HomeMy WebLinkAboutNYS Standards for Erosion & Sediment Control
August 2005
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NEW YORK STATE STANDARDS AND SPECIFICATIONS FOR
EROSION AND SEDIMENT CONTROL
Prepared By:
NYS Soil and Water Conservation Committee
10B Airline Drive
Albany, NY 12235
For:
New York State Department of Environmental Conservation
625 Broadway
Albany, NY 12233
Contributing Agencies:
Center for Integrated Waste Management, Cornell University
New York State Conservation District Employees Association
New York State Department of Environmental Conservation
New York City Department of Environmental Protection
New York State Department of State
New York State Department of Transportation
New York State Soil & Water Conservation Committee
United States Department of Agriculture Natural Resources Conservation Serviceformerly the Soil Conservation Service
General Disclaimer
The mention of trade names, products, proprietary processes, or companies does not constitute an endorsement by the New
York State Department of Environmental Conservation. References are used for the purposes of information sources and
alternative concepts. This manual is intended for periodic update and thus, sections may be changed or added as criteria for
erosion and sediment control evolve.
Printed By: For:
New York State
Empire State Chapter
Department Of Environmental
Soil and Water Conservation Society
Conservation
ACKNOWLEDGEMENTS
The New York Standard and Specifications for Erosion and The project team would also like to recognize and thank
Sediment Control have been prepared under a joint effort Phil DeGaetano and Robin Warrender, whose team
between the New York State Department of Environmental approach and environmental visions created the opportunity
Conservation, the New York State Soil and Water for the development of these standards.
Conservation Committee, the Cortland County Soil and
Water Conservation District, and the Monroe County Soil In addition, the following individuals provided comments
and Water Conservation District. Several key individuals in during the public/peer review process:
these organizations and consultants comprised the project
team and were responsible for the completion of this Andrew B. Fetherston, P.E.; Andrew Labruzzo; Bernard E.
document. Schmelz, AICP; Robert Dunn; Chad Kehoe; Daniel D.
OBrien, P.E.; David H. Johnson; Dave Gasper; Donald
Kuhn; Edward Wiles; Edwin Polese, P.E.; Ellen Z.
Daina Beckstrand, CPESC, Conservation Technician,
Harrison; Glen Ballinger; John R. Dergosits, P.E.; John
Monroe County Soil and Water Conservation District,
Lacy; Jim Harringtron; Matthew Brower; Laura Snell; Mary
coordinated the compiling of these standards into a
E. Ivey; Peter M. Melewski, P.E.; Samuel Gleason; Steven
cohesive document, provided the computer support for
VanHaren, P.E.; Steven Potter; Walter E. Grajko, P.E.;
the input of the standards, charts, and graphs, and
Angus Eaton; Walter Artos; Joseph Sorace; James Huston;
provided technical review throughout the process.
James Harrington; Gary Feinland; John Stawski.
Paula Smith, CPESC, CPSWQ, Executive Director,
Monroe County Soil and Water Conservation District,
completed the small residential sites and model
ordinance sections, coordinated the photographs, and
provided technical review throughout the process
.
Karen Ervay, Office Manager, Monroe County Soil and
Water Conservation District, incorporated the peer and
public review comments and compiled the final
document for publication.
Fred Gaffney, Agronomist, prepared the vegetative and
soil loss sections of the document and provided technical
review throughout the process.
John Dickerson, Plant Materials Specialist, USDA-
NRCS, assisted in the preparation and review of the
biotechnical measures section.
David Walowsky, CPESC, Civil Engineering
Technician, USDA-NRCS, compiled and prepared the
CADD drawings and charts for the standard details.
Matt Bakker, Technician, Monroe County Soil and
Water Conservation District, incorporated the peer and
public review comments and compiled the final
document for publication.
Shohreh Karimipour, P.E., CPESC, Environmental
Engineer, NYS DEC, coordinated the DEC, public and
peer review process, prepared responsiveness summary,
and prepared electronic production of the document.
Donald W. Lake Jr., CPESC, CPSWQ, Engineering
Specialist, NYS SWCC, coordinated the overall project,
prepared technical standards, and provided technical
review throughout the process.
PREFACE
The parent document, Guidelines for Erosion and It required a stormwater pollution prevention plan to be
Sediment Control in Urban Areas of New York State, was prepared for the specific site. The plan must address
originally published by the USDA Soil Conservation erosion and sediment control and stormwater management.
Service in 1972 to provide information on minimizing
erosion and sediment problems on land undergoing The SPDES permit was revised in January, 2003 to
development. These guidelines were used by soil and water incorporate the United States Environmental Protection
conservation districts, planning boards, property owners, AgencyNational Pollutant Discharge Elimination System
land developers, contractors, and consultants. (NPDES) Phase 2 stormwater requirements. This requires
construction sites disturbing one or more acres to have an
Based upon the experience gained in the use of this erosion and sediment control plan. This document has been
document, a committee was formed in 1978 to update this re-written to incorporate the most recent developments in
guide. This committee contained specialists and the discipline.
representatives from government, academia and the private
sector. The purpose of this document is to protect water quality due
to construction activity and reduce sediment damage and
This committee completed their draft document, Sediment associated maintenance costs of road ditches, storm sewers,
and Erosion Control for Developing Areas, in May 1980. streams, lakes, and flood control structures. It is distributed
Before this document could be finalized, technological by the Empire State Chapter of the Soil and Water
advances and increased demand for natural resource Conservation Society and also available on the New York
planning due to increased urban pressure on rural areas, State Department of Environmental Conservation
caused an additional need for revision and expansion of the stormwater web site.
technical chapters.
This manual should be used by site developers in preparing
In March 1985, work resumed on the guide to expand the their erosion and sediment control plans, and by local
standards and specifications to include temporary and municipalities in preparing and implementing their soil
permanent structural measures for erosion and water erosion and sediment control programs, reviewing proposed
control, update the discipline vocabulary, incorporate the site development plans, establishing or encouraging
most recent methods and procedures available, and provide uniformity through standards in applying erosion control
local planners and legislators examples of public techniques, and helping developers, private engineers, and
administration. That guide was again revised in mid-1991 planners make maximum use of potential development sites
to incorporate general updates, a chapter on calculating by proper management of their natural resources.
runoff, a chapter on bio-engineering, the addition of
temporary and permanent practices and a site specific This manual of standards and specifications was prepared
example demonstrating the planning and design process. for and under the direction of, the New York State
Department of Environmental Conservation, Division of
A general State Pollution Discharge Elimination System Water. It is issued by the New York State Department of
(SPDES) permit for construction activities was approved Environmental Conservation as minimum standards for
for New York State by the Environmental Protection erosion and sediment control plans prepared for state
Agency on August 1, 1993. That permit was necessary for permits.
any construction site that disturbed five or more acres.
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CONTENTS
SECTION 1 . INTRODUCTION
SECTION 2 . EROSION CONTROL PLANNING AND SITE MANAGMENT
SECTION 3 ... VEGETATIVE MEASURES FOR EROSION AND SEDIMENT CONTROL
SECTION 4 BIOTECHNICAL MEASURES FOR EROSION AND SEDIMENT CONTROL
SECTION 5 . STRUCTURAL MEASURES FOR EROSION AND SEDIMENT CONTROL
SECTION 5A . STRUCTURAL MEASURES TEMPORARY
SECTION 5B .. STRUCTURAL MEASURES PERMANENT
APPENDICES
APPENDIX A .. REVISED UNIVERSAL SOIL LOSS EQUATION (RUSLE)
APPENDIX B . PERFORMANCE EVALUATION FOR TEMPORARY EROSION AND SEDIMENT
CONTROL PRACTICES
APPENDIX C .. COST ANALYSIS OF EROSION AND SEDIMENT CONTROL PRACTICES
APPENDIX D .. FERTILIZER LABELS AND PURE LIVE SEED
APPENDIX E EROSION AND SEDIMENT CONTROL PLAN FOR SMALL HOMESITE
CONSTRUCTION
APPENDIX F . EXAMPLE EROSION AND SEDIMENT CONTROL PLAN
APPENDIX G . SAMPLE CHECKLIST FOR REVIEWING EROSION & SEDIMENT CONTROL
PLANS
APPENDIX H . CONSTRUCTION SITE INSPECTION & MAINTENANCE SITE LOG BOOK
GLOSSARY
DIRECTORIES
NATURAL RESOURCES CONSERVATION SERVICE FIELD OFFICES IN NY
COUNTY SOIL & WATER CONSERVATION DISTRICT OFFICES IN NY
NEW YORK DEPARTMENT OF ENVIRONMENTAL CONSERVATION REGIONAL
OFFICES, DIVISION OF WATER
NEW YORK CITY DEPARTMENT OF ENVIRONMENTAL PROTECTION
U.S. ARMY CORPS OF ENGINEERS
DELAWARE RIVER BASIN COMMISSION
SUSQUEHANNA RIVER BASIN COMMISSION
REGIONAL PLANNING COUNCILS
COUNTY CORNELL COOPERATIVE EXTENSION OFFICES IN NY
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SECTION 1INTRODUCTION
CONTENTS
Page
Purpose .. . . 1.1
Scope and Authority . .. 1.1
Erosion and Sediment Hazards Associated with Development . . 1.1
How to Use This Manual 1.1
Basic Principles of Erosion and Sediment Control . 1.3
Section prepared by:
Donald W. Lake Jr., P.E., CPESC, CPSWQ
Engineering Specialist
New York State Soil & Water Conservation Committee
INTRODUCTION
Stream pollution and damages to public facilities and
Purpose
private homes are examples. Hazards associated with land
The purpose of this manual is to provide minimum disturbance include:
standards and specifications for meeting criteria set forth by
1. A large increase of soil exposed to erosion from wind
the New York State Department of Environmental
and water;
Conservation (NYS DEC) for stormwater discharges
associated with construction activity. The standards and 2. Increased water runoff, soil movement, sediment
specifications provide criteria on minimizing erosion and accumulation and peak flows caused by:
sediment impacts from construction activity involving soil
a. Removal of plant cover;
disturbance. They show how to use soil, water, plants, and
products to protect the quality of our environment. These b. A decrease in the area of soil which can absorb water
standards and specifications were developed in cooperation
because of construction of streets, buildings,
with the USDA Natural Resources Conservation Service, sidewalks, and parking lots;
New York State Soil and Water Conservation Committee
c. Changes in drainage areas caused by grading
(NYSSWCC), NYS DEC and other state and local agencies
operations, diversions, and streets;
for use by planners, design engineers, developers,
contractors, landscape architects, property owners, and
d. Changes in volume and duration of water
resource managers. Proper use of these standards will
concentrations caused by altering steepness, distance,
protect the waters of the state from sediment loads during
and surface roughness;
runoff events.
e. Soil compaction by heavy equipment, which can
reduce the water intake of soils as much as 90
Scope and Authority
percent of the original rate; and,
The standards and specifications apply to lands within New
f. Prolonged exposure of unprotected sites and
York State where housing, industrial, institutional,
disturbed areas to poor weather conditions.
recreational, or highway construction, and other land
disturbances are occurring or imminent. They are statewide
3. Altering the groundwater regime that may adversely
in scope and, in some cases, are somewhat generalized due
affect drainage systems, slope stability, survival of
to variations in climate, topography, geology, soils, and
existing vegetation and establishment of new plants;
plant requirements. Feasible ways to minimize erosion and
4. Exposing subsurface materials that are too rocky, too
sedimentation are varied and complex. Following these
acid, or otherwise unfavorable for establishing plants;
standards and specifications is presumed to be in
compliance with the SPDES general permit for construction
5. Obstructing stream flow with new buildings, dikes, and
activities. Alternative methods may be explored on a case
land fills;
specific basis and shall be discussed with NYS DEC
6. Improper timing and sequencing of construction and
regional staff.
development activities; and,
The Environmental Protection Agency delegated
7. Abandonment of sites before completion of construction.
stormwater responsibility for the National Pollutant
Discharge Elimination System (NPDES) Permit to New
How to Use This Manual
York on October 1, 1992. New York State issued its first
General Permit for stormwater discharges from construction
The standards and specifications listed in this manual have
activities on August 1, 1993. This was issued pursuant to
been developed over time to reduce the impact of soil loss
Article 17, Titles 7, 8 and Article 70 of Environmental
from construction sites to receiving water bodies and
Conservation Law. At a minimum, an erosion and sediment
adjacent properties. This manual provides designers with
control plan must be prepared for any construction activity
details on how to plan a site for erosion and sediment
that disturbs one or more acres.
control and how to select, size, and design specific practices
to meet these resource protection objectives. The
Erosion and Sediment Hazards Associated
appendices at the end of this manual contain additional
information as guidance for site plan design and review,
with Development
construction implementation, and site inspection. Review
Many people may be adversely affected by development on
and inspection checklists are provided to aid planners and
relatively small areas of land. Uncontrolled erosion and
designers in meeting the standards requirements.
sediment from these areas may cause considerable
economic damage to individuals and society in general.
August 2005 Page 1.1 New York Standards and Specifications
For Erosion and Sediment Control
Appendix C. Cost Analysis of Erosion and Sediment
Section 2. Erosion Control Planning and Site ManagementControl Practices
This appendix provides historical bid information for
This section discusses the objectives of the erosion and
most of the practices contained in the manual. Sources
sediment control plan. Site and off-site resources are
included the NYS Department of Transportation, Monroe
identified and incorporated into a six step planning process.
County SWCD, and other county soil and water
In addition, special considerations for project development
conservation districts. This information will allow a
and their relationship to the erosion and sediment control
designer to prepare cost estimates for specific erosion and
plan are discussed.
sediment control plans.
Section 3. Vegetative Measures for Erosion and Sediment
Appendix D. Fertilizer Labels and Pure Live Seed
Control
This section provides a number of specific vegetative
This appendix contains a review on how to read fertilizer
standards to meet a variety of project needs. These labels and compute pure live seed with an example for
measures are generally looked at first for their low cost and site application.
high performance capability in reducing erosion.
Appendix E. Erosion Control for Small Residential Sites
Section 4. Bio-Technical Measures for Erosion and
Within New York State SPDES requirements, many
Sediment Control
small residential sites have to file for permit coverage.
This section describes bio-technical standards that use plant
All of these sites will need erosion and sediment control
materials to stabilize slopes, road banks, and streambanks.
plans. This appendix presents plans for scenarios that can
These standards provide environmentally friendly
be used by the local authorities and site owners.
stabilization measures that may be implemented either
Attaching the appropriate plan to the building permit
alone, or in combination with structural components
.
assists the owner with compliance with the provisions of
the permit.
Section 5. Structural Measures for Erosion and Sediment
Control
Appendix F. Soil Erosion and Sediment Control PlanSite
Example
This section is subdivided into temporary and permanent
practices. The temporary practices are generally designed
This appendix illustrates the development of the erosion
based on the sites drainage area. The permanent practices
and sediment control plan from the proposed grading
have detailed design procedures included in the text of the
changes to final stabilization. Details of the construction
standard. Standards and specifications are included for
sequence and practices utilized are described.
controlling runoff and sediment.
Appendix G. Sample Checklist for Reviewing Erosion and
Appendices
Sediment Control Plans
Appendix A. The Impact of Soil Loss
This appendix includes a comprehensive checklist for use
by all site plan reviewers (including planning board
Soil types at construction sites play a predominant role in
members, conservation board members, conservation
how the site should be constructed to control erosion.
district personnel, engineers, consultants, approval
Knowledge of soil properties, particularly when soils are
authorities, and others) when reviewing erosion and
highly erosive, is essential. This appendix discusses soil
sediment control plans for completeness and proper
properties and provides a method to compute potential
management
.
soil loss and reduction control depending on slope, area,
and protective cover.
Appendix H. Construction Site Inspection & Maintenance
Site Log Book
Appendix B. Performance Evaluation for Temporary
Erosion and Sediment Control Practices
A proper site inspection, whether conducted by local
authorities or project staff, is necessary to assess the site
This appendix offers a method of evaluating the
conditions and the practices implemented. This appendix
performance of a practice and is applicable to most of the
includes a detailed checklist to assist inspectors in
temporary practices found in this manual. This will allow
conducting a thorough evaluation of the site when
a designer to evaluate an existing condition, or to select a
judging the effectiveness of the erosion and sediment
specific level of protection higher than that which may be
control measures.
provided by the standard details.
New York Standards and Specifications Page 1.2 August 2005
For Erosion and Sediment Control
BASIC PRINCIPLES OF EROSION AND SEDIMENT CONTROL
1.Soil Erodibility The vulnerability of a soil to erosion
The Erosion and Sedimentation Processes
is known as erodibility. The soil structure, texture, and
percentage of organic matter influence its erodibility. The
The standards, specifications, and planning guidelines
presented in this document are intended to be utilized when most erodible soils generally contain high proportions of silt
development activities change the natural topography and and very fine sand. The presence of clay or organic matter
tends to decrease soil erodibility. Clays are sticky and tend
vegetative cover of an area. Erosion and sediment control
plans must be designed and constructed to minimize erosion to bind soil particles together. Organic matter helps to
and sediment problems associated with soil disturbance. To maintain stable soil structure (aggregates).
understand how erosion and sediment rates are increased
2.Vegetative Cover Vegetation protects soil from the
requires an understanding of the processes themselves.
erosive forces of raindrop impact and runoff scour in
several ways. Vegetation (top growth) shields the soil
Soil erosion is the removal of soil by water, wind, ice, or
gravity. This document deals primarily with the types of surface from raindrop impact while the root mass holds soil
particles in place. Grass buffer strips can be used to filter
soil erosion caused by rainfall and surface runoff.
sediment from the surface runoff. Grasses also slow the
Raindrops strike the soil surface at a velocity of
approximately 25-30 feet per second and can cause splash velocity of runoff, and help maintain the infiltration
capacity of a soil. The establishment and maintenance of
erosion. Raindrop erosion causes particles of soil to be
vegetation are the most important factors in minimizing
detached from the soil mass and splash into the air. After
the soil particles are dislodged, they can be transported by erosion during development.
surface runoff, which results when the soil becomes too
3.Topography Slope length and steepness greatly
saturated to absorb falling rain or when the rain falls at an
influence both the volume and velocity of surface runoff.
intensity greater than the rate at which the water can enter
Long slopes deliver more runoff to the base of slopes and
the soil. Scouring of the exposed soil surface by runoff can
steep slopes increase runoff velocity. Both conditions
cause further erosion. Runoff can become concentrated into
enhance the potential for erosion to occur.
rivulets or well-defined channels up to several inches deep.
This advanced stage is called rill erosion. If rills and
4.Climate Climate also affects erosion potential in an
grooves remain unrepaired, they may develop into gullies
area. Rainfall characteristics such as frequency, intensity,
when more concentrated runoff flows downslope.
and duration directly influence the amount of runoff that is
generated. As the frequency of rainfall increases, water has
Sediment deposition occurs when the rate of surface flow is
less chance to drain through the soil between storms. The
insufficient for the transport of soil particles. The heavier
soil will remain saturated for longer periods of time and
particles, such as sand and gravel, transport less readily than
stormwater runoff volume may be potentially greater.
the lighter silt and clay particles. Previously deposited
Therefore, erosion risks are high where rainfall is frequent,
sediment may be suspended by runoff from another storm
intense, or lengthy.
and transported farther downslope. In this way, sediment is
carried intermittently downstream from its upland point of
5.Season Seasonal variation in temperature and rainfall
origin.
defines periods of high erosion potential during the year.
High erosion potential may exist in the spring when the
Factors That Influence Erosion
surface soil first thaws and the ground underneath remains
frozen. A low intensity rainfall may cause substantial
The erosion potential of a site is determined by five factors;
erosion because the frozen subsoil prevents water
soil erodibility, vegetative cover, topography, climate, and
infiltration. In addition, the erosion potential increases
season. Although the factors are interrelated as
during the summer months due to more frequent, high
determinants of erosion potential, they are discussed
intensity rainfall.
separately for easy understanding.
August 2005 Page 1.3 New York Standards and Specifications
For Erosion and Sediment Control
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SECTION 2
EROSION CONTROL PLANNING AND SITE MANAGEMENT
CONTENTS
Page
List of Tables
List of Figures
Natural Resource and Watershed Planning . 2.1
Site Development Plans. 2.1
Predicting Soil Losses . 2.4
Estimating Sediment Yield .. 2.4
Professional Certification ... . 2.4
Erosion and Sediment Control Ordinances and Subdivision Regulation . 2.4
Steps in Selection of Control Measures 2.5
Planning Flow Charts .. . 2.6
Erosion and Sediment Control Practices Matrix .. 2.9
References
Section prepared by:
Donald W. Lake Jr., P.E., CPESC, CPSWQ
Engineering Specialist
New York State Soil &Water Conservation Committee
List of Tables
Table Title Page
2.1 Erosion and Sediment Control Practices Matrix . 2.9
2.2 Erosion Risk 2.12
List of Figures
Figure Title Page
2.1 Planning Flow Chart Runoff Control 2.6
2.2 Planning Flow Chart Soil Stabilization 2.7
2.3 Planning Flow Chart Sediment Control 2.8
EROSION CONTROL PLANNING AND SITE MANAGEMENT
state and federal regulations (e.g. wetlands and streams),
Natural Resource & Watershed Planning
size of proposed tract(s), topography, drainage pattern,
geology, hydrology, soils, vegetation and climate need
The most effective solutions to erosion and sediment
to be assembled. Such information is obtained from on-
problems begin with natural resource and watershed
site examinations and existing technical reports, maps,
planning. This type of planning can guide and control
records, and other documented material usually
development growth, preventing wasteful and haphazard
available from local sources.
development. The natural resource planning process
integrates ecological (natural resource), economic, and
The technical data provides the framework necessary to
social considerations to meet private and public needs. This
make informed decisions about a sites ultimate use and
approach, which emphasizes identifying desired future
the types of erosion and sediment controls that will
conditions, improves natural resource management,
work. Soils information such as detailed soil maps and
minimizes conflict, and addresses problems and
interpretation sheets may be available in local NRCS
opportunities.
and SWCD offices and will specifically provide the
following soils information:
Watershed planning is another useful tool for building a
a. Descriptions, erodibility, limitations, and
communitys land use plans because watersheds are defined
capabilities;
by natural hydrology, representing the most logical basis for
b. Engineering properties of soils;
managing water resources. The resource becomes the focal
c. Suitability of the soil as a resource material for
point, and planners are able to gain a more complete
topsoil, gravel, highway sand, dams and levees;
understanding of overall conditions in an area and the
d. Site suitability for buildings, roads, winter soil
stressors which affect those conditions.
disturbance, foundations, septic tank disposal
fields, sanitary land fills, vegetation, reservoirs,
Regional, county and local planning agencies, Soil and
dams, artificial drainage, recreational areas and
Water Conservation Districts (SWCD), and the Natural
wildlife development.
Resource Conservation Service (NRCS) have technical
expertise, resource data and information that can assist
II. Site Plan Design Steps
decision making by local authorities. These decisions
should consider reserving quality agricultural areas for
1. Plan the Development to Fit the Site
cropland; maintaining the economic viability of agriculture;
protecting historical, scenic, and natural beauty areas;
Assess the physical characteristics of the site to determine
protecting wetlands and stream corridors; providing for
how it can be developed with the lowest risk of
open spaces and parks; developing attractive residential,
environmental damage. Minimize grading by utilizing the
institutional and industrial areas; and maintaining
existing topography wherever possible. Delineate and
floodplains for flood storage, groundwater recharge, water
avoid disturbing wetlands, stream corridors and, to the
supply source protection, critical habitat preservation,
extent practicable, wood lots, steep slopes and other
recreation buffer zones, and conservation education uses.
environmentally sensitive areas. Minimize impacts by
Environmental quality is enhanced when open spaces,
maintaining vegetative buffer strips between disturbed
parks, recreational areas, ponds, wildlife habitat and other
and adjacent areas. Existing woody or state protected
areas of public use become integral parts of the plan. These
vegetation on a project site should be delineated, retained,
areas should be well delineated and protected from damage
and protected as required. Planning of streets and lots
that may occur from nearby construction. Selections of
should relate to site conditions. Streets laid out at right
such areas should be based upon soils, vegetation, water,
angles to contours often have excessive grades that increase
topography, accessibility, wildlife, and aesthetic values.
erosion hazards and sedimentation.
Site Development Plans
2. Determine Limits of Clearing and Grading
As land is subdivided or proposals brought forward for land
Decide exactly which areas must be disturbed in order to
development, an assessment of suitability of the site for the
accommodate the proposed construction. Pay special
proposed development needs to be made.
attention to critical areas (e.g. steep slopes, highly erodible
soils, surface water borders), which must be disturbed.
I. Technical Data Requirements
Staged clearing and grading is necessary to keep areas of
disturbance to less than 5 acres.
Features of the site including location, accessibility,
present land use, delineation of areas protected by local,
August 2005 Page 2.1 New York Standards and Specifications
For Erosion and Sediment Control
3. Divide the Site into Natural Drainage AreasThe plan should be prepared and presented during the State
Environmental Quality Review Act (SEQRA) process. The
Determine how runoff will drain from the site. Natural
plan must be designed so that suspended, colloidal, and
drainage channels should not be altered or relocated without
settleable solids are not discharged in amounts that cause
the proper approvals. Pursuant to Article 15 of the
substantial visible contrast to natural conditions, or cause
Environmental Conservation Law (ECL), a protected
deposition or impair the waters for their best (classified)
stream and the bed and banks thereof should not be altered
uses (6 NYCRR, Part 703.2).
or relocated without the approval of the Department of
Environmental Conservation. Section 404 of the Clean
This means that stream reaches on-site and downstream of
Water Act also protects water resources and proposed
construction areas shall not have substantial visible contrast
disturbances may require approvals from The US Army
to natural conditions relative to color, taste, odor, turbidity,
Corps of Engineers.
and sediment deposition from the reaches upstream of the
construction area.
Integrated surface and storm drainage systems are an
essential part of any planned development. The plan should
ESC practices are divided into vegetative and structural
clearly specify: location and capacity of diversions and
controls. While more details on these practices are
debris basins; paved or other types of lined chutes, outlets
contained in other sections of this handbook, general
and waterways; drop inlets; open or closed drains; stream
guidance on vegetative and structural controls is outlined
channel protection and bank erosion structures. Consider
below.
how erosion and sedimentation can be controlled in each
small drainage area before looking at the entire site.
A. Vegetative ControlsThe best way to protect the soil
Diversion of surface water away from exposed soils
surface and limit erosion is to preserve the existing
provides the most economic and effective erosion control
vegetative groundcover. Where land disturbance is
possible since it is more advantageous to control erosion
necessary, temporary seeding or mulching must be
at the source than to design controls to trap suspended
used on areas which will be exposed for more than
sediment.
14 days. Permanent stabilization should be
performed as soon as possible after completion of
4. Design The Erosion and Sediment Control (ESC) Plan
grading. ESC plans must contain provisions for
permanent stabilization of disturbed areas. Seed
Natural resources need to be identified in the planning
type, soil amendments, seedbed preparation, mulch,
process in order to design an appropriate ESC plan. The
and mulch anchoring must be described on the plans.
plan must have resource protection at its core and
Selection of permanent vegetation will include the
emphasize EROSION CONTROL (controlling runoff and
following considerations for each plant species:
stabilizing soil), first as its main component and sediment
control, second as a management practice. The reduction of
1) establishment requirements;
soil loss decreases the cost and maintenance of sediment
2) adaptability to site conditions;
control practices, reduces the risk of degrading natural
3) aesthetic and natural resource values;
resources and improves the overall appearance of the
4) maintenance requirements.
construction site.
B. Structural ControlsStructural erosion control
An ESC plan shows the sites existing topography, and how
practices may be necessary when disturbed areas
and when it will be altered. It also shows the ESC measures
cannot be promptly stabilized with vegetation.
that will be used to reduce sediment pollution and how and
Structural practices shall be constructed and
when they will be constructed and maintained. The
maintained in accordance with the standards and
coordination of ESC practices with construction activities is
specifications in this manual. Structural practices
explained on the plan by a phasing and sequencing
may be temporary or permanent. Temporary
schedule.
practices are removed after site stabilization is
completed. Permanent practices, such as
In addition to regulatory control, an ESC plan should be
diversions, are an integral part of the site design and
prepared for all land development and construction activity
are left in place.
when uncontrolled erosion and sedimentation will be a
problem. As a minimum, this includes:
a. sites on slopes that exceed 15% or sites in areas of
severe erosion potential where such areas have been
mapped;
b. sites within 100 ft. of a wetland; and/or
c. sites within 100 ft. of any watercourse.
New York Standards and Specifications Page 2.2 August 2005
For Erosion and Sediment Control
An ESC plan includes: Good construction site management includes the following:
1. Physically mark limits of land disturbance on the site
1. Existing and proposed contours shown at two foot
with tape, signs, or orange construction fence, so that
intervals or less. Other scales or contour intervals
workers can see the areas to be protected.
may be favored for special types of land disturbance
2. Divert offsite runoff from highly erodible soils and
projects (i.e. plans are often drawn to scales of 1 in. =
steep slopes to stable areas.
200 ft. or 1 in. = 500 ft. with contour intervals of 5 to
20 feet). The following scales are recommended for
3. Clear only what is required for immediate
use on ESC plans because they facilitate the plan
construction activity. Large projects should be
review process: 1 in. = 20 ft., 1 in. = 30 ft., 1 in. = 40
cleared and graded as construction progresses. Areas
ft., or 1 in. = 50 ft.
exceeding two acres in size should not be disturbed
without a sequencing plan that requires practices to be
2. Details of temporary and permanent structural and
installed and the soil stabilized, as disturbance beyond
vegetative measures that will be used to control
the two acres continues. Mass clearings and grading
erosion and sedimentation for each stage of the project
of the entire site should be avoided.
from land clearing to the finished stage. Stabilizing
land with plant materials or mulches shall be part of a
4. Restabilize disturbed areas as soon as possible after
planned development. Retention of existing natural
construction is completed. On sites greater than two
vegetation in strategic areas is beneficial, desirable,
acres, waiting until all disturbed areas are ready for
and cost efficient.
seeding is unacceptable. Fourteen days shall be the
maximum exposure period. Maintenance must be
3. The location of structural ESC measures with standard
performed as necessary to ensure continued
symbols to facilitate the understanding and review of
stabilization. Except as noted below, all sites shall be
plans. Symbols should be bold and easily discernible
seeded and stabilized with erosion control materials,
on the plans.
such as straw mulch, jute mesh, or excelsior,
including areas where construction has been
4. Dimensional details of proposed ESC facilities as well
suspended or sections completed:
as calculations used in locating and sizing of sediment
basins.
a. For active construction areas such as borrow or
stockpile areas, roadway improvements and areas
5. Notes regarding temporary ESC facilities which will
within 50 ft. of a building under construction, a
be converted to permanent stormwater management
perimeter sediment control system consisting, for
facilities.
example, of silt fencing or hay bales, shall be installed
and maintained to contain soil. Exposed disturbed
6. A schedule to establish the construction sequence of
areas adjacent to a conveyance that provides rapid
temporary and permanent practices and their timing
offsite discharge of sediment, such as a cut slope at an
relative to other construction activities.
entrance, shall be covered with plastic or geotextile to
prevent soil loss until it can be stabilized. Stabilized
7. An inspection and maintenance schedule for soil ESC
construction entrances will be maintained to control
facilities which describes maintenance activities to be
vehicle tracking material off site.
performed.
b. On the cut side of roads, ditches shall be stabilized
8. Dewatering practices for the installation of
immediately with rock rip-rap or other non-erodible
underground utilities.
liners (e.g. Rolled Erosion Control Products), or
where appropriate, vegetative measures such as sod.
A sample ESC checklist is contained in Appendix G.
Refer to Section 5 for appropriate considerations.
III. Construction of ESCs
c. Permanent seeding should optimally be undertaken
in the spring from March through May, and in late
Effective erosion and sediment control requires good
summer and early fall from September to October 15.
construction site management. Proper management can
During the peak summer months and in the fall after
reduce the need for maintenance of structural controls,
October 15, when seeding is found to be
regrading of severely eroded areas, and reconstruction of
impracticable, an appropriate temporary mulch shall
controls that were improperly or poorly constructed or
be applied. Permanent seeding may be undertaken
maintained. Good construction site management also
during the summer if plans provide for adequate
results in efficient use of manpower, financial savings and
watering. Temporary seeding with rye can be utilized
improves the overall site appearance.
through November.
August 2005 Page 2.3 New York Standards and Specifications
For Erosion and Sediment Control
d. All slopes steeper than 3:1 (h:v), or 33.3%, as Soil losses can be predicted for a whole year, part of a year
well as perimeter dikes, sediment basins or traps, and or on the basis of rainfall amounts. The Revised Universal
embankments shall, upon completion, be Soil Loss Equation (RUSLE) is used to estimate soil losses
immediately stabilized with sod, seed and anchored on construction sites from sheet and rill erosion. The
straw mulch, or other approved stabilization equation uses site-specific rainfall intensity, soil erodibility
measures (RECP). Areas outside of the perimeter and slope factors (see Appendix A). Other soil losses, such
sediment control system shall not bedisturbed. as gully erosion or wind erosion, are calculated separately.
Maintenance shall be performed as necessary to
ensure continued stabilization. There are over 430 different soils in New York State. These
soils are made up of different percentages of gravel, sand,
e. Temporary sediment trapping devices shall not be
silt, clay and organic material. Thus, they erode at different
removed until permanent stabilization is established
rates. Table 2.2 at the end of this section provides a general
in all contributory drainage areas. Similarly,
characterization of erosion risk based on slope and
stabilization shall be established prior to converting
associated physical factors.
sediment traps/basins into permanent (post-
construction) stormwater management practices.
Estimating Sediment Yield
5. Where temporary work roads or haul roads cross
stream channels, adequate waterway openings shall Sediment yield involves both soil erosion on the site and the
be constructed using spans, culverts, washed rock transport mechanism acting to carry the eroded material off
backfill, or other acceptable, clean methods that will
the site.
ensure that road construction and their use do not
result in turbidity and sediment downstream. All Where sediment yields from a developing area are needed
crossing activities and appurtenances on streams
for estimating sediment basin design volumes, the method
regulated by Article 15 of the Environmental
in Appendix A can be used for determining the amount of
Conservation Law shall be in compliance with a the eroded material that will leave the site as sediment.
permit issued pursuant to Article 15 of the ECL.
Professional Certification
6. Make sure that all contractors and sub-contractors
understand the ESC plan and sign the certification
CPESC, Inc. administers a program to evaluate individuals
statement required by NYSDEC GP.
as a Certified Professional in Erosion and Sediment Control
(CPESC). Such individuals have acquired specific training
7. Designate responsibility for the ESC plan to one
and passed an examination in ESC. These individuals are
individual. This person shall be named in the Notice
generally available for site design and/or implementation
of Intent.
oversight. In addition, state licensed engineers, landscape
architects and soil scientists also provide the technical skills
8. An ESC plan inspection program meeting the
required to design plans and inspect construction sites.
requirements of the NYSDEC GP, is necessary to
determine when ESC measures need maintenance or
ESC Ordinances and Subdivision Regulations
repair. Pay particular attention to inspections
required after rainfall. The inspection program shall
ESC Laws and related regulations protect the public welfare
also state the completion of identified repair and
by saving money on public infrastructure and maintenance,
maintenance items.
increasing public safety, protecting water supplies
(including groundwater), providing flood control protection
Predicting Soil Losses
and preserving aquatic and riparian wildlife habitat. An
ESC law accomplishes this by regulating and controlling
Predictions of soil loss is a planning tool. The predictions the design, construction, use, and maintenance of any
guide planners on the degree of erosion and sediment
development or other activity that disturbs or breaks the
control at specific sites. Predicted soil losses also create an topsoil or results in the movement of earth on land. ESC
awareness among developers, local governments and others laws consist of permit application and review, and they
of the urgent need to install erosion and sediment control
typically require an erosion and sediment control plan.
measures before, during and after construction activity.
Municipalities can ensure successful construction and
maintenance of ESC measures by adopting and
implementing a law that requires prior review and approval
of ESC plans, provides ESC design criteria, and includes
an inspection and enforcement procedure.
New York Standards and Specifications Page 2.4 August 2005
For Erosion and Sediment Control
STEPS IN THE SELECTION AND DESIGN OF CONTROL MEASURES
The following text relates to the planning flow charts on shorten it. Any combination of these strategies can be
pages 2.6, 2.7 and 2.8. used. If no rainfall except that which falls on the slope has
the potential to cause erosion, and if the slope is relatively
In the erosion and sediment control process, site designs short, protecting the soil surface is often all that is required
must be prepared to address erosion control and then to solve the problem.
sediment control. Erosion control is accomplished by
controlling runoff and then stabilizing soil. After erosion Step 4: Identify Control Measure GroupOnce required
control has been planned, sediment control can then be strategies are identified, the planning flow chart leads to the
developed. group or groups of control measures that will accomplish
one strategy. Control measures within each group have
Step 1: Identify Control MethodsThree basic methods similar purpose, scope, application, design, criteria,
are used to control soil movement on construction sites: standard plans, and construction specifications. Therefore,
runoff control, soil stabilization, and sediment control. any measure within a group may solve the problem in
question.
CONTROLLING EROSION SHALL BE THE FIRST
LINE OF DEFENSE. Runoff control and soil stabilization
can be used to control erosion. Controlling erosion is very Step 5: Design Specific Control MeasuresThe final step
effective for small-disturbed areas such as single lots or in erosion and sediment control planning is accomplished
small areas of a disturbance. by completing final design. This involves applying any
control measure within a group to solve the specific erosion
Sediment control may be necessary on large developments and sediment control problem. From descriptions given to
where mass grading is planned, where it is harder or the right of each control measure in the ESC planning
impractical to control erosion, and where sediment particles matrix (Table 2.1), the one measure which is most
are relatively large. A minimum of cost for erosion and economical, practical, efficient, and adaptable to the site
sediment control is usually accomplished by using a should be chosen.
combination of vegetative and structural erosion control and
sedimentation control measures. Step 6: Winter OperationsIf construction activities
continue during winter , access points should be enlarged
Step 2: Identify Resources and Potential Problem Areasand stabilized to provide for snow stockpiling. In addition,
Resources need to be identified prior to initiating an ESC a snow management plan should be prepared with adequate
plan. These resources include, but are not limited to, storage and control of meltwater. A minimum 25 foot
receiving waters, tributaries to public water supplies, buffer shall be maintained from perimeter controls such as
beaches and other concentrated recreational areas, wetlands, silt fence. In high resource protection areas, silt fence shall
trees, vegetative buffers, steep slopes and cultural resources. be replaced with perimeter dikes, swales, or other practices
Areas where erosion is to be controlled will usually fall into resistant to the forces of snow loads. Keep drainage
categories of slopes, graded areas or drainage ways. Slopes structures open and free of snow and ice dams. Inspection
include graded rights-of-way, stockpile areas, and all cut or and maintenance are necessary to ensure the function of
fill slopes. Graded areas include all stripped areas other these practices during runoff events.
than slopes. Drainage ways are areas where concentrations
of water flow naturally or artificially, and the potential for Once the specific control measure has been selected, the
gully erosion is high. Problem areas where sediment is to plan key symbol given in the flow chart must be placed on
be controlled fall into categories of large or small drainage the erosion and sediment control site plan to show where
areas. Small areas are usually 1 acre or less while large the control measure will be used. Standardized design,
areas are greater than 1 acre. plan, and construction specification sheets must then be
completed for each control measure. This completes the
Step 3: Identify Required StrategyThe third step in planning for erosion control and soil stabilization as part of
erosion and sediment control planning is to follow the the total natural resource plan.
planning matrix from the problem area to the strategy that
can be taken to solve the problem. Strategies can be used
individually or in combination. For example, if there is a
cut slope to be protected from erosion, the strategies may be
to protect the ground surface, divert water from the slope, or
August 2005 Page 2.5 New York Standards and Specifications
For Erosion and Sediment Control
Figure 2.1
Planning Flow ChartRunoff Control
New York Standards and Specifications Page 2.6 August 2005
For Erosion and Sediment Control
Figure 2.2
Planning Flow ChartSoil Stabilization
August 2005 Page 2.7 New York Standards and Specifications
For Erosion and Sediment Control
Figure 2.3
Planning Flow ChartSediment Control
New York Standards and Specifications Page 2.8 August 2005
For Erosion and Sediment Control
Table 2.1
Erosion and Sediment Control Practices Matrix
Estimated
PracticePrimary PurposeSite CharacteristicsDesign LifeAssociated Practices
Brush Matting Stabilize soil; prevent Stream bank slopes 5-10 years Rock slope protection,
erosion structural streambank
protection, subsurface
drain
Check Dam Control runoff Drainage area 2 Ac. 1 year Lined waterway, rock
outlet protection
Construction Road Control sediment All construction routes 2 years Dust control, temporary
Stabilizationswales, temporary or per-
manent seeding
Debris Basin Capture sediment Maximum drainage Up to 25 years Sediment basin
area = 200 Ac.
