, including the location of shallow bedrock and significant cavities in the soil or bedrock. Geophysical anomalies should be targeted for additional direct testing procedures.
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Table K-1: Investigative Methods for Sites Underlain by Carbonate Bedrock
Tool Sources Subject of Interest Significance
Phase 1 - Preliminary site investigation
Geologic maps New Jersey Geological Survey (1) Is carbonate rock present Indicates karst risk present
United States Geological Survey (2) Risk level based on geologic unit(s) present Indicates possible extent of problem
County planning agencies Presence and location of faults and folds Indicates condition of rock, location of high-risk areas
Township environmental resources inventory Orientation of strata and joints Indicates relationship of karst features to one another
Original report for site by qualified geologist
Aerial photography U.S.D.A. Natural Resource Conservation Service (3) Land cover for site Significance of previous land use
N.J.D.E.P. Land Use Regulation Program (4) Location of hedge rows High probability areas for sinkhole
New Jersey Geological Survey (1) Presence of vegetation in cultivated fields High probability areas for sinkholes and outcrops
United States Geological Survey (5) Circular patterns High probability areas for sinkholes
Private aerial survey firms Linear patterns Presence of "sags," outcrops, faults, fracture zones
Differential shading Subsurface drainage patterns
Topographic maps United States Geological Survey (2) Site relief Presence of steep slopes
New Jersey Geological Survey (1) Site drainage patterns Natural of modified drainage
Private camping stores, bookstores Natural depressions High probability areas for sinkholes
Land cover Significance of previous land use
Site field visit Observations of reconnaissance party Previous experiences with sinkholes, springs, etcHistory of karst-related problems
Observations of previous owners or land users Land-use changes over time Controlling factors on land use
Drainage patterns Surface drainage patterns; disappearing streams, springs
Identification of features on maps, photos Identification of potential karst hazards, test sites
Phase 2 - Site-specific investigation
Test pits Previous logs collected at site Presence of voids in soil High probability areas for sinkholes
Logs performed on site Presence of soft or organic soils Previous sinkhole activity; high risk for reactivation
Depth to shallow bedrock Obstacles to underground facilities; pollution hazard
Voids in bedrock High probability areas for sinkholes; pollution hazard
Condition of shallow bedrock Risk to excavation, loads
Bedrock topography Need for excavation, blasting.
Test probes Private drilling or blasting firms (percussion probe) Thickness of unconsolidated overburden Potential for or potential size of, subsidence features
Competency of unconsolidated overburden Potential for ground subsidence
Presence of voids in soil High probability areas for sinkholes; need for foundation elements
Presence of voids in bedrock High probability areas for sinkholes; need for foundation elements
Condition of bedrock Foundation element design
Circulation of air in rig Presence of voids
Test borings Private drilling firms (coring rig) Condition of unconsolidated overburden Potential for subsidence; foundation design
Voids in unconsolidated overburden Potential for or potential size of subsidence features
Condition of bedrock Sinkhole risk; foundation element design
Voids in bedrock Presence and size of voids/sinkhole risk
Water circulation Presence and size of voids in overburden or bedrock
Geophysical surveys Private geotechnical firms Geophysical anomalies Potential location and size of karst features
Location for additional subsurface data collection
Bedrock topography Need for excavation, blasting.