Diversion Intercept and divert Minimum 10 year 10-25 years Permanent seeding, rock
runoff design Q outlet protection, level
spreader, sediment basin
Dune Stabilization Stabilize sand dunes Sand dune reinforce-5-10 years _____
ment
Dust Control Stabilize soil Access points, con-Site specific Stabilized construction
struction roads entrance, construction
road stabilization
Earth Dike Control runoff Drainage area 10 1 year Sediment trap, rock outlet
Ac. protection, storm drain
inlet
Grade Stabilization Prevent erosion Minimum design Q = 10 + years Permanent seeding, rock
Structure 10 yr. 24 hr. slope protection struc-
tural streambank protec-
tion
Grassed Waterway Convey runoff Minimum 10 year Min. 10 years Rock outlet protection,
design Q vegetated waterways,
sediment basin, level
spreader
Land Grading Stabilize soil Site specific shaping Permanent Topsoiling, subsurface
drain, seeding
Level Spreader Discharge runoff 10 year Q 30 cfs; 1 year Diversion, grassed water-
outlet < 10% way, temporary swales
Lined Waterway Convey runoff Minimum design Q = Min. 10 years Rock outlet protection,
(rock materials) 10 yr. 24 hr. subsurface drain
Mulching Stabilize soil Site specific 1-2 years Permanent seeding, rec-
reation area improvement
Paved Channel Convey runoff Minimum design Q = Min. 10 years Rock outlet protection,
(concrete)10 yr. 24 hr. subsurface drain
Paved Flume Convey runoff Minimum design Q = 10 years Rock outlet protection
10 yr. 24 hr.
August 2005 Page 2.9 New York Standards and Specifications
For Erosion and Sediment Control
Table 2.1 (contd)
Erosion and Sediment Control Practices Matrix
Estimated
PracticePrimary PurposeSite CharacteristicsDesign LifeAssociated Practices
Perimeter Dike/Swale Divert runoff Drainage area 5 Ac. 1 year Sediment trap, level
spreader, temporary seed-
ing
Pipe Slope Drain Convey runoff down Drainage area 5 Ac. 1 year Rock outlet protection
slope
Portable Sediment Tank Retain sediment 16 times pump dis-2 years Sediment trap, sediment
charge basin
Protecting Vegetation Preserve existing Site specific 1-10 years Recreation area improve-
vegetation ment
Recreation Area Protect areas/soils Site specific Permanent Permanent seeding,
Improvement mulching, topsoiling
Retaining Wall Stabilize soil Site specific con-10+ years Rock slope protection,
straintspermanent seeding, sub-
surface drain
Riprap Slope Protection Stabilize soil, prevent Max. 1:5 to 1 slope 10 years Lined waterway, rock
erosion outlet stabilization, struc-
tural streambank protec-
tion
Rock Dam Capture sediment Drainage area 50 3 years Debris basin, sediment
Ac. basin
Rock Outlet Protection Prevent erosion Rock varies with pipe 10+ years Diversion, grassed water-
discharge way, sediment basin,
sediment traps
Sediment Basin Capture sediment Drainage area 100 3 years Rock outlet protection,
Ac. temporary seeding
Sediment Traps
I. Pipe Outlet Trap sediment Drainage area 5 Ac. 2 years Sediment basin, debris
basin
II. Grass Outlet Trap sediment Drainage area 5 Ac. 1 year Rock outlet protection
III. Storm Inlet Trap sediment Drainage area 3 Ac. 1 year Rock outlet protection
IV. Swale Trap sediment Drainage area 2 Ac. 1 year Rock outlet protection
V. Stone Outlet Trap sediment Drainage area 5 Ac. 2 years Rock outlet protection
VI. Riprap Outlet Trap sediment Drainage area 15 2 years Rock outlet protection
Ac.
Seeding, Temporary Stabilize soil Site specific 1-2 years Surface roughening, top-
soiling, sodding
Seeding, Permanent Stabilize soil Site specific Permanent Surface roughening, top-
soiling, sodding
New York Standards and Specifications Page 2.10 August 2005
For Erosion and Sediment Control
Table 2.1 (contd)
Erosion and Sediment Control Practices Matrix
Estimated
PracticePrimary PurposeSite CharacteristicsDesign LifeAssociated Practices
Silt Fence Control sediment 2:1 slopes maximum 1 year Straw bale dike
50 ft. spacing
Sodding Stabilize soil Need quick cover, aes-Permanent Inlet protection, top-
thetics soiling, permanent
seeding
Stabilized Construction Control sediment Access points 2 years Filter fence, construc-
Entrancetion road stabilization
Storm Drain Inlet Protection
I. Excavated Trap sediment Drainage area 1 Ac. 1 year Sediment traps, storm
drain diversion
II. Filter Fabric Trap sediment Drainage area 1 Ac. 6 months Sediment traps, storm
drain diversion
III. Stone and Block Trap sediment Drainage area 1 Ac. 6 months Sediment traps, storm
drain diversion
IV. Curb Trap sediment Drainage area 1 Ac. 6 months Sediment traps, storm
drain diversion
Straw Bale Dike Control sediment 2:1 slopes maximum 3 months Silt fence
25 ft. spacing
Streambank Protection
I. Structural Prevent erosion Minimum 10 yr. de-10 years Rock slope protection
sign Q; velocity > 6 fps
II. Vegetative Prevent erosion Minimum 10 yr. de-10 years Structural streambank
sign Q; velocity < 6 fps protection
Subsurface Drain Intercept and convey Drainage Coefficient10 years Rock outlet protec-
drainage water 1tion, land grading,
retaining wall
Sump Pit Control sediment Site specific 6 months Sediment trap, sedi-
ment basin
Surface Roughening Stabilize soil Construction slopes Permanent Temporary seeding,
permanent seeding,
mulching
Temporary Access Waterway
Crossings
I. Temporary Access Prevent sediment 8 ft. centerline piers 2 years Rock slope protection
Bridge
II. Temporary Access Prevent sediment Minimum 12 in.; 40 ft. 2 years Structural streambank
Culvert length protection
III. Temporary Access Prevent sediment Stream banks < 4 ft. 1 year Structural streambank
Road protection
Temporary Storm Drain Divert runoff On site drainage area > 1 year Sediment trap/basin
Diversion 50% total
Temporary Swale Divert runoff Drainage area 10 Ac. 1 year Sediment traps, storm
drain inlets, sediment
basin, level spreader
August 2005 Page 2.11 New York Standards and Specifications
For Erosion and Sediment Control
Table 2.1 (contd)
Erosion and Sediment Control Practices Matrix
Estimated
PracticePrimary PurposeSite CharacteristicsDesign LifeAssociated Practices
Topsoiling Provide growing con-Poor site soil charac-Permanent Surface roughening, tem-
ditions teristicsporary seeding, perma-
nent seeding
Turbidity Curtain Control sediment Calm water Generally < 1 Sediment traps, basins
month
Vegetating Waterways Stabilize soil Site specific Permanent Grassed waterways, per-
manent seeding
Water Bars Divert runoff Slope areas < 100 ft. 2 years Rock outlet protection,
width level spreader
Wattling Stabilize soil Maximum 1.5:1 slopes 10 years Diversion, subsurface
drain, temporary swale
Table 2.2
Erosion Risk
Soil Type Slope %
and
0-5 5-15 >15
Parameters
Gravelly, K< 0.35
Low Low Med
Non-cohesive
PI= NP, Fines: 0-10%
Sandy, K> 0.35 Med High High
PI= NP, Fines: 0-30%
Silty, K> 0.35 Med High Very High
PI= NP, Fines: 50+%
Clay, K< 0.35 Low Med High
Cohesive
PI=7+, Fines: 50+%
Despersive Clay High Very High Extreme
Soils
Note: There are other factors that contribute to erosion, such as slope length and rainfall intensity
and duration. Also, even though there may be low erosion risk, there can be a high risk to water
quality when the soil disturbance is close to water resources.
New York Standards and Specifications Page 2.12 August 2005
For Erosion and Sediment Control
References
1. Northeastern Illinois Soil and Sedimentation Control Steering Committee. October 1981. Procedures and Standards
for Urban Soil Erosion and Sediment Control in Illinois.
August 2005 Page 2.13 New York Standards and Specifications
For Erosion and Sediment Control
Page Intentionally Left Blank
SECTION 3
VEGETATIVE MEASURES
FOR EROSION AND SEDIMENT CONTROL
CONTENTS
Page
List of Tables
List of Figures
Basic Principles of Vegetative Measures used for Erosion and Sediment Control . 3.1
Temporary Critical Area Plantings ... .. 3.3
Permanent Critical Area Plantings .. 3.5
Recreation Area Improvement .. .. 3.9
Establishing grasses for lawns, playgrounds, parks, athletic fields, picnic areas, camping areas,
passive recreation areas, and similar areas.. ... . 3.9
Maintaining grasses .. .. 3.11
Establishing trees, shrubs, and vines . 3.11
Pruning and thinning .. .. 3.13
Protecting trees in heavy use areas ... ... .. 3.13
Vegetating Waterways ... . 3.23
Topsoiling ... 3.27
Mulching . .. . 3.29
Stabilization with Sod .. .. 3.33
Vegetative Stabilization of Sand and Gravel Pits ... 3.35
Protecting Vegetation During Construction 3.37
Vegetating Sand Dunes and Tidal Banks 3.39
References
Section prepared by:
Frederick B. Gaffney, former Conservation Agronomist
USDANatural Resources Conservation Service,
Syracuse, New York
and
John A. Dickerson, Plant Materials Specialist
USDANatural Resources Conservation Service,
Syracuse, New York
List of Tables
Table Title Page
3.1 Permanent Critical Area Planting Mixture Recommendations . 3.7
3.2 Recreation Turfgrass Seed Mixtures .. . 3.10
3.3 Trees Suitable for Landscape and Conservation Plantings in New York ... . 3.14
3.4 Susceptibility of Tree Species to Compaction . 3.21
3.5 Size and Weight of Earth Ball Required to Transplant Wild Stock 3.21
3.6 Maximum Permissible Velocities for Selected Seed Mixtures .. 3.25
3.7 Guide to Mulch Materials, Rates, and Uses 3.30
3.8 Mulch Anchoring Guide .. 3.31
3.9 Vegetative Treatment Potential for Eroding Tidal Shorelines 3.42
List of Figures
Figure Title Page
3.1 New Tree Planting Procedure . . 3.12
3.2 Rill Maintenance Measures . . 3.26
3.3 Combination of Sand Fence and Vegetation for Dune Building 3.41
3.4 Typical Cross Section Created by a Combination of Sand Fence and Vegetation . 3.41
3.5 American Beachgrass Information Sheet .. 3.43
3.6 Cordgrass Information Sheet .. 3.44
VEGETATIVE MEASURES
FOR EROSION AND SEDIMENT CONTROL
Erosion is the gradual wearing away of the land surface as a soil pH. This table is very general, but it is useful for
result of uncontrolled wind and water energy. planning.
Sedimentation is the result of transport and delivery of
eroded soil particles, deposited at some point. Erosion and
General lime guidelines (at 100% ENV)
sediment control is a complex interaction of soils,
Initial Sandy Loams and Silty Clay
engineering water management, agronomic and
Soil pH Sands Loams Silt Loams Loams
horticultural practices. Decisions for resolving erosion
1
T/A of lime
conditions, both on site and within the upper watershed, are
formulated based on surface and subsurface water, soil
4.5 2.5 6.0 9.5 13.0
material, climatic conditions, and anticipated land use.
4.6-4.7 2.5 6.0 9.0 12.5
Creating a stable slope is necessary prior to vegetating.
4.8-4.9 2.5 5.5 8.5 12.0
Sloughing and slumping are not helpful in establishing a
5.0-5.1 2.0 5.0 7.5 10.5
uniform protective cover.
5.2-5.3 1.5 4.0 6.5 8.5
5.4-5.5 1.0 3.0 4.0 6.0
General planning considerations for vegetating a steep slope
5.6-5.7 1.0 2.0 3.0 4.5
will include evaluating the soil. Factors such as soil texture
5.8-5.9 0.7 1.5 2.5 3.5
and steepness affect the stability of the slope. Texture also
influences the permeability and water holding capacity of
6.0-6.1 0.6 1.5 2.0 3.0
the soil. Many slopes are stripped of topsoil during the
6.2-6.3 0.4 1.0 1.5 2.0
construction phase, leaving an infertile, compacted soil
6.~6.5 0.3 0.7 1.0 1.5
surface, void of valuable organic matter. Topsoil must be
6.6-6.7 0.2 0.5 0.7 1.0
reapplied. Overly compacted slopes should be
decompacted with appropriate equipment. Soil pH and
Lime guidelines are in tons per acre and are based on a plow depth
nutrient level are determined by obtaining a representative
of 8.0 inches. Correct rate if plowing to a different depth.
soil sample for analysis from an accredited lab.
REFERENCE: Cornell Cooperative Extension. 2003 Cornell
Appropriate plants are selected to meet the final slope and
Guide for Integrated Field Crop Management, Pg. 32.
soil conditions for the site.
Fertilizer is sold with an analysis printed on the tag or bag.
Liming material sold in New York varies considerably in
The first number is the percent of nitrogen (N), the second
several ways. The mineral content (calcium and
is phosphorus (P), and the third is potassium (K). Other
magnesium) of the limestone may be high or low, the
elements are sometimes included and are listed with these
fineness or particle sizes vary between suppliers, and the
basic three components. For example, a forty pound bag of
cost varies greatly. Two types of limestone are sold. The
5-10-5 contains 2 lbs. N, 4 lbs. P (as PO), and 2 lbs. of K
most common is limestone high in calcium. Dolomitic
25
(as K0). Select an appropriate analysis to meet the
limestone contains magnesium (Mg) and calcium (Ca).
2
nutrients required for the specific site. Always apply as
Limestone sold in NY varies from 0 to 20% Mg while the
closely as possible the required amount of fertilizer to meet
calcium content of lime varies from 14.7% to 51.5%.
the requirements of the site. Adding surplus nitrogen may
Particle size determines how rapidly the calcium and
cause pollution of drinking water and saltwater ecosystems.
magnesium will react with the acid in the soil. The finer the
Excessive phosphorus may accelerate the aging process of
particle sizes, the quicker the reaction.
freshwater ecosystems. Excessive amounts of N and K2O
may result in 'burning' the grass and killing it.
When purchasing agricultural limestone, one should state
on the order that the amount should be adjusted to 100%
Water management on and above potentially eroding sites is
effective neutralizing value (ENV). This is the way to
extremely important. Large watersheds above a site may
compare materials as it adjusts for the reactive Ca and Mg
require extensive water control measures. Water flow paths
and the particle size. The ENV is stated as the ratio needed
must be controlled to allow the safe delivery of the water to
to convert a limestone recommendation to 100% ENV.
an outlet to the side or bottom of the slope. Shallow ditches
Thus, if the recommendation is 4 tons/acre of 100% ENV
or diversions across the slope and above the area to be
lime and the lime being used had an 80% ENV (1/ENV =
seeded is an effective method of avoiding wash-out of the
1.25), 4 times 1.25 or 5 tons/acre would be required.
seed and soil. Diversions may be constructed at a point
where surface runoff water is intercepted and carried away
The amount of limestone needed can be estimated by using
from the slope and to a safe outlet. On large slopes,
the table below. A soil test is the only way to determine the
August 2005 Page 3.1 New York Standards and Specifications
For Erosion and Sediment Control
benching may be necessary for bench drains or future
maintenance (see standard for Land Grading). Subsurface
drainage is frequently included to prevent long term
saturated soil conditions and sloughing.
Conservation plantings need to effectively hold soil and
control erosion, and they should enhance and blend with
their surroundings. Mature plant size, form, and appearance
must be considered along with their functionality to match
the anticipated land use. Basic erosion control is
accomplished by providing cover to the soil surface
utilizing plants and/or mulch. It is the system of seedbed
preparation, soil amendments, plant selection, proper timing
of planting, and mulching that will optimize the chances of
success. Characteristics of grasses such as low growth,
horizontal above and below ground stems, leafy growth,
and many fine roots for binding soil particles, make them
the primary choice for vegetating slopes. Once the grass
type is selected, then appropriate forbs, shrubs, or trees may
be added to meet site conditions. The use of appropriate
mulches will depend on site criteria and should be carefully
evaluated. Although some materials are costly, they may
prevent the need for more costly reshaping and reseeding.
Selection of proper vegetative materials for site stabilization
is critical for environmental success. Species should be
selected that are not considered invasive. A primary list
of invasive plants can be found at the website of the
Invasive Plant Council of New York State(http://
www.ipcnys.org).Any species not on this list but
considered suspect should be verified at the appropriate
regional or local level for acceptance.
New York Standards and Specifications Page 3.2 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR TEMPORARY CRITICAL AREA PLANTINGS
Criteria
Water management practices must be installed as
appropriate for site conditions. The area must be rough
graded and slopesphysically stable. Large debris and rocks
are usually removed. Seedbed must be seeded within 24
hours of disturbance or scarification of the soil surface will
be necessary prior to seeding.
Fertilizer or lime are not typically used for temporary
seedings.
IF: Spring or summer or early fall, then seed the area with
ryegrass (annual or perennial) at 30 lbs. per acre
(Approximately 0.7 lb./1000 sq. ft. or use 1 lb./1000 sq. ft.).
Definition
IF: Late fall or early winter, then seed Certified
Aroostook winter rye (cereal rye) at 100 lbs. per acre (2.5
Providing erosion control protection to a critical area for an
lbs./1000 sq. ft.).
interim period. A critical area is any disturbed, denuded
slope subject to erosion.
Any seeding method may be used that will provide uniform
application of seed to the area and result in relatively good
Purpose
soil to seed contact.
To provide temporary erosion and sediment control.
Mulch the area with hay or straw at 2 tons/acre (approx. 90
Temporary control is achieved by covering all bare ground
lbs./1000 sq. ft. or 2 bales). Quality of hay or straw mulch
areas that exist as a result of construction or a natural event.
allowable will be determined based on long term use and
visual concerns. Mulch anchoring will be required where
Conditions Where Practice Applies
wind or areas of concentrated water are of concern. Wood
fiber hydromulch or other sprayable products approved for
Temporary seedings may be necessary on construction sites
erosion control (nylon web or mesh) may be used if applied
to protect an area, or section, where final grading is
according to manufacturers specification. Caution is
complete, when preparing for winter work shutdown, or to
advised when using nylon or other synthetic products. They
provide cover when permanent seedings are likely to fail
may be difficult to remove prior to final seeding.
due to mid-summer heat and drought. The intent is to
provide temporary protective cover during temporary
shutdown of construction and/or while waiting for optimal
planting time.
August 2005 Page 3.3 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 3.4 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR PERMANENT CRITICAL AREA PLANTINGS
results of a soil test can be obtained to determine fertilizer
needs, apply commercial fertilizer at 600 lbs. per acre of 5-
10-10 or equivalent. If manure is used, apply a quantity to
meet the nutrients of the above fertilizer. This requires an
appropriate manure analysis prior to applying to the site.
Do not use manure on sites to be planted with birdsfoot
trefoil or in the path of concentrated water flow.
Seed mixtures may vary depending on location within the
state and time of seeding. Generally, warm season grasses
should only be seeded during early spring, April to May.
These grasses are primarily used for vegetating excessively
drained sands and gravels. See Standard and Specification
for Sand and Gravel Mine Reclamation. Other grasses may
be seeded any time of the year when the soil is not frozen
and is workable. When legumes such as birdsfoot trefoil
Definition
are included, spring seedings are preferred. See Table 3.1
Permanent Critical Area Planting Mixture
Establishing grasses with other forbs and/or shrubs to
Recommendations" for additional seed mixtures.
provide perennial vegetative cover on disturbed, denuded,
slopes subject to erosion.
General Seed Mix:
1
add inoculant immediately prior to seeding
Purpose
Varietylbs./acrelbs/1000 sq. ft.
To reduce erosion and sediment transport.
2
Birdsfoot Empire/Pardee 80.20
Conditions Where Practice Applies
1
trefoil OR
Common white Common 80.20
This practice applies to all disturbed areas void of, or
1
clover
having insufficient, cover to prevent erosion and sediment
transport. See additional standards for special situations
PLUS
such as sand dunes and sand and gravel pits.
Tall fescue KY-31/Rebel 200.45
Criteria
PLUS
All water control measures will be installed as needed prior
Redtop ORCommon 20.05
to final grading and seedbed preparation. Any severely
compacted sections will require chiseling or disking to
Ryegrass Pennfine/Linn 50.10
provide an adequate rooting zone, to a minimum depth of
(perennial)
12. The seedbed must be prepared to allow good soil to
seed contact, with the soil not too soft and not too compact.
2
Mix 4 lbs each of Empire and Pardee OR 4 lbs of
Adequate soil moisture must be present to accomplish this.
Birdsfoot and 4 lbs white clover per acre.
If surface is powder dry or sticky wet, postpone operations
until moisture changes to a favorable condition. If seeding
Time of Seeding: The optimum timing for the general seed
is accomplished within 24 hours of final grading, additional
mixture is early spring. Permanent seedings may be made
scarification is generally not needed, especially on ditch or
any time of year if properly mulched and adequate moisture
stream banks. Remove all stones and other debris from the
is provided. Late June through early August is not a good
surface that are greater than 4 inches, or that will interfere
time to seed, but may facilitate covering the land without
with future mowing or maintenance.
additional disturbance if construction is completed.
Portions of the seeding may fail due to drought and heat.
Soil amendments should be incorporated into the upper 2
These areas may need reseeding in late summer/fall or the
inches of soil when feasible. The soil should be tested to
following spring.
determine the amounts of amendments needed. Apply
ground agricultural limestone to attain a pH of 6.0 in the
Method of seeding: Broadcasting, drilling, cultipack type
upper 2 inches of soil. If soil must be fertilized before
August 2005 Page 3.5 New York Standards and Specifications
For Erosion and Sediment Control
seeding, or hydroseeding are acceptable methods. Proper
soil to seed contact is key to successful seedings.
Mulching: Mulching is essential to obtain a uniform stand
of seeded plants. Optimum benefits of mulching new
seedings are obtained with the use of small grain straw
applied at a rate of 2 tons per acre, and anchoredwith a
netting or tackifier. See the mulch standard and
specification for choices and requirements.
Irrigation: Watering may be essential to establish a new
seeding when a drought condition occurs shortly after a new
seeding emerges. Irrigation is a specialized practice and
care must be taken not to exceed the application rate for the
soil or subsoil. When disconnecting irrigation pipe, be sure
pipes are drained in a safe manor, not creating an erosion
concern.
New York Standards and Specifications Page 3.6 August 2005
For Erosion and Sediment Control
Table 3.1
Permanent Critical Area Planting Mixture Recommendations
Seed mixture Variety Rate in lbs. per acre Rate in lbs. Per 1000 sq. ft.
Mix #1
Creeping red fescue Ensylva, Pennlawn, Boreal 10 .25
Perennial ryegrass Pennfine, Linn 10 .25
*This mix is used extensively for shaded areas.
Mix #2
Switchgrass Shelter, Pathfinder,
Trailblazer, or Blackwell 20 .5
*This rate is in pure live seed, this would be an excellent choice along the upland edge of a wetland to filter runoff and
provide wildlife benefits. In areas where erosion may be a problem, a companion seeding of sand lovegrass should be
added to provide quick cover at a rate of 2 lbs. per acre (0.05 lbs. per 1000 sq. ft.).
Mix #3
Switchgrass Shelter, Pathfinder,
Trailblazer, or Blackwell 4 .1
Big bluestem Niagara 4 .1
Little bluestem Aldous or Camper 2 .05
Indiangrass Rumsey 4 .1
Coastal panicgrass Atlantic 2 .05
Sideoats grama El Reno or Trailway 2 .05
Wildflower mix .5 .01
*This mix has been successful on sand and gravel plantings. It is very difficult to seed without a warm season grass seeder
such as a Truax seed drill. Broadcasting this seed is very difficult due to the fluffy nature of some of the seed, such as
bluestems and indiangrass.
Mix #4
Switchgrass Shelter, Pathfinder
Trailblazer, or Blackwell 10 .25
Coastal panicgrass Atlantic 10 .25
*This mix is salt tolerant, a good choice along the upland edge of tidal areas and roadsides.
Mix #5
Saltmeadow cordgrass (Spartina patens)This grass is used for tidal shoreline protection and tidal marsh restoration. It is
planted by vegetative stem divisions.
'Cape' American beachgrass can be planted for sand dune stabilization above the saltmeadow cordgrass zone.
Mix #6
Creeping red fescue Ensylva, Pennlawn, Boreal 20 .45
Tall fescue KY 31, Rebel 20 .45
Perennial ryegrass Pennfine, Linn 5 .10
Birdsfoot trefoil Empire, Pardee 10 .45
*General purpose erosion control mix. Not to be used for a turf planting or play grounds.
August 2005 Page 3.7 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 3.8 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR RECREATION AREA IMPROVEMENT
C. Prepare seedbed by loosening soil to a depth of 4-6
inches.
D. Lime to a pH of 6.5.
E. Fertilize as per soil test or, if soil must be fertilized
before results of a soil test can be obtained to
determine fertilizer needs, apply commercial
fertilizer at 850 pounds of 5-10-10 or equivalent per
acre (20 lbs/1,000 sq. ft.)
F. Incorporate lime and fertilizer in top 2-4 inches of
topsoil.
G. Smooth. Remove sticks, foreign matter, and stones
over 1 inch in diameter, from the surface. Firm the
seedbed.
Definition
3. Planting
Establishing grasses, legumes, vines, shrubs, trees, or other
Use a cultipacker type seeder if possible. Seed to a depth of
plants, or selectively reducing stand density and trimming
1/8 to 1/4 inch. If seed is to be broadcast, cultipack or roll
woody plants, to improve an area for recreation.
after seeding. If hyroseeded, lime and fertilizer may be
applied through the seeder, and rolling is not practical.
Purpose
4. Mulching
To increase the attractiveness and usefulness of recreation
Mulch all seedings in accordance with Standard and
areas and to protect the soil and plant resources.
Specifications for Mulching. Small grain straw is the best
material.
Conditions Where Practice Applies
5. Seed Mixtures
On any area planned for recreation use, lawns, and areas
that will be maintained in a closely mowed condition.
Select seed mixture for site conditions and intended use
fromTable 3.2.
Specifications
6. Contact Cornell Cooperative Extension Turf Specialist
ESTABLISHING GRASSES (Turfgrass)
for suitable varieties.
The following applies for playgrounds, parks, athletic
When Kentucky bluegrass is used, it is desirable to use two
fields, camping areas, picnic areas, passive recreation areas
or more varieties in the seeding for disease resistance.
such as lawns, and similar areas.
Turf-type tall fescues have replaced the old KY31 tall
1. Time of Planting
fescues. New varieties have finer leaves and are the most
resistant grass to foot traffic. Do not mix it with fine
Fall planting is preferred. Seed after August 15. In the
textured grasses such as bluegrass and red fescue.
spring, plant until May 15.
Common ryegrass and redtop, which are relatively short
If seeding is done between May 15 and August 15,
lived species, provide quick green cover. Improved lawn
irrigation may be necessary to ensure a successful seeding.
cultivars of perennial ryegrass provide excellent quality
turf, but continue to lack winter hardiness.
2. Site Preparation
Common white clover can be added to mixtures at the rate
A. Install needed water and erosion control measures
of 1-2 lbs/acre to help maintain green color during the dry
and bring area to be seeded to desired grades. A
summer period; however, they will not withstand heavy
minimum of 4 in. topsoil is required.
traffic. Avoid using around swimming areas as flowers
B. See Standard and Specification of Topsoiling.
attract bees which can be easily stepped on.
August 2005 Page 3.9 New York Standards and Specifications
For Erosion and Sediment Control
Table 3.2 Recreation Turfgrass Seed Mixture
lbs/1,000
Site - Use Species (% by weight) sq. ft. lbs./acre
1. Sunny sites (well, moderately well, and somewhat poorly drained soils)
a. Athletic fields and similar areas
80% Kentucky bluegrass blend .. 2.4-3.2 105-138
20% perennial ryegrass .. 0.6-0.8 25-37
OR 3.0-4.0 130-175
(for southern and eastern NY)
50% Kentucky bluegrass . 1.5-2.0 65-88
50% perennial ryegrass 1.5-2.0 65-87
OR .. 3.0-4.0 130-175
100% Tall fescue, Turf-type, fine leaf . 3.4-4.6 150-200
b. General recreation areas and lawns (Medium to high maintenance)
65% Kentucky bluegrass blend 2.0-2.6 85-114
20% perennial ryegrass 0.6-0.8 26-35
15% fine fescue 0.4-0.6 19-26
OR . 3.0-4.0 130-175
100% Tall fescue, Turf-type, fine leaf . 3.4-4.6 150-200
2. Sunny droughty sites - general recreation areas and lawns, low maintenance (somewhat excessively to excessively
drained soils). Excluding Long Island.
65% fine fescue . .. 2.6-3.3 114-143
15% perennial ryegrass 0.6-0.7 26-33
20% Kentucky bluegrass blend 0.8-1.0 35-44
OR . 4.0-5.0 175-220
100% Tall fescue, Turf-type, fine leaf . 3.4-4.6 150-200
3. Shady dry sites (well to somewhat poorly drained soils).
65% fine fescue . .. 2.6-3.3 114-143
15% perennial ryegrass 0.6-0.7 26-33
20% Kentucky bluegrass blend 0.8-1.0 35-44
OR
. 4.0-5.0 174-220
80% blend of shade-tolerant Kentucky bluegrass 2.4-3.2 105-138
20% perennial ryegrass 0.6-0.8 25-37
OR .. 3.0-4.0 130-175
100% Tall fescue, Turf-type, fine leaf . 3.4-4.6 150-200
4. Shady wet sites (somewhat poor to poorly drained soils).
70% rough bluegrass .. 1.4-2.1 60-91
30% blend of shade-tolerant Kentucky bluegrass 0.6-0.9 25-39
OR . 2.0-3.0 85-130
100% Tall fescue, Turf-type, fine leaf . 3.4-4.6 150-200
For varieties suitable for specific locations, contact Cornell Cooperative Extension Turf Specialist.
Reference: Thurn, M.C., N.W. Hummel, and A.M. Petrovic. Cornell Extension Pub. Info. Bulletin 185 Revised.
HomeLawns Establishment and Maintenance. 1994.
New York Standards and Specifications Page 3.10 August 2005
For Erosion and Sediment Control
7. FertilizingFirst Year C. Plant Protection
Apply fertilizer as indicated by the soil test three to four Prior to delivery, the trunk, branches, and foliage of the
weeks after germination (spring seedlings). If test results plants shall be sprayed with non-toxic antidesicant,
have not been obtained, apply 1 pound nitrogen/1,000 applied according to the manufacturers
square feet using a complete fertilizer with a 2-1-1 or 4-1-3 recommendations. This does not apply to state nursery
ratio. Summer and early fall seedings, apply as above seedlings.
unless air temperatures are above 85ºF for an extended
D. Planting Time
period. Wait for cooler temperatures to fertilize. Late fall/
winter seedings, fertilize in spring.
Deciduous trees and shrubs: April 1 to June 1 and
October 15 to December 15.
8. Restrict Use
Evergreen trees and shrubs: April 1 to June 1 and
September 1 to November 15.
New seedlings should be protected from use for one full
year to allow development of a dense sod with good root
E. Spacing
structure.
Plant all trees and shrubs well back from buildings to
MAINTAINING GRASSES
allow for mature crown size. The following are guides
for planning:
1. Maintain a pH of 6.0 - 7.0.
Large trees: 50-60 feet apart
2. Fertilize in late May to early June as follows with
Small trees: 20-30 feet apart
10-10-10 analysis fertilizer at the rate of 10 lbs./1,000 sq. ft.
Columnar species: 6-8 feet apart
and repeat in late August if sod density is not adequate.
Hedges: 1-4 feet apart
Avoid fertilizing when heat is greater than 85ºF. Top dress
Shrubs: For clumps, plan spacing so
weak sod annually in the spring, but at least once every 2 to
mature shrubs will be touching
3 years. It is recommended to fertilize according to soil test
or overlapping by only 1 or 2 feet.
analysis, after determining adequate topsoil depth exists.
F. Site Preparation
3. Aerate compacted or heavily used areas, like athletic
1) Individual sites for planting seedlings can be
fields, annually as soon as soil moisture conditions permit.
prepared by scalping the sod away from a four foot
Aerate area six to eight times using a spoon or hollow tine
square area where the seedling is to be planted.
type aerator. Do not use solid spike equipment.
2) All planting beds shall be cultivated to a depth of
4. Reseed bare and thin areas annually with original seed
8 inches, or chemically treated for weed control.
mix.
Remove objectionable objects that will interfere with
ESTABLISHING TREES, SHRUBS, AND VINES
maintenance of site.
G. Planting
1. Planting nursery stock
A. Select species to serve the intended purpose. See 1) Plants shall be located as shown on plans and/or
drawings and, where necessary, located on the site by
Table 3.3, Trees Suitable for Landscape and
Conservation Plantings in New York. Where planting stakes, flags or other means.
of trees is to be done in recreation areas, use those
2) Prior to planting, remove galvanized wire basket
species resistant to compaction listed in Table 3.4,
securing root ball, untie and roll down burlap
Susceptibility of Tree Species to Compaction
whenever possible. covering from around the stem.
3) The plants shall be set upright in holes as
B. Plant Materials
illustrated in Figure 3.1.
1) Plants shall conform to the species, variety, size,
4) All plants shall be thoroughly watered on the
number, and conditions as stated in a conservation plan
or on a plant list shown on landscape drawings. same day of planting. Plants that have settled shall
American Standard for Nursery Stock, by American be reset to grade.
Association of Nurserymen, shall be used to develop
H. Wrapping
the plant list for landscape drawings and to check
quality of plant materials.
Immediately after planting, wrap deciduous tree
trunks from the bottom to the first limb with a 4 inch
2) Durable, legible labels with the scientific and common
wide bituminous impregnated, insect resistant tape or
name and cultivar shall be securely attached to plants,
paper manufactured for that purpose. Tie with jute
bundles of seedlings, containers, and/or flats.
(bag strings) at top and bottom. The wrap should be
August 2005 Page 3.11 New York Standards and Specifications
For Erosion and Sediment Control
Figure 3.1
New Tree Planting Procedure
New York Standards and Specifications Page 3.12 August 2005
For Erosion and Sediment Control
1. Pruning
removed per nursery recommendations.
A. Remove trees, limbs, and limb stubs to the following
I. Mulching
widths and heights specified for the intended use.
1
Includes allowance for snow depth and snow load on branches.
Mulch the disturbed area around individual trees and
B. Remove dead, diseased, or dying limbs that may fall.
shrubs with a 2-3 layer of wood chips. Pull wood
chips 1 inch away from the base of shrubs to avoid
C. Do not remove more than one-third of the live crown
fungus development.
of a tree in a year.
J. Pruning
D. Cut limbs flush to the branch bark ridge.
After planting, prune to remove injured twigs and
E. Use the 3 or 4 cut pruning method on all branches
branches. The natural shape of the plant should not
over 2 inches in diameter: First cut about one-third
be changed.
the way through the underside of the limb (about 6-
12 inches from the tree trunk). Then (approximately
K. Cleanup and Maintenance
an inch further out) make a second cut through the
limb from the upper side. When the branch is
1) After all work is complete, all excess soil, peat
removed, there is no splintering of the main tree
moss, debris, etc., shall be removed from the site.
trunk. Remove the stub. If the branch is larger than
2) Water plants two weeks after planting. For two
5-6 inches in diameter, use the four cut system. Cuts
years, water plants every two weeks during dry
1 and 2 remain the same and cut 3 should be from the
periods, which exceed three weeks without a good
underside of the limb, on the outside of the branch
soaking rain. Shrubs may require 5 to 10 gallons and
collar. Cut 4 should be from the top and in
trees, 20 to 30 gallons for each watering.
alignment with the 3rd cut. Cut 3 should be 1/4 to
1/3 the way through the limb. This will prevent the
3) Remove trunk wrap one year after planting.
bark from peeling down the trunk. Do not paint the
cut surface.
2. Transplanting Wild Stock
Successful transplanting of wild stock will require heavy
2. Thinning
equipment and considerable labor as a large weight of soil
A. Remove dead, diseased, dying, poorly anchored, or
must be moved with the roots.
ice damaged trees that pose a hazard to recreationists
or that interfere with intended use.
A. Select trees and shrubs with good form and full
crowns.
B. To maintain grass cover in a wooded area, thin
B. Transplant only when plants are dormant and soil is
according to formula Dx3 (average diameter of the
moist. Wrap soil ball with burlap to prevent soil
trunk of overstory trees, in inches, times threethe
from separating from roots.
answer is the spacing between trees to be left, in
C. Table 3.5 shows minimum diameter and approximate
feet). For example, for trees with average diameter
weight of soil ball that must be moved with each size
of 6 inches, spacing after thinning should leave trees
plant.
18 feet apart on average. Crown cover after thinning
D. Plant and maintain as described above for nursery
should be about 50 percent.
stock.
C. Selectively thin as needed to favor those trees that
PRUNING AND THINNING
are most resistant to compaction around their roots.
See Table 3.4,Susceptibility of Tree Species to
Cleared Width Each Side Cleared
Compaction.If the soil on the site is naturally well
Use of Trail Tread (ft.) Height (ft.)
drained, those species in the intermediate group
TRAILS
may also be favored.
Hiking 18
PROTECTING TREES IN HEAVY USE AREAS
Bicycle 210
The compaction of soil over the roots of trees and shrubs by
Motorbike 210
the trampling of recreationists, vehicular traffic, etc., reduces
Horse 212
oxygen, water, and nutrient uptake by feeder roots. This
1
weakens and may eventually kill the plants. Table 3.4 rates
X-Country Ski Total: 3 - 12 12
the Susceptibility of Tree Species to Compaction.
1
Snowmobile Total: 6 - 12 12
Where heavy compaction is anticipated, apply and maintain a
PICNIC & CAMPING AREAS
3 to 4 inch layer of undecayed wood chips or 2 inches of No.
Campfire/Grill 10 ft. diam. 15+ Locations
2 washed, crushed gravel.
August 2005 Page 3.13 New York Standards and Specifications
For Erosion and Sediment Control
Table 3.3
Trees Suitable for Landscape and Conservation Plantings in New York
New York Standards and Specifications Page 3.14 August 2005
For Erosion and Sediment Control
Table 3.3 (contd)
Trees Suitable for Landscape and Conservation Plantings in New York
2
1
August 2005 Page 3.15 New York Standards and Specifications
For Erosion and Sediment Control
Table 3.3 (contd)
Trees Suitable for Landscape and Conservation Plantings in New York
las Fir is an alternate host for the Cooley
any other spruce with
rado Blue Spruce or
Select male, non-root suckering, disease resistant cultivars
Douglas Fir in the same landscape design. Doug
Thornless, seedless cultivars recommended
Note: It is not recommended to combine Colo
Spruce Gall Aphid.
12
New York Standards and Specifications Page 3.16 August 2005
For Erosion and Sediment Control
Table 3.3 (contd)
Trees Suitable for Landscape and Conservation Plantings in New York
1
August 2005 Page 3.17 New York Standards and Specifications
For Erosion and Sediment Control
Table 3.3 (contd)
Trees Suitable for Landscape and Conservation Plantings in New York
suckers, do not plant near Pine Barrens ecosystems
Spreads rapidly by root suckers
Spreads rapidly by root
2
12
New York Standards and Specifications Page 3.18 August 2005
For Erosion and Sediment Control
Table 3.3 (contd)
Trees Suitable for Landscape and Conservation Plantings in New York
50 E,d X X X Co X WC
75 E,d X X F Co X WC
SPRUCE, BLACK HILLS
SPRUCE, BLACK
August 2005 Page 3.19 New York Standards and Specifications
For Erosion and Sediment Control
Table 3.3 (contd)
Trees Suitable for Landscape and Conservation Plantings in New York
New York Standards and Specifications Page 3.20 August 2005
For Erosion and Sediment Control
Table 3.4
1
Susceptibility of Tree Species to Compaction
Resistant:
Box elder Willows .
Acer negundoSalix spp
Green ash .. Honey locust
Fraxinus pennsylvanicaGleditsia triacanthos
Red elm .. Eastern cottonwood .
Ulmus rubraPopulus deltoides
Hawthornes . Swamp white oak .
Crataegus sppQuercus bicolor
Bur oak .. Hophornbeam
Quercus macrocarpaOstrya virginiana
Northern white cedar .
Thuja occidentalis
Intermediate:
Red maple . Sweetgum .
Acer rubrumLiquidambar styraciflua
Silver maple .. Norway maple .
Acer saccharinumAcer platanoides
Hackberry . Shagbark hickory .
Celtis occidentalisCarya ovata
Black gum London plane ..
Nyssa sylvaticaPlatanus x hybrida
Red oak Pin oak .
Quercus rubraQuercus palustris
Basswood .
Tilia americana
Susceptible:
Sugar maple . Austrian Pine
Acer saccharumPinus nigra
White pine White ash .
Pinus strobusFraxinus americana
Blue spruce .. Paper birch ..
Picea pungensBetula papyrifera
White oak Moutain ash .
Quercus albaSorbus aucuparia
Red pine .. Japanese maple
Pinus resinosaAcer palmatum
1
.
If a tree species does not appear on the list, insufficient information is available to rate it for this purpose
Table 3.5
Size and Weight of Earth Ball Required to Transplant Wild Stock
(American Standards for Nursery Stock)
August 2005 Page 3.21 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 3.22 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR VEGETATING WATERWAYS
1. Liming, fertilizing, and seedbed preparation.
A. Lime to pH 6.5.
B. The soil should be tested to determine the
amounts of amendments needed. If the soil must
be fertilized before results of a soil test can be
obtained to determine fertilizer needs, apply
commercial fertilizer at 1.0 lbs/1,000 sq. ft. of N,
PO, and KO.
252
C. Lime and fertilizer shall be mixed thoroughly into
the seedbed during preparation.
D. Channels, except for paved section, shall have at
least 4 inches of topsoil.
E. Remove stones and other obstructions that will
Definition
hinder maintenance.
Waterways are a natural or constructed outlet, shaped or
2. Timing of Seeding.
graded. They are vegetated as needed for safe transport of
runoff water.
A. Early spring and late August are best.
Purpose
B. Temporary cover to protect from erosion is
recommended during periods when seedings may
To provide for the safe transport of excess surface water
fail.
from construction sites and urban areas without damage
3. Seed Mixtures:
from erosion.
Conditions Where Practice Applies
Rate per Rate per
Mixtures Acre (lbs) 1,000 sq. ft. (lbs)
This standard applies to vegetating waterways and similar
water carrying structures.
A. Birdsfoot trefoil or 0.20
1
ladino clover8
Supplemental measures may be required with this practice.
These may include: subsurface drainage to permit the
Tall fescue or
growth of suitable vegetation and to eliminate wet spots; a
smooth bromegrass 200.45
section stabilized with asphalt, stone, or other suitable
2
Redtop20.05
means; or additional storm drains to handle snowmelt or
storm runoff.
300.70
OR
Retardance factors for determining waterway dimensions
are shown in Table 5B.1 and Maximum Permissible
Velocities for Selected Grass and Legume Mixtures, are
3
B. Kentucky bluegrass250.60
shown in Table 3.6.
Creeping red fescue 200.50
Design Criteria
Perennial ryegrass 100.20
Waterways or outlets shall be protected against erosion by
551.30
vegetative means as soon after construction as practical.
1
Inoculate with appropriate inoculum immediately prior to seeding.
Vegetation must be well established before diversions or
Ladino or common white clover may be substituted for birdsfoot
other channels are outletted into them. Consideration
trefoil and seeded at the same rate.
should be given to the use of synthetic products, jute or
excelsior matting, other rolled erosion control products, or
2
Perennial ryegrass may be substituted for the redtop but increase
sodding of channels to provide erosion protection as soon
seeding rate to 5 lbs/acre (0.1 lb/1,000 sq. ft).
after construction as possible. It is strongly recommended
3
Use this mixture in areas which are mowed frequently. Common
that the center line of the waterway be protected with one of
white clover may be added if desired and seeded at 8 lbs/acre (0.2
the above materials to avoid center gullies.
lb/1,000 sq. ft.)
August 2005 Page 3.23 New York Standards and Specifications
For Erosion and Sediment Control
4. Seeding
Select the appropriate seed mixture and apply uniformly
over the area. Rolling or cultipacking across the waterway
is desirable.
Waterway centers or crucial areas may be sodded. Refer to
the standard and specification for Stabilization with Sod.
Be sure sod is securely anchored using staples or stakes.
5. Mulching.
All seeded areas will be mulched. Channels more than 300
feet long, and/or where the slope is 5 percent or more, must
have the mulch securely anchored. Refer to the standard
and specifications for Mulching for details.
6. Maintenance
Fertilize, lime, and mow as needed to maintain dense
protective vegetative cover.
Waterways shall not be used for roadways.
If rills develop in the centerline of a waterway, prompt
attention is required to avoid the formation of gullies.
Either stone and/or compacted soil fill with excelsior or
filter fabric as necessary may be used during the
establishment phase. See Figure 3.2, Rill Maintenance
Measures. Spacing between rill maintenance barriers shall
not exceed 100 feet.
New York Standards and Specifications Page 3.24 August 2005
For Erosion and Sediment Control
Table 3.6
Maximum Permissible Velocities for Selected Seed Mixtures
1
Permissible Velocity
2
Cover Slope Range
Erosion-resistant Soils
Easily Eroded Soils
(%)
(ft. per sec.) (ft. per sec.)
3
K=0.10 - 0.35 K=0.36 - 0.80
Kentucky Bluegrass 0-5 75
Smooth Brome 5-10 64
Tall Fescue Over 10 53
2
Grass Mixtures 0-5 54
Reed Canarygrass 5-10 43
Redtop
4
Alfalfa 0-5 3.5 2.5
Red Fescue
1
Use velocities exceeding 5 feet per second only where good covers and proper maintenance can be
obtained.
2
Do not use on slopes steeper than 10 percent except for vegetated side slopes in combination with a
stone, concrete, or highly resistant vegetative center section.
3
K is the soil erodibility factor used in the Revised Universal Soil Loss Equation. Visit Appendix A or
consult the appropriate USDA-NRCS technical guide for K values for New York State soils.
4
Do not use on slopes steeper than 5 percent except for vegetated side slopes in combination with a
stone, concrete, or highly resistant vegetative center section.
5
Annuals - use on mild slopes or as temporary protection until permanent covers are established.
6
Use on slopes steeper than 5 percent is not recommended.
August 2005 Page 3.25 New York Standards and Specifications
For Erosion and Sediment Control
Figure 3.2
Rill Maintenance Measures
Filter Fabric
Section of A-A
Fabric
A
Bottom of
Channel
Compacted
Soil Fill
A
Stone
Section of A-A
A
Bottom of
Channel
A
New York Standards and Specifications Page 3.26 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR TOPSOILING
Site Preparation
1. As needed, install erosion control practices such as
diversions, channels, sediment traps, and stabilizing
measures, or maintain if already installed.
2. Complete rough grading and final grade, allowing for
depth of topsoil to be added.
3. Scarify all compact, slowly permeable, medium and fine
textured subsoil areas. Scarify at approximately right
angles to the slope direction in soil areas that are steeper
than 5 percent. Areas that have been overly compacted shall
be decompacted to a minimum depth of 12 inches with a
deep ripper or chisel plow prior to topsoiling.
Definition
4. Remove refuse, woody plant parts, stones over 3 inches
in diameter, and other litter.
Spreading a specified quality and quantity of topsoil
materials on graded or constructed subsoil areas.
Topsoil Materials
Purpose
1. Topsoil shall have at least 6 percent by weight of fine
To provide acceptable plant cover growing conditions,
textured stable organic material, and no greater than 20
thereby reducing erosion; to reduce irrigation water needs;
percent. Muck soil shall not be considered topsoil.
and to reduce the need for nitrogen fertilizer application.
2. Topsoil shall have not less than 20 percent fine textured
Conditions Where Practice Applies
material (passing the NO. 200 sieve) and not more than 15
percent clay.
Topsoil is applied to subsoils that are droughty (low
available moisture for plants), stony, slowly permeable,
3. Topsoil treated with soil sterilants or herbicides shall be
salty or extremely acid. It is also used to backfill around
so identified to the purchaser.
shrub and tree transplants. This standard does not apply to
wetland soils.
4. Topsoil shall be relatively free of stones over 1 1/2
inches in diameter, trash, noxious weeds such as nut sedge
Design Criteria
and quackgrass, and will have less than 10 percent gravel.
1. Preserve existing topsoil in place where possible,
5. Topsoil containing soluble salts greater than 500 parts
thereby reducing the need for added topsoil.
per million shall not be used.
2. Conserve by stockpiling topsoil and friable fine textured
subsoils that must be stripped from the excavated site and
Application and Grading
applied after final grading where vegetation will be
established.
1. Topsoil shall be distributed to a uniform depth over the
area. It shall not be placed when it is partly frozen, muddy,
3. Refer to USDA Soil Conservation Service (presently
or on frozen slopes or over ice, snow, or standing water
Natural Resource Conservation Service) soil surveys or soil
puddles.
interpretation record sheets for further soil texture
information for selecting appropriate design topsoil depths.
2. Topsoil placed and graded on slopes steeper than 5
percent shall be promptly fertilized, seeded, mulched, and
stabilized by tracking with suitable equipment.
August 2005 Page 3.27 New York Standards and Specifications
For Erosion and Sediment Control
3. Apply topsoil in the following amounts:
Minimum
Topsoil
Site Conditions Intended Use Depth
1. Deep sand or Mowed lawn 6 in.
loamy sand Tall legumes, unmowed 2 in.
Tall grass, unmowed 1 in.
2. Deep sandy Mowed lawn 5 in.
loam
Tall legumes, unmowed 2 in.
Tall grass, unmowed none
3. Six inches or Mowed lawn 4 in.
more: silt loam, Tall legumes, unmowed 1 in.
loam, or silt Tall grass, unmowed 1 in.
New York Standards and Specifications Page 3.28 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR MULCHING
Criteria
Site preparation prior to mulching requires the installation
of necessary erosion control or water management practices
and drainage systems.
Slope, grade and smooth the site to fit needs of selected
mulch products.
Remove all undesirable stones and other debris to meet the
needs of the anticipated land use and maintenance required.
Apply mulch after soil amendments and planting is
accomplished or simultaneously if hydroseeding is used.
Definition
Select appropriate mulch material and application rate or
material needs. Determine local availability.
Applying coarse plant residue or chips, or other suitable
materials, to cover the soil surface.
Select appropriate mulch anchoring material.
Purpose
NOTE: The best combination for grass/legume
establishment is straw (cereal grain) mulch applied at 2 ton/
The primary purpose is to provide initial erosion control
acre (90 lbs./1000sq.ft.) and anchored with wood fiber
while a seeding or shrub planting is establishing. Mulch
mulch (hydromulch) at 500 750 lbs./acre (11 17
will conserve moisture and modify the surface soil
lbs./1000 sq. ft.). The wood fiber mulch must be applied
temperature and reduce fluctuation of both. Mulch will
through a hydroseeder immediately after mulching.
prevent soil surface crusting and aid in weed control. Mulch
is also used alone for temporary stabilization in non-
growing months.
Conditions Where Practice Applies
On soils subject to erosion and on new seedings and shrub
plantings. Mulch is useful on soils with low infiltration
rates by retarding runoff.
August 2005 Page 3.29 New York Standards and Specifications
For Erosion and Sediment Control
Table 3.7
Guide to Mulch Materials, Rates, and Uses
Subject to wind blowing unless anchored.
Designed to tolerate higher velocity water
Most commonly used mulching material.
with plastic on both sides. Use two sided
2,000 lbs./cu. yd.). Frequently used over Use without additional mulch. Tie down
Use without additional mulch. Excellent
where subject to traffic. (Approximately
Provides the best micro-environment for
maintained for more than three months.
Apply with hydromulcher. No tie down
required. Less erosion control provided around plants and ornamentals. Use 2B
Approximately 72 lbs./roll for excelsior
for seeding establishment. Tie down as
on trails to inhibit
Coarser textured mulches may be more
effective in reducing weed growth and
flow, centerlines of waterways, 60 sq.
Use small grain straw where mulch is
Used primarily around shrub and tree
weed competition. Resistant to wind
Excellent mulch for short slopes and
as per manufacturers specifications.
of concentrated
filter fabric for better weed control.
plastic for centerline of waterways.
per manufacturers specifications.
blowing. Decomposes slowly.
than 2 tons of hay or straw.
Remarks
plantings and recreati
Good for center line
germinating seeds.
wind erosion.
yds. per roll.
water flow.
cover about 90%
Application
Depth of
surface
2-7 1-3
3
134-402 cu. yds.
2 tons (100-120
per Acre
405 cu. yds.
10-20 tons
2,000 lbs.
81 rolls
bales)
Most are 6.5 ft. x 3.5
90-100 lbs. 2-3 bales
48 x 50 yds. or 48
per 1000 Sq. Ft.
plastic, 48 x 180
8 x 100 2-sided
1-sided plastic
500-900 lbs.
3-9 cu. yds.
9 cu. yds.
x 75 yds.
50 lbs.
ft.
Made from natural wood
Photodegradable plastic
photodegradable plastic
net on one or two sides
ends/yd., Weft 41 ends/
usually with green dye
plain weave. Warp 78
moderately to highly
Undyed, unbleached
objectionable coarse and dispersing agent
excelsior fibers with
undesirable seeds &
Washed; Size 2B or
Interlocking web of
Air-dried. Free of
Standards
yd. 60-90 lbs./roll
Air-dried; free of
Quality
coarse materials
Up to 3 pieces,
3A1 1/2
material
netting
stable
fiber, or combination
Wood fiber cellulose
Excelsior wood fiber
Straw or coconut
Jute twisted yarn
Gravel, Crushed
(partly digested
Material
Wood chips or
Stone or Slag
Hay or Straw
Mulch
wood fibers)
Compost
shavings
mats
New York Standards and Specifications Page 3.30 August 2005
For Erosion and Sediment Control
Table 3.8
Mulch Anchoring Guide
Anchoring Method Kind of Mulch to
or Material be Anchored How to Apply
1. Peg and Twine Hay or straw After mulching, divide areas into blocks approximately 1 sq.
yd. in size. Drive 4-6 pegs per block to within 2 to 3 of soil
surface. Secure mulch to surface by stretching twine between
pegs in criss-cross pattern on each block. Secure twine around
each peg with 2 or more tight turns. Drive pegs flush with soil.
Driving stakes into ground tightens the twine.
2. Mulch netting Hay or straw Staple the light-weight paper, jute, wood fiber, or plastic
nettings to soil surface according to manufacturers
recommendations. Should be biodegradable. Most products
are not suitable for foot traffic.
3. Wood cellulose fiber Hay or straw Apply with hydroseeder immediately after mulching. Use 500
lbs. wood fiber per acre. Some products contain an adhesive
material (tackifier), possibly advantageous.
4. Mulch anchoring tool Hay or straw Apply mulch and pull a mulch anchoring tool (blunt, straight
discs) over mulch as near to the contour as possible. Mulch
material should be tucked into soil surface about 3.
5. Tackifier Hay or straw Mix and apply polymeric and gum tackifiers according to
manufacturers instructions. Avoid application during rain. A
0
24-hour curing period and a soil temperature higher than 45
Fahrenheit are required.
August 2005 Page 3.31 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 3.32 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR STABILIZATION WITH SOD
unless specified.
5. Sod shall not be harvested or transplanted when moisture
content (excessively dry or wet) may adversely affect its
survival.
6. Sod shall be harvested, delivered, and installed within a
period of 36 hours. Sod not transplanted within this period
shall be inspected and approved by the contracting officer
or his designated representative prior to its installation.
Site Preparation
Fertilizer and lime application rates shall be determined by
soil tests. Under unusual circumstances where there is
insufficient time for a complete soil test and the contracting
Definition
officer agrees, fertilizer and lime materials may be applied
in amounts shown in subsection 2 below. Slope land such
Stabilizing silt producing areas by establishing long term
as to provide good surface water drainage. Avoid
stands of grass with sod.
depressions or pockets.
Purpose
1. Prior to sodding, the surface shall be smoothed and
cleared of all trash, debris, and of all roots, brush, wire,
To stabilize the soil; reduce damage from sediment and
grade stakes and other objects that would interfere with
runoff to downstream areas; enhance natural beauty.
planting, fertilizing or maintenance operations.
2.The soil should be tested to determine the amounts of
Conditions Where Practice Applies
amendments needed. Where the soil is acid or composed
of heavy clays, ground limestone shall be spread to raise the
On exposed soils that have a potential for causing off site
pH to 6.5. If the soil must be fertilized before results of a
environmental damage where a quick vegetative cover is
soil test can be obtained to determine fertilizer needs, apply
desired. Moisture, either applied or natural, is essential to
commercial fertilizer at 20 lbs. of 5-10-10 (or equivalent)
success.
and mix into the top 3 inches of soil with the required lime
for every 1,000 square feet. Soil should be moist prior to
Design Criteria
sodding. Arrange for temporary storage of sod to keep it
shaded and cool.
1. Sod shall be bluegrass or a bluegrass/red fescue mixture
or a perennial ryegrass for average sites. (CAUTION:
Sod Installation
Perennial ryegrass has limited cold tolerance and may
winter kill.) Use turf type cultivars of tall fescue for shady,
1. For the operation of laying, tamping, and irrigating for
droughty, or otherwise more critical areas. For variety
any areas, sod shall be completed within eight hours.
selection, contact Cornell Cooperative Extension Turf
During periods of excessively high temperature, the soil
Specialist.
shall be lightly moistened immediately prior to laying the
sod.
2. Sod shall be machine cut at a uniform soil thickness of
3/4 inch, plus or minus 1/4 inch. Measurement for
2. The first row of sod shall be laid in a straight line with
thickness shall exclude top growth and thatch.
subsequent rows placed parallel to, and tightly wedged
against, each other. Lateral joints shall be staggered to
3. Standard size sections of sod shall be strong enough to
promote more uniform growth and strength. Ensure that
support their own weight and retain their size and shape
sod is not stretched or overlapped and that all joints are
when suspended vertically from a firm grasp on the upper
butted tight in order to prevent voids which would cause air
10 percent of the section.
drying of the roots. On sloping areas where erosion may be
a problem, sod shall be laid with the long edges parallel to
4. Sod shall be free of weeds and undesirable coarse weedy
the contour and with staggered joints.
grasses. Wild native or pasture grass sod shall not be used
August 2005 Page 3.33 New York Standards and Specifications
For Erosion and Sediment Control
3. Secure the sod by tamping and pegging, or other otherwise specified. Avoid heavy mowing equipment for
approved methods. As sodding is completed in any one several weeks to prevent rutting.
section, the entire area shall be rolled or tamped to ensure
solid contact of roots with the soil surface. 4. If the soil must be fertilized before results of a soil test
can be obtained to determine fertilizer needs, apply
4. Sod shall be watered immediately after rolling or fertilizer three to four weeks after sodding, at a rate of 1
tamping until the underside of the new sod pad and soil pound nitrogen/1,000 sq.ft. Use a complete fertilizer with a
surface below the sod are thoroughly wet. Keep sod moist 2-1-1 ratio.
for at least two weeks.
5. Weed Control: Target herbicides for weeds present.
Consult current Cornell Pest Control Recommendations for
Sod Maintenance
Commercial Turfgrass Management or consult the local
1. In the absence of adequate rainfall, watering shall be office of Cornell Cooperative Extension.
performed daily, or as often as deemed necessary by the
inspector, during the first week and in sufficient quantities 6. Disease Control: Consult the local office of the Cornell
to maintain moist soil to a depth of 4 inches. Watering Cooperative Extension.
should be done in the morning. Avoid excessive watering
during applications.
Additional References
2. After the first week, sod shall be watered as necessary to 1. Home Lawns, Establishment and Maintenance, CCE
maintain adequate moisture and ensure establishment. Information Bulletin 185, Revised November 1994.
Cornell University, Ithaca, NY.
3. The first mowing should not be attempted until sod is
firmly rooted. No more than 1/3 of the grass leaf shall be 2. Installing a Sod Lawn. CCE Suffolk County, NY.
removed by the initial cutting or subsequent cuttings. Grass Thomas Kowalsick February 1994, Revised January 1999.
height shall be maintained between 2 and 3 inches unless www.cce.cornell.edu/counties/suffolk/grownet
New York Standards and Specifications Page 3.34 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR VEGETATING SAND AND GRAVEL BORROW AREAS
3. Surface soil layer shall be sampled from 0-6" in depth.
Combine about 15 core samples to represent the site soil
conditions. Analyze to determine pH, P and K.
4. Obtain a larger (5-10 lbs.) soil sample to represent the
surface soil texture. Analyze for percent fines (particles
less than .074 mm or 200 mesh sieve).
5. Apply soil amendments as indicated by soil chemical
test. The surface to be seeded shall be limed to a pH of
6.0 using agricultural ground limestone. Fertilize to
achieve a moderate level of available phosphorus (PO)
25
and potassium (KO). If the soil must be fertilized
2
before results of a soil test can be obtained to determine
fertilizer needs, apply 50 pounds per acre of nitrogen.
Definition
Incorporation will be accomplished following the
seeding.
Vegetating inactive borrow areas with sustainable
6. Select the appropriate seed mix based on percent fines
herbaceous perennial plants.
and time of planting.
Purpose
a.IF 15 percent fines or less: use the warm season
grass mix. If fall planting is necessary, use a
To provide appropriate vegetation to stabilize the soil, thus
temporary cover to allow planting of the warm
preventing wind and water erosion from causing on-site or
season grasses in early spring. Two (2) bushels of
off-site damages.
oats per acre is suggested as this will winter kill and
not be competitive when the permanent seeding is
To create a more aesthetically pleasing view.
made. Another option is small grain straw at two (2)
tons per acre. Do not use old hay.
To enhance the wildlife habitat for greater diversity.
b. Warm Season Grass Table:
Condition Where Practice Applies
Certified Seed
PLS*/Acre
Species Variety (lbs.)
Sand and gravel borrow areas which have had EITHER the
top portion of the soil profile replaced as topsoil or
Switchgrass Blackwell, 2
overburden with greater than 15 percent fines included, OR
Shelter
the sand and gravel mined condition remains without
Pathfinder, or
topsoil being replaced resulting in sand and gravel with
Trailblazer
less than 15 percent fines.
Coastal panicgrass Atlantic 2
Design Criteria
Big bluestem Niagara 4
1. Depending upon the type of unconsolidated material
Little bluestem Aldous or 4
being mined, side slopes shall be graded in accordance
Camper
with the New York State Mined Land Reclamation Law.
Sand bluestem Goldstrike 2
Minimum requirements are: for fine sand, silt, clay the
slope shall not exceed 2 horizontal to 1 vertical (26º); for
Sand lovegrass Nebraska 27 or 2
coarse sand and gravel the slope shall not exceed 1.5
Bend
horizontal to 1 vertical (33º)
Total mix (PLS/acre) 16 lbs.
2. Rocks and other debris shall be removed from the site or
buried during grading.
*Pure Live Seed (PLS) = (% germination x % purity)/100
August 2005 Page 3.35 New York Standards and Specifications
For Erosion and Sediment Control
b. A temporary cover of 2 bushels of oats may be
Pounds to be seeded = (100 x lbs. of 100% PLS
seeded between August 15 and September 15 (oats
required)/% PLS of commercial seed being used.
will winter kill). This works well preparing for early
spring seedings.
c.IF greater than 15 percent fines: use a grass/legume
mixture, or the warm season grass mix.
c. Inoculate legume seed immediately prior to actual
seeding. Use 4 times the standard agricultural rates.
d. Grass/Legume Table:
d. The seed mix must be uniformly broadcast. A
Pure Live Seed
hydroseeder works well or spread by hand if
SpeciesVariety Per Acre (lbs.)
necessary. The use of spinner type seeders is
Tall fescue KY-31/Rebel 10
difficult due to the lightweight and fluffy seed
characteristics of some species.
RedtopCommon 2
e. Incorporate the soil amendments and seed.
Perennial rye-Pennfine/Linn 5
grass
i. Tracking an area is using a bulldozer having
cleats at least 1 inch in depth. Operation of the
Birdsfoot tre-Empire plus 8**
dozer shall be perpendicular to the contour and
foil* Pardee
such that the entire area is covered by the tracks.
* legume in seed mixture needs to be inoculated.
** 4 lbs. of each is best. 8 lbs. of either one is good.
OR
ii. Pulling a cultipacker over the entire site with the
OR
tines up or no deeper than 1 inch. This option
only works if soil moisture is near field capacity.
Pure Live Seed
SpeciesVariety per Acre (lbs.)
8. Mulching is essential for immediate erosion control and
Flatpea* Lathco 10.0
uniform establishment of cool season grasses and
legumes on sands and gravels. Use a heavier rate for the
Perennial pea* Lancer 2.0
grass/legume seedings of 4000 lbs./ac. Use only small
grain straw. Mulching of warm season grasses may not
be necessary when runoff and sediment delivery is not
Crownvetch* Penngift/10.0
an issue. If erosion control is necessary for warm season
Chemung
grass sites, mulch with 3000 lbs./ac. of small grain straw
Tall fescue KY-31/Rebel 10.0
(not grass hay). On sites where mulch can be avoided,
warm season grasses will respond favorably.
Total Mix (lbs./acre) 32.0
9. Anchor the mulch by using the bulldozer tracking
* legume in seed mixture needs to be inoculated.
technique. This may be done simultaneously with seed
incorporation. Optional anchoring techniques and
7. Planting instructions:
materials are available in the Mulching Standard.
a. Planting dates are very critical for warm season
10. Site protection is necessary to avoid wheel and tire
grasses. Very early spring (March/April) is best.
damage.
The success rate decreases notably by the end of
May. Fall seedings are not recommended. Grass/
legume mixes may be reliably planted from early
spring through June 15. Avoid June 16 through
August 15. After August 15, seed anytime until
ground freezes.
New York Standards and Specifications Page 3.36 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR PROTECTING VEGETATION DURING CONSTRUCTION
B. Planning:
1) After engineering plans (plot maps) are prepared,
another field review should take place and
recommendations made for the vegetation to be
saved. Minor adjustments in location of roads,
dwellings, and utilities may be needed.
Construction on steep slopes, erodible soils,
wetlands, and streams should be avoided.
Clearing limits should be delineated (See Section
2).
2) Areas to be seeded and planted should be
identified. Remaining vegetation should blend
with their surroundings and/or provide special
Definition
function such as a filter strip, buffer zone, or
screen.
The protection of trees, shrubs, ground cover and other
vegetation from damage by construction equipment.
3) Trees and shrubs of special seasonal interest, such
as flowering dogwood, red maple, striped maple,
Purpose
serviceberry, or shadbush, and valuable potential
shade trees should be identified and marked for
To preserve existing vegetation determined to be important
special protective treatment as appropriate.
for soil erosion control, water quality protection, shade,
screening, buffers, wildlife habitat, wetland protection, and
4) Trees to be cut should be marked on the plans. If
other values.
timber can be removed for salable products, a
forester should be consulted for marketing advice.
Condition Where Practice Applies
5) Trees that may become a hazard to people,
personal property, or utilities should be removed.
On planned construction sites where valued vegetation
These include trees that are weak-wooded,
exists and needs to be preserved.
disease-prone, subject to windthrow, or those that
have severely damaged root systems.
Design Criteria
6) The vigor of remaining trees may be improved by
1. Planning Considerations
a selective thinning. A forester should be
consulted for implementing this practice.
A. Inventory:
2. Measures to Protect Vegetation
1) Property boundaries, topography, vegetation and
soils information should be gathered. Identify
A. Limit soil placement over existing tree and shrub
potentially high erosion areas, areas with tree
roots to a maximum of 3 inches. Soils with loamy
windthrow potential, etc. A vegetative cover type
texture and good structure should be used.
map should be made on a copy of a topographic
map which shows other natural and manmade
B. Use retaining walls and terraces to protect roots of
features. Vegetation that is desirable to preserve
trees and shrubs when grades are lowered. Lowered
because of its value for screening, shade, critical
grades should start no closer than the dripline of the
erosion control, endangered species, aesthetics,
tree. For narrow-canopied trees and shrubs, the stem
etc., should be identified and marked on the map.
diameter in inches is converted to feet and doubled,
such that a 10 inch tree should be protected to 20
2) Based upon this data, general statements should
feet.
be prepared about the present condition, potential
problem areas, and unique features of the
property.
August 2005 Page 3.37 New York Standards and Specifications
For Erosion and Sediment Control
C. Trenching across tree root systems should be the G. Obstructive and broken branches should be pruned
same minimum distance from the trunk, as in B. properly. The branch collar on all branches whether
Tunnels under root systems for underground utilities living or dead should not be damaged. The 3 or 4 cut
should start 18 inches or deeper below the normal method should be used on all branches larger than
grounds surface. Tree roots which must be severed two inches at the cut. First cut about one-third the
should be cut clean. Backfill material that will be in way through the underside of the limb (about 6-12
contact with the roots should be topsoil or a prepared inches from the tree trunk). Then (approximately an
planting soil mixture. inch further out) make a second cut through the limb
from the upper side. When the branch is removed,
D. Construct sturdy fences, or barriers, of wood, steel, there is no splintering of the main tree trunk.
or other protective material around valuable Remove the stub. If the branch is larger than 5-6
vegetation for protection from construction inches in diameter, use the four cut system. Cuts 1
equipment. Place barriers far enough away from and 2 remain the same and cut 3 should be from the
trees, but not less than the specifications in "B", so underside of the limb, on the outside of the branch
that tall equipment such as backhoes and dump collar. Cut 4 should be from the top and in
trucks do not contact tree branches. alignment with the 3rd cut. Cut 3 should be 1/4 to
1/3 the way through the limb. This will prevent the
E. Construction limits should be identified and clearly bark from peeling down the trunk. Do not paint the
marked to exclude equipment. cut surface.
F. Avoid spills of oil/gas and other contaminants. H. Penalties for damage to valuable trees, shrubs, and
herbaceous plants should be clearly spelled out in the
contract.
New York Standards and Specifications Page 3.38 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR VEGETATING SAND DUNES AND TIDAL BANKS
guidelines for planting. Cape will do well but is
very aggressive compared with the Lake
Champlain strain. Some people consider Cape
an invasive plant in these locations.
3) Atlantic coastal panicgrass is excellent for back
dune areas. Seed at 10 pounds pure live seed per
acre. Refer to Vegetative Stabilization of Sand
and Gravel Pits for determining the proper
amount of pure live seed.
4) Immediately after planting, a sand fence (snow
fence) will be built to protect the beachgrass from
vehicle and foot traffic. The fence shall surround
the planted area at a distance of 15 feet from the
Definition
planted area. Passageways should be provided to
allow pedestrians to cross the planted area at 300
foot intervals. Elevated boardwalks, or dune
Establishing and maintaining vegetative cover for coastal
cross-overs, are desirable. Move the opening and
shoreline protection.
boardwalk when beachgrass becomes weak.
Purpose
B. Where sand dunes must be reconstructed through
sand entrapment, and shore conditions allow for sand
1. To stabilize frontal sand dunes and provide for sand
deposition, a specialist from Sea Grant or the USDA
entrapment for dune building where possible and necessary.
Natural Resource Conservation Service shall make
the determinations of feasibility. Appropriate
2. To provide for protection of dune vegetation from foot
permits for altering shorelines must be obtained prior
traffic and vehicles.
to beginning work.
3. To stabilize tidal banks and provide for long term
2. Building, Planting, and Maintaining Coastal Sand Dunes
protection.
Dune stabilization work must start at least one hundred
Condition Where Practice Applies
(100) feet (horizontal distance) from the mean high tide
(MHT) water line as a minimum. Whenever feasible, leave
On any coastal shoreline, including the Great Lakes, where
room for two or more dune lines for a double layer of
vegetation can be expected to effectively stabilize a site.
protection. Dunes grow toward the sand supply, which is
the ocean or the lake.
Specifications
A. Building the dune:
1. Sand dunes
1) Vegetatively.
A. Where stabilization of existing sand dunes and/or re-
establishment of beachgrass is needed.
Where blowing sand is available, a simple,
relatively inexpensive and successful method
1) Long Island and NYC area, use Certified Cape
exists for building dunes. It consists of planting
American Beachgrass. Planting of frontal dunes
American beachgrass strips parallel to the
should be accomplished by April 30. Refer to
coastline. As the windblown sand moves off the
American Beachgrass Information Sheet for
beach landward, it drops its load of sand,
specific instructions.
beginning the natural cycle of dune growth. The
row closest to the ocean should be at least 100
2) Lake Champlain and Great Lakes, use the Lake
feet (horizontal distance) from the MHT line.
Champlain strain or species if adequate planting
The plantings will trap most of the windblown
material is available. Use American beachgrass
August 2005 Page 3.39 New York Standards and Specifications
For Erosion and Sediment Control
sand, particularly during the growing season The bottom of the fence should be set about 3
when the grass will continue to grow up through inches into the sand, or a mechanical grader could
the newly trapped sand. be used to push some sand against the bottom of
fence.
2) Sand Fences (Snow Fence Material).
3) Sand fence plus vegetation -
The use of sand fence is effective and the material
is readily available. It may be more expensive The combination of these two approaches is more
than building dunes vegetatively, but is less effective than either one alone. The sand fence
expensive than doing it with machinery. should be placed as discussed above. Bands of
Normally it is also much faster than with vegetation should then be planted parallel to the
vegetation alone. fence on the landward and seaward side. Each
bank of vegetation should be about 20 feet wide
To form a barrier dune, erect the sand fences, a and placed 10 to 15 feet from the sand fence. As
minimum of 100 feet (horizontal distance) from the sand fills between the two fences, additional
the MHT line in two (three or four rows may be fence can be erected or the area between the
used where sufficient land area and sand is fences can be planted. Such a combination can
available.) parallel lines 30 or 40 feet apart. The trap most of the wind blown sand crossing the
fences should be roughly parallel to the water line dune area and produce a much broader based
and yet be as nearly as possible at a right angle to dune than either approach alone. See Figure 3.4.
the prevailing winds. See Figure 3.3 on page
3.41. Where this is not possible, erect a single 3. Tidal Streams and Estuaries
line of fence parallel with the water at least 140
feet from the MHT line and space 30 foot long The procedures to determine the effectiveness potential of
perpendicular spurs 40 feet apart along the stabilization of tidal streams and estuaries are found in
seaward side to trap lateral drift. Table 3.9.
As the fences fill with sand, additional sets of Plants to be used are as follows:
fence can be placed over those filled until the
barrier dune has reached a protective height. A. Certified Cape American beachgrass
To widen an old dune, the fencing should be set B. Certified Bayshore smooth cordgrass
seaward at a distance of 15 feet from the old dune
base. C. Certified Avalon saltmeadow cordgrass
Materials - D. Certified Atlantic coastal panicgrass
Use standard 4-foot sand (snow) fence. The 4. Coastal panicgrass is primarily used in freshwater tidal
fence should be sound and free of decay, broken areas above high tide line. Frequently, it is seeded over
wire, and missing or broken slats. top of saltmeadow cordgrass plantings.
Wood posts, for fence support should be black 5. Additional Reference
locust, red cedar, white cedar, or other wood of
equal life and strength. They do not need to be Best of Beach Vegetation by W. Curtis Sharp.
treated. They should be a minimum of 6 ft. 6 in. Reprints from Parks and Recreation Resources. Volume 1,
long and a minimum diameter of 3 inches. Nos. 1, 2, 4 & 5, 7 & 8. Published in January, February,
Standard fence post length is usually 7 ft.8 ft. May/June, July/August 1982.
and should be used where possible.
Four (4) wire ties should be used to fasten the
fence to the wood posts. Weave fence between
posts so that every other post will have fence on
ocean side of posts. Tie wires should be no
smaller than 12 gauge galvanized wire.
New York Standards and Specifications Page 3.40 August 2005
For Erosion and Sediment Control
Figure 3.3
Combination of Sand Fence and Vegetation for Dune Building
Figure 3.4
Typical Cross-Section Created by a Combination
of Sand Fence and Vegetation
August 2005 Page 3.41 New York Standards and Specifications
For Erosion and Sediment Control
Table 3.9
Vegetative Treatment Potential for Eroding Tidal Shorelines
New York Standards and Specifications Page 3.42 August 2005
For Erosion and Sediment Control
Figure 3.5
American Beachgrass Information Sheet
( Fern)
Ammophila breviligulata
2
Adapted from USDANRCS Plant Guide
Use: Major use is to stabilize moving sand along the maximum erosion control. On very stable areas where wind
Atlantic Sea coast and Great Lakes region. It is the best is not a factor, a spacing of 24 x 24 is suitable. An 18 x
species for the initial stabilization of frontal dunes. 18 spacing requires 58,500 culms (3 culms/planting unit)
per acre, or 1,350 culms per 1,000 square feet.
Useful as an erosion control plant on non-dune areas where
soils are very sandy and the site conditions make Beachgrass culms must be planted at least 8 deep. This
establishment of seeded species very difficult. Also used on prevents plants from drying out, as well as being blown out
soils high in salinity such as industrial waste needing by the wind. A tiling or ditching spade is an excellent tool
vegetative cover. for opening the planting hole. A two person crew works
best in planting on
Description: American beachgrass is a leafy, spreading frontal dunes and
grass with many stems per clump. It may reach a height of loose sandy areas.
two to three feet. The seed head is a spike-like panicle, The culms and roots
about ten inches long, and appears in late July or August. must be kept cool
Leaves are long and narrow, and may become rolled or and moist before
folded as it matures. and during planting.
Success of planting
One outstanding growth characteristic is the strong will increase if the
underground stems (rhizomes) that spread beneath the sand stock is dormant or
and give rise to many new plants. Its vigorous growth has made very little
enables the plant to withstand heavy deposits of sand and growth.
the ability to grow up through deposits.
Fertilizer properly
Adaptation: American beachgrass is native to the mid-applied is the key to
Atlantic coastal region from Maine to North Carolina, and good vigorous
the Great Lakes region. It will grow on island sites, high in growth, as coastal
sand and/or saline content, provided adequate amounts of sands are rather
nitrogen and other nutrients are present. infertile. Fertilize in
March or April with
Varieties: Cape is the most recent variety and was 30 to 40 pounds of
developed by the Soil Conservation Service at the Cape inorganic nitrogen
AMERICAN BEACHGRASS
May Plant Materials Center, Cape May Court House, N.J. per acre until desired
Hatteras developed by the Agricultural Experiment density is obtained.
Station in North Carolina is a variety better adapted to
southern climates. Management: Once the stand is well established, the rate of
fertilizer applied can be reduced by half, or applied only
Source: Both are commercially available vegetatively. when the stand appears to be weakening.
Seed not available.
Exclude vehicular traffic if possible and provide elevated
Establishment: The best time to plant beachgrass is from boardwalks for pedestrians. Pedestrian and vehicular
October 1 to April 30. If properly planted, good survival traffic that bends or breaks the culms will seriously damage
can be expected at any time during this period, except when the plants and may kill them. Move boardwalks, or dune
soil is frozen. Summer plantings are not satisfactory. cross-overs, when beachgrass underneath begins to weaken
American beachgrass can be planted either by hand or by and become open, exposing the sand for potential blowing.
mechanical equipment designed for this work. The stems of On frontal dunes, any area devoid of protective cover is
plants called culms are used for planting stock. Two or subject to blowing and eventual ruin. Replanting of
three culms are planted per hole. Space plants 18 by 18, beachgrass stands that become open should be an annual
unless wind erosion is severe, then reduce spacing to 12 by operating procedure.
12. Stagger the plantings in alternate rows to provide
August 2005 Page 3.43 New York Standards and Specifications
For Erosion and Sediment Control
Figure 3.6
Cordgrass Information Sheet
Smooth Cordgrass ()
Spartina alterniflora
and
Saltmeadow Cordgrass ()
Spartina patens
2
Adapted from USDANRCS Plant Fact Sheets
Description: Smooth cordgrass, a long life perennial, is the September and October, are ten to twelve inches long and
dominant, most productive marsh plant in the regularly hold twelve to fifteen spikelets, each two to three inches
flooded inter-tidal zone along the Atlantic and Gulf coast long. Its primary method of spreading is by vigorous,
from Newfoundland to Florida and Texas. Smooth hollow rhizomes.
cordgrass grows three to seven feet tall with stems up to 1/2
inch in diameter. The leaves are twelve to twenty inches Saltmeadow cordgrass
long, tapering to a point. The seed heads, produced in grows in salt marshes
and sandy meadows
along the Atlantic and
Gulf coasts from
Quebec to Florida and
Texas. It occupies the
area immediately above
the inter-tidal zone.
Mature plants are
grayish green, usually
one to three feet tall.
The leaf sheath is
round; the leaf blade is
long and narrow,
usually rolled inward
giving a wiry
appearance; the upper
side of the leaf is
rough. The seed heads
produced in October
have spikelets that
Spartina patens
grow almost at right
angles to the rachis or main stem. Saltmeadow cordgrass
reproduces rapidly by long, scaly, slender rhizomes.
Both smooth and saltmeadow cordgrasses are used by
waterfowl as a source of food. Saltmeadow cordgrass is
also used by muskrats for housing materials.