(1) New Jersey Geological Survey, P.O. Box 147, Trenton, NJ 07825, 609-292-2576, 609-633-1004 (fax), URL: http://njgs.state.nj.us
(2) U.S. Geological Survey, Information Services, Box 25286, Denver, CO 80225, 1-800-USA-MAPS, 303-2-2-4693 (fax), URL: http://mapping.usgs.gov/esic/to_order.html (local dealers also available)
(3) USDA Natural Resources Conservation Service, State Soil Scientist, 732-246-1171, ext. 170
(5) U.S. Geological Survey, EROS Data Center, Customer Services, Sioux Falls, SD 57198, 605-594-6151, 605-594-6589 (fax),
e-mail: [email protected], URL: http://edcwww.cr.usgs.gov/eros-home.html
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Procedures to follow if karst features are identified during investigation
The site investigations described above may reveal the location of suspected areas of ground subsidence. These findings should be compared to the proposed layout of site facilities. Wherever possible, facilities should be sited to avoid suspected areas of potential ground subsidence. Where relocation of facilities is not practical, remedial measures and design standards can be employed to minimize future ground failure. Remedial sealing of voids in the soil or bedrock and /or compaction of soil and rock voids may be a viable in some areas.
Site Design and Construction General Guidelines
Site design and construction procedures can be important in reducing the risk of sinkhole development. Sinkholes most often form in areas where storm-water runoff is concentrated, where bearing loads are concentrated, and where ground water is pumped in large volumes. When development is proposed consideration should be given to the following general guidelines to minimize the risk of ground failure:
Minimize site disturbance, including cuts and fills and drainage alteration.
Minimize impervious surface so as to minimize the volume of surface runoff generated.
Employ storm-water management measures that minimize flow velocities and ponding to avoid erosion of over-saturation of soils.
Waterproof pipefittings and pipe-to-basin fittings to minimize underground leaks. Leaks weaken and erode soils around underground conduits.
Place foundations on sound bedrock.
Soil Erosion and Sediment Control Facilities General
The selection, design, and implementation of soil erosion and sediment control practices in karst areas should be guided by the following objectives and should incorporate the following design elements:
The site should be designed to take maximum advantage of topography. Modifications of site topography should be minimized.
Changes to the existing soil profile, including cuts, fills, and excavations, should be minimized.
Where practical, drainage facilities should consist of embankments at or above grade. Excavation into the existing soil profile to construct swales and basins should be minimized to the degree possible.
Temporary and final grading of the site should provide for drainage of storm-water runoff away from structures.
All storm-water management facilities, including grassed waterways, diversions and lined waterways, should be designed to disperse the flows across the broadest channel area possible. This reduces the level of soil saturation and reduces the potential for soil movement. Shallow trapezoidal channel cross sections are preferred over parabolic or v-shaped channels.
Sedimentation and detention basins should be used as a last resort for sediment control in karst areas, and should be used only after other designs have been considered and rejected. Consideration should be given to constructing basins required for permanent storm-water detention at the end of the project, after the site has been stabilized. Vegetative cover should be established as rapidly as possible over exposed areas. Construction scheduling should strive to minimize the time that soil excavations are open and non-vegetated. This reduces the time that the site is exposed to periods of concentrated flows as well as preventing excessive drying of soils.
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Utility trenches should be back filled with in-situ soils or low permeability fill material to discourage sub-surface water flow along the trench. Clay dams may be used at intervals along the trench excavation to impede subsurface flow along the trench. Trench backfill should be compacted to prevent future settlement and ponding. Backfill densities for open areas should exceed 90% of ASTM D-1557 maxima. Densities for areas supporting structures such as roadways should equal or exceed 95% ASTM D-1557 maxima. All underground piping should have water -tight fittings. The piping should be designed to withstand some limited displacement due to the probable ground settling and/or downward migration of trench bedding material into solution features.
Storm-water facilities design waterways
Storm-water conveyance structures to be used in karst areas should be designed in such a way as to dissipate overland flow over the largest area possible. Every attempt should be made to avoid concentration of flows and ponding. Grassed waterways can be effective storm-water-diversion structures in karst areas. Particularly effective are waterway designs that are shallow and broad, providing maximum bottom width and wetted perimeter to disperse flow over the greatest area. Grassed waterways in karst areas should be designed in accordance with standards provided in "Standard for Grassed Waterways" (pg. 18-1).