Uses: Because of their adaptation to brackish water,
smooth and saltmeadow cordgrasses occur naturally or can
be planted to stabilize eroding shorelines. Planted along the
shoreline, the cordgrasses absorb the wave energy and
collect the sediment brought in by water. As the sediment
is dropped, the band of vegetation expands, pushing the
mean high tide away form the tow of the bank, thus
reducing the potential for continuous erosion.
Establishment of Shoreline Plantings: Smooth cordgrass is
planted between the mean low water level and the mean
high water level. Saltmeadow cordgrass is planted above
Spartina alterniflora
New York Standards and Specifications Page 3.44 August 2005
For Erosion and Sediment Control
(COASTAL PANICGRASS AND/
OR AMERICAN BEACHGRASS)
(SALT MEADOW CORDGRASS)
(SMOOTH CORDGRASS)
the smooth cordgrass from mean high water to the toe of the used, performance expectations will be less than with the
slope. If the distance from the mean high water to the toe of other two methods. Coastal panicgrass can be planted using
the slope exceeds 10 feet, American beachgrass should also method one or be seeded.
be planted in the upper part of the slope.
Typical plantings consist of one row parallel to the
Establishment of Plants: There are three types of plant shoreline. Transplants should be midway between the high
materials that can be used for planting along the shoreline. and low tide elevations. Plant spacing within the row will
One type is seedlings grown in peat pots. Such plants vary according to the size of the transplant materials being
should be about 12 inches tall with 3-5 stems per container used and the rate at which full coverage is desired. One
before they are large enough for transplanting. The gallon container stock are generally planted at 5 to 8
container is planted with the root mass. centers and plugs generally on 2-3 centers. Smooth
cordgrass typically produces 8-10 rhizomes for lateral
A second method is to grow the plants in containers which spread in one growing season. If two rows are planted,
allow the plants with the root mass to slip out at the time of allow 5 between rows. The spacing to be used is influenced
planting. Their size, etc., are the same as above. The by the severity of the site. On sites that have a potential of
advantage of this method is that it eliminates the barrier being washed away, the spacing should be closer. In
occasionally created by the peat pots that may produce a protected areas where there is little danger of the planting
slight turbulence around the plant and wash it out. being initially destroyed, the spacing can be wider. The
hole made in the substrata should fully accommodate the
A third type is to harvest culms from natural or cultivated plant roots. Be sure to seal the hole by pressing the soil
stands which are then planted directly to the shoreline. If around the roots with your heal.
the plants are to be taken from natural stands, they should
be growing in sandy substrata. The stands should be open Planting Method/Fertilization:
and developing rather than dense and mature. The culms
will be ready for digging and transplanting when the top : When planting trade-gallons, transplants
Planting Methods
growth is six to ten inches tall. Each culm should have a should be planted in a hole. Post-hole diggers, gas drills
well developed root. with modified bits, or any other methods of digging are
satisfactory. The planting hole should be the same size or
Methods one, two and three are equally recommended for only slightly larger than the root-ball and deep enough so
smooth cordgrass. Methods one and two are recommended that the top of the root-ball is flush or slightly below
for saltmeadow cordgrass. Although method three can be ground. The top of the root-ball should not protrude above
August 2005 Page 3.45 New York Standards and Specifications
For Erosion and Sediment Control
nor be more than 2 below normal ground. The planting hole should be pinched closed. When using tablets with
hole should be tightly closed around the plant to prevent the bare-root plugs, drop the tablet in the planting hole prior to
plant from wobbling and plants should remain erect after inserting the plug.
planting.
Planting should be made between mid Spring and July 1.
Planting sites where high wave energy is a problem may The early Spring plantings are more hazardous because of
require the addition of a plant anchor. A plant anchor storms and less favorable soil temperatures. Actual dates
consists of ¼ steel re-bar bent into a hook (candy-cane are influenced by location. Late Spring plantings are
shape) and pushed down into the soil so that the hook lays preferred.
across the root-ball, pinning it to the ground. Anchors are
generally about 30 in overall length and will add to the Site Suitability: A high percentage of plantings made on
cost of the planting. However, anchors are generally tidal shorelines fail due to shoreline conditions, storms, etc.
necessary at unusually problematic sites to prevent plants Most shoreline conditions can be identified and their
from washing out. likelihood of contributing to success or failure estimated.
They are shown in Table 3.9.
When planting bare-root plugs, holes need only be
approximately 3 in diameter and deep enough to cover the While the procedure outline in Table 3.9 has been tested
roots. Any style of tool that will punch a hole this size such against actual plantings, there is no guarantee the outcome
as a dibble bar will work. Cupping the roots of the plug in of the planting will be as the guideline suggests. For
hand and pushing down into the mud carefully will also instance, unexpected storms could completely eliminate the
work in more fluid soils. There are no plant anchors for value of these guidelines and destroy the planting.
plugs, and in practice, plugs should not be used at any site
where wave energy is a factor. Management of Established Plantings: Plantings should be
monitored frequently each year. Plants destroyed or
: There is no clear consensus on the washed out should be replanted as quickly as possible. All
Fertilization
effectiveness of fertilizer when used in saturated and/or debris washed onto the plantings should be immediately
anaerobic soils. However, the additional cost of fertilizer is removed to prevent smothering the plants.
a small investment given the overall cost involved in
vegetative restoration. Sources: Smooth and saltmeadow cordgrasses are available
commercially. Because commercial sources are subject to
Slow-release fertilizer tablets are commercially available in change, contact your local USDA Natural Resources
a range of weights and analyses. Recommended tablet Conservation Service office for sources closest to you.
weight should be between 15 and 25 grams and have a Bayshore smooth cordgrass, Avalon saltmeadow
nitrogen content of not less than 15% and not more than cordgrass, and Atlantic coastal panicgrass are
30%. When using tablets with trade-gallon plants, push the recommended varieties for Long Island.
tablet into the top 3 of the root-ball immediately prior to or
immediately after planting the transplant. The resulting
New York Standards and Specifications Page 3.46 August 2005
For Erosion and Sediment Control
References
1. Sharp, W. C., C. R. Belcher and J. Oyler. Not dated. Vegetation For Tidal Stabilization in the Mid-Atlantic States.
USDA Soil Conservation Service, Northeast Regional Technical Center, Broomall, PA.
2. USDA Natural Resources Conservation Service. 2002. The PLANTS Database, Version 3.5. (http://plants.usda.gov).
National Plant Data Center, Baton Rouge, LA 70874-4490. USA.
August 2005 Page 3.47 New York Standards and Specifications
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Page Intentionally Left Blank
SECTION 4
BIOTECHNICAL MEASURES
FOR EROSION AND SEDIMENT CONTROL
CONTENTS
Page
List of Figures
Introduction .. . . 4.1
Principles of Biotechnical Slope Protection 4.1
Planning Considerations .. .. 4.2
Plant Materials .. ... . 4.3
Live Fascines .. 4.5
Brush Mattress 4.7
Live Stakes . 4.9
Brush Layer . 4.13
Live Cribwall .. 4.15
Tree Revetment 4.17
Branchpacking . 4.19
Fiber Roll . 4.21
References
Section prepared by:
Donald W. Lake Jr., P.E., CPESC, CPSWQ
Engineering Specialist
New York State Soil & Water Conservation Committee
And
John A. Dickerson, Plant Materials Specialist
USDA Natural Resources Conservation Service
Syracuse, NY
List of Figures
Figure Title Page
4.1 Vegetated Rock Gabion Details 4.4
4.2 Live Fascine Details. . 4.6
4.3 Brush Mattress Details.. .. .. 4.8
4.4 Live Stake Details .. 4.10
4.4A Live Stake Construction Specification . 4.11
4.5 Brush Layer Details .. 4.14
4.6 Live Cribwall Details 4.16
4.7 Tree Revetment Details... . 4.18
4.8 Branchpacking Details .. 4.20
4.9 Fiber Roll Details . 4.22
BIOTECHNICAL SLOPE PROTECTION MEASURES
FOR EROSION AND SEDIMENT CONTROL
experience erosion on streambanks or sloughs on roadside
Introduction
slopes that could be controlled with biotechnical protection
measures. The low cost and ease of installation is very
Biotechnical slope protection is the specialized use of
attractive to units of government and highway departments
woody plant materials to stabilize soil. As noted in Section
looking to maximize their budget dollars.
1, one of the factors that affects erosion is vegetative cover.
The more cover soil has, the more protected it is from the
Principles of Biotechnical Slope Protection
attacking forces of rainfall and runoff. Also working to
hold the soil in place is the root mass that vegetation
produces. Biotechnical measures generally combine basic Generally a biotechnical slope protection system consists of
engineering principles with plant science to create a system both a structural or mechanical element and vegetative
of stability for critical areas such as streambanks or elements working together to stabilize a site-specific
roadside slopes. These systems may combine structural condition. Structural components are employed to allow
measures, such as those detailed in Section 5, with woody establishment of vegetative elements, while at the same
plants and shrubs to effect a strengthening of the soil time providing a level of protection for stability. The
structure and improved vegetative cover to resist surface vegetative components are not just landscaping plantings
erosion. for a structural project; they also perform a functional role
in preventing erosion by protecting the surface, while also
There are many advantages to biotechnical slope protection stabilizing soil by preventing shallow mass movements.
measures:
Woody plant materials (usually dormant shrub willow
they are often less expensive to install branches) are placed into the soil in ways that provide an
they do not require specialized skills to install immediate degree of stability to the slope. As the branches
generally, heavy equipment is not required take root and grow, the slope becomes more and more
they are environmentally compatible resistant to failure by shallow mass movements due to:
they provide a natural aesthestic appearance
they provide wildlife habitat and cover 1. Mechanical reinforcement from the root system,
they can be self repairing during and after stress
they use natural/native materials 2. Soil moisture depletion through transpiration and
interception, and
On the other hand, there are some disadvantages to these
measures: 3. Buttressing and soil arching action from embedded
stems.
higher risk due to less control with vegetation
compared to structural practices The vegetation also tends to prevent surficial (surface or
require higher maintenance attention rainfall) erosion by:
need an establishment period
more sensitive to seasonal changes 1. Binding and restraining soil particles in place,
Biotechnical slope protection is actually an old technology. 2. Filtering soil particles from runoff,
These techniques have been practiced for centuries in
Europe. The Natural Resource Conservation Service used 3. Intercepting raindrops,
and promoted this technology in the 1940s in Vermont on
the Winooski River and also in New York on Buffalo 4. Retarding velocity of runoff, and
Creek, where plant materials (willows) were used in
combination with rock riprap, concrete slabs, pinned rock, 5. Maintaining infiltration.
and cellular modules to halt streambank erosion.
As the stability improves, native vegetation will volunteer,
These biotechnical approaches are being rediscovered helping to blend the site into the surroundings.
primarily due to their cost effectiveness over more
traditional structural measures and for their environmental
compatiblity, aesthetics, and wildlife benefits. There are
many areas in towns and counties in New York that
August 2005 Page 4.1 New York Standards and Specifications
For Erosion and Sediment Control
There are many techniques used in biotechnical work. velocity, capturing sediment, and enhancing conditions for
Some of the most common are: colonization of native species. See Figure 4.7.
Vegetated Rock GabionsThis is a combination of BranchpackingThis technique alternates live branch
vegetation and rock gabions generally used for slope cuttings with tamped backfill to repair small, localized
stabilization. Live branch cuttings are layered through the slumps and holes in slopes. The alternating layers of
rock gabion structure to anchor in select earthfill. The branches and soil are placed between long posts driven in to
cuttings protrude beyond the face of the gabion. The gabion the ground for support. This method is inappropriate for
standard is covered in the standard specifications for areas larger than 4-feet deep or 6-feet wide. See Figure 4.8.
retaining walls in Section 5B. See Figure 4.1 for vegetative
details.
Fiber RollA fiber roll is a coconut fiber, straw, or
excelsior woven roll encased in netting of jute, nylon, or
burlap used to dissipate energy along bodies of water and
Live FascinesThis technique uses bundles of branches
which are staked into shallow trenches, then filled with soil. provide a good medium for the introduction of herbaceous
They are oriented along the contour and are placed in vegetation. This technique works best where water levels
multiple rows to help stabilize a slope. See Standard and are relatively constant. The roll is anchored into the bank
Specifications for Live Fascines. and, after suitable backfill is placed behind the roll,
herbaceous or woody vegetation can be planted. See Figure
Brush MattressThis method uses hardwood brush
4.9.
layered along a streambank as a mattress and anchored in
place with a grid of stakes and wire. The toe below the
Properly designed structural measures may be necessary to
waterline is anchored by rock. This living blanket acts as a
help protect the toe or face of a slope against scour or
mulch for seedlings and plantings established in the bank.
erosion from moving water and against mass-moving of
It also prevents erosion of sloped surfaces. See Standards
soil. These structures are generally capable of resisting
and Specifications for Brush Mattress.
much higher lateral earth pressures and higher shear values
than vegetation. They can be natural, such as fieldstone,
Live StakingThese are large stakes or poles sharpened at
rock and timbers; or, they can be artificial like concrete and
the bottom end and forced vertically into the soft earth
steel. Some structural measures can be a combination like
along the waterline, usually about 1 foot apart. Depending
gabions, which are wire baskets containing stone. Gabions
on the size of the poles and the composition of the
can be used as retaining walls, grade stabilization structures
streambank, machinery may be required to force them into
and slope protection. Many of these types of structures can
the ground or to prepare holes for planting. The poles will
be planted or vegetated with materials to strengthen the
grow forming a very thick barrier to flow. See Figure 4.4
system. See Figure 4.1.
and Figure 4.4A.
Planning Considerations
Brush LayeringThis technique is generally used to
stabilize slope areas above the flow line of streambanks as
There are many facets that need to be considered when
well as cut and fill slopes. It involves the use of long
designing a biotechnical system for a site:
branches that are placed with cut ends into the slope on
bulldozed terraces. The tops protrude outside the finished
Method What is the appropriate method for the particular
slope. A layer usually includes three layers of brush
problem encountered?
separated with a thin (3 in.) layer of soil. On this layer a
lift of 3-5 feet of soil is placed to form the next terrace
Materials What type should be selected? How much is
and so forth. See Figure 4.5.
needed to do the job? Where can they be obtained?
Live CribwallThis is a combination of vegetation and
Schedule When is the best time to maximize the
structural elements generally used along streams where
successful rooting or germination of materials?
flowing water is a hazard. Layers of logs are alternated
with long branches protruding out between them. The logs
Equipment Since this process is somewhat labor
are spiked together and anchored into the bank with earthfill
intensive, it is necessary to make sure the proper type and
behind them to create a wall. The live stems help tie the
amount of tools, such as shovels, pick axe, tile spade,
logs together and screen the wall. See Figure 4.6.
hammers, etc. are available for proper installation of
material.
Tree RevetmentThis method incorporates entire trees
(without the root wad) for bank stabilization in areas that
Site characteristics The need for engineering structures
are eroded or undercut, but not flashy or in need of heavy
will depend on potential hazards, management of site water,
maintenance. Trees are overlapped and anchored to the
soil conditions, and site access. Aesthetics and follow-up
earth for the purpose of absorbing energy and reducing
New York Standards and Specifications Page 4.2 August 2005
For Erosion and Sediment Control
maintenance are also important considerations. Protection slope protection techniques employ them more than any
from livestock is mandatory. other group of plants. Two of the tested, proven willow
cultivars in the Northeast are:
Streambanks Generally applicable where flows are less
Streamco purpleosier willow ()
Salix purpurea
than 6 feet per second and the stream bottom is not subject
to degradation and scour. Protection should be carried to
Bankers dwarf willow ( hybrid)
Salix cottetii
the average high water elevation.
Streamco and Bankers willow are both shrubs.
Streamco has an ultimate height of 15-20 feet, while
Bankers is limited to 6-8 feet. Commercial and state
Plant Materials
nurseries in the Northeast are producing supplies of both
Plant materials for biotechnical slope protection may be
species.
obtained in two basic ways. One method is to locate stands
of appropriate species and obtain easements to harvest
In addition to willows, redosier dogwood and poplars are
materials from these stands for incorporation into the
other groups of plants effective for use in biotechnical
project. Criteria for selecting native species are: easy
systems. Species such as elderberry or forsythia can also be
rooting; long, straight, flexible whips; and plentiful supply
used to add biodiversity to a site.
near the site.
All plant materials should be installed on site within 8 hours
A second method is to grow and harvest materials from
of cutting, unless provisions for proper storage are made.
managed production beds that are maintained for
Materials should be fresh, dormant, and non-desiccated
commercial distribution. This allows selection of cultivars
when installed.
that have proven performance records and high survival
rates.
The most popular materials in use today are the shrub
willows. Willows have a tremendous ability to sprout roots
and stems when in contact with moist soil. Willows are
found growing in all parts of the world, so biotechnical
August 2005 Page 4.3 New York Standards and Specifications
For Erosion and Sediment Control
Figure 4.1
Vegetated Rock Gabions
New York Standards and Specifications Page 4.4 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
LIVE FASCINES
Slope Contour Interval
1:1 3
1.5:1 3
2:1 4
2.5:1 4
3:1 5
3.5:1 5
4:1 6
6:1 8
See Figure 4.2 for details.
Definition
Construction Specifications
The placement of groups or bundles of twigs, whips, or
branches in shallow trenches, on the contour, on either cut
1. Fascines shall be 4 inches minimum in diameter.
or fill slopes.
2. Prior to placing the fascines, the slope shall be smoothed
Purpose
and graded with obstructions removed. Any structural
measures for revetment, drainage, or surface water
To stabilize slopes by slowing water movement down the
management will be installed first.
slope, increasing infiltration, trapping slope sediments, and
increasing soil stability with root systems.
3. Working from the bottom of the slope to the top,
excavate the fascine trench. Place fascines in trench and
Conditions Where Practice Applies
anchor with stakes spaced at 24 inches. Cover fascines
with soil leaving about 10% exposed to view. Fascines
On sloping areas such as road cuts, slumped areas, road
shall be overlapped 12 inches minimum in the trench.
fills, gullies, and streambanks subject to erosion, seepage,
or weathering, which have a low to medium hazard
4. Soil shall be worked into the fascine and compacted by
potential should slope failure occur. Slopes must be 1:1 or
walking on the fascine being covered.
flatter.
5. All disturbed areas should be seeded upon completion of
Design Criteria
fascine placement.
MaterialsShall be a native or nursery grown cultivar that
Maintenance
is capable of performing the intended function.
Regular inspection and maintenance of fascine installations
FascinesShall be made by forming the bundles 8-15 feet
should be conducted especially during the first year of
long, 4 inches minimum in diameter, from stems no more
establishment. Loose stakes should be reset and settled fill
than 1 inch in diameter.
areas should be brought back to grade. Prompt corrections
OverlapFascines should be overlapped at the tapered
to gullies, sloughs or other evident problems shall be made.
ends a minimum of 1-foot.
Vertical SpacingThe spacing of the contours for the
fascines is dependent on the degree of erosion or potential
erosion at the site. Factors include slope steepness, soil
type, drainage, and existing ground cover. The following is
a general guide to selecting contour interval:
August 2005 Page 4.5 New York Standards and Specifications
For Erosion and Sediment Control
Figure 4.2
Live Fascine
New York Standards and Specifications Page 4.6 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
BRUSH MATTRESS
SlopeThe maximum slope shall be 1.5:1.
AnchoringThe mattress shall be anchored on the slope
by a grid of 3-foot stakes driven on 3-foot centers each way.
No. 9 wire is then wound between the stakes, which are
driven to secure the mattress. The upstream edge of the
mattress should be keyed into the bank 2 feet.
MaterialsThe plant materials should be willow and
dogwood brush placed as shown in Figure 4.3.
Construction Specifications
1. Prepare slope surface by grading to a uniform, smooth
surface, clear of obstruction. Slopes should be graded
Definition
before the brush mattress is installed.
A mulch or mattress of brush laid on a slope and fastened
2. The fascine toe should be installed first. Then lay
down with stakes and wire.
brush beginning at the downstream end of the work.
Purpose
3. The butt end of the brush will be placed upstream and
plant materials inclined approximately 30 degrees.
To protect the soil surface on slopes from erosive forces
through the generation of a dense stand of woody
4. The upstream edge of the mattress will be keyed into
vegetation.
the slope 2 feet. Stakes will be driven throughout the
mattress on 3-foot centers each way beginning along
Conditions Where Practice Applies
the toe of the mattress.
Brush mattresses are used primarily on streambanks where
5. No. 9 wire will be attached to the stakes and tightened
the velocity is less than 6 feet per second and excessive
to secure the mattress.
runoff from streamflow has created erosive conditions.
This practice can resist temporary inundation, but not scour
6. Slope areas above the mattress will be shaped and
or undercutting.
seeded.
Design Criteria
Maintenance
Layer ThicknessThe brush shall be a minimum of 3
inches thick (excluding top soil layer).
Scheduled inspections the first year are necessary to make
sure the anchoring system is sound. Broken wire or missing
HeightThe mattress shall be placed up the bank to the
stakes shall be replaced immediately. Any missing toe
bankfull elevation. The toe of the mattress should be
material missing shall be replaced.
located in a fascine trench.
August 2005 Page 4.7 New York Standards and Specifications
For Erosion and Sediment Control
Figure 4.3
Brush Mattress
New York Standards and Specifications Page 4.8 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
LIVE STAKES
4. Materials harvested on site shall be installed the same
day they are prepared. Nursery grown material shall be
maintained in a moist condition until installed.
5. Installation Details
a. The lengths of live cuttings/live stakes depends upon
the application. If through riprap, the length shall
extend through the surface of the stone fill. At least
half the length shall be inserted into the soil, below the
stone fill.
b. Minimum 2 to 4 inches and two live buds of the live
stake shall be exposed above the stone filling.
Definition
c. Live stakes shall be cut to a point on the basal end for
insertion in the ground.
A stake or pole fashioned from live woody material.
d. Use a dead blow hammer to drive stakes into the
Purpose
ground. The hammer head should be filled with shot
or sand. A dibble, iron bar, or similar tool shall be
To create a living root mat that stabilizes the soil by
used to make a pilot hole to prevent damaging the
reinforcing and binding soil particles together and by
material during installation.
contributing to the reduction of excess soil moisture.
e. Live cuttings shall be inserted by hand into pilot holes.
Conditions Where Practice Applies
f. When possible, tamp soil around live stakes.
Live stakes are an appropriate technique for repair of small
earth slips and slumps that are frequently wet and for
g. Care shall be taken not to damage the live stakes
stabilizing raw streambanks. This technique is for
during installation. Those damaged at the top during
relatively uncomplicated site conditions when construction
installation shall be trimmed back to undamaged
time is limited and an inexpensive vegetative method for
condition.
stabilization is derived. It is not intended where structural
integrity is required nor to resist large, lateral earth
Maintenance
pressures.
Due to the susceptibility of plant materials to the physical
Design Criteria
constraints of the site, climate conditions, and animal
1. Live stakes shall be 1 - 2 inches in diameter and 2-6 feet populations, it is necessary to inspect installations
long, depending on site application. frequently. This is especially important during the first year
or two of establishment. Plant materials missing or
2. No leaf buds shall have initiated growth beyond 1/4 and damaged should be replaced as soon as possible. Sloughs
the cambium layer shall be moist, green and healthy. or breaks in drainage pattern should be reestablished for the
site as quickly as possible to maintain stability.
3. All material shall be maintained in a continuously cool,
covered, and moist state prior to use and be in good
condition when installed.
August 2005 Page 4.9 New York Standards and Specifications
For Erosion and Sediment Control
Figure 4.4
Live Stake
New York Standards and Specifications Page 4.10 August 2005
For Erosion and Sediment Control
Figure 4.4A
Live Stake Construction Specifications
CONSTRUCTION SPECIFICATIONS
1. CARE SHALL BE TAKEN NOT TO DAMAGE THE LIVE CUTTINGS/LIVE STAKES DURING
INSTALLATION. THOSE DAMAGED SHALL BE LEFT IN PLACE AND SUPPLEMENTED WITH AN
INTACT LIVE CUTTING/LIVE STAKE.
2. THE LENGTHS OF LIVE CUTTINGS/LIVE STAKES DEPENDS UON THE APPLICATION. THE LENGTH
SHALL EXTEND THROUGH THE SURFACE OF THE STONE FILL. AT LEAST HALF THE LENGTH
SHALL BE INSERTED INTO THE SOIL, BELOW THE STONE FILL.
3. A PILOT HOLE IS REQUIRED TO ENSURE THAT THE LIVE CUTTING/LIVE STAKE IS NOT DAMAGED
WHEN DRIVEN THROUGH THE STONE FILLING. ACCESS SHALL BE MADE THROUGH THE USE OF
A DIBBLE BAR, OR SIMILAR TOOL TO WORK AN OPENING THROUGH THE ROCK LAYER.
4. MINIMUM 2 TO 4 AND TWO LIVE BUDS OF THE LIVE CUTTING/LIVE STAKE SHALL BE EXPOSED
ABOVE THE STONE FILLING.
5. LIVE CUTTINGS SHALL RANGE FROM 1/2 TO 1 IN DIAMETER AND BE FROM 1 TO 4 IN LENGTH.
6. LIVE STAKES SHALL RANGE FROM 1 TO 4 IN DIAMETER AND BE FROM 5 TO 6 IN LENGTH.
7. SEE CONTRACT DOCUMENTS FOR SPECIES, SIZE, SPACING, LOCATION, AND FINAL
DETERMINATION ON USE OF CUTTINGS OR STAKES.
8. LIVE CUTTINGS/LIVE STAKES SHALL BE CUT TO A POINT ON THE BASAL END FOR INSERTION IN
THE GROUND.
9. USE A DEAD BLOW HAMMER TO DRIVE STAKES INTO THE GROUND. THE HAMMER HEAD
SHOULD BE FILLED WITH SHOT OR SAND. A DIBBLE, IRON BAR, OR SIMILAR TOOL SHALL BE
USED TO MAKE A PILOT HOLE TO PREVENT DAMAGING THE MATERIAL DURING
INSTALLATION.
10. LIVE CUTTINGS SHALL BE INSERTED BY HAND INTO PILOT HOLES.
11. WHEN POSSIBLE, TAMP SOIL AROUND LIVE CUTTINGS/LIVE STAKES.
12. ANY LIVE CUTTING/LIVE STAKE THAT IS DAMAGED SHALL BE LEFT IN PLACE AND SUPPLE-
MENTED WITH AN INTACT LIVE CUTTING/LIVE STAKE.
August 2005 Page 4.11 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 4.12 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
BRUSH LAYER
Brush layer cuttings shall be 1/2 to 2 inches in diameter
and be from dormant plants. No leaf buds shall have
initiated growth beyond 1/4" and the cambium layer shall
be moist, green, and healthy. The cuttings shall be long
enough to contact the back of the bench with the growing
tips protruding out of the slope face.
Care shall be taken not to severely damage the live branch
cuttings during installation. Damaged cuttings will be
replaced prior to backfilling.
Starting at the toe of the slope, excavate benches along the
contour of the slope. The benches shall range from 2 to 3
feet wide and the surface of the bench shall be angled so the
front edge is higher than the back of the bench (See Figure
Definition
4.5). The benches shall be spaced according to the previous
table, Slope Distance Between Layers (ft).
A brush layer is a horizontal row of live branch cuttings
placed in soil with other similar rows, spaced a specific
Live branch cuttings shall be placed on the bench in a
vertical distance apart.
crisscross or overlapping configuration in layers 3 - 4
inches thick. Backfill shall be placed on top of the live
Purpose
branch cuttings and tamped in 6 inch lifts. Small plate
compactors may be used to settle the soil. Areas between
To stabilize cut and fill slope areas by reinforcing the soil
the rows of brush layers shall be stabilized by seeding or
with unrooted branch stems, trap debris on slope, dry
other appropriate erosion control method.
excessively wet sites, and redirect adverse slope seepage by
acting as horizontal drains.
Maintenance
Conditions Where Practice Applies
Due to the susceptibility of plant materials to the physical
constraints of the site, climate conditions, and animal
Generally applicable to stabilize slope areas above the flow
populations, it is necessary to inspect installations
line of streambanks as well as cut and fill slopes. Brush
frequently. This is especially important during the first year
layers can be used on slopes up to 2:1 in steepness and 20
or two of establishment. Plant materials missing or
feet in height.
damaged should be replaced as soon as possible. Sloughs
or breaks in drainage pattern should be reestablished for the
Design Criteria
site as quickly as possible to maintain stability.
The spacing requirements for brush layer rows is dependent
on the slope steepness and moisture content. Spacing shall
conform with the following table.
Slope Distance Between Layers (feet)
SlopeWet Dry Max Slope
H : V SlopeSlopeLength
2 to 2.5:1 3315
2.5 to 3.5:1 3415
3.5 to 4.0:1 4525
August 2005 Page 4.13 New York Standards and Specifications
For Erosion and Sediment Control
Figure 4.5
Brush Layer
New York Standards and Specifications Page 4.14 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
LIVE CRIBWALL
4. Only untreated logs or timber shall be used in the
cribwall.
5. Installation begins with excavating to a stable foundation
2 - 3 below the ground elevation at the toe of slope
with the back of the excavation (to the slope) slightly
deeper than the front.
6. The first course of logs is placed along the front and
back of the excavated foundation approximately 4-5 feet
apart and parallel to the slope contour.
7. The next course is placed at right angles on top of the
previous course to overhang the front and back of the
previous logs by 3-6 inches.
Definition
8. Each course is placed in the same manner and fastened
A hollow box-like structure made with an interlocking
to the preceding course to the desired grade.
arrangement of untreated logs or timber members spiked
together and anchored into the slope. The structure is filled
9. Stone fill is placed in the bottom of the structure up to
with suitable earthfill materials and layers of live branch
the ground level and up to the base flow in a stream
cuttings which root inside the structure and extend into the
channel.
slope.
Purpose
10. Once the cribwall structure reaches the existing ground
elevation, live branch cuttings are placed on the stone
To protect exposed or eroded streambanks from the erosive
fill parallel with the slope contour.
forces of flowing water and stabilize the toe of slope to
reduce steepness.
11. The cuttings are then covered with select clean fill with
a maximum size of 3 inches and not more than 20
Conditions Where Practice Applies
percent passing a 200 sieve size.
Generally applicable where flows are less than 6 feet per
12. The live branch cuttings shall be placed at each course
second and no degradation of the streambed occurs. Can
followed by the select fill to the top of the structure
reduce steepness and provide stability where space is
with the growing tips slightly protruding from the
limited and a vertical structure is needed. It is not intended
cribwall face.
to be used where the integrity of a road or structure is
dependant on the cribwall since it is not designed to resist
13. The plant materials shall be kept in a healthy growing
large lateral earth pressures.
condition by watering. Also see maintenance below.
Design Criteria
Maintenance
1. The vegetated cribwall structure shall be designed to a
Due to the susceptibility of plant materials to the physical
height for its intended purpose.
constraints of the site, climate conditions, and animal
populations, it is necessary to inspect installations
2. Live branch cuttings should be 1/2 to 2 inches in
frequently. This is especially important during the first year
diameter and long enough to reach from the front of the
or two of establishment. Plant materials missing or
structure to the undisturbed soil.
damaged should be replaced as soon as possible. Sloughs
or breaks in drainage pattern should be reestablished for the
3. The structure will be built with a batter of 1 to 12. Large
site as quickly as possible to maintain stability.
spikes or rebar are required to secure the logs or timbers
together (10 inches minimum).
August 2005 Page 4.15 New York Standards and Specifications
For Erosion and Sediment Control
Figure 4.6
Live Cribwall
New York Standards and Specifications Page 4.16 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
TREE REVETMENT
Design Criteria
1. Trees shall be sound, recently felled spruce or fir of 6" or
greater diameter and at least 20 feet in length.
2. Trees are placed initially at the base flow elevation with
the butt end upstream. Multiple tree revetments shall be
overlapped by 25% of their length, working from
downstream to upstream.
3. Each tree shall have their branches trimmed off on the
bank side and have two anchors, one near the butt end
and the other at 3/4 distance up the trunk.
4. The tree shall be fastened with galvanized cable to the
Definition
anchors, which will be commercially manufactured earth
anchoring systems. The butt end cable shall also be
A tree revetment consists of a tree trunk and branches,
attached to the stem of the next tree at 3/4 the distance
without root wad, cabled to an earth anchor, which is buried
from the base, as it is placed to the outside of the
in the streambank.
previous tree.
Purpose
5. Excavate and backfill as necessary to fit the tree
revetment to the site.
To reduce streambank erosion by absorbing energy and
reducing velocity, capturing sediment, and enhancing
Maintenance
conditions for planting or colonization of native species.
Due to the susceptibility of plant materials to the physical
Conditions Where Practice Applies
constraints of the site, climate conditions, and animal
populations, it is necessary to inspect installations
This practice is appropriate for streambanks that are eroded
frequently. This is especially important during the first year
or undercut. It should not be used near bridges or other
or two of establishment. Plant materials missing or
structures where there is a potential for downstream damage
damaged should be replaced as soon as possible. Sloughs
if a revetment dislodges. Their use should be limited to
or breaks in drainage pattern should be reestablished for the
non-flashy streams where the needs for future maintenance
site as quickly as possible to maintain stability.
are not important.
August 2005 Page 4.17 New York Standards and Specifications
For Erosion and Sediment Control
Figure 4.7
Tree Revetment
New York Standards and Specifications Page 4.18 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
BRANCHPACKING
Design Criteria
1. The live branch cuttings shall be 1/2 - 2 inches in
diameter and long enough to touch the undisturbed soil
at the back of the area to be repaired. They should
extend 4 - 6 inches beyond the finished backfill grade.
2. Wooden posts should be used to secure the plant
material in place. They should be 6 - 8 feet long and 3 -
4 inches in diameter. If lumber is used, it shall be a
minimum standard two by four.
3. Wooden posts shall be driven vertically 3 feet deep and
placed in a grid pattern 1 - 2 feet apart.
Definition
4. Beginning at the bottom of the slip area, 4 - 6 inch layers
of live branch cuttings are placed in angled layers, 1.5 to
Branchpacking consists of alternate layers of live branch
3 feet apart. Compacted moist soil is placed between the
cuttings and tamped backfill to repair small, localized
layers (see Figure 4.8).
slumps and holes in slopes.
Maintenance
Purpose
Due to the susceptibility of plant materials to the physical
The purpose of branchpacking is to provide repair to
constraints of the site, climate conditions, and animal
existing slopes that have small slips or slumps by filling in
populations, it is necessary to inspect installations
the failed area with plant materials and soil.
frequently. This is especially important during the first year
or two of establishment. Plant materials missing or
Conditions Where Practice Applies
damaged should be replaced as soon as possible. Sloughs
or breaks in drainage pattern should be reestablished for the
This is an appropriate technique for repairing slip areas that
site as quickly as possible to maintain stability.
do not exceed 4 feet deep or 6 feet wide. It should not be
used as a slope stability measure if structural embankment
support is needed.
August 2005 Page 4.19 New York Standards and Specifications
For Erosion and Sediment Control
Figure 4.8
Branchpacking
New York Standards and Specifications Page 4.20 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
FIBER ROLL
Design Criteria
1. The roll is placed in a shallow trench dug below
baseflow or in a 4 inch trench on the slope contour and
anchored by 2 x 2, 3-foot long posts driven on each
side of the roll (see Figure 4.9).
2. The roll is contained by a 9-gauge non-galvanized wire
placed over the roll from post to post. Braided nylon
rope (1/8" thick) may be used.
3. The anchor posts shall be spaced laterally 4 feet on
center on both sides of the roll, staggered, and driven
down to the top of the roll.
Definition
4. Soil is placed behind the roll and planted with suitable
herbaceous or woody vegetation. If the roll will be
A fiber roll is a coir (coconut fiber), straw, or excelsior
continuously saturated, wetland plants may be planted
woven roll encased in netting of jute, nylon, or burlap.
into voids created in the upper surface of the roll.
Purpose
5. Where water levels may fall below the bottom edge of
the roll, a brush layer of willow should be installed so as
To dissipate energy along streambanks, channels, and
to lay across the top edge of the roll.
bodies of water and reduce sheet flow on slopes.
Maintenance
Conditions Where Practice Applies
Due to the susceptibility of plant materials to the physical
Fiber rolls are used where the water surface levels are
constraints of the site, climate conditions, and animal
relatively constant. Artificially controlled streams for
populations, it is necessary to inspect installations
hydropower are not good candidates for this technique. The
frequently. This is especially important during the first year
rolls provide a good medium for the introduction of
or two of establishment. Plant materials missing or
herbaceous vegetation. Planting in the fiber roll is
damaged should be replaced as soon as possible. Sloughs
appropriate where the roll will remain continuously wet.
or breaks in drainage pattern should be reestablished for the
site as quickly as possible to maintain stability.
August 2005 Page 4.21 New York Standards and Specifications
For Erosion and Sediment Control
Figure 4.9
Fiber Roll
New York Standards and Specifications Page 4.22 August 2005
For Erosion and Sediment Control
References
1. Gray, Donald H. and A.T. Leiser. 1982. Biotechnical Slope Protection and Erosion Control. Van Nostrand Reinhold
Company. New York.
2. Dickerson, John A. and D.W. Lake, Jr. 1989. ASAE Paper No. 892 654. Cost Effective Biotechnical Slope Protection
Trials in New York.
3. Dickerson, John A. and M. Van der Grinten. 1991. ICEA paper Biotechnical Slope Protection Systems on Dry Soils in
the Northeast United States.
4. Dickerson, et. al. 1990. ICEA paper. Obtaining Plant Materials for Biotechnical Work.
August 2005 Page 4.23 New York Standards and Specifications
For Erosion and Sediment Control
Page Intentionally Left Blank
SECTION 5
STRUCTURAL MEASURES
FOR EROSION AND SEDIMENT CONTROL
CONTENTS
Page
General Introduction . . 5.1
Standard Symbols .. . ... 5.3
Section 5A . .. Structural MeasuresTemporary
Section 5B . .. Structural MeasuresPermanent
References
Section prepared by:
Donald W. Lake Jr., P.E., CPESC, CPSWQ
Engineering Specialist
New York State Soil & Water Conservation Committee
STRUCTURAL MEASURES
FOR EROSION AND SEDIMENT CONTROL
minimize the amount of sediment that is produced. In
General
general, it is advantageous to clear only as much area as is
necessary to accommodate construction needs. Grade and
Uncontrolled runoff and excess erosion often occurs in
stabilize large sites in stages whenever possible. Limiting
urban developments, particularly during the construction
the amount of disturbed area limits the amount of sediment
stage. This erosion forms rills and gullies; washes out
that is generated, thus decreasing the amount of
roads; scours cut and fill areas; fills road ditches, storm
maintenance required on sediment control measures.
drains, and streams; and does other damage that is costly to
the developers and damaging to land and water users below.
Sediment generated during the construction of cut and fill
Careful inclusion of proven conservation practices in the
slopes can also be minimized through design and grading
development plan can prevent or alleviate much of this
techniques. When designing either a cut or fill slope,
damage and should be a part of every development plan.
factors to consider include slope length and steepness, soil
type, and upslope drainage area. In general, it is important
These practices will usually be a combination of vegetative
to leave soil surfaces on disturbed slopes in a roughened
and structural measures. They may be temporary and serve
condition and to construct a water diversion practice at the
only during the construction stage or they may be
top of slopes. Rough soil surfaces do not erode as readily
permanent in nature and become a part of the completed
as smooth soil surfaces.
development. Permanent structural practices should be
installed as early as possible in the construction stage. This
Although design and grading techniques can reduce soil
section deals with the more common structural measures
erosion, they cannot eliminate it entirely. Therefore,
that may be used. Adequate designs, plans, and
practices must be installed to prevent offsite sedimentation.
specification should be prepared for the measures to be
used. A number of measures and specifications are
Even though the specific conditions of each site determine
included throughout this section. The designer shall
what measures are necessary to control erosion and
determine those elements to be installed to control erosion
sedimentation, some general principles apply to the
(Section 2) and follow the criteria included in these
selection and placement of sediment control measures.
standards and specifications.
1. Prevent clean water from becoming turbid, by
Introduction
diverting runoff from upslope areas away from
disturbed areas. Earth dikes, temporary swales,
Structural erosion and sediment control practices have been
perimeter dike/swales, or diversions that outlet in
classified as either temporary or permanent, according to
stable areas can be used in this capacity.
how they are used. Temporary structural practices are used
during construction to prevent offsite sedimentation. The
2. Remove sediment from turbid water before the water
length of time that temporary practices are functional varies
leaves the site. The method of sediment removal
from project to project, since the sediment control strategy
depends upon how the water drains from the site.
may change as construction activity progresses. Permanent
Concentrated flow must be diverted to a trapping
structural practices are used to convey surface water runoff
device so that suspended sediment can be deposited.
to a safe outlet. Permanent structural practices will remain
Dikes or swales that outlet into traps or basins can
in place and continue to function after the completion of
accomplish this. A storm drain system may be used
construction.
to convey concentrated sediment laden water only if
the system empties into a trap or basin. Otherwise,
Regardless of whether the practices are temporary or
all storm drain inlets must be protected so that
permanent, runoff control measures should be the first items
sediment laden water cannot enter the drainage
constructed when grading begins, and be completely
system before being treated to remove the sediment.
functional before downslope land disturbance takes place.
Earthen structures such as diversions, dikes, and swales
3. Surface runoff draining in sheet flow must be
should be stabilized before being considered functional.
controlled and treated before the water leaves the
Only after the runoff control structures are operational and
site. Straw bale dikes, silt fences, or vegetative
sediment control measures are in place, should clearing and
buffer strips can be used to treat sheet flow.
grading on the rest of the construction site begin.
While clearing and grading the site, it is important to
August 2005 Page 5.1 New York Standards and Specifications
For Erosion and Sediment Control
All practices designed and implemented must be properly 3. Protect streams from chemicals, fuel, lubricants,
maintained in order to remain functional. Sediment sewage, or other pollutants.
accumulated in basins and traps must be removed and
disposed of in a manner that stabilizes them on the 4. Avoid disposal of fill in floodplains or drainage ways.
construction site. This reduces the capacity of these areas to pass flood
flows.
Other factors should be observed during construction in
order to make erosion and sediment control measures more
5. Do not locate sanitary facilities over, or adjacent to,
effective in pollution control.
waterways, wells, or springs.
These are:
6. Locate storage yards and stockpiles where erosion and
sediment hazards are slight. Where this is not
1. Sprinkle or apply dust suppressors. Keep dust down
possible, apply necessary erosion control practices.
to a tolerable limit on construction sites and haul
roads.
2. Use temporary bridges or culverts where fording of
streams is objectionable. Avoid borrow areas where
pollution from this operation is inevitable.
New York Standards and Specifications Page 5.2 August 2005
For Erosion and Sediment Control
STANDARD SYMBOLS
August 2005 Page 5.3 New York Standards and Specifications
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STANDARD SYMBOLS (contd)
New York Standards and Specifications Page 5.4 August 2005
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STANDARD SYMBOLS (contd)
August 2005 Page 5.5 New York Standards and Specifications
For Erosion and Sediment Control
STANDARD SYMBOLS (contd)
New York Standards and Specifications Page 5.6 August 2005
For Erosion and Sediment Control
SECTION 5A
TEMPORARY STRUCTURAL MEASURES
FOR
EROSION AND SEDIMENT CONTROL
CONTENTS
Page
Earth Dike. . . 5A.1
Temporary Swale . 5A.3
Perimeter Dike/Swale . 5A.7
Temporary Storm Drain Diversion . 5A.9
Water Bar .. . 5A.11
Level Spreader.. .. 5A.13
Pipe Slope Drain .. 5A.15
Straw Bale Dike ... 5A.17
Silt Fence ... .. 5A.19
Check Dam .. 5A.23
Rock Dam ... . 5A.25
Storm Drain Inlet Protection .. . 5A.27
Turbidity Curtain ... .. 5A.33
Sediment Trap . . 5A.35
Portable Sediment Tank . . . 5A.47
Sediment Basin .. .. 5A.49
Stabilized Construction Entrance ... . 5A.75
Construction Road Stabilization . 5A.77
Temporary Access Waterway Crossing . 5A.79
Dust Control 5A.87
Sump Pit . 5A.89
List of Figures
Figure Title Page
5A.1 Earth Dike Details .. 5A.2
5A.2 Temporary Swale Details . .. . 5A.5
5A.3 Perimeter Dike/Swale Details .. .. . 5A.8
5A.4 Water Bar Details . .. 5A.12
5A.5 Level Spreader Details .. 5A.14
5A.6 Pipe Slope Drain . 5A.16
5A.7 Straw Bale Dike Details .. 5A.18
5A.8 Silt Fence Details 5A.21
5A.9 Check Dam Details ... . 5A.24
5A.10 Rock Dam Details ... 5A.26
5A.11 Excavated Drop Inlet Protection Details.. .. 5A.29
5A.12 Filter Fabric Drop Inlet Protection Details . 5A.30
5A.13 Stone and Block Drop Inlet Protection Details 5A.31
5A.14 Curb Drop Inlet Protection Details .. 5A.32
5A.15 Turbidity Curtain Details . 5A.34
5A.16(1) Pipe Outlet Sediment Trap: ST-I . 5A.38
5A.16(2) Pipe Outlet Sediment Trap: ST-IConstruction Specifications . 5A.39
5A.17 Grass Outlet Sediment Trap: ST-II... .. 5A.40
5A.18 Catch Basin Sediment Trap: ST-III . .. . 5A.41
5A.19 Stone Outlet Sediment Trap: ST-IV ... . 5A.42
5A.20(1) Riprap Outlet Sediment Trap: ST-V. .. 5A.43
5A.20(2) Riprap Outlet Sediment Trap: ST-V Construction Specifications . .. . 5A.44
5A.21 Optional Sediment Trap Dewatering Devices . 5A.45
5A.22 Portable Sediment Tank .. 5A.48
5A.23 Sediment Basin Details .. . 5A.57
5A.24(1) Sediment Basin Design Example 1 . 5A.58
5A.24(2) Sediment Basin Design Example 2 . 5A.59
5A.25 Riser Inflow Chart .. 5A.60
5A.26 Pipe Flow Chart for n = 0.025 ... . 5A.61
5A.27 Pipe Flow Chart for n = 0.013 . 5A.62
5A.28 Optional Sediment Basin Dewatering Devices .. 5A.63
5A.29(1) Concentric Trash Rack and Anti-Vortex Device . 5A.64
5A.29(2) Concentric Trash Rack and Anti-Vortex DeviceDesign Table 5A.65
5A.30 Riser Base Details 5A.66
5A.31(1) Anti-Seep Collar Design .. 5A.67
5A.31(2) Anti-Seep Collar Design Charts . . 5A.68
5A.32 Anti-Seep Collar Design Details . 5A.69
5A.33(1) Design Data for Earth Spillways 5A.70
5A.33(2) Design Table for Vegetated Spillways Excavated in Erosion Resistant Soils. . 5A.71
5A.33(3) Design Table for Vegetated Spillways Excavated in Very Erodible Soils 5A.72
5A.34 Sediment Basin Baffle Details .. 5A.74
5A.35 Stabilized Construction Entrance Details.. . 5A.76
5A.36 Temporary Access Bridge.. 5A.84
5A.37 Temporary Access Culvert . 5A.85
5A.38 Temporary Access Ford .. 5A.86
5A.39 Sump Pit Details . 5A.90
STANDARD AND SPECIFICATIONS
FOR
EARTH DIKE
For drainage areas larger than 10 acres, refer to the
Standard and Specifications for Diversion on page 5B.1.
Stabilization
Stabilization of the dike shall be completed within 7 days of
installation in accordance with the standard and
specifications for seed and straw mulch or straw mulch only
if not in seeding season and flow channel shall be stabilized
as per the following criteria:
Type of Channel Flow Channel
1
Treatment Grade A (<5 Ac.) B (5-10 Ac)
1 0.5-3.0% Seed & Straw Seed & Straw
Mulch Mulch
Definition
2 3.1-5.0% Seed & Straw Seed and cover
A temporary berm or ridge of compacted soil, located in
Mulch with RECP,
such a manner as to channel water to a desired location.
sod, or lined
with plastic or
Purpose
2 in. stone
The purpose of an earth dike is to direct runoff to a
3 5.1-8.0% Seed and cover Line with 4-8
sediment trapping device, thereby reducing the potential for
with RECP, in. stone or,
erosion and off site sedimentation. Earth dikes can also be
Sod, or Recycled
used for diverting clean water away from disturbed areas.
line with Concrete
2
plastic or Equivalent
Conditions Where Practice Applies
2 in. stone or geotextile
Earth dikes are often constructed across disturbed areas and
4 8.1-20% Line with Site Specific
around construction sites such as graded parking lots and
4-8 in. stone Engineering
subdivisions. The dikes shall remain in place until the
or Recycled Design
disturbed areas are permanently stabilized.
Concrete
2
Equivalent
Design Criteria
or geotextile
See Figure 5A.1 on page 5A.2 for details.
1
In highly erodible soils, as defined by the local approving agency, refer
to the next higher slope grade for type of stabilization.
2
Recycled Concrete Equivalent shall be concrete broken into the required
General
size, and shall contain no steel reinforcement.
Dike A Dike B
Outlet
Drainage Area <5 Ac 5-10 Ac
Dike Height 18 in. 36 in.
Earth dikes shall have an outlet that functions with a
minimum of erosion.
Dike Width 24 in. 36 in.
Flow Width 4 ft. 6 ft.
Runoff shall be conveyed to a sediment trapping device
until the drainage area above the dike is adequately
Flow Depth in Channel 8 in. 15 in.
stabilized.
Side Slopes 2:1 or flatter 2:1 or flatter
The on-site location may need to be adjusted to meet field
Grade 0.5% Min. 0.5% Min.
conditions in order to utilize the most suitable outlet.
20% Max. 20% Max.
August 2005 Page 5A.1 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.1
Earth Dike
72 î
New York Standards and Specifications Page 5A.2 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
TEMPORARY SWALE
Swale A Swale B
Drainage Area <5 Ac 5-10 Ac
Bottom Width of
Flow Channel 4 ft 6 ft
Depth of Flow Channel 1 ft 1 ft
Side Slopes 2:1 or flatter 2:1 or flatter
Grade 0.5% Min. 0.5% Min.
20% Max. 20% Max.
For drainage areas larger than 10 acres, refer to the
Standard and Specification for Waterways on page 5B.11.
Stabilization
Definition
Stabilization of the swale shall be completed within 7 days
of installation in accordance with the appropriate standard
and specifications for vegetative stabilization or
A temporary excavated drainage way.
stabilization with mulch as determined by the time of year.
The flow channel shall be stabilized as per the following
Purpose
criteria:
The purpose of a temporary swale is to prevent runoff from
Type of Channel Flow Channel
entering disturbed areas by intercepting and diverting it to a
1
Treatment Grade A (<5 Ac.) B (5-10 Ac)
stabilized outlet or to intercept sediment laden water and
divert it to a sediment trapping device.
1 0.5-3.0% Seed & Straw Seed & Straw
Mulch Mulch
Conditions Where Practice Applies
2 3.1-5.0% Seed & Straw Seed and cover
Temporary swales are constructed:
Mulch with RECP,
Sod, or lined
1. to divert flows from entering a disturbed area.
with plastic or
2 in. stone
2. intermittently across disturbed areas to shorten
overland flow distances.
3 5.1-8.0% Seed and cover Line with 4-8
with RECP, in. or stone or
3. to direct sediment laden water along the base of
Sod, or line Recycled
slopes to a trapping device.
with plastic Concrete
2
or 2 in. stone Equivalent
4. to transport offsite flows across disturbed areas such
or geotextile
as rights-of-way.
4 8.1-20% Line with Site Specific
Swales collecting runoff from disturbed areas shall remain
4-8 in. stone Engineering
in place until the disturbed areas are permanently stabilized.
or Recycled Design
Concrete
Design Criteria
2
Equivalent
or geotextile
See Figure 5A.2 on page 5A.5 for details.
1
In highly erodible soils, as defined by the local approving agency, refer
to the next higher slope grade for type of stabilization.
2
Recycled Concrete Equivalent shall be concrete broken into the required
size, and shall contain no steel reinforcement.
August 2005 Page 5A.3 New York Standards and Specifications
For Erosion and Sediment Control
Outlet
Swale shall have an outlet that functions with a minimum of
erosion, and dissipates runoff velocity prior to discharge off
the site.
Runoff shall be conveyed to a sediment trapping device
such as a sediment trap or sediment basin until the drainage
area above the swale is adequately stabilized.
The on-site location may need to be adjusted to meet field
conditions in order to utilize the most suitable outlet
condition.
If a swale is used to divert clean water flows from entering
a disturbed area, a sediment trapping device may not be
needed.
New York Standards and Specifications Page 5A.4 August 2005
For Erosion and Sediment Control
Figure 5A.2
Temporary Swale
August 2005 Page 5A.5 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5A.6 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
PERIMETER DIKE/SWALE
Drainage area Less than 2 acres (for drainage areas
larger than 2 acres but less than 10 acres, see earth dike
or temporary swale; for drainage areas larger than 10
acres, see standard and specifications for diversion).
Height 18 inches minimum from bottom of swale to
top of dike evenly divided between dike height and
swale depth.
Bottom width of dike
2 feet minimum.
Width of swale 2 feet minimum.
Grade Dependent upon topography, but shall have
positive drainage (sufficient grade to drain) to an
Definition
adequate outlet. Maximum allowable grade not to
exceed 8 percent.
A temporary ridge of soil excavated from an adjoining
Stabilization The disturbed area of the dike and swale
swale located along the perimeter of the site or disturbed
shall be stabilized within 7 days of installation, in
area.
accordance with the standard and specifications for
temporary swales.
Purpose
Outlet
The purpose of a perimeter dike/swale is to prevent off site
storm runoff from entering a disturbed area and to prevent
1. Perimeter dike/swale shall have a stabilized outlet.
sediment laden storm runoff from leaving the construction
site or disturbed area.
2. Diverted runoff from a protected or stabilized
upland area shall outlet directly onto an undisturbed
Conditions Where Practice Applies
stabilized area.
Perimeter dike/swale is constructed to divert flows from
3. Diverted runoff from a disturbed or exposed upland
entering a disturbed area, or along tops of slopes to prevent
area shall be conveyed to a sediment trapping device
flows from eroding the slope, or along base of slopes to
such as a sediment trap, sediment basin, or to an area
direct sediment laden flows to a trapping device.
protected by any of these practices.
The perimeter dike/swale shall remain in place until the
4. The on-site location may need to be adjusted to
disturbed areas are permanently stabilized.
meet field conditions in order to utilize the most
suitable outlet.
Design Criteria
See Figure 5A.3 on page 5A.8 for details.
The perimeter dike/swale shall not be constructed outside
the property lines without obtaining legal easements from
affected adjacent property owners. A design is not required
for perimeter dike/swale. The following criteria shall be
used:
August 2005 Page 5A.7 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.3
Perimeter Dike/Swale
New York Standards and Specifications Page 5A.8 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
TEMPORARY STORM DRAIN DIVERSION
storm flow from the stub to a sediment trap or basin.
This method may be used just above a permanent
outfall or prior to connecting into an existing storm
drain system.
3. Delay completion of the permanent storm drain
outfall and temporarily divert storm flow into a
sediment basin or trap. Earth dike, swale or design
diversion is used, depending on the drainage area, to
direct flow into a sediment basin or trap. The basin or
trap should be constructed to one side of the proposed
permanent storm drain location whenever possible.
4. Installation of a stormwater management basin early
in the construction sequence. Install temporary
Definition
measures to allow use as a sediment basin. Since these
structures are designed to receive storm drain outfalls,
diversion should not be necessary.
The redirection of a storm drain line or outfall channel so
that it may temporarily discharge into a sediment trapping
device. Completion and Disposition
When the areas contributing sediment to the system have
Purpose
been stabilized, procedures can be taken to restore the
system to its planned use.
To prevent sediment laden water from entering a
watercourse, public or private property through a storm
The following removal and restoration procedure is
drain system, or to temporarily provide underground
recommended:
conveyance of sediment laden water to a sediment trapping
device.
1. Flush the storm drain system to remove any
accumulated sediment.
Conditions Where Practice Applies
2. Remove the sediment control devices, such as traps,
One of the following practices or procedures shall be used
basins, dikes, swales, etc.
whenever the off-site drainage area is less than 50 percent
of the on-site drainage area to that system. A special
3. For sites where an inlet was modified, brick shut the
exception may be given, at the discretion of the local plan
temporary pipe stub and open the permanent outfall
approval agency, where site conditions make this procedure
pipe.
impossible.
4. Establish permanent stabilized outfall channel as
Method of Temporary Diversion
noted on the plans.
1. Construction of a sediment trap or basin below a
5. Restore the area to grades shown on the plan and
permanent storm drain outfall. Temporarily diverts
stabilize with vegetative measures.
storm flow into the basin or trap constructed below
permanent outfall channel.
6. For basins that will be converted to stormwater
management, remove the accumulated sediment, open
2. In-line diversion of storm drain at an inlet or
the low flow orifice, and seed all disturbed areas to
manhole, achieved by installing a pipe stub in the side
permanent vegetation.
of a manhole or inlet and temporarily blocking the
permanent outfall pipe from that structure. A
temporary outfall ditch or pipe may be used to convey
August 2005 Page 5A.9 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5A.10 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
WATER BAR
Design Criteria
Design computations are not required.
1. The design height shall be minimum of 12 inches
measured from channel bottom to ridge top.
2. The side slopes shall be 2:1 or flatter, a minimum of 4:1
where vehicles cross.
3. The base width of the ridge shall be six feet minimum.
4. The spacing of the water bars shall be as follows:
Slope (%) Spacing (ft)
Definition
<5 125
5 TO 10 100
A ridge or ridge and channel constructed diagonally across
10 TO 20 75
a sloping road or utility right-of-way that is subject to
20 TO 35 50
erosion.
>35 25
Purpose
5. The positive grade of the water bar shall not exceed 2%.
A crossing angle of approximately 60 degrees is
preferred.
To limit the accumulation of erosive velocity of water by
diverting surface runoff at pre-designed intervals.
6. Once diverted, water must be conveyed to a stable
system (i.e. vegetated swale or storm sewer system).
Conditions Where Practice Applies
Water bars should have stable outlets, either natural or
constructed. Site spacing may need to be adjusted for
Where runoff protection is needed to prevent erosion on
field conditions to use the most suitable areas for water
sloping access right-of-ways or either long, narrow sloping
disposal.
areas generally less than 100 feet in width.
See Figure 5A.4 for details.
August 2005 Page 5A.11 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.4
Water Bar
New York Standards and Specifications Page 5A.12 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
LEVEL SPREADER
Design Criteria
The design capacity shall be determined by estimating the
peak flow from the 10-year storm. The drainage area shall
be restricted to limit the maximum flows into the spreader
to 30 cfs. The level spreader shall have the following
minimum dimension:
Minimum End
Design Flow Entrance Depth Width Length
(cfs) Width (ft.) (ft.) (ft.) (ft.)
0-10 10 0.5 3 10
10-20 16 0.6 3 20
20-30 24 0.7 3 30
Definition
A transition section 20 feet in length shall be constructed
A temporary non-erosive outlet for concentrated runoff,
from the width of the diversion or channel to the width of
constructed to disperse flow uniformly across a slope.
the spreader to ensure uniform outflow. This last transition
section will blend the diversion grade to zero grade at the
Purpose
beginning of the spreader.
Construct the level lip in undisturbed soil to a uniform
To convert concentrated flow to sheet flow and release it
height and zeros grade over the length of the spreader.
uniformly over a stabilized area.
Protect the lip with an erosion resistant material or mat to
prevent erosion and allow vegetation to become established.
Conditions Where Practice Applies
The outlet area should be a generally smooth, well-
Where sediment-free storm runoff can be released in sheet
vegetated areas no steeper than 10 percent.
flow down a stabilized slope without causing erosion;
where a level lip can be constructed without filling; where
See Figure 5A.5 on page 5A.14 for details.
the area below the level lip is uniform with a slope of 10%
or less and the runoff will not re-concentrate after release;
and where no traffic will be allowed over spreader.
August 2005 Page 5A.13 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.5
Level Spreader
New York Standards and Specifications Page 5A.14 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
PIPE SLOPE DRAIN
Outlet
The pipe slope drain shall outlet into a sediment trapping
device when the drainage area is disturbed. A riprap apron
shall be installed below the pipe outlet where water is being
discharged into a stabilized area.
Construction Specifications
1. The pipe slope drain shall have a slope of 3 percent or
steeper.
2. The top of the earth dike over the inlet pipe, and those
dikes carrying water to the pipe, shall be at least one
(1) foot higher at all points than the top of the inlet
Definition
pipe.
3. Corrugated plastic pipe or equivalent shall be used with
A temporary structure placed from the top of a slope to the
watertight connecting bands.
bottom of a slope.
4. A flared end section shall be attached to the inlet end of
Purpose
pipe with a watertight connection.
The purpose of the structure is to convey surface runoff
5. The soil around and under the pipe and end section shall
down slopes without causing erosion.
be hand tamped in 4 in. lifts to the top of the earth dike.
Conditions Where Practice Applies
6. Where flexible tubing is used, it shall be the same
diameter as the inlet pipe and shall be constructed of a
durable material with hold down grommets spaced 10 ft.
Pipe slope drains are used where concentrated flow of
on centers.
surface runoff must be conveyed down a slope in order to
prevent erosion. The maximum allowable drainage area
7. The flexible tubing shall be securely fastened to the
shall be 3.5 acres.
corrugated plastic pipe with metal strapping or
watertight connecting collars.
Design Criteria
8. The flexible tubing shall be securely anchored to the
See Figures 5A.6 on page 5A.16 for details.
slope by staking at the grommets provided.
General
9. Where a pipe slope drain outlets into a sediment trapping
Maximum
device, it shall discharge at the riser crest or weir
Pipe/Tubing Drainage
elevation.
Size Diameter (in.) Area (Ac)
10. A riprap apron shall be used below the pipe outlet
PSD-12 12 0.5
where clean water is being discharged into a stabilized
PSD-18 18 1.5
area. See Figure 7A.6.
PSD-21 21 2.5
PSD-24 24 3.5
11. Inspection and any needed maintenance shall be
performed after each storm.
Inlet
The minimum height of the earth dike at the entrance to the
pipe slope drain shall be the diameter of the pipe (D) plus
12 inches.
August 2005 Page 5A.15 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.6
Pipe Slope Drain
New York Standards and Specifications Page 5A.16 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
STRAW BALE DIKE
2. There is no concentration of water in a channel or
other drainage way above the barrier.
3. Erosion would occur in the form of sheet erosion.
4. Length of slope above the straw bale dike does
not exceed these limits.
Constructed Percent Slope Length
Slope Slope (ft.)
2:1 50 25
3:1 33 50
4:1 25 75
Where slope gradient changes through the drainage area,
steepness refers to the steepest slope section contributing to
Definition
the straw bale dike.
A temporary barrier of straw, or similar material, used to
The practice may also be used for a single family lot if the
intercept sediment laden runoff from small drainage areas
slope is less than 15 percent. The contributing drainage
of disturbed soil.
areas in this instance shall be less than one quarter of an
acre per 100 feet of fence and the length of slope above the
Purpose
dike shall be less than 200 feet.
The purpose of a bale dike is to reduce runoff velocity and
Design Criteria
effect deposition of the transported sediment load. Straw
bale dikes have an estimated design life of three (3) months.
The above table is adequate, in general, for a one-inch
rainfall event. Larger storms could cause failure of this
Conditions Where Practice Applies
practice. Use of this practice in sensitive areas for longer
than one month should be specifically designed to store
The straw bale dike is used where:
expected runoff. All bales shall be placed on the contour
with cut edge of bale adhering to the ground. See Figure
1. No other practice is feasible.
5A.7 on page 5A.18 or details.
August 2005 Page 5A.17 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.7
Straw Bale Dike
New York Standards and Specifications Page 5A.18 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
SILT FENCE
2. Maximum drainage area for overland flow to a silt
fence shall not exceed ¼ acre per 100 feet of fence,
with maximum ponding depth of 1.5 feet behind the
fence; and
3. Erosion would occur in the form of sheet erosion;
and
4. There is no concentration of water flowing to the
barrier.
Design Criteria
Design computations are not required for installations of 1
month or less. Longer installation periods should be
Definition
designed for expected runoff. All silt fences shall be placed
as close to the areas as possible, but at least 10 feet from the
A temporary barrier of geotextile fabric installed on the
toe of a slope to allow for maintenance and roll down. The
contours across a slope used to intercept sediment laden
area beyond the fence must be undisturbed or stabilized.
runoff from small drainage areas of disturbed soil.
Sensitive areas to be protected by silt fence may need to be
Purpose
reinforced by using heavy wire fencing for added support to
prevent collapse.
The purpose of a silt fence is to reduce runoff velocity and
Where ends of filter cloth come together, they shall be
effect deposition of transported sediment load. Limits
overlapped, folded and stapled to prevent sediment bypass.
imposed by ultraviolet stability of the fabric will dictate the
A detail of the silt fence shall be shown on the plan.
maximum period the silt fence may be used (approximately
one year). See Figure 5A.8 on page 5A.21 for details.
Criteria for Silt Fence Materials
Conditions Where Practice Applies
1. Silt Fence Fabric: The fabric shall meet the
A silt fence may be used subject to the following
following specifications unless otherwise approved by
conditions:
the appropriate erosion and sediment control plan
approval authority. Such approval shall not constitute
statewide acceptance.
1. Maximum allowable slope lengths contributing
runoff to a silt fence placed on a slope are:
Minimum
Slope Maximum
Acceptable
Steepness Length (ft.)
Fabric Properties Value Test Method
2:1 25
3:1 50
Grab Tensile
4:1 75
Strength (lbs) 90 ASTM D1682
5:1 or flatter 100
Elongation at
Failure (%) 50 ASTM D1682
August 2005 Page 5A.19 New York Standards and Specifications
For Erosion and Sediment Control
Mullen Burst
Strength (PSI) 190 ASTM D3786
Puncture Strength (lbs) 40 ASTM D751
(modified)
Slurry Flow Rate
(gal/min/sf) 0.3
Equivalent Opening Size 40-80 US Std Sieve
CW-02215
Ultraviolet Radiation
Stability (%) 90 ASTM G-26
2. Fence Posts (for fabricated units): The length shall be a
minimum of 36 inches long. Wood posts will be of sound
quality hardwood with a minimum cross sectional area of
3.0 square inches. Steel posts will be standard T and U
section weighing not less than 1.00 pound per linear foot.
3. Wire Fence (for fabricated units): Wire fencing shall be
a minimum 14 gage with a maximum 6 in. mesh opening,
or as approved.
4. Prefabricated Units: Envirofence, Geofab, or approved
equal, may be used in lieu of the above method providing
the unit is installed per details shown in Figure 5A.8.
New York Standards and Specifications Page 5A.20 August 2005
For Erosion and Sediment Control
Figure 5A.8
Silt Fence
August 2005 Page 5A.21 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5A.22 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
CHECK DAM
elevation of the toe of the upstream dam. This spacing is
equal to the height of the check dam divided by the channel
slope.
Therefore:
S = h/s
Where:
S = spacing interval (ft.)
h = height of check dam (ft.)
s = channel slope (ft./ft.)
Example:
For a channel with a 4% slope and 2 ft. high stone check
Definition
dams, they are spaced as follows:
Small barriers or dams constructed of stone, bagged sand or
S = 2 ft. = 50 ft.
gravel, or other durable material across a drainage way.
.04 ft/ft.
Purpose
Stone size: Use a well graded stone matrix 2 to 9 inches in
size (NYS DOT Light Stone Fill meets these
To reduce erosion in a drainage channel by restricting the
requirements).
velocity of flow in the channel.
The overflow of the check dams will be stabilized to resist
Condition Where Practice Applies
erosion that might be caused by the check dam. See Figure
5A.9 on page 5A.24 for details.
This practice is used as a temporary or emergency measure
to limit erosion by reducing velocities in small open
Check dams should be anchored in the channel by a cutoff
channels that are degrading or subject to erosion and where trench 1.5 ft. wide and 0.5 ft. deep and lined with filter
permanent stabilization is impractical due to short period of
fabric to prevent soil migration.
usefulness and time constraints of construction.
Maintenance
Design Criteria
The check dams should be inspected after each runoff
Drainage Area: Maximum drainage area above the check event. Correct all damage immediately. If significant
dam shall not exceed two (2) acres.
erosion has occurred between structures, a liner of stone or
other suitable material should be installed in that portion of
Height: Not greater than 2 feet. Center shall be maintained the channel.
9 inches lower than abutments at natural ground elevation.
Remove sediment accumulated behind the dam as needed to
Side Slopes: Shall be 2:1 or flatter. allow channel to drain through the stone check dam and
prevent large flows from carrying sediment over the dam.
Spacing: The check dams shall be spaced as necessary in Replace stones as needed to maintain the design cross
the channel so that the crest of the downstream dam is at the section of the structures.
August 2005 Page 5A.23 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.9
Check Dam
New York Standards and Specifications Page 5A.24 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
ROCK DAM
Dam Section:
Top Width 5 feet minimum @ crest
Side Slopes 2:1 upstream slope
3:1 downstream slope
Height 6 max to spillway crest
Length of Crest: The crest length should be designed to
carry the 10 yr. peak runoff with a flow depth of 1 foot and
1 foot of freeboard.
Rock at the abutments should extend at least 2 feet above
the spillway and be at least 2 feet thick. These rock
abutments should extend at least one foot above the
downstream slope to prevent abutment scour. A rock apron
at least 1.5 feet thick should extend downstream from the
Definition
toe of the dam a distance equal to the height of the dam to
protect the outlet area from scour.
A rock embankment located to capture sediment.
Rock Fill: The rock fill should be well graded, hard,
erosion resistant stone with a minimum d size of 9 inches.
Purpose
50
A key trench lined with geotextile filter fabric should be
installed in the soil foundation under the rock fill. The filter
To retain sediment on the construction site and prevent
fabric must extend from the key trench to the downstream
sedimentation in off site water bodies.
edge of the apron and abutments to prevent soil movement
and piping under the dam.
Conditions Where Practice Applies
The upstream face of the dam should be covered with a fine
The rock dam may be used instead of the standard sediment
gravel (NYS-DOT #1 washed stone or equal) a minimum 3
basin with barrel and riser. The rock dam is preferred when
feet thick to reduce the drainage rate.
it is difficult to construct a stable, earthen embankment and
rock materials are readily available. The site should be
Trapping Efficiency: To obtain maximum trapping
accessible for periodic sediment removal. This rock dam
efficiency, design for a long detention period. Usually a
should not be located in a perennial stream. The top of the
minimum of eight (8) hours before the basin is completely
dam will serve as the overflow outlet. The inside of the
drained. Maximize the length of travel of sediment laden
dam will be faced with smaller stone to reduce the rate of
water from the inlet to the drain. Achieve a surface area
seepage so a sediment pool forms during runoff events.
equal to 0.01 acres per cfs (inflow) based on the 10-year
storm.
Design Criteria
See Figure 5A.10 on page 5A.26 for details.
Drainage Area: The drainage area for this off stream
Maintenance
structure is limited to 50 acres.
Check the basin area after each rainfall event. Remove
Location: The location of the dam should:
sediment and restore original volume when sediment
- provide a large area to trap sediment
accumulates to one-half the design volume. Check the
- intercept runoff from disturbed areas
structure for erosion, piping, and rock displacement after
- be accessible to remove sediment
each significant event and replace immediately.
-not interfere with construction activities
Remove the structure and any sediment immediately after
the construction area has been permanently stabilized. All
Storage Volume: The storage volume behind the dam
water should be removed from the basin prior to the
shall be at least 3,600 cubic feet per acre of drainage area to
removal of the rock dam. Sediment should be placed in
the dam. This volume is measured one foot below the crest
of the dam. designated disposal areas and not allowed to flow into
streams or drainage ways during structure removal.
August 2005 Page 5A.25 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.10
Rock Dam
New York Standards and Specifications Page 5A.26 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
STORM DRAIN INLET PROTECTION
Design Criteria
Drainage Area The drainage area for storm drain inlets
shall not exceed one acre. The crest elevations of these
practices shall provide storage and minimize bypass flow.
Type I Excavated Drop Inlet Protection
See details for Excavated Drop Inlet Protection in Figure
5A.11 on page 5A.29.
Limit the drainage area to the inlet device to 1 acre.
Excavated side slopes shall be no steeper than 2:1. The
minimum depth shall be 1 foot and the maximum depth 2
feet as measured from the crest of the inlet structure. Shape
Definition
the excavated basin to fit conditions with the longest
dimension oriented toward the longest inflow area to
A temporary, somewhat permeable barrier, installed around
provide maximum trap efficiency. The capacity of the
inlets in the form of a fence, berm or excavation around an
excavated basin should be established to contain 900 cubic
opening, trapping water and thereby reducing the sediment
feet per acre of disturbed area. Weep holes, protected by
content of sediment laden water by settling.
fabric and stone, should be provided for draining the
temporary pool.
Purpose
Inspect and clean the excavated basin after every storm.
To prevent heavily sediment laden water from entering a
Sediment should be removed when 50 percent of the
storm drain system through inlets.
storage volume is achieved This material should be
incorporated into the site in a stabilized manner.
Conditions Where Practice Applies
Type II Fabric Drop Inlet Protection
This practice shall be used where the drainage area to an
See Figure 5A.12 for details on Filter Fabric Drop Inlet
inlet is disturbed, it is not possible to temporarily divert the
Protection on page 5A.30.
storm drain outfall into a trapping device, and watertight
blocking of inlets is not advisable. It is not to be used in
Limit the drainage area to 1 acre per inlet device. Land area
place of sediment trapping devices. This may be used in
slope immediately surrounding this device should not
conjunction with storm drain diversion to help prevent
exceed 1 percent. The maximum height of the fabric above
siltation of pipes installed with low slope angle.
the inlet crest shall not exceed 1.5 feet unless reinforced.
Types of Storm Drain Inlet Practices
The top of the barrier should be maintained to allow
overflow to drop into the drop inlet and not bypass the inlet
There are four (4) specific types of storm drain inlet
to unprotected lower areas. Support stakes for fabric shall
protection practices that vary according to their function,
be a minimum of 3 feet long, spaced a maximum 3 feet
location, drainage area, and availability of materials:
apart. They should be driven close to the inlet so any
overflow drops into the inlet and not on the unprotected
I. Excavated Drop Inlet Protection
soil. Improved performance and sediment storage volume
II. Fabric Drop Inlet Protection
can be obtained by excavating the area.
III. Stone & Block Drop Inlet Protection
IV. Curb Drop Inlet Protection
Inspect the fabric barrier after each rain event and make
repairs as needed. Remove sediment from the pool area as
August 2005 Page 5A.27 New York Standards and Specifications
For Erosion and Sediment Control
necessary with care not to undercut or damage the filter A level area 1 foot wide and four inches below the crest will
fabric. Upon stabilization of the drainage area, remove all further prevent wash. Stone on the slope toward the inlet
materials and unstable sediment and dispose of properly. should be at least 3 inches in size for stability and 1 inch or
Bring the adjacent area of the drop inlet to grade, smooth smaller away from the inlet to control flow rate. The
and compact and stabilize in the appropriate manner to the elevation of the top of the stone crest must be maintained 6
site.inches lower than the ground elevation down slope from the
inlet to ensure that all storm flows pass over the stone into
If straw bales are used in lieu of filter fabric, they should be the storm drain and not past the structure. Temporary
placed tight with the cut edge adhering to the ground at diking should be used as necessary to prevent bypass flow.
least 3 inches below the elevation of the drop inlet. Two
anchor stakes per bale shall be driven flush to bale surface. The barrier should be inspected after each rain event and
Straw bales will be replaced every 4 months until the area is repairs made where needed. Remove sediment as necessary
stabilized. to provide for accurate storage volume for subsequent rains.
Upon stabilization of contributing drainage area, remove all
materials and any unstable soil and dispose of properly.
Type III Stone and Block Drop Inlet Protection
See Figure 5A.13for details on Stone and Block Drop Inlet Bring the disturbed area to proper grade, smooth, compact
Protection on page 5A.31. and stabilized in a manner appropriate to the site.
Limit the drainage area to 1 acre at the drop inlet. The
Type IV Curb Drop Inlet Protection
stone barrier should have a minimum height of 1 foot and a
maximum height of 2 feet. Do not use mortar. The height See Figure 5A. 14 for details on Curb Drop Inlet Protection
should be limited to prevent excess ponding and bypass on page 5A.32.
flow.
The drainage area should be limited to 1 acre at the drop
Recess the first course of blocks at least 2 inches below the inlet. The wire mesh must be of sufficient strength to
crest opening of the storm drain for lateral support. support the filter fabric and stone with the water fully
Subsequent courses can be supported laterally if needed by impounded against it. Stone is to be 2 inches in size and
placing a 2x4 inch wood stud through the block openings clean. The filter fabric must be of a type approved for this
perpendicular to the course. The bottom row should have a purpose with an equivalent opening size (EOS) of 40-85.
few blocks oriented so flow can drain through the block to The protective structure will be constructed to extend
dewater the basin area. beyond the inlet 2 feet in both directions. Assure that storm
flow does not bypass the inlet by installing temporary dikes
The stone should be placed just below the top of the blocks (such as sand bags) directing flow into the inlet. Make sure
on slopes of 2:1 or flatter. Place hardware cloth of wire that the overflow weir is stable. Traffic safety shall be
mesh with ½ inch openings over all block openings to hold integrated with the use of this practice.
stone in place.
The structure should be inspected after every storm event.
As an optional design, the concrete blocks may be omitted Any sediment should be removed and disposed of on the
and the entire structure constructed of stone, ringing the site. Any stone missing should be replaced. Check
outlet (doughnut). The stone should be kept at a 3:1 slope materials for proper anchorage and secure as necessary.
toward the inlet to keep it from being washed into the inlet.
New York Standards and Specifications Page 5A.28 August 2005
For Erosion and Sediment Control
Figure 5A.11
Excavated Drop Inlet Protection
August 2005 Page 5A.29 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.12
Filter Fabric Drop Inlet Protection
New York Standards and Specifications Page 5A.30 August 2005
For Erosion and Sediment Control
Figure 5A.13
Stone & Block Drop Inlet Protection
August 2005 Page 5A.31 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.14
Curb Drop Inlet Protection
New York Standards and Specifications Page 5A.32 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
TURBIDITY CURTAIN
possible but not so close as to be disturbed by applicable
construction equipment. The height of the curtain shall be
20 percent greater than the depth of the water to allow for
water level fluctuations. The area that the turbidity curtain
protects shall not contain large culverts or drainage areas
that if flows occur behind the curtain would cause a breach
or lost contact at the bottom surface.
If water depths at the design alignment are minimal, the toe
can be anchored in place by staking.
See Figure 5A.15 on page 5A.34.
Construction Specifications
Definition
The area of proposed installation of the curtain shall be
inspected for obstacles and impediments that could damage
A flexible, impenetrable barrier used to trap sediment in
the curtain or impair its effectiveness to retain sediment.
water bodies. This curtain is weighted at the bottom to
All materials shall be removed so they cannot enter the
achieve closure while supported at the top through a
waterbody. Shallow installations can be made by securing
flotation system.
the curtain by staking rather than using a flotation system.
Supplemental anchors of the turbidity curtain toe shall be
Purpose
used, as needed, depending on water surface disturbances
such as boats and wave action by winds.
To prevent the migration of silt from a work site in a water
environment into the larger body of water.
Maintenance
Condition Where Practice Applies
The turbidity curtain shall be inspected daily and repaired
or replaced immediately. It is not normally necessary to
remove sediment deposited behind the curtain; but, when
A turbidity curtain is generally used when construction
necessary, removal is usually done by hand prior to removal
activity occurs within a waterbody or along its shoreline
of the barrier. All removed silt is stabilized away from the
and is of short duration, generally less than one month.
waterbody. The barrier shall be removed by carefully
Curtains are used in calm water surfaces. Turbidity
pulling it toward the construction site to minimize the
curtains are not to be used across flowing watercourses.
release of attached sediment. Any floating construction or
natural debris shall be immediately removed to prevent
Design Criteria
damage to the curtain. If the curtain is oriented in a manner
that faces the prevailing winds, frequent checks of the
The turbidity curtain shall be located beyond the lateral
anchorage shall be made.
limits of the construction site and firmly anchored in place.
The alignment should be set as close to the work area as
August 2005 Page 5A.33 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.15
Turbidity Curtain
New York Standards and Specifications Page 5A.34 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
SEDIMENT TRAP
prior to grading or filling in the drainage area they are to
protect. Traps must not be located any closer than 20 feet
from a proposed building foundation if the trap is to
function during building construction. Locate traps to
obtain maximum storage benefit from the terrain and for
ease of cleanout and disposal of the trapped sediment.
Trap Size
The volume of a sediment trap as measured at the elevation
of the crest of the outlet shall be at least 3,600 cubic feet per
acre of drainage area. The volume of a constructed trap
shall be calculated using standard mathematical procedures.
The volume of a natural sediment trap may be
approximated by the equation: Volume (cu.ft.) = 0.4 x
Definition
surface area (sq.ft.) x maximum depth (ft.).