Storm-water facilities design sedimentation and detention basins
Sedimentation and detention basins in karst areas have a poor performance history. Collapse of the basins and basin inlet and outlet structures is common. Detention basins are particularly vulnerable to collapse in karst areas, because they are designed to concentrate and detain surface-water runoff. Ponding and associated soil saturation occur where surface-runoff is concentrated. Saturation of fine-grained soils that develop on weathered limestone can cause reduction in soil strength and erosion into bedrock voids.
Methods traditionally used to reduce or eliminate excessive seepage from an impounded area may have limited success in limestone areas. Traditional sealing methods include compaction, clay blankets, bentonite treatment and flexible membrane liners. The sealing of the solution channels in bedrock beneath the basin area can reduce seepage and soil displacement into underlying voids.
When they function properly, detention basins can be effective in removing contaminants commonly found in storm water, including heavy metals, nutrients, herbicides, pesticides, solids, and bacteria. Most of these contaminants are attenuated by sedimentation and soil filtration in the basin bottom. Sinkholes undermine the beneficial effects of basins on water quality by allowing introduction of untreated surface runoff directly to ground water. They "short-circuit" the hydraulic benefits of basins by allowing bypassing of outlet structures.
Detention basin sites can be evaluated and facilities designed and retrofitted to guard against sinkhole formation and improve performance from a water-quality perspective. Testing procedures and design elements recommended to minimize detention basin failure include:
Minimize the coverage of the site by impervious surfaces, so that detention basin size will be minimized.
Evaluate soil texture. The basin should be constructed to minimize excessive seepage (Fig. K-2). Highly cohesive soils such as silt and clay loams may require minimum preparation of basin bottoms. Soils with low cohesive strength, such as sandy loams may require compaction and/or replacement or modification by the addition clay binders or by installation of liners. Acceptable practices for installing liners are summarized in Table K-2.
Investigate soils and bedrock below the basin for presence of voids. Repair existing voids and/or perform preventative grouting of basin substrate.
$ Basin profiles should be broad and flat to allow maximum dispersion of detained flow.
$ Basin bottoms should be smooth to avoid ponding.
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$ Inlet and outlet structures should be designed to provide diffuse discharge of water; avoid concentration of flows. Under drains are preferred to provide gradual discharge of water and to avoid prolonged ponding of water. Refer to Appendix A-7 for sediment basins for design and installation of under drains.
$ Repair sinkholes that occur in basin after construction.
Table K-2. Appropriate liners for sedimentation and detention basins
Practice Standard (1) Practice
521-A Pond sealing or lining - Flexible membrane
521-B Pond sealing or lining - Soil dispersant
521-C Pond sealing or lining - Bentonite sealant
521-D Pond sealing or lining - Cationic emulsion waterborne sealant
521-E Pond sealing or lining - Asphalt sealed fabric liner
(1) USDA National handbook of conservation practices, IV. Standards and practices.
.
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Figure K-2 Determination of Specific Discharge
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Blasting
Rock blasting with explosives can cause soil collapse and cavern collapse, leading to sinkhole development. Specific guidance should be developed in accordance with applicable state and federal laws. For further information on applicable state laws contact the New Jersey Department of Labor, Office of Safety Compliance (609-292-2096). Blasting guidelines are designed to protect structures against damage. Mobilization of unstable soils or rock in karst areas may be brought about at velocities lower than those specified in the regulations.
Response and remediation of sinkholes occurring during construction
It is common for sinkholes to form during construction of a project. Sinkholes that occur during construction should be repaired immediately to prevent their enlargement and associated adverse impacts. When sinkholes occur during construction the site supervisor should take the following steps:
$ Report the occurrence to the Soil Conservation District within twenty-four (24) hours of discovery;
$ Halt construction activities in the immediate area of the sinkhole until it is stabilized. Secure the sinkhole area.
$ Direct the surface water away from the sinkhole area, if possible, to a suitable storm-water drainage system.