A temporary sediment control device formed by excavation
Trap Cleanout
and/or embankment to intercept sediment laden runoff and
Sediment shall be removed and the trap restored to the
retain the sediment.
original dimensions when the sediment has accumulated to
Purpose
½ of the design depth of the trap. Sediment removed from
the trap shall be deposited in a protected area and in such a
The purpose of the structure is to intercept sediment-laden
manner that it will not erode.
runoff and trap the sediment in order to protect drainage
Embankment
ways, properties, and rights-of-way below the sediment trap
from sedimentation.
All embankments for sediment traps shall not exceed five
(5) feet in height as measured at the low point of the
Conditions Where Practice Applies
original ground along the centerline of the embankment.
Embankments shall have a minimum four (4) foot wide top
A sediment trap is usually installed in a drainage way, at a
and side slopes of 2:1 or flatter. The embankment shall be
storm drain inlet, or other points of collection from a
compacted by traversing with equipment while it is being
disturbed area.
constructed. The embankment shall be stabilized with seed
and mulch as soon as it is completed
Sediment traps should be used to artificially break up the
natural drainage area into smaller sections where a larger
The elevation of the top of any dike directing water to any
device (sediment basin) would be less effective.
sediment trap will equal or exceed the maximum height of
the outlet structure along the entire length of the trap.
Design Criteria
Excavation
If any of the design criteria presented here cannot be met,
see Standard and Specification for Sediment Basin on page
All excavation operations shall be carried out in such a
5A.49.
manner that erosion and water pollution shall be minimal.
Excavated portions of sediment traps shall have 1:1 or
Drainage Area
flatter slopes.
The drainage area for sediment traps shall be in accordance
Outlet
with the specific type of sediment trap used (Type I through
V).
The outlet shall be designed, constructed, and maintained in
such a manner that sediment does not leave the trap and that
Location
erosion at or below the outlet does not occur.
Sediment traps shall be located so that they can be installed
August 2005 Page 5A.35 New York Standards and Specifications
For Erosion and Sediment Control
Sediment traps must outlet onto stabilized (preferable
connecting band at the top and bottom of the cloth. The
undisturbed) ground, into a watercourse, stabilized channel, cloth shall cover an area at least six (6) inches above the
or into a storm drain system. Distance between inlet and highest hole and six (6) inches below the lowest hole. The
outlet should be maximized to the longest length
top of the riser pipe shall not be covered with filter cloth.
practicable.The riser shall have a base with sufficient weight to prevent
flotation of the riser. Two approved bases are:
Trap Details Needed on Erosion and Sediment
1. A concrete base 12 in. thick with the riser embedded
Control Plans
9 in. into the concrete base, or
Each trap shall be delineated on the plans in such a manner
2. One quarter inch, minimum, thick steel plate
that it will not be confused with any other features. Each
attached to the riser by a continuous weld around
trap on a plan shall indicate all the information necessary to
the circumference of the riser to form a watertight
properly construct and maintain the structure. If the
connection. The plate shall have 2.5 feet of stone,
drawings are such that this information cannot be delineated
gravel, or earth placed on it to prevent flotation. In
on the drawings, then a table shall be developed. If a table
either case, each side of the square base
is developed, then each trap on a plan shall have a number
measurement shall be the riser diameter plus 24
and the numbers shall be consecutive.
inches.
The following information shall be shown for each trap in a
Pipe outlet sediment traps shall be limited to a five (5) acre
summary table format on the plans.
maximum drainage area. Pipe outlet sediment traps may
1. Trap number
be interchangeable in the field with stone outlet or riprap
2. Type of trap
sediment traps provided that these sediment traps are
3. Drainage area
constructed in accordance with the detail and specifications
4. Storage required
for that trap.
5. Storage provided (if applicable)
Select pipe diameter from the following table:
6. Outlet length or pipe sizes
7. Storage depth below outlet or cleanout elevation
Minimum Sizes
8. Embankment height and elevation (if applicable)
Type of Sediment Traps
Barrel Riser Maximum
11
DiameterDiameterDrainage Area
There are five (5) specific types of sediment traps which
(in.)(in.)(ac.)
vary according to their function, location, or drainage area.
12 15 1
I. Pipe Outlet Sediment Trap
15 18 2
II. Grass Outlet Sediment Trap
18 21 3
III. Catch Basin Sediment Trap
IV. Stone Outlet Sediment Trap
21 24 4
V. Riprap Outlet Sediment Trap
21 27 5
I. Pipe Outlet Sediment Trap
1
Barrel diameter may be same size as riser diameter.
A Pipe Outlet Sediment Trap consists of a trap formed by
See details for Pipe Outlet Sediment Trap ST-I in Figure
embankment or excavation. The outlet for the trap is
5A.16 (1) and 5A.16 (2) on pages 5A.38 and 5A.39.
through a perforated riser and a pipe through the
embankment. The outlet pipe and riser shall be made of
II. Grass Outlet Sediment Trap
steel, corrugated metal or other suitable material. The top
of the embankment shall be at least 1 ½ feet above the crest
A Grass Outlet Sediment Trap consists of a trap formed by
of the riser. The top 2/3 of the riser shall be perforated with
excavating the earth to create a holding area. The trap has a
one (1) inch nominal diameter holes or slits spaced six (6)
discharge point over natural existing grass. The outlet crest
inches vertically and horizontally placed in the concave
width (feet) shall be equal to four (4) times the drainage
portion of the corrugated pipe.
area (acres) with a minimum width of four (4) feet. The
outlet shall be free of any restrictions to flow. The outlet lip
No holes or slits will be allowed within six (6) inches of the
must remain undisturbed and level. The volume of this trap
top of the horizontal barrel. All pipe connections shall be
shall be computed at the elevation of the crest of the outlet.
watertight. The riser shall be wrapped with ½ to ¼ inch
Grass outlet sediment traps shall be limited to a five (5) acre
hardware cloth wire then wrapped with filter cloth with a
maximum drainage area.
sieve size between #40-80 and secured with strapping or
New York Standards and Specifications Page 5A.36 August 2005
For Erosion and Sediment Control
See details for Grass Outlet Sediment Trap ST-II in Figure
shall be through a partially excavated channel lined with
5A.17 on page 5A.40. riprap. This outlet channel shall discharge onto a stabilized
area or to a stable watercourse. The riprap outlet sediment
III. Catch Basin Sediment Trap trap may be used for drainage areas of up to a maximum of
15 acres.
A Catch Basin Sediment Trap consists of a basin formed by
excavation on natural ground that discharges through an Design Criteria for Riprap Outlet Sediment Trap
opening in a storm drain inlet structure. This opening can
1. The total contributing drainage area (disturbed or
either be the inlet opening or a temporary opening made by
undisturbed either on or off the developing property)
omitting bricks or blocks in the inlet.
shall not exceed 15 acres.
A yard drain inlet or an inlet in the median strip of a dual
2. The storage needs for this trap shall be computed using
highway could use the inlet opening for the type outlet. The
3600 cubic feet of required storage for each acre of
trap should be out of the roadway so as not to interfere with
drainage area. The storage volume provided can be
future compaction or construction. Placing the trap on the
figured by computing the volume of storage area
opposite side of the opening and diverting water from the
available behind the outlet structure up to an elevation
roadway to the trap is one means of doing this. Catch basin
of one (1) foot below the level weir crest.
sediment traps shall be limited to a three (3) acre maximum
3. The maximum height of embankment shall not exceed
drainage area. The volume of this trap is measured at the
five (5) feet.
elevation of the crest of the outlet (invert of the inlet
opening).
4. The elevation of the top of any dike directing water to a
riprap outlet sediment trap will equal or exceed the
See details for Catch Basin Sediment Trap ST-III in Figure
minimum elevation of the embankment along the entire
5A.18 on page 5A.41.
length of this trap.
IV. Stone Outlet Sediment Trap
Riprap Outlet Sediment Trap ST-V
(for Stone Lined Channel)
A Stone Outlet Sediment Trap consists of a trap formed by
an embankment or excavation. The outlet of this trap is
Contributing Depth of Length of
over a stone section placed on level ground. The minimum
Drainage Area Channel (a) Weir (b)
length (feet) of the outlet shall be equal to four (4) times the
(ac.) (ft.) (ft.)
drainage area (acres).
1 1.5 4.0
Required storage shall be 3,600 cubic feet per acre of
2 1.5 5.0
drainage area.
3 1.5 6.0
4 1.5 10.0
The outlet crest (top of stone in weir section) shall be level,
5 1.5 12.0
at least one (1) foot below top of embankment and no more
6 1.5 14.0
than one (1) foot above ground beneath the outlet. Stone
7 1.5 16.0
used in the outlet shall be small riprap (4 in. x 8 in.). To
8 2.0 10.0
provide more efficient trapping effect, a layer of filter cloth
9 2.0 10.0
should be embedded one (1) foot back into the upstream
10 2.0 12.0
face of the outlet stone or a one (1) foot thick layer of two
11 2.0 14.0
(2) inch or finer aggregate shall be placed on the upstream
12 2.0 14.0
face of the outlet.
13 2.0 16.0
14 2.0 16.0
Stone Outlet Sediment Traps may be interchangeable in the
15 2.0 18.0
field with pipe or riprap outlet sediment traps provided they
are constructed in accordance with the detail and
See details for Riprap Outlet Sediment Trap ST-V on
specifications for those traps. Stone outlet sediment traps
Figures 5A.20(1) and 5A.20(2) on pages 5A.43 and 5A.44.
shall be limited to a five (5) acre maximum drainage area.
Optional Dewatering Methods
See details for Stone Outlet Sediment Trap ST-IV in Figure
Optional dewatering devices may be designed for use with
5A.19 on page 5A.42.
sediment traps. Included are two methods, which may be
used. See Figure 5A.21 on page 5A.45 for details.
V. Riprap Outlet Sediment Trap
A Riprap Outlet Sediment Trap consists of a trap formed by
an excavation and embankment. The outlet for this trap
August 2005 Page 5A.37 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.16(1)
Pipe Outlet Sediment Trap: ST-I
New York Standards and Specifications Page 5A.38 August 2005
For Erosion and Sediment Control
Figure 5A.16(2)
Pipe Outlet Sediment Trap: ST-IConstruction Specifications
August 2005 Page 5A.39 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.17
Grass Outlet Sediment Trap: ST-II
New York Standards and Specifications Page 5A.40 August 2005
For Erosion and Sediment Control
Figure 5A.18
Catch Basin Sediment Trap: ST-III
August 2005 Page 5A.41 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.19
Stone Outlet Sediment Trap: ST-IV
New York Standards and Specifications Page 5A.42 August 2005
For Erosion and Sediment Control
Figure 5A.20(1)
Riprap Outlet Sediment Trap: ST-V
August 2005 Page 5A.43 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.202)
Riprap Outlet Sediment Trap: ST-VConstruction Specifications
New York Standards and Specifications Page 5A.44 August 2005
For Erosion and Sediment Control
Figure 5A.21
Optional Sediment Trap Dewatering Devices
August 2005 Page 5A.45 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5A.46 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
PORTABLE SEDIMENT TANK
Conditions Where Practice Applies
A sediment tank is to be used on sites where excavations
are deep, and space is limited, such as urban construction,
where direct discharge of sediment laden water to stream
and storm drainage systems is to be avoided.
Design Criteria
Location
The sediment tank shall be located for ease of clean-out and
disposal of the trapped sediment, and to minimize the
interference with construction activities and pedestrian
traffic.
Definition
Tank Size
A sediment tank is a compartmented tank container to
which sediment laden water is pumped to trap and retain the
The following formula should be used in determining the
sediment.
storage volume of the sediment tank; pump discharge
(G.P.M.) x 16 = Cubic Foot Storage.
Purpose
An example of a typical sediment tank is shown on Figure
To trap and retain sediment prior to pumping the water to
5A.22 on page 5A.48. Other container designs can be used
drainageways, adjoining properties, and rights-of-way
if the storage volume is adequate and approval is obtained
below the sediment tank site.
from the local approving agency. Commercially
manufactured tanks are also available.
August 2005 Page 5A.47 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.22
Portable Sediment Tank
New York Standards and Specifications Page 5A.48 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
SEDIMENT BASIN
Class 1 2
Max. Drainage
Area (acres) 100 100
1
Max. Height
of Dam (ft.) 10 15
Min. Embankment
Top Width 8 10
Embankment
Side Slopes 2:1 or 2 ½:1 or
Flatter Flatter
Anti-Seep Control
Required Yes Yes
Definition
1
Height is measured from the low point of original ground at the
downstream toe of the dam to the top of the dam.
A temporary barrier or dam constructed across a drainage
way or at other suitable locations to intercept sediment
Purpose
laden runoff and to trap and retain the sediment.
The purpose of a sediment basin is to intercept sediment-
Scope
laden runoff and reduce the amount of sediment leaving the
disturbed area in order to protect drainage ways, properties,
This standard applies to the installation of temporary and rights-of-way below the sediment basin.
sediment basins on sites where: (a) failure of the structure
would not result in loss of life, damage to homes or
Conditions Where Practice Applies
buildings, or interruption of use or service of public roads
or utilities; (b) the drainage area does not exceed 100 acres;
A sediment basin is appropriate where physical site
and (c) the basin is to be removed within 36 months after
conditions or land ownership restrictions preclude the
the beginning of construction of the basin.
installation of other erosion control measures to adequately
control runoff, erosion, and sedimentation. However, it is
Permanent (to function more than 36 months) sediment
strongly encouraged to use a basin in addition to other ESC
basins, or temporary basins exceeding the classification
measures if practicable. It may be used below construction
requirements for class 1 and 2, or structures that temporarily
operations which expose critical areas to soil erosion. The
function as a sediment basin but are intended for use as a
basin shall be maintained until the disturbed area is
permanent pool shall be classified as permanent structures
protected against erosion by permanent stabilization.
and shall conform to criteria appropriate for permanent
structures. These structures shall be designed and
Design Criteria
constructed to conform to NRCS Standard And
Specification No. 378 for Ponds in the National Handbook
Compliance with Laws and Regulations
of Conservation Practices and the New York State
Department of Environmental Conservation, "Guidelines
Design and construction shall comply with state and local
for the Design of Dams." The total volume of permanent
laws, ordinances, rules and regulations, including permits.
sediment basins shall equal to or exceed the capacity
requirements for temporary basins contained herein.
Location
Classification of Temporary Sediment Basins
The sediment basin should be located to obtain the
maximum storage benefit from the terrain and for ease of
For the purpose of this standard, temporary sediment basins
cleanout of the trapped sediment. It should be located to
are classified as follows:
minimize interference with construction activities and
August 2005 Page 5A.49 New York Standards and Specifications
For Erosion and Sediment Control
Spillway Design
construction of utilities. Whenever possible, sediment
basins should be located so that storm drains may outfall or
Runoff shall be computed by the method outlined in:
be diverted into the basin. Do not locate basins in
Chapter 2, Estimating Runoff, Engineering Field Handbook
perennial streams.
available in the Natural Resources Conservation Service
offices or, by TR-55, Urban Hydrology for Small
Size and Shape of the Basin
Watersheds.Runoff computations shall be based upon
the worst soil cover conditions expected to prevail in the
The minimum sediment storage volume of the basin, as
contributing drainage area during the anticipated
measured from the bottom of the basin to the elevation of
effective life of the structure. The combined capacities of
the crest of the principal spillway shall be at least 3,600
the principal and emergency spillway shall be sufficient to
cubic feet per acre draining to the basin. This 3,600 cubic
pass the peak rate of runoff from a ten-year frequency
feet is equivalent to one inch of sediment per acre of drain-
storm.
age area. The entire drainage area is used for this
computation, rather than the disturbed area above, to
1. Principal spillway: A spillway consisting of a vertical
maximize trapping efficiency. The length to width ratio
pipe or box type riser joined (watertight connection) to a
shall be greater than 2:1, where length is the distance
pipe (barrel) which shall extend through the embankment
between the inlet and outlet. A wedge shape shall be used
and outlet beyond the downstream toe of the fill. The
with the inlet located at the narrow end.
minimum capacity of the principal spillway shall be 0.2 cfs
per acre of drainage area when the water surface is at the
Surface Area
emergency spillway crest elevation. For those basins with
no emergency spillway, the principal spillway shall have
Recent studies (Barfield and Clar 1985; Pitt, 2003) indicate
the capacity to handle the peak flow from a ten-year
that the following relationship between surface area and
frequency rainfall event. The minimum size of the barrel
peak inflow rate gives a trapping efficiency of 75% for silt
shall be 8 inches in diameter. See Figures 5A.25, 5A.26,
loam soils, and greater than 90% for loamy sand soils:
and 5A.27 on pages 5A.60, 5A.61, and 5A.62 for principal
spillway sizes and capacities.
A = 0.01 Qp or, A = 0.015x D.A.
(whichever is greater)
A. Crest elevation: When used in combination
where,
with an emergency spillway, the crest elevation of the riser
shall be a minimum one foot below the elevation of the
A = the basin surface area, acres, measured at the service
control section of the emergency spillway.
spillway crest; and
B. Watertight riser and barrel assembly: The riser
Qp = the peak inflow rate for the design storm.
and all pipe connections shall be completely watertight
(The minimum design storm will be a 10 year, 24 hour
except for the inlet opening at the top, or a dewatering
storm under construction conditions).
opening. There shall not have any other holes, leaks, rips, or
perforations in the structure.
D.A. = contributing drainage area.
C. Dewatering the basin: The drawdown volume
One half of the design sediment storage volume (67 cubic
will be discharged over a 10 hour period. The size of the
yards per acre drainage area) shall be in the form of a
orifice to provide this control can be approximated as
permanent pool, and the remaining half as drawdown
follows:
volume.
0.5 0.5
A = A x 2h Ao = A x 2h
oss
Sediment basins shall be cleaned out when the permanent
T x Cd x 20,428 therefore, 122,568
pool volume remaining as described above is reduced by 50
where,
percent, except in no case shall the sediment level be
Ao = surface area of the dewatering orifice
permitted to build up higher than one foot below the
As = surface area of the basin
principal spillway crest. At this elevation, cleanout shall be
h = head of water above orifice
performed to restore the original design volume to the
Cd = coefficient of contraction for an orifice ( 0.6)
sediment basin.
T = detention time needed to dewater the basin (10 hours)
The elevation corresponding to the maximum allowable
D. Anti-vortex device and trash rack: An anti-
sediment level shall be determined and shall be stated in the
vortex device and trash rack shall be securely
design data as a distance below the top of the riser and shall
installed on top of the riser and shall be the
be clearly marked on the riser.
concentric type as shown in Figure 5A.29(1) and
The basin dimensions necessary to obtain the required basin
5A.29(2) on pages 5A.64 and 5A.65.
volume as stated above shall be clearly shown on the plans
to facilitate plan review, construction, and inspection.
E. Base: The riser shall have a base attached with a
New York Standards and Specifications Page 5A.50 August 2005
For Erosion and Sediment Control
watertight connection and shall have sufficient
be watertight.
weight to prevent flotation of the riser. Two See Figure 5A.31(1) and 5A.31(2) on pages 5A.67
approved bases for risers ten feet or less in height and 5A.68 for anti-seep collar design and Figure
are: 1) a concrete base 18 in. thick with the riser
5A.32 on page 5A.69 for construction details.
embedded 9 in. in the base, and 2) a ¼ minimum Seepage diaphragms may be used in lieu of anti-seep
thickness steel plate attached to the riser by a collars. They shall be designed in accordance to
continuous weld around the circumference of the USDA NRCS Pond Standard 378.
riser to form a watertight connection. The plate shall
G. Outlet: An outlet shall be provided, including a
have 2.5 feet of stone, gravel, or compacted earth
means of conveying the discharge in an erosion free
placed on it to prevent flotation. In either case, each
manner to an existing stable channel. Where
side of the square base shall be twice the riser
discharge occurs at the property line, drainage
diameter.
easements will be obtained in accordance with local
ordinances. Adequate notes and references will be
For risers greater than ten feet high, computations
shown on the erosion and sediment control plan.
shall be made to design a base which will prevent
flotation. The minimum factor of safety shall be 1.20
Protection against scour at the discharge end of the
(Downward forces = 1.20 x upward forces). See
pipe spillway shall be provided. Measures may
Figure 5A.30 on page 5A.66 for details.
include basin, riprap, revetment, excavated plunge
pools, or other approved methods. See Standard and
F. Anti-Seep Collars: Anti-seep collars shall be
Specification for Rock Outlet Protection, page 5B.21.
installed around all conduits through earth fills of
impoundment structures according to the following
2. Emergency Spillways: The entire flow area of the
criteria:
emergency spillway shall be constructed in undisturbed
ground (not fill). The emergency spillway cross-section
1) Collars shall be placed to increase the seepage
shall be trapezoidal with a minimum bottom width of
length along the conduit by a minimum of 15
eight feet. This spillway channel shall have a straight
percent of the pipe length located within the
control section of at least 20 feet in length; and a straight
saturation zone.
outlet section for a minimum distance equal to 25 feet.
2) Collar spacing shall be between 5 and 14 times
A. Capacity: The minimum capacity of the
the vertical projection of each collar.
emergency spillway shall be that required to pass the
peak rate of runoff from the 10 year 24-hour
3) All collars shall be placed within the saturation
frequency storm, less any reduction due to flow in
zone.
the pipe spillway. Emergency spillway dimensions
may be determined by using the method described in
4) The assumed normal saturation zone (phreatic
Figure 5A.33 on page 5A.70.
line) shall be determined by projecting a line at a
slope of 4 horizontal to 1 vertical from the point
B. Velocities: The velocity of flow in the exit
where the normal water (riser crest) elevation
channel shall not exceed 5 feet per second for
touches the upstream slope of the fill to a point
vegetated channels. For channels with erosion
where this line intersects the invert of the pipe
protection other than vegetation, velocities shall be
conduit. All fill located within this line may be
within the non-erosive range for the type of
assumed as saturated.
protection used.
C. Erosion Protection: Erosion protection shall be
When anti-seep collars are used, the equation for
provided for by vegetation as prescribed in this
revised seepage length becomes:
publication or by other suitable means such as riprap,
asphalt or concrete.
2(N)(P)=1.15(L) or,
s
N=(0.075)(L)/P
s
D. Freeboard: Freeboard is the difference between
Where: Ls = Saturated length is length, in feet, of
the design high water elevation in the emergency
pipe between riser and intersection of
spillway and the top of the settled embankment. If
phreatic line and pipe invert.
there is no emergency spillway, it is the difference
between the water surface elevation required to pass
N = number of anti-seep collars.
the design flow through the pipe and the top of the
settled embankment. Freeboard shall be at least one
P = vertical projection of collar from pipe,
foot.
in feet.
Embankment Cross-Section
5) All anti-seep collars and their connections shall
August 2005 Page 5A.51 New York Standards and Specifications
For Erosion and Sediment Control
Standards. Chemical applications shall not be applied
Class 1 Basins: The minimum top width shall be eight feet. without written approval from the NYSDEC.
The side slopes shall not be steeper than 2:1.
Safety
Class 2 Basins: The minimum top width shall be ten feet.
The side slopes shall not be steeper than 2 ½:1. Sediment basins are attractive to children and can be very
dangerous. Local ordinances and regulations must be
adhered to regarding health and safety. The developer or
Entrance of Runoff into Basin
owner shall check with local building officials on applicable
Points of entrance of surface runoff into excavated sediment safety requirements. If fencing of sediment basins is
basins shall be protected to prevent erosion. Considerable required, the location of and type of fence shall be shown
care should be given to the major points of inflow into on the plans.
basins. In many cases the difference in elevation of the
inflow and the bottom of the basin is considerable, thus
Construction Specifications
creating a potential for sever gullying and sediment
generation. Often a riprap drop at major points of inflow
Site Preparation
would eliminate gullying and sediment generation.
Areas under the embankment shall be cleared, grubbed, and
Diversions, grade stabilization structures or other water
stripped of topsoil to remove trees, vegetation, roots, or
control devices shall be installed as necessary to ensure
other objectionable material. In order to facilitate cleanout
direction of runoff and protect points of entry into the basin.
and restoration, the pool area (measured at the top of the
Points of entry should be located so as to ensure maximum
pipe spillway) will be cleared of all brush, trees, and other
travel distance of entering runoff to point of exit (the riser)
objectionable materials.
from the basin.
Cutoff-Trench
Disposal
A cutoff trench shall be excavated along the centerline of
The sediment basin plans shall indicate the method(s) of
earth fill embankments. The minimum depth shall be two
disposing of the sediment removed from the basin. The
feet. The cutoff trench shall extend up both abutments to
sediment shall be placed in such a manner that it will not
the riser crest elevation. The minimum bottom width shall
erode from the site. The sediment shall not be deposited
be four feet, but wide enough to permit operation of
downstream from the basin, adjacent to a stream or
excavation and compaction equipment. The side slopes
floodplain. Disposal sites will be covered by an approved
shall be no steeper than 1:1. Compaction requirements shall
sediment control plan.
be the same as those for embankment. The trench shall be
dewatered during the back-filling/compaction operations.
The sediment basis plans shall also show the method of
disposing of the sediment basin after the drainage area is
Embankment
stabilized, and shall include the stabilization of the sediment
basin site. Water contained within the storage areas shall be
The fill material shall be taken from approved areas shown
removed from the basin by pumping, cutting the top of the
on the plans. It shall be clean mineral soil free of roots,
riser, or other appropriate method prior to removing or
woody vegetation, oversized stones, rocks, or other
breaching the embankment. Sediment shall not be allowed
objectionable material. Relatively pervious materials such
to flush into a stream or drainage way.
as sand or gravel (Unified Soil Classes GW, GP, SW & SP)
shall not be placed in the embankment. Areas on which fill
Chemical Treatment
is to be placed shall be scarified prior to placement of fill.
Precipitation of sediment is enhanced with the use of
The fill material shall contain sufficient moisture so that it
specific chemical flocculants that can be applied to the
can be formed by hand into a ball without crumbling. If
sediment basin in liquid, powder, or solid form. Flocculants
water can be squeezed out of a ball, it is too wet for proper
include polyacrylimides, aluminum sulfate (alum), and
compaction. Fill material shall be placed in six to eight-
polyaluminum chloride. Cationic polyelectrolytes have a
inch thick continuous layers over the entire length of the
greater toxicity to fish and other aquatic organisms than
fill. Compaction shall be obtained by routing and hauling
anionic polyelectrolytes because they bind to the gills of
the construction equipment over the fill so that the entire
fish resulting in respiratory failure (Pitt, 2003).
surface of each layer of the fill is traversed by at least one
wheel or tread track of the equipment or by the use of a
Chemical treatment shall not be substituted for proper
compactor. The embankment shall be constructed to an
erosion and sediment control. To reduce the need for
elevation 10 percent higher than the design height to allow
flocculants, proper controls include planning, phasing,
for settlement.
sequencing and practice design in accordance to NY
New York Standards and Specifications Page 5A.52 August 2005
For Erosion and Sediment Control
2. Sediment shall be removed from the basin when it
Pipe Spillway
reaches the specified distance below the top of the riser
The riser shall be securely attached to the barrel or barrel (shall not exceed 50 percent capacity). This sediment
stub by welding the full circumference making a watertight shall be placed in such a manner that it will not erode
structural connection. The barrel stub must be attached to from the site. The sediment shall not be deposited
the riser at the same percent (angle) of grade as the outlet downstream from the embankment, adjacent to a
conduit. The connection between the riser and the riser
.
stream or floodplain
base shall be watertight. All connections between barrel
sections must be achieved by approved watertight bank
Final Disposal
assemblies. The barrel and riser shall be placed on a firm,
smooth foundation of impervious soil. Pervious materials
When temporary structures have served their intended
such as sand, gravel, or crushed stone shall not be used as
purpose and the contributing drainage area has been
backfill around the pipe or anti-seep collars. The fill
properly stabilized, the embankment and resulting sediment
material around the pipe spillway shall be placed in four-
deposits are to be leveled or otherwise disposed of in
inch layers and compacted under and around the pipe to at
accordance with the approved sediment control plan. The
least the same density as the adjacent embankment.
proposed use of a sediment basin site will often dictate final
disposition of the basin and any sediment contained therein.
A minimum depth of two feet of hand compacted backfill
If the site is scheduled for future construction, then the
shall be placed over the pipe spillway before crossing it
basin material and trapped sediments must be removed,
with construction equipment. Steel base plates on risers
safely disposed of, and backfilled with a structural fill.
shall have at least 2 ½ feet of compacted earth, stone, or
When the basin area is to remain open space, the pond may
gravel placed over it to prevent flotation.
be pumped dry, graded, and back filled.
Emergency Spillway
Information to be Submitted
The emergency spillway shall be installed in undisturbed
Sediment basin designs and construction plans submitted
ground. The achievement of planned elevations, grades,
for review to a local municipality, Soil and Water
design width, entrance and exit channel slopes are critical to
Conservation District, or other agency shall include the
the successful operation of the emergency spillway and
following:
must be constructed within a tolerance of +/- 0.2 feet.
1. Specific location of the basin.
Vegetative Treatment
2. Plan view of the storage basin and emergency
Stabilize the embankment and emergency spillway in
spillway, showing existing and proposed contours.
accordance with the appropriate vegetative standard and
specification immediately following construction. In no
3. Cross section of dam, principal spillway, emergency
case shall the embankment remain unstabilized for more
spillway, and profile of emergency spillway.
than seven (7) days.
4. Details of pipe connections, riser to pipe
Erosion and Pollution Control
connections, riser base, anti-seep control, trash rack
cleanout elevation, and anti-vortex device.
Construction operations shall be carried out in such a
manner that erosion and water pollution will be minimized.
5. Runoff calculations for 1 and 10-year frequency
State and local laws shall be complied with concerning
storms, if required.
pollution abatement.
6. Storage Computation
Safety
A. Total required
B. Total Available
State and local requirements shall be met concerning
C. Level of sediment at which cleanout shall be
fencing and signs, warning the public of hazards of soft
required; to be stated as a distance from the riser
sediment and floodwater.
crest to the sediment surface.
Maintenance
7. Calculations showing design of pipe and emergency
spillway.
1. Repair all damages caused by soil erosion and
construction equipment at or before the end of each
Note: Items 5 through 7 above may be submitted using the
working day.
design data sheet on pages 7A.54 through 7A.59.
August 2005 Page 5A.53 New York Standards and Specifications
For Erosion and Sediment Control
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
Computed by_____________________Date_____________Checked by____________________Date____________
Project________________________________________________________Basin #__________________________
Location__________________________Total Area draining to basin _________________________________Acres
BASIN SIZE DESIGN
1. Minimum sediment storage volume = 134 cu. yds. x__________acres of drainage area = ___________cu.yds.
2. a. Cleanout at 50 percent of minimum required volume = ________cu. yds.
b. Elevation corresponding to scheduled time to clean out_______________
c. Distance below top of riser___________feet
3. Minimum surface area is larger of 0.01 Q_________or, 0.015 DA = ___________ use ___________acres
(1)
DESIGN OF SPILLWAYS & ELEVATIONS
Runoff
4. Q = ____________________________cfs
p(10)
(EFH, Ch. 2, TR-55, or Section 4; Attach runoff computation sheet)
Pipe Spillway (Q)
ps
5. Min. pipe spillway cap., Q = 0.2 x_______ac. Drainage = ________cfs
ps
Note: If there is no emergency spillway, then reqd Q = Q = ________cfs.
psp(10)
6. H = ________ft. Barrel length = ________ft
7. Barrel: Diam. _______inches; Q = (Q)___________x (cor.fac.)________=_________cfs.
ps
8. Riser: Diam. _______inches; Length________ft.; h = _________ft. Crest Elev. _____________
9. Trash Rack: Diam.________inches; H = __________inches
Emergency Spillway Design
10. Emergency Spillway Flow, Q = Q - Q = ___________ - ____________ = ___________cfs.
espps
11. Width _______ft.; H_________ft Crest elevation ___________; Design High Water Elev. ___________
p
Entrance channel slope___________________________% ; Top of Dam Elev. ________________
Exit channel slope ______________________________%
ANTI-SEEP COLLAR/
SEEPAGE DIAPHRAGM DESIGN
Collars:
12. y = ________ft.; z = _______:1; pipe slope = ________%, L = _______ft.
s
Use_______collars, ________ - __________inches square; projection = ________ft.
Diaphragms:
#_________ width_________ ft. height_________ft.
DEWATERING ORIFICE SIZING
0.5
13. Ao = A x (2h)
s
; h = _____ ft.; therefore use, ________________________
122,568 = ________sq. ft.
New York Standards and Specifications Page 5A.54 August 2005
For Erosion and Sediment Control
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
INSTRUCTIONS FOR USE OF FORM
1. Minimum required sediment storage volume is 134
8. See Pipe Spillway Design Charts, Figures 5A.26 and
cubic yards (3600 cubic feet) per acre from each acre of
5A.27 on pages 5A.61 and 5A.62.
drainage area. Values larger than 134 cubic yards per
acre may be used for greater protection. Compute
9. See Riser Inflow Curves, Figure 5A.25 on page
volume using entire drainage area although only part
5A.60.
may be disturbed.
10. Compute the orifice size required to dewater the basin
2. The volume of a naturally shaped basin (no excavation
over a 10 hour period.
in basin) may be approximated by the formula V =
(0.4)(A)(d), where V is in cubic feet, A is the surface
11. See Trash Rack and Anti-Vortex Device Design,
area of the basin, in square feet, and d is the maximum
Figures 5A.29 on pages 5A.64 and 5A.65.
depth of the basin, in feet. Volume may be computed
from contour information or other suitable methods.
12. Compute Q by subtracting actual flow carried by the
es
pipe spillway from the total inflow, Q.
p
3. If volume of basin is not adequate for required storage,
excavate to obtain the required volume.
13. Use appropriate tables to obtain values of H, bottom
p
width, and actual Q. If no emergency spillway is to
es
4. The minimum surface area of the basin pool at the
be used, so state, giving reason(s).
storage volume elevation will be the larger of the two
elevations shown.
14. See Anti-Seep Collar / Seepage Diaphragm Design.
5 USDA-NRCS TR-55 or the NRCS Engineering Field
15. Fill in design elevations. The emergency spillway
Handbook, Chapter 2, are the preferred methods for
crest must be set no closer to riser crest than value of
runoff computation. Runoff curve numbers will be
h, which causes pipe spillway to carry the minimum,
computed for the drainage area that reflects the
required Q. Therefore, the elevation difference
maximum construction condition.
between spillways shall be equal to the value of h, or
one foot, whichever is greater. Design high water is
6. Required minimum discharge from pipe spillway
the elevation of the emergency spillway crest plus the
equals 0.2 cfs/ac. times total drainage area. (This is
value of H, or if there is no emergency spillway, it is
p
equivalent to a uniform runoff of 5 in. per 24 hours).
the elevation of the riser crest plus h required to
The pipe shall be designed to carry Q if site conditions
handle the 10-year storm. Minimum top of dam
p
preclude installation of an emergency spillway to
elevation requires 1.0 ft. of freeboard above design
protect the structure.
high water.
7. Determine value of H from field conditions; H is
the interval between the centerline of the outlet pipe
and the emergency spillway crest, or if there is no
emergency spillway, to the design high water.
August 2005 Page 5A.55 New York Standards and Specifications
For Erosion and Sediment Control
Pipe Spillway Design
To use charts for pipe spillway design:
Enter chart, Figures 5A.26 and 5A.27 on Pages 5A.61 and 5A.62 with H and required discharge.
Find diameter of pipe conduit that provides equal or greater discharge
Enter chart, Figure 5A.25 on Page 5A.60 with actual pipe discharge. Read across to select smallest riser that provides
discharge within weir flow portion of rating curve. Read down to find corresponding h required. This h must be 1 foot
or less.
Example:
Given: Q (required) = 5.8 cfs, L = 60 ft., H = 9 ft. to centerline of pipe = Free outlet
Find: Pipe size, actual Q and size of riser, use corrugated metal pipe, n = 0.025
Q of 12 in. pipe = 5.95 cfs x (correction factor) 1.07 = 6.4 cfs from the Pipe Flow Chart. From Riser Inflow Curves
(Figures 5A.25 on page 5A .60), smallest riser = 18 in. (@ h = 0.60).
(see Page 5A.58).
Design Example #1
Design Example # 2
Snooks Pond is a senior citizen assisted living center under
construction. A sediment basin will be utilized as a component
of the erosion and sediment control plan for the project. The
Us the same data as example #1, but no emergency spill-
Drainage area to the basin is 20 acres, the one year storm peak
way is possible ( see Page 7A. 59).
discharge is 32 cubic feet per second, and 88 cfs for the 10
year storm based on analysis of the site under maximum con-
Notes:
structioncondition. Design the sediment basin when the over-
1. Use a 1.0 foot minimum between riser crest and emer-
all head (H) is 10 feet and the smooth steel pipe spillway is
gency spillway crest, thus riser crest = 1.0 ft.
used. An emergency spillway can be constructed on the site.
Base the design volumes and elevations on the stage storage
2. To provide 50% of the storage as permanent pool, the
curve developed for the natural topography or as excavated
dewatering orifice is set at the out elevation.
New York Standards and Specifications Page 5A.56 August 2005
For Erosion and Sediment Control
Figure 5A.23
Sediment Basin
August 2005 Page 5A.57 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.24(1)
Sediment Basin Design Example #1
New York Standards and Specifications Page 5A.58 August 2005
For Erosion and Sediment Control
Figure 5A.24(2)
Sediment Basin Design Example #2
August 2005 Page 5A.59 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.25
Riser Inflow Chart
(USDA - NRCS)
New York Standards and Specifications Page 5A.60 August 2005
For Erosion and Sediment Control
Figure 5A.26
Pipe Flow Chart; n = 0.025
(USDA - NRCS)
August 2005 Page 5A.61 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.27
Pipe Flow Chart; n = 0.013
(USDA - NRCS)
New York Standards and Specifications Page 5A.62 August 2005
For Erosion and Sediment Control
Figure 5A.28
Optional Sediment Basin Dewatering Methods
August 2005 Page 5A.63 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.29(1)
Concentric Trash Rack and Anti-Vortex Device
(USDA - NRCS)
New York Standards and Specifications Page 5A.64 August 2005
For Erosion and Sediment Control
Figure 5A.29(2)
Concentric Trash Rack and Anti-Vortex Device Design Table
(USDA - NRCS)
August 2005 Page 5A.65 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.30
Riser Base Details
New York Standards and Specifications Page 5A.66 August 2005
For Erosion and Sediment Control
Figure 5A.31(1)
Anti-Seep Collar Design
August 2005 Page 5A.67 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.31(2)
Anti-Seep Collar Design Charts
(USDA - NRCS)
New York Standards and Specifications Page 5A.68 August 2005
For Erosion and Sediment Control
Figure 5A.32
Anti-Seep Collar Design
August 2005 Page 5A.69 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.33(1)
Design Data for Earth Spillways
New York Standards and Specifications Page 5A.70 August 2005
For Erosion and Sediment Control
Figure 5A.33(2)
Design Table for Vegetated Spillways Excavated in
Erosion Resistant Soils (side slopes3 horizontal : 1 vertical)
(USDA - NRCS)
August 2005 Page 5A.71 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.33(3)
Design Table for Vegetated Spillways Excavated in
Very Erodible Soils (side slopes3 horizontal : 1 vertical)
(USDA - NRCS)
New York Standards and Specifications Page 5A.72 August 2005
For Erosion and Sediment Control
Procedure for Determining or Altering Sediment Basin Shape
As specified in the Standard and Specification, the pool area The required basin shape may be obtained by proper site
at the elevation of the crest of the principal spillway shall selection by excavation or by constructing a baffle in the
have a length to width ratio of at least 2.0 to 1. The purpose basin. The purpose of the baffle is to increase the effective
of this requirement is to minimize the short circuiting flow length from the inflow point to the riser. Baffles (see
effect of the sediment laden inflow to the riser and thereby Figure 5A.34 on following page) shall be placed midway
increase the effectiveness of the sediment basin. The between the inflow point around the end of the baffle to the
purpose of this procedure is to prescribe the parameters, outflow point. Then:
procedures, and methods of determining and modifying the
shape of the basin. W = A/L and L:W ratio = L/W
eeee
The length of the flow path (L) is the distance from the Three examples are shown on the following page. Note that
point of inflow to the riser (outflow point). The point of for the special case in example C the water is allowed to go
inflow is the point that the stream enters the normal pool around both ends of the baffle and the effective length, L =
e
(pool level at the riser crest elevation). The pool area (A) is L + L. Otherwise, the length to width ratio computations
12
the area of the normal pool. The effective width (W) is are the same as shown above. This special case procedure
e
found by the equation: for computing L is allowable only when the two flow paths
e
are equal, i.e., when L = L. A baffle detail is also shown
12
W = A/L and L:W ratio = L/Win Figure 5A.37 on page 5A.72.
ee
In the event there is more than one inflow point, any inflow
point that conveys more than 30 percent of the total peak
inflow rate shall meet the length to width ratio criteria.
August 2005 Page 5A.73 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.34
Sediment Basin Baffle Details
(USDA - NRCS)
**Note: Plywood is not very practical,
silt fence backed with hay bales
is more common.
New York Standards and Specifications Page 5A.74 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
STABILIZED CONSTRUCTION ENTRANCE
Criteria for Geotextile
The geotextile shall be woven or nonwoven fabric
consisting only of continuous chain polymeric filaments or
yarns of polyester. The fabric shall be inert to commonly
encountered chemicals, hydro-carbons, mildew, rot
resistant, and conform to the fabric properties as shown:
12
Light Duty Heavy Duty
Roads Haul Roads
Fabric Grade Rough Test
3
Properties Subgrade Graded Method
Grab Tensile
Strength (lbs) 200 220 ASTM D1682
Elongation at
Definition
Failure (%) 50 60 ASTM D1682
A stabilized pad of aggregate underlain with geotextile
Mullen Brust
located at any point where traffic will be entering or leaving
Strength (lbs) 190 430 ASTM D3786
a construction site to or from a public right-of-way, street,
Puncture
alley, sidewalk, or parking area.
Strength (lbs) 40 125 ASTM D751
modified
Purpose
Equivalent 40-80 40-80 US Std Sieve
The purpose of stabilized construction entrance is to reduce
Opening Size CW-02215
or eliminate the tracking of sediment onto public rights-of-
way or streets.
Aggregate Depth 6 10 --
1
Light Duty Road: Area sites that have been graded to subgrade and
Conditions Where Practice Applies
where most travel would be single axle vehicles and an occasional multi-
axle truck. Acceptable materials are Trevira Spunbond 1115, Mirafi
A stabilized construction entrance shall be used at all points
100X, Typar 3401, or equivalent.
of construction ingress and egress.
2
Heavy Duty Road: Area sites with only rough grading, and where most
travel would be multi-axle vehicles. Acceptable materials are Trevira
Design Criteria
Spunbond 1135, Mirafi 600X, or equivalent.
See Figure 5A.35 on page 5A.76 for details.
3
Fabrics not meeting these specifications may be used only when design
procedure and supporting documentation are supplied to determine
Aggregate Size: Use a matrix of 1-4 inch stone, or
aggregate depth and fabric strength.
reclaimed or recycled concrete equivalent.
Maintenance
Thickness: Not less than six (6) inches.
The entrance shall be maintained in a condition which will
Width: 12-foot minimum but not less than the full width of
prevent tracking of sediment onto public rights-of-way or
points where ingress or egress occurs. 24-foot minimum if
streets. This may require periodic top dressing with
there is only one access to the site.
additional aggregate. All sediment spilled, dropped, or
washed onto public rights-of-way must be removed
Length: As required, but not less than 50 feet (except on a
immediately.
single residence lot where a 30 foot minimum would apply).
When necessary, wheels must be cleaned to remove
Geotextile: To be placed over the entire area to be covered
sediment prior to entrance onto public rights-of-way.
with aggregate. Filter cloth will not be required on a single-
When washing is required, it shall be done on an area
family residence lot. Piping of surface water under entrance
stabilized with aggregate, which drains into an approved
shall be provided as required. If piping is impossible, a
sediment-trapping device. All sediment shall be prevented
mountable berm with 5:1 slopes will be permitted.
from entering storm drains, ditches, or watercourses.
August 2005 Page 5A.75 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.35
Stabilized Construction Entrance
New York Standards and Specifications Page 5A.76 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
CONSTRUCTION ROAD STABILIZATION
Road Width 14 foot minimum for one-way traffic or 24
foot minimum for two-way traffic.
Side Slope of Road Embankment 2:1 or flatter.
Ditch Capacity On-site roadside ditch and culvert
capacities shall be the 10 yr. peak runoff.
Composition Use a 6-inch layer of NYS DOT sub-base
Types 1,2,3, 4 or equivalent as specified in NYS
Standards and Specifications for Highways.
Construction Specifications
1. Clear and strip roadbed and parking areas of all
Definition
vegetation, roots, and other objectionable material.
The stabilization of temporary construction access routes,
2. Locate parking areas on naturally flat areas as available.
on-site vehicle transportation routes, and construction
Keep grades sufficient for drainage, but not more than 2
parking areas.
to 3 percent.
Purpose
3. Provide surface drainage and divert excess runoff to
stabilized areas.
To control erosion on temporary construction routes and
4. Maintain cut and fill slopes to 2:1 or flatter and
parking areas.
stabilized with vegetation as soon as grading is
accomplished.
Condition Where Practice Applies
5. Spread 6-inch layer of sub-base material evenly over the
All traffic routes and parking areas for temporary use by
full width of the road and smooth to avoid depressions.
construction traffic.
6. Provide appropriate sediment control measures to
Design Criteria
prevent offsite sedimentation.
Construction roads should be located to reduce erosion
Maintenance
potential, minimize impact on existing site resources, and
maintain operations in a safe manner. Highly erosive soils,
Inspect construction roads and parking areas periodically
wet or rocky areas, and steep slopes should be avoided.
for condition of surface. Topdress with new gravel as
Roads should be routed where seasonal water tables are
needed. Check ditches for erosion and sedimentation after
deeper than 18 inches. Surface runoff and control should be
rainfall events. Maintain vegetation in a health, vigorous
in accordance with other standards.
condition. Areas producing sediment should be treated
immediately.
Road Grade A maximum grade of 12% is recommended,
although grades up to 15% are possible for short distances.
August 2005 Page 5A.77 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5A.78 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
TEMPORARY ACCESS WATERWAY CROSSING
control. Structural utility and safety must also be
considered when designing temporary access waterway
crossings to withstand expected loads.
The tree types of standard temporary access waterway
crossings are bridges, culverts, and fords.
General Requirements
1. In-Stream Excavation
: In-Stream excavation shall
be limited to only that necessary to allow installation of
the standard methods as presented in Subsection
Temporary Access Waterway Crossing Methods.
2. Elimination of Fish Migration Barriers: Of the three
Definition
basic methods presented in Subsection Temporary
Access Waterway Crossing Methods, bridges pose the
least potential for creating barriers to aquatic migration.
A temporary access waterway crossing is a structure placed
The construction of any specific crossing method as
across a waterway to provide access for construction
presented in Subsection Temporary Access Waterway
purposes for a period of less than one year. Temporary
Crossing Methods, shall not cause a significant water
access crossings shall not be utilized to maintain traffic for
level difference between the upstream and downstream
the general public.
water surface elevations. Fish spawning or migration
within waterways is from October 1 to April 30 for
Purpose
water classified for trout and from March 15 to June 15
for other streams. Restrictions imposed by the NYS
The purpose of the temporary access waterway crossing is
Department of Environmental Conservation during
to provide safe, environmentally sound access across a
these time periods may apply and must be checked.
waterway for construction equipment by establishing
minimum standards and specifications for the design,
3. Crossing Alignment: The temporary waterway
construction, maintenance, and removal of the structure.
crossing shall be at right angles to the stream. Where
Temporary access waterway crossing are necessary to
approach conditions dictate, the crossing may vary 15
prevent construction equipment from damaging the
degrees from a line drawn perpendicular to the
waterway, blocking fish migration, and tracking sediment
centerline of the stream at the intended crossing
and other pollutants into the waterway. This standard and
location.
specification may represent a channel constriction, thus, the
temporary nature of waterway access crossing must be
4. Road Approaches: The centerline of both roadway
stressed. They should be planned to be in service for the
approaches shall coincide with the crossing alignment
shortest practical period of time and removed as soon as
centerline for a minimum distance of 50 feet from each
their function is completed.
bank of the waterway being crossed. If physical or
right-of-way restraints preclude the 50 feet minimum, a
Conditions Where Practice Applies
shorter distance may be provided. All fill materials
associated with the roadway approach shall be limited
The following standard and specification for temporary
to a maximum height of 2 feet above the existing flood
access waterway crossings are applicable in non-tidal
plain elevation.
waterways. These standard and specifications provide
designs based on waterway geometry rather than the
5. Surface Water Diverting Structure: A water
drainage area contributing to the point of crossing.
diverting structure such as a swale shall be constructed
(across the roadway on both roadway approaches) 50
The principal consideration for development of the standard
feet (maximum) on either side of the waterway
and specifications is concern for erosion and sediment
August 2005 Page 5A.79 New York Standards and Specifications
For Erosion and Sediment Control
crossing. This will prevent roadway surface runoff existing waterway banks. When possible, locate the
from directly entering the waterway. The 50 feet is crossing at a point receiving minimal surface runoff.
measured from the top of the waterway bank. Design
criteria for this diverting structure shall be in 3. Physical site constraints: The physical constraints
accordance with the Standard and Specification for of a site may preclude the selection of one or more of
the individual design standard of choice. If the the standard methods.
roadway approach is constructed with a reverse grade
away from the waterway, a separate diverting structure 4. Time of year: The time of year may preclude the
is not required. selection of one or more of the standard methods due to
fish spawning or migration restrictions.
6. Road Width: All crossings shall have one traffic
lane. The minimum width shall be 12 feet with a 5. Vehicular loads and traffic patterns: Vehicular
maximum width of 20 feet. loads, traffic patterns, and frequency of crossing should
be considered in choosing a specific method.
7. Time of Operation: All temporary crossing shall be
removed within 14 calendar days after the structure is 6. Maintenance of crossing: The standard methods
no longer needed. Unless prior written approval is will require various amounts of maintenance. The
obtained, all structures shall be removed within one bridge method should require the least maintenance,
year from the date of the installation. whereas the ford method will probably require more
intensive maintenance.
8. Materials
7. Removal of the Structure: Ease of removal and
A. Aggregate: There shall be no earth or soil subsequent damage to the waterway should be primary
materials used for construction within the factors in considering the choice of a standard method.
waterway channel. NYS DOT specifications for
coarse aggregate designation No. 4 (3/4 to 4),
Temporary Access Bridge (Figure 5A.36 on page 5A.84)
also referenced as AASHTO designation No. 1,
shall be the minimum acceptable aggregate size for A temporary access bridge is a structure made of wood,
temporary crossings. Larger aggregates will be metal, or other materials, which provides access across a
allowed. stream or waterway.
B. Filter Cloth: Filter cloth is a fabric consisting Considerations
of either woven or nonwoven plastic,
polypropylene, or nylon used to distribute the load, 1. This is the preferred method for temporary access
retain fines, allow increased drainage of the waterway crossings. Normally, bridge construction
aggregate and reduce mixing of the aggregate with causes the least disturbance to the waterway bed and
the subgrade soil. Filter cloths such as Mirafi, banks when compared to the other access waterway
Typar, Adva Filter, Polyfilter X, or approved crossings.
equivalent shall be used, as required by the specific
method. 2. Most bridges can be quickly removed and reused.
3. Temporary access bridges pose the least chance for
Temporary Access Waterway Crossing
interference with fish migration when compared to the
Methods
other temporary access waterway crossings.
The following criteria for erosion and sediment control shall
4. Restrictions and Permits: A permit from the New
be considered when selecting a specific temporary access
York State Department of Environmental
waterway crossing standard method:
Conservation, Division of Regulatory Affairs, Regional
Permit Administrator, will be needed to install and
1. Site aesthetics: Select a standard design method that
remove temporary access culverts in streams with a
will least disrupt the existing terrain of the stream
classification of C(T) and higher. Installation and
reach. Consider the effort that will be required to
removal may not be permitted during the period of time
restore the area after the temporary crossing is
from the start of trout spawning until the eggs have
removed.
hatched. In some instances, restrictions may also be
applied to bass spawning waters.
2. Site location: Locate the temporary crossing where
there will be the least disturbance to the soils of the
New York Standards and Specifications Page 5A.80 August 2005
For Erosion and Sediment Control
Construction Specifications Bridge Maintenance Requirements
1. Restriction: Construction, use, or removal of a 1. Inspection: Periodic inspection shall be performed
temporary access bridge will not normally have any by the user to ensure that the bridge, streambed, and
time of year restrictions if construction, use, or removal streambanks are maintained and not damaged.
does not disturb the stream or its banks.
2. Maintenance: Maintenance shall be performed, as
2. Bridge Placement: A temporary bridge structure needed to ensure that the structure complies with the
shall be constructed at or above bank elevation to standard and specifications. This shall include removal
prevent the entrapment of floating materials and debris. and disposal of any trapped sediment or debris.
Sediment shall be disposed of outside of the floodplain
3. Abutments: Abutments shall be placed parallel to and stabilized.
and on stable banks.
Bridge Removal and Clean-Up Requirements
4. Bridge Span: Bridges shall be constructed to span
the entire channel. If a footing, pier, or bridge support 1. Removal: When the temporary bridge is no longer
is constructed within the waterway, a stream-needed, all structures including abutments and other
disturbance permit may be required. bridging materials shall be removed within 14 calendar
days. In all cases, the bridge materials shall be
5. Stringers: Stringers shall either be logs, saw timber, removed within one year of installation.
pre-stressed concrete beams, metal beams, or other
approved materials. 2. Final Clean-Up: Final clean-up shall consist of
removal of the temporary bridge from the waterway,
6. Deck Material: Decking shall be of sufficient protection of banks from erosion, and removal of all
strength to support the anticipated load. All decking construction materials. All removed materials shall be
members shall be placed perpendicular to the stringers, stored outside the waterway floodplain.
butted tightly, and securely fastened to the stringers.
Decking materials must be butted tightly to prevent any 3. Method: Removal of the bridge and clean-up of the
soil material tracked onto the bridge from falling into area shall be accomplished without construction
the waterway below. equipment working in the waterway channel.
7. Run Planks (optional): Run planking shall be 4. Final Stabilization: All areas disturbed during
securely fastened to the length of the span. One run removal shall be stabilized within 14 calendar days of
plank shall be provided for each track of the equipment that disturbance in accordance with the Standard and
wheels. Although run planks are optional, they may be Specifications for Permanent Critical Area Plantings on
necessary to properly distribute loads. page 5.5.
8. Curbs or Fenders: Curbs or fenders may be
Temporary Access Culvert (Figure 5A.37 on page 5A.85)
installed along the outer sides of the deck. Curbs or
fenders are an option, which will provide additional A temporary access culvert is a structure consisting of a
safety. section(s) of circular pipe, pipe arches, or oval pipes of
reinforcing concrete, corrugated metal, or structural plate,
9. Bridge Anchors: Bridges shall be securely anchored which is used to convey flowing water through the crossing.
at only one end using steel cable or chain. Anchoring
Considerations
at only one end will prevent channel obstruction in the
event that floodwaters float the bridge. Acceptable
1. Temporary culverts are used where a) the channel is
anchors are large trees, large boulders, or driven steel
too wide for normal bridge construction, b) anticipated
anchors. Anchoring shall be sufficient to prevent the
loading may prove unsafe for single span bridges, or c)
bridge from floating downstream and possibly causing
access is not needed from bank to bank.
an obstruction to the flow.
2. This temporary waterway crossing method is
10. Stabilization: All areas disturbed during
normally preferred over a ford type of crossing, since
installation shall be stabilized within 14 calendar days
disturbance to the waterway is only during construction
of that disturbance in accordance with the Standard and
and removal of the culvert.
Specification for Temporary Critical Area Plantings on
page 3.3.
3. Temporary culverts can be salvaged and reused.
August 2005 Page 5A.81 New York Standards and Specifications
For Erosion and Sediment Control
Permanent Critical Area Plantings.
Construction Specifications
1. Restrictions and Permits: A permit from the New
Culvert Maintenance Requirements
York State Department of Environmental
Conservation, Division of Regulatory Affairs, Regional 1. Inspection: Periodic inspection shall be performed
Permit Administrator, will be needed to install and to ensure that the culverts, streambed, and streambanks
remove temporary access culverts in streams with a are not damaged, and that sediment is not entering the
classification of C(T) and higher. Installation and stream or blocking fish passage or migration.
removal may not be permitted during the period of time
from the start of trout spawning until the eggs have 2. Maintenance: Maintenance shall be performed, as
hatched. In some instances, restrictions may also be needed in a timely manner to ensure that structures are
applied to bass spawning waters. in compliance with this standard and specification.
This shall include removal and disposal of any trapped
2. Culvert Strength: All culverts shall be strong sediment or debris. Sediment shall be disposed of and
enough to support their cross sectional area under stabilized outside the waterway flood plain.
maximum expected loads.
Culvert Removal and Clean-Up Requirements
3. Culvert Size: The size of the culvert pipe shall be
the largest pipe diameter that will fit into the existing 1. Removal: When the crossing has served its
channel without major excavation of the waterway purpose, all structures, including culverts, bedding, and
channel or without major approach fills. If a channel filter cloth materials shall be removed within 14
width exceeds 3 feet, additional pipes may be used calendar days. In all cases, the culvert materials shall
until the cross sectional area of the pipes is greater than be removed within one year of installation. No
60 percent of the cross sectional area of the existing structure shall be removed during the spawning season
channel. The minimum size culvert that may be used is (March 15 through June 15).
12-inch diameter pipe.
2. Final Clean-Up: Final clean-up shall consist of
4. Culvert Length: The culvert(s) shall extend a removal of the temporary structure from the waterway,
minimum of one foot beyond the upstream and removal of all construction materials, restoration of
downstream toe of the aggregate placed around the original stream channel cross section, and protection of
culvert. In no case shall the culvert exceed 40 feet in the streambanks from erosion. Removed material shall
length. be stored outside of the waterway floodplain.
5. Filter Cloth: Filter cloth shall be placed on the 3. Method: Removal of the structure and clean-up of
streambed and streambanks prior to placement of the the area shall be accomplished without construction
pipe culvert(s) and aggregate. The filter cloth shall equipment working in the waterway channel.
cover the streambed and extend a minimum six inches
and a maximum one foot beyond the end of the culvert 4. Final Stabilization: All areas disturbed during
and bedding material. Filter cloth reduces settlement culvert removal shall be stabilized within 14 calendar
and improves crossing stability. days of the disturbance in accordance with the Standard
6. Culvert Placement: The invert elevation of the for Permanent Critical Area Plantings.
culvert shall be installed on the natural streambed grade
to minimize interference with fish migration (free
Temporary Access Ford(Figure 5A.38 on page 5A.86)
passage of fish).
A temporary access ford is a shallow structure placed in the
bottom of a waterway over which the water flows while still
7. Culvert Protection: The culvert(s) shall be covered
allowing traffic to cross the waterway.
with a minimum of one foot of aggregate. If multiple
culverts are used, they shall be separated by at least 12
Considerations
in. of compacted aggregate fill. At the minimum, the
bedding and fill material used in the construction of
Temporary fords may be used when the streambanks are
them temporary access culvert crossings shall conform
less than four (4) feet above the invert of the stream, and the
with the aggregate requirements cited in the General
streambed is armored with naturally occurring bedrock, or
Requirements subsection.
can be protected with an aggregate layer in conformance
with these specifications.
8. Stabilization: All areas disturbed during culvert
installation shall be stabilized within 14 calendar days
of the disturbance in accordance with the Standard for
New York Standards and Specifications Page 5A.82 August 2005
For Erosion and Sediment Control
10. Ford removal and Clean-Up Requirements
Construction Specifications
A. Removal: When the temporary structure has
1. Restrictions and Permits: A permit from New York
served its purpose, excess material used for this
State Department of Environmental Conservation,
structure need not be removed. Care should be
Division of Regulatory Affairs, Regional Permit
taken so that any aggregate left does not create
Administrator, will be needed to install, use, and
an impoundment or restrict fish passage.
remove temporary fords in streams with a classification
of C(T) or higher. Installation and removal may not be
B. Final Clean-Up: Final clean-up shall consist of
permitted during the period of time from the start of
removal of excess temporary ford materials
trout spawning until the eggs have hatched. In some
from the waterway. All materials shall be
instances, restrictions may also be applied to bass
stored outside the waterway floodplain.
spawning waters.
C. Method: Clean up shall be accomplished
without construction equipment working in the
2. The approaches to the structure shall consist of
stream channel.
stone pads constructed to comply with the aggregate
requirements of the General Requirements subsection.
D. Approach Disposition: The approach slopes of
the cut banks shall not be backfilled.
The entire ford approach (where banks were cut) shall
be covered with filter cloth and protected with
E. Final Stabilization: All areas disturbed during
aggregate to a depth of four (4) inches.
ford removal shall be stabilized within 14
calendar days of that disturbance in accordance
3. Fords shall be prohibited when the streambanks are
with the Standard and Specifications for
four (4) feet or more in height above the invert of the
Permanent Critical Area Planting on page 3.3.
stream.
4. The approach roads at the cut banks shall be no
steeper than 5:1. Spoil material from the banks shall be
stored out of the floodplain and stabilized.
5. One layer of filter cloth shall be placed on the
streambed, streambanks, and road approaches prior to
placing the bedding material on the stream channel or
approaches. The filter cloth will be a minimum of six
(6) inches and a maximum one foot beyond bedding
material.
6. The bedding material shall be course aggregate or
gabion mattresses filled with coarse aggregate.
7. Aggregate used in ford construction shall meet the
minimum requirements of the General Requirements
subsection.
8. All fords shall be constructed to minimize the
blockage of stream flow and shall allow free flow over
the ford. The placing of any material in the waterway
bed will cause some upstream ponding. The depth of
this ponding will be equivalent to the depth of the
material placed within the stream and therefore should
be kept to a minimum height. However, in no case will
the bedding material be placed deeper than 12 inches or
one-half (1/2) the height of the existing banks
whichever is smaller.
NOTE: Any temporary access crossing shall conform to
9. Stabilization: All areas disturbed during ford
the technical requirements of this Standard and
installation shall be stabilized within 14 calendar days
Specifications as well as any specific requirement imposed
of that disturbance in accordance with the Standard and
by the New York State Department of Environmental
Specifications for Temporary Critical Area Planting on
Conservation. Permits may be required for streambank
page 3.3.
disturbance.
August 2005 Page 5A.83 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.36
Temporary Access Bridge
New York Standards and Specifications Page 5A.84 August 2005
For Erosion and Sediment Control
Figure 5A.37
Temporary Access Culvert
August 2005 Page 5A.85 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.38
Temporary Access Ford
New York Standards and Specifications Page 5A.86 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
DUST CONTROL
Vegetative Cover For disturbed areas not subject to
traffic, vegetation provides the most practical method of
dust control (see Section 3).
Mulch (including gravel mulch) Mulch offers a fast
effective means of controlling dust. This can also include
rolled erosion control blankets.
Spray adhesives These are products generally composed
of polymers in a liquid or solid form that are mixed with
water to form an emulsion that is sprayed on the soil surface
with typical hydroseeding equipment. The mixing ratios and
application rates will be in accordance with the
manufacturers recommendations for the specific soils on
the site. In no case should the application of these adhesives
Definition
be made on wet soils or if there is a probability of
precipitation within 48 hours of its proposed use. Material
The control of dust resulting from land-disturbing activities.
Safety Data Sheets will be provided to all applicators and
others working with the material.
Purpose
B. Driving Areas These areas utilize water, polymer
To prevent surface and air movement of dust from disturbed
emulsions, and barriers to prevent dust movement from
soil surfaces that may cause off-site damage, health hazards,
the traffic surface into the air.
and traffic safety problems.
Sprinkling The site may be sprayed with water until the
Conditions Where Practice Applies
surface is wet. This is especially effective on haul roads
and access routes.
On construction roads, access points, and other disturbed
areas subject to surface dust movement and dust blowing
Polymer Additives These polymers are mixed with water
where off-site damage may occur if dust is not controlled.
and applied to the driving surface by a water truck with a
gravity feed drip bar, spray bar or automated distributor
Design Criteria
truck. The mixing ratios and application rates will be in
accordance with the manufacturers recommendations.
Incorporation of the emulsion into the soil will be done to
Construction operations should be scheduled to
the appropriate depth based on expected traffic. Compaction
minimize the amount of area disturbed at one time.
after incorporation will be by vibratory roller to a minimum
Buffer areas of vegetation should be left where practical.
of 95%. The prepared surface shall be moist and no
Temporary or permanent stabilization measures shall be
application of the polymer will be made if there is a
installed. No specific design criteria is given; see
probability of precipitation within 48 hours of its proposed
construction specifications below for common methods of
use. Material Safety Data Sheets will be provided to all
dust control.
applicators working with the material.
Water quality must be considered when materials are
Barriers Woven geotextiles can be placed on the driving
selected for dust control. Where there is a potential for the
surface to effectively reduce dust throw and particle
material to wash off to a stream, ingredient information
migration on haul roads. Stone can also be used for
must be provided to the local permitting authority.
construction roads for effective dust control.
Construction Specifications
Windbreak A silt fence or similar barrier can control air
currents at intervals equal to ten times the barrier height.
A. Non-driving Areas These areas use products
Preserve existing wind barrier vegetation as much as
and materials applied or placed on soil surfaces to prevent
practical.
airborne migration of soil particles.
August 2005 Page 5A.87 New York Standards and Specifications
For Erosion and Sediment Control
All Stormwater Pollution Prevention Plans must contain the
NYS DEC issued Conditions for Use and Application
Instructions for any polymers used on the site. This
information can be obtained from the NYS DEC website.
Maintenance
Maintain dust control measures through dry weather periods
until all disturbed areas are stabilized.
New York Standards and Specifications Page 5A.88 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
SUMP PIT
Design Criteria
The number of sump pits and their locations shall be
determined by the contractor/engineer. A design is not
required, but construction should conform to the general
criteria outlined on Figure 7A.39 on page 7A.90.
A perforated vertical standpipe is placed in the center of the
pit to collect filtered water. Water is then pumped from the
center of the pipe to a suitable discharge area.
Discharge of water pumped from the standpipe should be to
a sediment trap, sediment basin, or stabilized area, such as a
filter strip. If water from the sump pit will be pumped
directly to a storm drain system, filter cloth (Mirafi 100X,
Definition
Poly Filter GB, or a filter cloth with an equivalent sieve size
between 40-80) should be wrapped around the standpipe to
A temporary pit which is constructed to trap and filter water
ensure clean water discharge. It is recommended that ¼ to
for pumping to a suitable discharge area.
½ inch hardware cloth be wrapped around and secured to
the standpipe prior to attaching the filter cloth. This will
Purpose
increase the rate of water seepage into the standpipe.
To remove excessive water from excavations.
Conditions Where Practice Applies
Sump pits are constructed when water collects during the
excavation phase of construction. This practice is
particularly useful in urban areas during excavation for
building foundations.
August 2005 Page 5A.89 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5A.39
Sump Pit
New York Standards and Specifications Page 5A.90 August 2005
For Erosion and Sediment Control
SECTION 5B
PERMANENT STRUCTURAL MEASURES
FOR
EROSION AND SEDIMENT CONTROL
CONTENTS
Page
List of Tables
List of Figures
Diversion. . . 5B.1
Grassed Waterway . 5B.11
Lined Waterway or Outlet . 5B.17
Rock Outlet Protection .. . 5B.21
Grade Stabilization Structure . 5B.31
Paved Flume..... .. 5B.33
Structural Streambank Protection. 5B.37
Debris Basin .. ... 5B.41
Subsurface Drain ... .. 5B.45
Landgrading .. 5B.49
Surface Roughening ... . 5B.55
Riprap Slope Protection . . 5B.57
Retaining Walls.. ... .. 5B.61
References
List of Tables
Table Name Page
5B.1 Diversion Maximum Permissible Design Velocities .. 5B.1
5B.2 Retardance Factors for Various Grasses and Legumes .. 5B.2
5B.3 Riprap Gradations . . .. . 5B.38
List of Figures
Figure Title Page
5B.1 Diversion Details . .. 5B.3
5B.2 Parabolic Diversion Design, without freeboard-1... .. . 5B.4
5B.3 Parabolic Diversion Design, without freeboard-2 .. .. . 5B.5
5B.4 Parabolic Diversion Design, without freeboard-3.. . .. 5B.6
5B.5 Parabolic Diversion Design, without freeboard-4 .. 5B.7
5B.6Parabolic Diversion Design, without freeboard-5 . 5B.8
5B.7 Parabolic Diversion Design, without freeboard-6 .. 5B.9
5B.8 Typical Waterway Cross Sections .. 5B.13
5B.9 Parabolic Waterway Design Chart 5B.14
5B.10 Grassed Waterway Details .. .. ... . 5B.15
5B.11 Determining n for Riprap Lined Channel Using Depth of Flow 5B.20
5B.12 Outlet Protection DesignMinimum Tailwater Condition .. 5B.25
5B.13 Outlet Protection DesignMaximum Tailwater Condition . 5B.26
5B.14 Riprap Outlet Protection Example (1) .. 5B.27
5B.15 Riprap Outlet Protection Example (2) .. 5B.28
5B.16 Riprap Outlet Protection Example (3). . 5B.29
5B.17 Examples of Outlet Structures . 5B.35
5B.18 Paved Flume Details ... . 5B.36
5B.19 Riprap Streambank Protection Details .. 5B.39
5B.20 Structural Streambank Protection Examples . 5B.40
5B.21 One Year Debris Basin Sediment Capacity 5B.44
5B.22 Surface Drain ChartCorrugated Plastic Drain Tubing 5B.48
5B.23 Typical Section of Serrated Cut Slope .. . 5B.51
5B.24(1) Landgrading Details... .. 5B.52
5B.24(2) Landgrading Construction Specifications . 5B.53
5B.25 Surface Roughening Details .. . 5B.56
5B.26 Angle of Repose of Riprap Stones. . 5B.59
5B.27 Typical Rock Slope Protection Details . . 5B.59
5B.28 Retaining Wall Examples .. 5B.63
5B.29 Segmented Retaining Wall 5B.64
STANDARD AND SPECIFICATIONS
FOR
DIVERSION
outlet conditions, topography, land use, soil type, length of
slope, seep planes (when seepage is a problem), and the
development layout.
Capacity
Peak rates of runoff values used in determining the capacity
requirements shall be computed by TR-55, Urban
Hydrology for Small Watersheds, or other appropriate
methods.
The constructed diversion shall have capacity to carry, as a
minimum, the peak discharge from a ten-year frequency
rainfall event with freeboard of not less than 0.3 feet.
Definition
Diversions designed to protect homes, schools, industrial
buildings, roads, parking lots, and comparable high-risk
A drainage way of parabolic or trapezoidal cross-section
areas, and those designed to function in connection with
with a supporting ridge on the lower side that is constructed
other structures, shall have sufficient capacity to carry peak
across the slope.
runoff expected from a storm frequency consistent with the
hazard involved.
Purpose
Cross Section
The purpose of a diversion is to intercept and convey runoff
The diversion channel shall be parabolic or trapezoidal in
to stable outlets at non-erosive velocities.
shape. Parabolic Diversion design charts are provided in
Figures 5B.2 through 5B.7 on pages 5B.4 to 5B.9.The
Conditions Where Practice Applies
diversion shall be designed to have stable side slopes. The
side slopes shall not be steeper than 2:1 and shall be flat
Diversions are used where:
enough to ensure ease of maintenance of the diversion and
its protective vegetative cover.
1. Runoff from higher areas has potential for damaging
properties, causing erosion, or interfering with, or
The ridge shall have a minimum width of four feet at the
preventing the establishment of, vegetation on lower
design water elevation; a minimum of 0.3 feet freeboard
areas.
and a reasonable settlement factor shall be provided.
2. Surface and/or shallow subsurface flow is damaging
Velocity and Grade
sloping upland.
The permissible velocity for the specified method of
3. The length of slopes needs to be reduced so that soil
stabilization will determine the maximum grade. Maximum
loss will be kept to a minimum.
permissible velocities of flow for the stated conditions of
stabilization shall be as shown in Table 5B.1 on page 5B.2
Diversions are only applicable below stabilized or protected
of this standard.
areas. Avoid establishment on slopes greater than fifteen
percent. Diversions should be used with caution on soils
Diversions are not usually applicable below high sediment
subject to slippage. Construction of diversions shall be in
producing areas unless land treatment practices or structural
compliance with state drainage and water laws.
measures, designed to prevent damaging accumulations of
sediment in the channels, are installed with, or before, the
Design Criteria
diversions.
Location
Diversion location shall be determined by considering
August 2005 Page 5B.1 New York Standards and Specifications
For Erosion and Sediment Control
operating at design flow.
Outlets
Each diversion must have an adequate outlet. The outlet
Stabilization
may be a grassed waterway, vegetated or paved area, grade
stabilization structure, stable watercourse, or subsurface Diversions shall be stabilized in accordance with the
drain outlet. In all cases, the outlet must convey runoff to a following tables.
point where outflow will not cause damage. Vegetated
outlets shall be installed before diversion construction, if
Construction Specifications
needed, to ensure establishment of vegetative cover in the
outlet channel.
See Figure 5B.1 on page 5B.3 for details.
The design elevation of the water surface in the diversion
shall not be lower than the design elevation of the water
surface in the outlet at their junction when both are
Table 5B.1
Diversion Maximum Permissible Design Velocities
Permissible Velocity
(ft / second) for Selected
Soil Texture Retardance and Cover Channel Vegetation
Sand, Silt, Sandy loam, C-Kentucky 31 tall fescue and 3.0
silty loam, loamy sand Kentucky bluegrass
(ML, SM, SP, SW)
1
D-Annuals Small grain 2.5
(rye, oats, barley, millet) Ryegrass
Silty clay loam, C-Kentucky 31 tall fescue 4.0
Sandy clay loam and Kentucky bluegrass
(ML-CL, SC)
1
D-Annuals Small grain 3.5
(rye, oats, barley, millet) Ryegrass
Clay (CL) C-Kentucky 31 tall fescue 5.0
and Kentucky bluegrass
1
D-Annuals Small grain 4.0
(rye, oats, barley, millet) Ryegrass
1
AnnualsUse only as temporary protection until permanent vegetation is established.
Table 5B.2Retardance Factors for Various Grasses and Legumes
RetardanceCoverCondition
AReed canarygrass ... Excellent stand, tall (average 36 inches)
BSmooth bromegrass Good stand, mowed (average 12 to 15 inches)
Tall fescue .. Good stand, unmowed (average 18 inches)
Grass-legume mixtureTimothy, smooth bromegrass, or Or-
chard grass with birdsfoot trefoil Good stand, uncut (average 20 inches)
Reed canarygrass . Good stand, mowed (average 12 to 15 inches)
Tall fescue, with birdsfoot trefoil or ladino clover .. Good stand, uncut (average 18 inches)
CRedtop Good stand, headed (15 to 20 inches)
Grass-legume mixturesummer (Orchard grass, redtop, Annual
ryegrass, and ladino or white clover) Good stand, uncut (6 to 8 inches)
Kentucky bluegrass . Good stand, headed (6 to 12 inches)
DRed fescue Good stand, headed (12 to 18 inches)
Grass-legume mixturefall, spring (Orchard grass, redtop, An-
nual ryegrass, and white or ladino clover) . Good stand, uncut (4 to 5 inches)
New York Standards and Specifications Page 5B.2 August 2005
For Erosion and Sediment Control
Figure 5B.1
Diversion
August 2005 Page 5B.3 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.2
Parabolic Diversion Design, Without Freeboard-1
(USDA - NRCS)
New York Standards and Specifications Page 5B.4 August 2005
For Erosion and Sediment Control
Figure 5B.3
Parabolic Diversion Design, Without Freeboard-2
(USDA - NRCS)
August 2005 Page 5B.5 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.4
Parabolic Diversion Design, Without Freeboard-3
(USDA - NRCS)
New York Standards and Specifications Page 5B.6 August 2005
For Erosion and Sediment Control
Figure 5B.5
Parabolic Diversion Design, Without Freeboard-4
(USDA - NRCS)
August 2005 Page 5B.7 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.6
Parabolic Diversion Design, Without Freeboard-5
(USDA - NRCS)
New York Standards and Specifications Page 5B.8 August 2005
For Erosion and Sediment Control
Figure 5B.7
Parabolic Diversion Design, Without Freeboard-6
(USDA - NRCS)
August 2005 Page 5B.9 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5B.10 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
GRASSED WATERWAY
center, subsurface drain, or other suitable means since
sustained wetness usually prevents adequate vegetative
cover. The cross-sectional area of the stone center or
subsurface drain size to be provided shall be determined by
using a flow rate of 0.1 cfs/acre or by actual measurement
of the maximum base flow.
Velocity
Please see Table 5B.1, Diversion Maximum Permissible
Design Velocities, for seed, soil, and velocity variables.
Cross Section
The design water surface elevation of a grassed waterway
receiving water from diversions or other tributary channels
Definition
shall be equal to or less than the design water surface
elevation in the diversion or other tributary channels.
A natural or man-made channel of parabolic or trapezoidal
cross-section that is below adjacent ground level and is
The top width of parabolic waterways shall not exceed 30
stabilized by suitable vegetation. The flow channel is
feet and the bottom width of trapezoidal waterways shall
normally wide and shallow and conveys the runoff down
not exceed 15 feet unless multiple or divided waterways,
the slope.
stone center, or other means are provided to control
meandering of low flows.
Purpose
Structural Measures
The purpose of a grassed waterway is to convey runoff
without causing damage by erosion.
In cases where grade or erosion problems exist, special
control measures may be needed such as lined waterways
Conditions Where Practice Applies
(5B.17), or grade stabilization measures (5B.31). Where
needed, these measures will be supported by adequate
Grass waterways are used where added vegetative design computations. For typical cross sections of
waterways with riprap sections or stone centers, refer to
protection is needed to control erosion resulting from
Figure 5B.8 on page 5B.13.
concentrated runoff.
The design procedures for parabolic and trapezoidal
Design Criteria
channels are available in the NRCS Engineering Field
Handbook; Figure 5B.9 on page 5B.14 also provides a
Capacity
design chart for parabolic waterway.
The minimum capacity shall be that required to confine the
Outlets
peak rate of runoff expected from a 10-year frequency
rainfall event or a higher frequency corresponding to the
Each waterway shall have a stable outlet. The outlet may
hazard involved. This requirement for confinement may be
be another waterway, a stabilized open channel, grade
waived on slopes of less than one (1) percent where out-of-
stabilization structure, etc. In all cases, the outlet must
bank flow will not cause erosion or property damage.
discharge in such a manner as not to cause erosion. Outlets
shall be constructed and stabilized prior to the operation of
Peak rates of runoff values used in determining the capacity
the waterway.
requirements shall be computed by TR-55, Urban
Hydrology for Small Watersheds, or other appropriate
methods.
Where there is base flow, it shall be handled by a stone
August 2005 Page 5B.11 New York Standards and Specifications
For Erosion and Sediment Control
Stabilization
Waterways shall be stabilized in accordance with the
appropriate vegetative stabilization standard and
specifications, and will be dependent on such factors as
slope, soil class, etc.
Construction Specifications
See Figure 5B.10 on page 5B.15 for details.
New York Standards and Specifications Page 5B.12 August 2005
For Erosion and Sediment Control
Figure 5B.8
Typical Waterway Cross Sections
August 2005 Page 5B.13 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.9
Parabolic Waterway Design Chart
(USDA - NRCS)
New York Standards and Specifications Page 5B.14 August 2005
For Erosion and Sediment Control
Figure 5B.10
Grassed Waterway
August 2005 Page 5B.15 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5B.16 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
LINED WATERWAY OR OUTLET
3. The location is such that damage from use by people
or animals precludes use of vegetated waterways or
outlets.
4. Soils are highly erosive or other soil and climate
conditions preclude using vegetation.
5. High value property or adjacent facilities warrant
the extra cost to contain design runoff in a limited
space.
Design Criteria
Capacity
Definition
1. The minimum capacity shall be adequate to carry the
peak rate of runoff from a 10-year, 24-hour storm. Velocity
A waterway or outlet with a lining of concrete, stone, or
shall be computed using Mannings equation with a
other permanent material. The lined section extends up the
coefficient of roughness n as follows:
side slopes to the designed depth. The earth above the
permanent lining may be vegetated or otherwise protected.
Lined Material n
Concrete (Type):
Purpose
Trowel Finish 0.015
To provide for the disposal of concentrated runoff without
Float Finish 0.019
damage from erosion or flooding, where grassed waterways
would be inadequate due to high velocities.
Gunite 0.019
Flagstone 0.022
Scope
Riprap Determine from
Figure 5B.11 on page 5B.19
This standard applies to waterways or outlets with linings of
cast-in-place concrete, flagstone mortared in place, rock
Gabion 0.030
riprap, gabions, or similar permanent linings. It does not
apply to irrigation ditch or canal linings, grassed waterways
2. Riprap gradation and filter (bedding) are generally
with stone centers or small lined sections that carry
designed in accordance with criteria set forth in the
prolonged low flows, or to reinforced concrete channels.
National Cooperative Highway Research Program Report
The maximum capacity of the waterway flowing at design
108, available from the University Microfilm International,
depth shall not exceed 100 cubic feet per second.
300 N. Ree Road, Ann Arbor, Michigan 48016, Publication
No. PB-00839; or the Hydraulic Engineering Circular No.