$ Select a remedial measure from Section 2 (following). Communicate proposed remediation plan to the Soil Conservation District. Some jurisdictions may have local requirements for notification and review as well.
$ Repair any damage to soil erosion and sediment control improvements and restore ground cover and landscaping;
$ In those cases where the hazard cannot be repaired without adversely affecting the soil erosion and sediment control plan design, the applicant should arrange a conference with the Soil Conservation District to discuss modifications to the plan.
The type of repair chosen for any sinkhole depends on its location, the extent and size of the void, the type of infrastructure planned for the sinkhole area, and the financial and technical resources available to the developer of the site. Sinkhole sealing methods can include the use of available on-site materials, dry or wet grout, filter material and geotextiles.
Treatment methods for repairing sinkholes can be found following the bibliography of selected references.
All sinkhole remediation activities should be under the direct supervision of a geologist, or geotechnical engineer with experience in limestone investigations and remediation practices. A certified professional should perform all borings.
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Selected References
American Society for Testing and Materials, 1991. ASTM D1557-91, Test method for laboratory compaction characteristics of soil using modified effort (56,000 ft-lb/ft), West Conshohocken, PA.
Beck, B. F. 1984. Sinkhole terminology, in: Proceedings of the First Multi disciplinary Conference on Sinkholes, Orlando, FL.
Fischer, J.A., J.J. Fischer, T.C. Graham, R.W. Greene, and R. Canace. 1984. Practical concerns of Cambro-Ordovician karst sites, in: Proceedings of the First Multi disciplinary Conference on Sinkholes, Orlando, FL, p. 233-237.
Iqbal, M.Ayub. 1995. 'Engineering experience with limestone'. In: Karst GeoHazards, Beck (ed) Balkema, Rotterdam, pp. 463-468.
Kalmes, A. and E. Mohring. 1995. Sinkhole treatment to improve water quality and control erosion in southeastern Minnesota, in: Karst GeoHazards, Beck (ed) Balkema, Rotterdam, pp. 265-272.
Kochanov, W.E. 1995. Storm-water management and sinkhole occurrence in the Palmyra area, Lebanon County, Pennsylvania., in: Karst GeoHazards, Beck (ed.) Balkema, Rotterdam, pp. 285-290.
Newton, J.G. 1984. Review of induced sinkhole development, in: Proceedings of the First Multi disciplinary Conference on Sinkholes, Orlando, FL, p. 3-9.
Natural Resources Conservation Service, USDA. 1995. Sinkhole and sinkhole area treatment. Sinkhole Treatment 370, pp. 1-3.
Sowers, G.F. 1984. Correction and protection in limestone terrain, in: Proceedings of the First Multi disciplinary Conference on Sinkholes. Orlando, FL, pp. 373-378.
U.S. Department of Agriculture (USDA), National Handbook of conservation practices, IV. Standards and practices, (stock no. 001-007-00903-1) Washington D.C.
(USDA manuals and handbooks can be obtained through the National Technical Information Service Research Department, U.S. Department of Commerce, 5285 Port Royal Road, Springfield, VA, 22161, 703-487-4780, 703-321-8541 (fax))
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Section 2 - Sinkhole Treatment
Definitions
A sinkhole is a surface depression caused by collapse of soil or bedrock into cavities in soluble bedrock. Sinkhole treatment is the cleaning out, excavation, and back filling of a sinkhole, and treatment of the associated drainage area to prevent its expansion or recurrence.
Purpose
The purpose of sinkhole treatment measures is to repair sinkholes by addressing their cause, which is typically a solution cavity in bedrock. Objectives include stabilization of the ground surface at the site of the sinkhole and prevention of ground-water pollution.
Applicability
Sinkhole treatment practices should be applied where geologic conditions have resulted in the development of sinkholes, where contaminated water and/or soils have the opportunity to enter sinkholes and pollute ground water, and where land management measures can be made more effective by treating sinkholes. Considerations for selecting the appropriate treatment measure include:
geologic conditions, including depth to bedrock and size of cavernous zone(s);
dimensions of sinkhole;
presence or absence of open "throat";
existing and planned land use;
sinkhole drainage area;
quality and volume of surface-water runoff;
need for filter strip or other water-quality measure;
nature of "clean-out" material;
availability and quality of materials;
project budget;
safety of labor and equipment during and after treatment.
proximity to permanent structures.
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Planning Considerations
A systematic approach should be used in treating both the sinkhole and its drainage area. A determination must be made as to whether the sinkhole should continue to receive surface-water runoff, or if runoff should be diverted from the treated area. A sinkhole treated in such as way as to continue to receive runoff may be referred to as a "drainage sinkhole." Drainage sinkholes are appropriate where the drainage area is small, water quality is high, or control of the watershed is not feasible. Drainage sinkholes should work in conjunction with water-quality improvement practices, such as conservation cropping systems, nutrient management practices, filter strips, and conservation practices that control sheet, rill, and gully erosion.
The treatment design should not result in ponding of surface water or high soil moisture conditions. Diverting surface water from a sinkhole should be considered if runoff is contributing to its formation or expansion, or if the quality of the runoff entering the sinkhole is unsatisfactory. Surface water can be excluded by sealing the sinkhole and/or diverting runoff away it. Sinkholes can be sealed by effective compaction of backfill material that minimizes infiltration. The drainage area contributing runoff to the sinkhole area should be minimized to the extent practical through the use of diversions, waterways, graded terraces, surface inlets, or outlets, as required.
Site Investigation Prior to Treatment
A site investigation should be extensive enough to determine if the sinkhole could be treated effectively for the intended purpose. The site investigation should address geology, soils, hydrology and water quality. An area larger than the extant sinkhole may need to be addressed to prevent future sinkhole development.
The geologic investigation of the sinkhole site should be extensive enough to determine the following:
depth to bedrock;
susceptibility of bedrock to solution;
depth to suspected void(s);
presence of or potential for other sinkholes in the treatment area.
The minimum site-specific soil investigation should be extensive enough to define the following:
filter requirements of the soil;
availability of backfill;
compaction requirements of the backfill;
moisture changes that may affect stability.
The minimum hydrologic and hydraulic considerations include:
drainage area to the sinkhole area;
design runoff rates to the sinkhole if water is to be diverted;
stable outlets for proposed waterways, diversions, etc.
The minimum water quality considerations include:
present and future water quality impairments of the inflow;
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identification of and nature of the receiving water body and/ or aquifer.
Treatment Methods, Designs, and Procedures
A. Preparation of Sinkhole Prior to Treatment: All Methods
Preparation of the sinkhole is required to insure success using all treatment methods. All needed filter and backfill materials must be on site during preparation of the sinkhole. The following steps are necessary to prepare sinkholes for any of the treatment methods selected:
(1) Clean out
All foreign materials in and around the sinkhole should be removed and properly handled. A landfill disruption permit from the State Department of Environmental Protection may be required prior to disturbing the site. Other county and/or municipal laws, rules or regulations may apply.
(2) Excavation:
Loose soil material should be excavated from the sinkhole in an attempt to expose the cavity in the bedrock. Potable water may be used to flush the soil and expose the void(s). Any weak, exposed bedrock should be intentionally collapsed into the cavity. The sinkhole may have to be enlarged for safety purposes and for the proper placement of backfill or filter materials.
(3) Bridging
All exposed cavities are to be bridged with a material suited to the treatment method planned:
For a drainage sinkhole, rock which is 50 percent larger than the opening should be placed in a layer over the cavity.
For a sinkhole plug, concrete or rock may be used. Where concrete is used, a low slump and/or quick set mix is recommended.
For a sinkhole treatment at site to be used for structures, concrete or grouted rock is required.
B. Sinkhole Treatment Method - Drainage Sinkhole
(1) Application
A drainage sinkhole method should be used where the sinkhole(s) is an integral part of the existing drainage system for the site, such as for sinkholes occurring in swales, watercourse, and receiving depressions. Drainage sinkholes should not be used within the foundation area of a structure. The design consists of placing layers of graded material to bridge the void, allow infiltration of surface water, and percolation of ground water through the layers without causing erosion. Geotextiles may be used as a filter layers if seepage quantities are low and clogging is not suspected to be a problem. The geotextile shall be designed for the anticipated infiltration rate.
(2) Procedure
(a) Preparation: Sinkhole preparation as per Preparation of Sinkhole Prior to Treatment-All Methods
(above). Rocks should be used to bridge the sinkhole throat. Excess spoil from the excavation must be
disposed of in a proper way (fig. K-3).
(b) Inverted filter: Installation of inverted filter designed to function as a combined filter and drain in
accordance with standard engineering practice (fig. K-4). Each filter or drainage layer will consist of a
specific gradation of sand, gravel and/or rock, depending on the gradation of the adjoining layer. An
acceptable design method is currently contained in the USDA-NRCS National Engineering Handbook,
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Chapter 26, Gradation Design of Sand and Gravel Filters.
Typical design: If the base soil is fine grained and the sinkhole is in a low-risk situation (i.e. removed from
structures), the typical inverted filter design as shown in figure 1 may be used.
C. Sinkhole Treatment Method - Sinkhole Plug with Inverted Filter
(1) Application
The sinkhole plug method should be used for areas that are not an integral part of the drainage system for the site. It is suitable for areas that shed runoff. It should not be used for sites that will support structures.
The inverted filter design permits percolation of soil moisture while preventing internal erosion. The method employs readily available materials to plug the void. The surface of the finished plug is graded to prevent ponding of surface water.
(2) Procedures
(a) Sinkhole preparation: The sinkhole area should be prepared as per Preparation of Sinkhole for
Treatment: All Methods (above). Any method of bridging may be employed. Suitable excavated material
should be salvaged for use as backfill.
(b) Inverted filter: The inverted filter shall be designed in accordance with standard engineering practice.
Each filter layer will consist of a specific gradation of sand, gravel, or rock, depending on the gradation of
the adjoining layer. An acceptable design method is contained in the USDA-NRCS National Engineering
Handbook, Chapter 26, Gradation Design of Sand and Gravel Filters.
Typical design: If the base soil is fine grained and the sinkhole is in a low-risk situation, the typical
inverted filter design as shown in figure K-2 may be used. A geotextile may be used between the fill layers
to prevent migration of materials between layers. This fabric should permit percolation of ground water.
The geotextile shall be designed for the anticipated infiltration rate and selected to prevent clogging.
D. Sinkhole Treatment Method - Remedial Grouting
(1) Application
Remedial grouting should be used to treat sinkholes in areas that are near or are intended to support structures, where internal drainage is not a concern. Grouting can be used as a means of sealing the sinkhole throat in connection with sinkhole plugs, as described above. Three types of grouting methods are appropriate for karst areas: slurry grouting, compaction grouting, and "cavity treatment grouting."
Grout is a mix of cement and additives to reduce shrinkage and accelerate or reduce hardening time. Slurry grouting is the filling of a cavity with cement. Compaction grouting is high-pressure injection of grout to fill cavities and displace and/or compress surrounding soils to achieve greater strength. Cavity treatment grouting is a combination of slurry and compaction grouting. Since the grouting methods seal voids, grouting is not recommended in combination with the drainage sinkhole design, except to supplement it by stabilizing areas surrounding the drainage sinkhole.
(2) Procedures
In all grouting methods a hole is drilled into the subsurface cavity(s) in the bedrock or soil and a grout mixture is introduced. The grout mixture is selected based on conditions encountered during treatment. The grout is introduced by pumping via a hose or by gravity via a chute. Backfill of the remaining sinkhole after grouting should follow the above procedures for sinkhole plugging.
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(a) Sinkhole preparation: The sinkhole area should be prepared as per Preparation of Sinkhole for
Treatment: All Methods (above). Suitable excavated material should be salvaged for use as backfill.
(b) Introduction of grout - slurry grouting (fig. K-5).: A lean cement mix (1:1:1 water/mason sand/cement)
with an appropriate anti-shrinkage agent (e.g. bentonite) is placed into the void(s) in the soil and/or bedrock
in the area of concern (figure 3). Slurry grout can be placed in stages with the use of down-hole packers.
Introduction of grout - compaction grouting: Inject a low-slump (less than 2 inches) grout to displace
and/or compress the surrounding soils to achieve greater strength. The grout mix should consist of cement
(ASTM C150-97e1 Portland cement Type I), fine aggregate (mason sand, ASTM C144-97), and water with
an anti-shrinkage agent (e.g., bentonite) and appropriate accelerators and/or thickeners. The mix should
have a slump of less than 4 inches (ASTM C143/C143M-97). The mix should start at 1:5:1 cement: mason
sand: water by weight with an anti-shrinkage agent. The mix may be varied as conditions warrant. The
low-slump grout placement may be controlled in such a way as to provide structural support for inlet/outlet
structures or to close a sinkhole void at depth.
(d) Introduction of grout - cavity treatment grouting (fig. K-6): In this method fluid grout and/or grouted
concrete columns are used to fill voids in the bedrock . A good understanding of the subsurface geology of
the site is needed to undertake this method. In cavity treatment grouting the decision on the best method to
treat the void based on its size and the expertise and equipment available to carry out the remedy. Options
include:
(1) the void is small enough to fill economically with cement grout slurry;
(2) the void requires the grout columns within the cavity to reinforce the cavity roof and seal the
opening. The columns are installed atop sound rock using cement thickeners, sand or gravel pyramids,
and/or accelerating additives.
After grouting a grout seal should be placed over the entrance to the underlying solution cavity to prevent
soil erosion into the cavity.
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Figure K-3: Drainage Sinkhole - Typical Design
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Figure K-4: Sinkhole Plug with Inverted Filter – Typical Design
Figure K-5: Slurry Grouting Treatment Method
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Figure K-6: Cavity Treatment Grouting Method
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Selected References
American Society for Testing and Materials, 1997, Standard C143/C143M-97, Standard test method for slump of hydraulic cement concrete, West Conshohocken, PA.
American Society for Testing and Materials, 1997, Standard C144-97, Standard specification for aggregate for masonry mortar, West Conshohocken, PA.
American Society for Testing and Materials, 1997, Standard C150-97e1, Standard specification for Portland Cement, West Conshohocken, PA.
National Crushed Stone Association, 1978. Quarried stone for erosion and sediment control, Manufactured products of the crushed stone industry, V. 2, Site work, drainage/marine work, Washington, D.C.
U.S. Department of Agriculture (USDA), Natural Resources Conservation Service, 1995. Sinkhole and sinkhole area treatment. Sinkhole Treatment 370, Trenton, NJ, pp. 1-3
U.S. Dept. of Agriculture (USDA), Natural Resources Conservation Service, 1994. National engineering handbook, Part 633, Chapter 26, Gradation design of sand and gravel filters, 210-vi-NEH, Washington D.C., October 1994, 37 p. w. appendix.
U.S. Department of Agriculture (USDA), National Handbook of conservation practices, IV. Standards and practices, (stock no. 001-007-00903-1) Washington D.C.
(USDA manuals and handbooks can be obtained through the National Technical Information Service Research Department, U.S. Department of Commerce, 5285 Port Royal Road, Springfield, VA, 22161, 703-487-4780, 703-321-8541 (fax)
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