Conditions Where Practice Applies
11, prepared by the U.S. Bureau of Public Roads, available
th
from Federal Highway Administration, 400 7 Street, S.W.,
This practice applies where the following or similar
Washington, D.C. 20590, HNG-31, or the procedure in the
conditions exist:
USDA-NRCSs Engineering Field Manual, Chapter 16.
1. Concentrated runoff is such that a lining is required
Velocity
to control erosion.
1. Maximum design velocity shall be as shown below.
2. Steep grades, wetness, prolonged base flow,
Except for short transition sections, flow with a
seepage, or piping that would cause erosion.
channel gradient within the range of 0.7 to 1.3 of this
August 2005 Page 5B.17 New York Standards and Specifications
For Erosion and Sediment Control
flows critical slope must be avoided unless the
channel is straight. Velocities exceeding critical will
Related Structures
be restricted to straight reaches.
Side inlets, drop structures, and energy dissipaters shall
Design Flow Depth Maximum Velocity meet the hydraulic and structural requirements of the site.
(ft.) (ft./sec.)
0.0 0.5 25
Filters or Bedding
0.5 1.0 15
Greater than 1.0 10 Filters or bedding to prevent piping, reduce uplift pressure,
and collect water will be used as required and will be
2. Waterways or outlets with velocities exceeding designed in accordance with sound engineering principles.
critical shall discharge into an energy dissipater to Weep holes and drains should be provided as needed.
reduce velocity to less than critical, or to a velocity the
downstream soil and vegetative conditions will allow.
Concrete
Cross Section Concrete used for lining shall be so proportioned that it is
plastic enough for thorough consolidation and stiff enough
The cross section shall be triangular, parabolic, or to stay in place on side slopes. A dense product will be
trapezoidal. Monolithic concrete or gabions may be required. A mix that can be certified as suitable to produce
rectangular. a minimum strength of at least 3,000 pounds per square
inch will be required. Cement used shall be Portland
Cement, Type I, II, IV, or V. Aggregate used shall have a
Freeboard
maximum diameter of 1 ½ inches.
The minimum freeboard for lined waterways or outlets shall
be 0.25 feet above design high water in areas where erosion Weep holes should be provided in concrete footings and
resistant vegetation cannot be grown adjacent to the paved retaining walls to allow free drainage of water. Pipe used
side slopes. No freeboard is required where good for weep holes shall be non-corrosive.
vegetation can be grown and is maintained.
Mortar
Side Slope
Mortar used for mortared in-place flagstone shall consist of
Steepest permissible side slopes, horizontal to vertical will a mix of cement, sand, and water. Follow directions on the
be as follows: bag of mortar for proper mixing of mortar and water.
1. Non-Reinforced Concrete Contraction Joints
Hand-placed, formed concrete
Height of lining, 1.5 ft or less . Vertical Contraction joints in concrete linings, where required, shall
Hand placed screened concrete or mortared be formed transversely to a depth of about one third the
In-place flagstone thickness of the lining at a uniform spacing in the range of
Height of lining, less than 2 ft . 1 to 1 10 to 15 feet.
Height of lining, more than 2 ft .. 2 to 1
2. Slip form concrete:
Rock Riprap or Flagstone
Height of lining, less than 3 ft 1 to 1
3. Rock Riprap . 2 to 1 Stone used for riprap or gabions shall be dense and hard
4. Gabions Vertical enough to withstand exposure to air, water, freezing, and
5. Pre-cast Concrete Sections .. Vertical thawing. Flagstone shall be flat for ease of placement and
have the strength to resist exposure and breaking. Rock
riprap maximum size shall be as follows:
Lining Thickness
Minimum lining thickness shall be as follows:
Velocity, f.p.s. dmax, inches
5.0 6
1. Concrete ..4 in. (In most problem areas,
8.5 12
shall be 5 in. with welded wire fabric reinforcing.)
10 18
12 24
2. Rock Riprap 1.5 x maximum stone size plus
15 36
thickness of filter or bedding.
A complete riprap gradations is provided in Table 5B.4,
3. Flagstone ..4 in. including mortar bed.
page 5B.38.
New York Standards and Specifications Page 5B.18 August 2005
For Erosion and Sediment Control
protect freshly placed concrete from extreme (hot or
Cutoff Walls
cold) temperatures, to ensure proper curing.
Cutoff walls shall be used at the beginning and ending of
concrete lining. For rock riprap lining, cutoff walls shall be 5. Filter bedding and rock riprap shall be placed to line
keyed into the channel bottom and at both ends of the and grade in the manner specified.
lining. 6. Construction operation shall be done in such a manner
that erosion, air pollution, and water pollution will be
minimized and held within legal limits. The
completed job shall present a workmanlike
Construction Specifications
appearance. All disturbed areas shall be vegetated or
otherwise protected against soil erosion.
1. The foundation area shall be cleared of trees, stumps,
roots, sod, loose rock, or other objectionable material.
Maintenance
2. The cross-section shall be excavated to the neat lines
and grades as shown on the plans. Over-excavated Pavement or lining should be maintained as built to prevent
areas shall be backfilled with moist soil compacted to undermining and deterioration. Existing trees next to
the density of the surrounding material. pavements should be removed, as roots can cause uplift
damage.
3. No abrupt deviations from design grade or horizontal
alignment shall be permitted. Vegetation next to pavement should be maintained in good
condition to prevent scouring if the pavement is overtopped.
4. Concrete linings shall be placed to the thickness See Standard and Specifications for Permanent Critical
shown on the plans and finished in a workmanlikeArea Seeding on page 3.5.
manner. Adequate precautions shall be taken to
August 2005 Page 5B.19 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.11
Determining n for Riprap Lined Channel using Depth of Flow
(USDA - NRCS)
New York Standards and Specifications Page 5B.20 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
ROCK OUTLET PROTECTION
Design Criteria
The design of rock outlet protection depends entirely on the
location. Pipe outlet at the top of cuts or on slopes steeper
than 10 percent, cannot be protected by rock aprons or
riprap sections due to re-concentration of flows and high
velocities encountered after the flow leaves the apron.
Many counties and state agencies have regulations and
design procedures already established for dimensions, type
and size of materials, and locations where outlet protection
is required. Where these requirements exist, they shall be
followed.
Tailwater Depth
Definition
The depth of tailwater immediately below the pipe outlet
A section of rock protection placed at the outlet end of the
must be determined for the design capacity of the pipe. If
culverts, conduits, or channels.
the tailwater depth is less than half the diameter of the
outlet pipe, and the receiving stream is wide enough to
Purpose
accept divergence of the flow, it shall be classified as a
Minimum Tailwater Condition; see Figure 5B.12 on page
5B.25 as an example. If the tailwater depth is greater than
The purpose of the rock outlet protection is to reduce the
half the pipe diameter and the receiving stream will
depth, velocity, and energy of water, such that the flow will
continue to confine the flow, it shall be classified as a
not erode the receiving downstream reach.
Maximum Tailwater Condition; see Figure 5B.13 on page
5B.26 as an example. Pipes which outlet onto flat areas
Scope
with no defined channel may be assumed to have a
Minimum Tailwater Condition; see Figure 5B.12 on page
This standard applies to the planning, design, and
5B.25 as an example.
construction of rock riprap and gabions for protection of
downstream areas. It does not apply to rock lining of
Apron Size
channels or streams.
The apron length and width shall be determined from the
Conditions Where Practice Applies
curves according to the tailwater conditions:
This practice applies where discharge velocities and
Minimum Tailwater Use Figure 5B.12 on page 5B.25
energies at the outlets of culverts, conduits, or channels are
Maximum Tailwater Use Figure 5B.13 on page 5B.26
sufficient to erode the next downstream reach. This applies
to:
If the pipe discharges directly into a well defined channel,
the apron shall extend across the channel bottom and up the
1. Culvert outlets of all types.
channel banks to an elevation one foot above the maximum
tailwater depth or to the top of the bank, whichever is less.
2. Pipe conduits from all sediment basins, dry storm water
ponds, and permanent type ponds.
The upstream end of the apron, adjacent to the pipe, shall
have a width two (2) times the diameter of the outlet pipe,
3. New channels constructed as outlets for culverts and
or conform to pipe end section if used.
conduits.
August 2005 Page 5B.21 New York Standards and Specifications
For Erosion and Sediment Control
Bottom Grade density of at least 150 pounds per cubic foot, and does not
have any exposed steel or reinforcing bars.
The outlet protection apron shall be constructed with no
slope along its length. There shall be no overfall at the end
Filter
of the apron. The elevation of the downstream end of the
apron shall be equal to the elevation of the receiving A filter is a layer of material placed between the riprap and
channel or adjacent ground. the underlying soil surface to prevent soil movement into
and through the riprap. Riprap shall have a filter placed
under it in all cases.
Alignment
The outlet protection apron shall be located so that there are A filter can be of two general forms: a gravel layer or a
no bends in the horizontal alignment. plastic filter cloth. The plastic filter cloth can be woven or
non-woven monofilament yarns, and shall meet these base
requirements: thickness 20-60 mils, grab strength 90-120
Materials
lbs; and shall conform to ASTM D-1777 and ASTM D-
The outlet protection may be done using rock riprap, 1682.
grouted riprap, or gabions.
Gravel filter blanket, when used, shall be designed by
Riprap shall be composed of a well-graded mixture of stone comparing particle sizes of the overlying material and the
size so that 50 percent of the pieces, by weight, shall be base material. Design criteria are available in Standard and
larger than the d size determined by using the charts. A Specification for Riprap Slope Protection on page 5B.57.
50
well-graded mixture, as used herein, is defined as a mixture
composed primarily of larger stone sizes, but with a
Gabions
sufficient mixture of other sizes to fill the smaller voids
between the stones. The diameter of the largest stone size Gabions shall be made of hexagonal triple twist mesh with
in such a mixture shall be 1.5 times the d size. heavily galvanized steel wire. The maximum linear
50
dimension of the mesh opening shall not exceed 4 ½ inches
and the area of the mesh opening shall not exceed 10 square
Thickness
inches.
The minimum thickness of the riprap layer shall be 1.5
times the maximum stone diameter for d of 15 inches or Gabions shall be fabricated in such a manner that the sides,
50
less; and 1.2 times the maximum stone size for d greater ends, and lid can be assembled at the construction site into a
50
than 15 inches. The following chart lists some examples: rectangular basket of the specified sizes. Gabions shall be
of single unit construction and shall be installed according
Minimum
to manufacturers recommendations.
DdBlanket Thickness
50max
(inches) (inches) (inches)
The area on which the gabion is to be installed shall be
graded as shown on the drawings. Foundation conditions
469
shall be the same as for placing rock riprap, and filter cloth
6914
shall be placed under all gabions. Where necessary, key, or
tie, the structure into the bank to prevent undermining of the
91420
main gabion structure.
121827
Maintenance
152232
182732
Once a riprap outlet has been installed, the maintenance
needs are very low. It should be inspected after high flows
213238
for evidence of scour beneath the riprap or for dislodged
243643
stones. Repairs should be made immediately.
Stone Quality
Design Procedure
Stone for riprap shall consist of field stone or rough unhewn
quarry stone. The stone shall be hard and angular and of a
1. Investigate the downstream channel to assure that
quality that will not disintegrate on exposure to water or
nonerosive velocities can be maintained.
weathering. The specific gravity of the individual stones
shall be at least 2.5.
2. Determine the tailwater condition at the outlet to
establish which curve to use.
Recycled concrete equivalent may be used provided it has a
3. Enter the appropriate chart with the design discharge to
New York Standards and Specifications Page 5B.22 August 2005
For Erosion and Sediment Control
determine the riprap size and apron length required. It is ) = 10 + (0.4)
Apron width, W = conduit width + (6.4)(L
a
noted that references to pipe diameters in the charts are (40) = 26 ft.
based on full flow. For other than full pipe flow, the Example 3: Open Channel Flow with Discharge to
parameters of depth of flow and velocity must be used to Unconfined Section
adjust the design discharges.
Given: A trapezoidal concrete channel 5 ft. wide with 2:1
4. Calculate apron width at the downstream end if a flare side slopes is flowing 2 ft. deep, Q = 180 cfs (velocity = 10
section is to be employed. fps) and the tailwater surface downstream is 0.8 ft.
(minimum tailwater condition).
Examples
Find: Using similar principles as Example 2, compute
Example 1: Pipe Flow (full) with discharge to unconfined equivalent discharge for a 2 foot, using depth as a diameter,
section. circular pipe flowing full at 10 feet per second.
Given: A circular conduit flowing full. Velocity:
2
Q = 280 cfs, diam. = 66 in., tailwater (surface) is 2 ft. Q = (2ft) x 10 fps = 31.4 cfs
above pipe invert (minimum tailwater condition). 4
Find: Read d = 1.2 and apron length (L) = 38 ft. At intersection of the curve, d = 24 in. and Q = 32 cfs, read
50a
d = 0.6 ft.
50
Apron width = diam. + L = 5.5 + 38 = 43.5 ft.
a
Then reading the d = 24 in. curve, read apron length (L) =
a
Use: d = 15, d = 22, blanket thickness = 32 20 ft.
50max
Example 2: Box Flow (partial) with high tailwater Apron width, W = bottom width of channel + L= 5 + 20 =
a
25 ft.
Given: A box conduit discharging under partial flow
conditions. A concrete box 5.5 ft. x 10 ft. flowing 5.0 ft. Example 4: Pipe flow (partial) with discharge to a
deep, confined section
Q = 600 cfs and tailwater surface is 5 ft. above invert (max. Given: A 48 in. pipe is discharging with a depth of 3 ft.
tailwater condition). Q = 100 cfs, and discharge velocity of 10 fps (established
from partial flow analysis) to a confined trapezoidal channel
Since this is not full pipe and does not directly fit the with a 2 ft. bottom, 2:1 side slopes, n = .04, and grade of
nomograph assumptions of Figure 7B.13 substitute depth as 0.6%.
the diameter, to find a discharge equal to full pipe flow for
that diameter, in this case 60 inches. Calculation of the downstream channel (by Mannings
Equation) indicates a normal depth of 3.1 ft. and normal
2
Since, Q = AV and A = Dvelocity of 3.9 fps.
4
Since the receiving channel is confined, the maximum
First, compute velocity: tailwater condition controls.
V = (Q/A) = (600/(5) (10)) = 12 fps Find: discharge using previous principles:
2
Then substituting: Q = (3ft) x 10 fps = 71 cfs
4
22
Q = D x V = 3.14 (5 ft) x 12 fps = 236 cfs
4 4 At the intersection of d = 36 in. and Q = 71 cfs, read d =
50
0.3 ft.
At the intersection of the curve d = 60 in. and Q = 236 cfs, Reading the d = 36 curve, read apron length (L) = 30 ft.
a
read d = 0.4 ft.
50
Since the maximum flow depth in this reach is 3.1 ft., that is
Then reading the d = 60 in. curve, read apron length (L) = the minimum depth of riprap to be maintained for the entire
a
40 ft. length.
August 2005 Page 5B.23 New York Standards and Specifications
For Erosion and Sediment Control
Construction Specifications
1. The subgrade for the filter, riprap, or gabion shall be
prepared to the required lines and grades. Any fill
required in the subgrade shall be compacted to a
density of approximately that of the surrounding
undisturbed material.
2. The rock or gravel shall conform to the specified
grading limits when installed respectively in the riprap
or filter.
3. Filter cloth shall be protected from punching, cutting,
or tearing. Any damage other than an occasional small
hole shall be repaired by placing another piece of cloth
over the damaged part or by completely replacing the
cloth. All overlaps, whether for repairs or for joining
two pieces of cloth shall be a minimum of one foot.
4. Stone for the riprap or gabion outlets may be placed by
equipment. Both shall each be constructed to the full
course thickness in one operation and in such a manner
as to avoid displacement of underlying materials. The
stone for riprap or gabion outlets shall be delivered and
placed in a manner that will ensure that it is reasonably
homogenous with the smaller stones andspallsfilling
the voids between the larger stones. Riprap shall be
placed in a manner to prevent damage to the filter
blanket or filter cloth. Hand placement will be required
to the extent necessary to prevent damage to the
permanent works.
New York Standards and Specifications Page 5B.24 August 2005
For Erosion and Sediment Control
Figure 5B.12
Outlet Protection DesignMinimum Tailwater Condition
(Design of Outlet Protection from a Round Pipe Flowing Full,
< 0.5D)
Minimum Tailwater Condition: T
(USDA - NRCS)
wo
August 2005 Page 5B.25 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.13
Outlet Protection DesignMaximum Tailwater Condition
(Design of Outlet Protection from a Round Pipe Flowing Full,
0.5D)
Maximum Tailwater Condition: T
(USDA - NRCS)
wo
New York Standards and Specifications Page 5B.26 August 2005
For Erosion and Sediment Control
Figure 5B.14
Riprap Outlet Protection Detail (1)
August 2005 Page 5B.27 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.15
Riprap Outlet Protection Detail (2)
New York Standards and Specifications Page 5B.28 August 2005
For Erosion and Sediment Control
Figure 5B.16
Riprap Outlet Protection Detail (3)
August 2005 Page 5B.29 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5B.30 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
GRADE STABILIZATION STRUCTURE
responsibility of the landowner or developer.
General
Designs and specifications shall be prepared for each
structure on an individual job basis depending on its
purpose, site conditions, and the basic criteria of the
conservation practice with which the structure is planned.
Typical structures are as follows:
1. Channel linings of concrete, asphalt, half round metal
pipe or other suitable lining materials. These linings
should generally be used where channel velocities
exceed safe velocities for vegetated channels due to
increased grade or a change in channel cross section or
Definition
where durability of vegetative lining is adversely
affected by seasonal changes. Adequate protection will
be provided to prevent erosion or scour of both ends of
A structure to stabilize the grade or to control head cutting
the channel lining.
in natural or artificial channels.
2. Overfall structures of concrete, metal, rock riprap, or
Scope
other suitable material is used to lower water from one
elevation to another. These structures are applicable
This standard applies to all types of grade stabilization
where it is desirable to drop the watercourse elevation
structures. It does not apply to storm sewers or their
over a very short horizontal distance. Adequate
component parts.
protection will be provided to prevent erosion or scour
upstream, downstream and along sides of overfall
Purpose
structures. Structures should be located on straight
sections of channel with a minimum of 100 feet of
Grade stabilization structures are used to reduce or prevent
straight channel each way.
excessive erosion by reduction of velocities and grade in the
watercourse or by providing channel linings or structures
3. Pipe drops of metal pipe with suitable inlet and outlet
that can withstand the higher velocities.
structures. The inlet structure may consist of a vertical
section of pipe or similar material, an embankment, or a
Conditions Where Practice Applies
combination of both. The outlet structure will provide
adequate protection against erosion or scour at the pipe
This practice applies to sites where the capability of earth
outlet.
and vegetative measures is exceeded in the safe handling of
water at permissible velocities, where excessive grades or
Capacity
overfall conditions are encountered, or where water is to be
lowered structurally from one elevation to another. These
Structures that are designed to operate in conjunction with
structures should generally be planned and installed along
other erosion control practices shall have, as a minimum,
with, or as a part of, other conservation practices in an
capacity equal to the bankfull capacity of the channel
overall surface water disposal system.
delivering water to the structures. The minimum design
capacity for structures that are not designed to perform in
Design Criteria
conjunction with other practices shall be that required to
handle the peak rate of flow from a 10-year, 24-hour
Compliance with Laws and Regulations
frequency storm or bankfull, whichever is greater. Peak
rates of runoff used in determining the capacity
Design and construction shall be in compliance with state
requirements shall be determined by TR-55, Urban
and local laws and regulations. Such compliance is the
August 2005 Page 5B.31 New York Standards and Specifications
For Erosion and Sediment Control
Hydrology for Small Watersheds, or other appropriate Seeding, fertilizing, and mulching shall conform to the
method. recommendation specification in Section 3.
Set the rest of the structure at an elevation that will stabilize Construction operations shall be carried out in such a
the grade of the upstream channel. The outlet should be set manner that erosion and air and water pollution will be
at an elevation to assure stability. Outlet velocities should minimized. State and local laws concerning pollution
be kept within the allowable limits for the receiving stream. abatement shall be complied with at every site.
Structural drop spillways need to include a foundation
drainage system to reduce hydrostatic loads. Locate emergency bypass areas so that floods in excess of
structural capacity enter the channel far enough downstream
Structures which involve the retarding of floodwater or the so as not to cause damage to the structure.
impoundment of water shall be designed using the criteria
set forth in the guidelines for Ponds or Floodwater
Maintenance
Retarding Structures, whichever is applicable.
Once properly installed, the maintenance for the grade
Construction Specifications
stabilization structure should be minimal. Inspect the
structure periodically and after major storm events. Check
Structures shall be installed according to lines and grades fill for piping or extreme settlement. Ensure a good
shown on the plan. The foundation for structures shall be vegetative cover. Check the channel for scour or debris and
cleared of all undesirable materials prior to the installation loss of rock from aprons. Repair or replace failing
of the structure. Materials used in construction shall be in structures immediately.
conformance with the design frequency and life expectancy
of the practice. Earth fill, when used as a part of the
structure, shall be placed in 4-inch lifts and hand compacted
within 2 feet of the structure.
New York Standards and Specifications Page 5B.32 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
PAVED FLUME
Anchor Lugs Space anchor lugs a minimum of 10 feet on
centers for the length of the flume. They will extend the
width of the flume, extend 1 foot into subsoil, be a
minimum of 6 inches thick, and be reinforced with #3
reinforcing bars placed on a 6-inch grid.
Concrete Minimum strength of design mix shall be 3000
psi. Concrete thickness shall be a minimum of 6 inches
reinforced with #3 reinforcing bars. Mix shall be dense,
durable, stiff enough to stay in place on steep slopes, and
sufficiently plastic for consolidation. Concrete mix should
include an air-entraining admixture to resist freeze-thaw
cycles.
Cross Section Flumes shall have minimum depth of 1
Definition
foot with 1.5:1 side slopes. Bottom widths shall be based
on maximum flow capacity. Chutes will be maintained in a
straight alignment because of supercritical flow velocities.
A small concrete-lined channel to convey water on a
relatively steep slope.
Drainage filters Use a drainage filter with all paved
flumes to prevent piping and reduce uplift pressures. Size
Purpose
of the filter material will be dependent on the soil material
the flume is located in.
To convey concentrated runoff safely down the face of a cut
or fill slope without causing erosion.
Inlet Section Design the inlet to the following minimum
dimensions: side walls 2 feet high, length 6 feet, width
Condition Where Practice Applies
equal to the flume channel bottom, and side slopes the same
as the flume channel side slopes.
Where concentrated storm runoff must be conveyed down a
cut or fill slope as part of a permanent erosion control
Outlet Section Outlets must be protected from erosion.
system. Paved flumes serve as stable outlets for diversions,
Usually an energy dissipater is used to reduce the high
drainage channels, or natural drainageways, that are located
chute velocities to lower non-erosive velocities. Rock
above relatively steep slopes. Paved flumes should be used
riprap should be placed at the end of the dissipater to spread
on slopes of 1:5 to 1 or flatter.
flow evenly to the receiving channel.
Design Criteria
See Figure 5B.17 on page 5B.35 for examples of outlet
structures.
Capacity Minimum capacity should be the 10-year
frequency storm. Freeboard or enough bypass capacity
Invert Precast concrete sections may be used in lieu of
should be provided to safeguard the structure from peak
cast in place concrete. The sections should be designed at
flows expected for the life of the structure.
the joint to be overlapped to prevent displacement between
sections. Joint sealing compound should be used to prevent
Slope The slope should not be steeper than 1.5:1 (67%).
migration of soil through a joint. Cutoff walls and anchor
lugs should be cast in the appropriate sections to
Cutoff Walls Install cutoff walls at the beginning and end
accommodate the design criteria.
of paved flumes. The cutoff should extend a minimum of
18 inches into the soil and across the full width of the flume
Small Flumes Where the drainage area is 10 acres or less,
and be 6 inches thick. Cutoff walls should be reinforced
the design dimensions for concrete flumes may be selected
with #3 reinforcing bars (3/8) placed on a 6-inch grid in
from those shown in the table on the following page:
the center of the wall.
August 2005 Page 5B.33 New York Standards and Specifications
For Erosion and Sediment Control
Drainage Area (Acres) 3. Where drainage filters are placed under the structure, the
concrete will not be poured on the filter. A plastic liner, a
5 10minimum of 4 mils thick, will be placed to prevent
contamination of filter layer.
Min Bottom Width 4 8
4. Place concrete for the flume to the thickness shown on
Min Inlet Depth (ft) 2 2 the plans and finish according to details. Protect freshly
poured concrete from extreme temperatures (hot or cold)
Min Channel Depth (ft) 1.3 1.3 and ensure proper curing.
Max Channel Slope 1.5:1 1.5:1 5. Form, reinforce, and pour together cutoff walls, anchor
lugs and channel linings. Provide traverse joints to control
Max Side Slope 1.5:1 1.5:1 cracking at 20-foot intervals. Joints can be formed by using
a 1/8 inch thick removable template or by sawing to a
minimum depth of 1 inch. Flumes longer than 50 feet shall
See Figure 5B.18 on page 5B.36 for details.
have preformed expansion joints installed.
Construction Specifications
6. Immediately after construction, all disturbed areas will
be final graded and seeded.
1. The subgrade shall be constructed to the lines and grades
shown on the plans. Remove all unsuitable material and
Maintenance
replace them if necessary with compacted stable fill
materials. Shape subgrade to uniform surface. Where
concrete is poured directly on subsoil, maintain it in a moist Inspect flumes after each rainfall until all areas adjoining
condition. the flume are permanently stabilized. Repair all damage
immediately. Inspect outlet and rock riprap to assure
2. On fill slopes, the soil adjacent to the chute, for a presence and stability. Any missing components should be
minimum of 5 feet, must be well compacted. immediately replaced.
New York Standards and Specifications Page 5B.34 August 2005
For Erosion and Sediment Control
Figure 5B.17
Examples of Outlet Structures
August 2005 Page 5B.35 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.18
Paved Flume
New York Standards and Specifications Page 5B.36 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
STRUCTURAL STREAMBANK PROTECTION
Streambank protection should begin at a stable location
and end at a stable point along the bank.
Changes in alignment should not be done without a
complete analysis of effects on the rest of the stream
system for both environmental and stability effects.
Provisions should be made to maintain and improve fish
and wildlife habitat. For example, restoring lost
vegetation will provide valuable shade, food, and/or
cover.
Ensure that all requirements of state law and all permit
requirements of local, state, and federal agencies are met.
Definition
Construction Specifications
Stabilization of eroding streambanks by the use of designed
Riprap Riprap is the most commonly used material to
structural measures, such as rock riprap, gabions, pre-cast
structurally stabilize a streambank. While riprap will
concrete wall units and grid pavers.
provide the structural stabilization necessary, the bank can
be enhanced with vegetative material to slow the velocity of
Purpose
water, filter debris, and enhance habitat. See Biotechnical
Measures for Erosion and Sediment Control, Section 4, for
To protect exposed or eroded streambanks from the erosive
more information.
forces of flowing water.
1. Bank slope slopes shall be graded to 2:1 or flatter
Condition Where Practice Applies
prior to placing bedding, filter fabric, or riprap.
2. Filter filters should be placed between the base
Generally applicable where flow velocities exceed 6 feet
bank material and the riprap and meet the
per second or where vegetative streambank protection is
requirements of criteria listed in the Standards and
inappropriate. Necessary where excessive flows have
Specifications for Riprap Slope Protection, page
created an erosive condition on a streambank.
5B.57.
Design Criteria
3. Gradation The gradation of the riprap is dependent
on the velocity expected against the bank for the
Since each channel is unique, measures for structural
design conditions. See Table 5B.3 on page 5B.38.
streambank should be installed according to a design
Once the velocity is known, gradation can be
based on specific site conditions.
selected from the gradations below. The riprap
should extend 2 feet below the channel bottom and
Develop designs according to the following principles:
be keyed into the bank both at the upstream end and
downstream end of the proposed work or reach.
Make protective measures compatible with other channel
modifications planned or being carried out in the channel
See Figure 5B.19 on page 5B.39 for details.
reaches.
Gabions Design and install gabions according to
Use the design velocity of the peak discharge of the 10-
manufacturers recommendations. Since these are
year storm or bankfull discharge, whichever is less.
rectangular, rock-filled wire baskets, they are somewhat
Structural measures should be capable of withstanding
flexible in armoring channel bottoms and banks. They can
greater flows without serious damage.
withstand significantly higher velocities for the size stone
they contain due to the basket structure. They also stack
Ensure that the channel bottom is stable or stabilized by
vertically to act as a retaining wall for constrained areas.
structural means before installing any permanent bank
(Figure 5B.20).
protection.
August 2005 Page 5B.37 New York Standards and Specifications
For Erosion and Sediment Control
Gabions should not be used in streams that carry a bedload anticipated channel degradation and into the channel bed as
that can abrade the wire causing separation and failure. necessary to provide stability.
Reinforced Concrete - May be used to armor eroding
Modular Pre-Cast Units Interlocking modular precast
sections of streambank by constructing walls, bulk heads, or
units of different sizes, shapes, heights, and depths, have
bank linings. Provide positive drainage behind these
been developed for a wide variety of applications. These
structures to relieve uplift pressures.
units serve in the same manner as gabions. They provide
vertical support in tight areas as well as durability. Many
Grid Pavers Modular concrete units with or without void
types are available with textured surfaces. They also act as
areas can be used to stabilize streambanks. Units with void
gravity retaining walls. They should be designed and
areas can allow the establishment of vegetation. These
installed in accordance with the manufacturers
structures may be obtained in a variety of shapes (Figure
recommendations (Figure 5B.20).
5B.20) or they may be formed and poured in place.
Maintain design and installation in accordance with
All areas disturbed by construction should be stabilized as
manufacturers instructions.
soon as the structural measures are complete.
Revetment Structural support or armoring to protect an
Maintenance
embankment from erosion. Riprap and gabions are
commonly used. Also used is a hollow fabric mattress with
Check stabilized streambank sections after every high-water
cells that receive a concrete mixture, (ie. Fabriform). Any
event, and make any needed repairs immediately to prevent
revetment should be installed to a depth below the
any further damage or unraveling of the existing work.
Table 5B.3Riprap Gradations
Velocity (ft./s.)
Thickness (in.)
PERCENT FINER BY WEIGHT
Height (ft.)
D D D D
Layer Wave
105085 100
Class
Max
Wt.
d dWt. d dWt. ddWt. d d
oooo
(lbs.)
(in.) (in.) (lbs.) (in.) (in.)(lbs.) (in.)(in.) (lbs.) (in.) (in.)
I188.5 -5545010810013 101501512
II1810-17761701512 34019 155002218
III24122461084602117 92026 211400 3024
IV3614315015121500 3025 3000 39 324500 4736
V48174.8 37020163700 4234 7400 53 4311,000 6049
d = gravel material d = angular rock riprap
o
Wt = weight in pounds
New York Standards and Specifications Page 5B.38 August 2005
For Erosion and Sediment Control
Figure 5B.19
Riprap Streambank Protection
August 2005 Page 5B.39 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.20
Structural Streambank Protection Methods
New York Standards and Specifications Page 5B.40 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
DEBRIS BASIN
Purpose
To provide a permanent or temporary means of trapping
and storing sediment from eroding areas in order to protect
properties or stream channels below the installation from
damage by excessive sedimentation and debris.
Conditions Where Practice Applies
Where physical conditions or land ownership preclude the
treatment of the sediment source by the installation of
erosion control measures to reduce runoff and erosion. It
may also be used as a permanent or temporary measure
during grading and development of areas above. If a debris
basin is used as a temporary structure, it may be removed
Definition
once the development is complete and the area is
permanently protected against erosion by vegetative or
A barrier or dam constructed across a waterway or at other
mechanical means.
suitable locations to form a basin for catching and storing
sediment and other waterborne debris.
Design Criteria
Scope
The capacity of the debris basin to the elevation of the crest
of the service spillway is to equal the volume of the
This standard covers the installation of debris basins on
expected sediment yield from the unprotected portions of
sites where: (1) failure of the structure would not result in
the drainage area during the planned useful life of the
loss of life or interruption of use or service of public
structure. The minimum volume of sediment in acre feet
utilities; (2) the drainage area does not exceed 200 acres;
per year can be determined for various drainage areas under
and (3) the water surface area at the crest of the auxiliary
construction from curves on Figure 5B.21 on page 5B.44.
spillway does not exceed 5 acres. For this purpose of this
standard, debris basins are classified according to the
NOTE: All Debris Basins will be designed and constructed
following table:
in accordance with the New York State Department of
Environmental Conservation Dam Safety Section,
Maximum Maximum Auxiliary Design
Guidelines for Design of Dams, and all applicable
1
Drainage HeightSpillway Storm
permits must be obtained.
ClassArea (Ac) of Dam (ft) Required Frequency
Spillway Design
2
1205No
22010Yes50 yrs.
Runoff will be computed by the USDA-NRCS, TR-55, or
other appropriate method. Runoff computations should be
3200 20Yes100 yrs.
based upon the soil cover conditions expected to prevail
during the construction period of the development.
1
Height is measured from the low point of original ground at the
For Class 2 basins, the combined capacities of the
downstream toe to the top of dam.
service and auxiliary spillways will be sufficient to pass
the peak rate of runoff from a 50-year frequency storm
2
Class 1 basins are to be used only where site conditions are such
after adjusting for flood routing.
that it is impractical to construct an auxiliary spillway in
undisturbed ground.
For Class 3 basins, the combined capacities of the
service and auxiliary spillways will be sufficient to pass
the peak rate of runoff from a 100-year frequency storm.
August 2005 Page 5B.41 New York Standards and Specifications
For Erosion and Sediment Control
7. Outlet protection: Protection against scour at the
discharge end of the pipe spillway shall be provided.
Pipe Spillway
Protective measures may include structures of the
The pipe spillway will consist of a vertical pipe box type impact basin type, rock riprap, paving, revetment,
riser jointed to a conduit, which will extend through the excavation of plunge pool or use of other approved
embankment and outlet beyond the downstream toe of the methods.
fill. The minimum diameter of the conduit will be 8 inches.
Auxiliary Spillway
The service spillway system will be perforated to provide
for a gradual drawdown after each storm event. The Class 2 and 3 basins: An auxiliary spillway shall be
minimum average capacity of the service spillway will be excavated in undisturbed ground whenever site conditions
sufficient to discharge 5 inches of runoff from the drainage permit. The auxiliary spillway cross section shall be
area in 24 hours (0.21 cfs per acre of drainage area). The trapezoidal with a minimum bottom width of 8 feet.
riser of the service spillway shall be a cross-sectional area at
least 1.3 times that of the barrel. Class 1 basins: The embankment may be used as an
auxiliary spillway. In these cases, the downstream slope of
1. Crest Elevation: The crest elevation of the riser shall the embankment shall be 5:1 or flatter and the embankment
be at least 3 feet below the crest elevation of the must be immediately protected against erosion by means
embankment. such as sodding, rock riprap, asphalt coating, or other
approved methods.
2. Perforated: Metal pipe risers shall be perforated with
1-1/2 inch diameter holes spaced 8 inches vertically 1. Capacity: The minimum capacity of the auxiliary
and 10-12 inches horizontally around the pipe. Box spillway shall be that required to pass the peak rate of
type risers shall be ported or have some means for runoff from the design storm, less any reduction due
complete drainage of the sediment pool within a 5 day to flow in the pipe spillway.
period following storm inflows.
2. Velocities: The maximum allowable velocity of flow
3. Anti-vortex device: An anti-vortex device shall be in the exit channel shall be 6 feet per second for
installed on the top of the riser. vegetated channels. For channels with erosion
protection other than vegetation, velocities shall be in
4. Base: The riser shall have a base attached with a the safe range for the type of protection used.
watertight connection. The base shall have sufficient
weight to prevent flotation of the riser. 3. Erosion protection: Provide for erosion protection by
vegetation or by other suitable means such as rock
5. Trash rack: An approved trash rack shall be firmly riprap, asphalt, concrete, etc.
attached to the top of the riser if the pipe spillway
conveys 25 percent or more of the peak rate of runoff 4. Freeboard: Freeboard is the difference between the
from the design storm. design flow elevation in the auxiliary spillway and the
top of the settled embankment. The minimum
6. Anti-seepage measures: Anti-seep collars, or seepage freeboard for Class 2 and Class 3 basins shall be 1
diaphragms, shall be installed around the pipe conduit foot.
within the normal saturation zone when any of the
following conditions exist:
Embankment (Earth Fill)
A. The settled height of dam exceeds 15 ft. Class 1 basins: The minimum top width shall be 10 feet.
The upstream slope shall be no steeper than 3:1. The
B. The conduit is of smooth pipe 8 inches, or larger, downstream slope shall be no steeper than 5:1.
in diameter.
Class 2 basins: The minimum top width shall be 8 feet.
C. The conduit is of corrugated metal pipe 12 inches The combined upstream and downstream side slopes shall
in diameter, or larger. not be less than 5:1 with neither slope steeper than 2½:1.
The anti-seep collars and their connections to the
pipe shall be watertight. The maximum spacing Class 3 basins: The minimum top width shall be 10 feet.
shall be approximately 14 times the minimum Side slopes shall be no steeper than 3:1.
projection of the collar measured perpendicular to
the pipe. In lieu of anti-seep collars, a seepage
Embankment (other than Earth Fill)
diaphragm can be used whose projections are three
times the diameter of the pipe in all directions. Class 1 basins only: The embankment may be constructed
New York Standards and Specifications Page 5B.42 August 2005
For Erosion and Sediment Control
of the following materials:
Pipe Spillway
1. Pressure treated timber crib rock filled
2. Precast reinforced concrete crib rock filled The riser shall be solidly attached to the barrel and all
3. Gabions connections shall be watertight. The barrel and riser shall
be placed on a firm foundation. The fill material around the
When the above material is used for the embankment, a pipe spillway will be placed in 4-inch layers and compacted
principal spillway is not required; however, the dam shall to at least the same density as the adjacent embankment.
be pervious to allow for drainage during time of low inflow.
Basins constructed of the above materials should be used
Auxiliary Spillway (Class 2 and 3 basins)
only when the sediment to be trapped is coarse-grained
material such as well graded gravel (GW) or poorly graded The auxiliary spillway shall be installed in undisturbed
gravel (GP) material (Unified Soil Classification System). earth unless otherwise specified in the plan. The lines and
grades must conform to those shown on the plans as nearly
as skillful operation of the excavating equipment will
Construction Specifications
permit.
Site Preparation
Embankment (other than Earth Fill)
Areas under the embankment and any structural works shall
The rock used to fill cribbing or gabions will be hard and
be cleared, grubbed, and the topsoil stripped to remove
durable and of an approved size and gradation.
trees, vegetation, roots, and other objectionable material. In
order to facilitate cleanout and restoration, the pool area
Erosion and Pollution Control
will be cleared of all brush and excess trees.
Construction operations will be carried out in such a
Cutoff Trench
manner that erosion and water pollution will be minimized.
State and local laws concerning pollution abatement shall
A cutoff trench shall be excavated along the centerline of
be complied with.
dam on earth fill embankments to a depth of at least 1.0 foot
into a layer of slowly permeable material. The minimum
Safety
depth shall be 2 feet. The cutoff trench shall extend up both
abutments to the riser crest elevation. The minimum
State requirements shall be met concerning fencing and
bottom width shall be 4 feet, but wide enough to permit
signs warning the public of hazards of soft sediment and
operation of compaction equipment. The side slopes shall
floodwater.
be the same as those for embankment. The trench shall be
kept free from standing water during the backfilling
Seeding
operations.
Seeding, fertilizing, and mulching shall conform to the
Embankment
recommendations in Section 5, Vegetative Measures for
Erosion and Sediment Control, of this manual.
The fill material shall be taken from approved designated
borrow areas. It shall be free of roots, woody vegetation,
Final Disposal
oversized stones, rocks, or other objectionable material.
Areas on which fill is to be placed shall be scarified prior to
In the case of temporary structures, when the intended
placement of fill. The fill material should contain sufficient
purpose has been accomplished and the drainage area
moisture so that it can be formed into a ball without
properly stabilized, the embankment and resulting silt
crumbling. If water can be squeezed out of the ball, it is too
deposits are to be leveled, or otherwise disposed of in
wet for proper compaction.
accordance with the plan.
Fill material will be placed in 6 to 9 inch layers and shall be
continuous over the entire length of the fill. Compaction
will be obtained by routing the hauling equipment over the
fill so that the entire surface of the fill is traversed by at
least one track width of the equipment, or compaction shall
be achieved by the use of a compactor. The embankment
shall be constructed to an elevation 10 percent higher than
the design height to allow for settlement if compaction is
obtained with hauling equipment. If compactors are used
for compaction, the overbuild may be reduced to 5 percent.
August 2005 Page 5B.43 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.21
One-Year Debris Basin Sediment Capacity
(USDA - NRCS)
(R value)
Example:
A 10 acre area under con-
struction in an area whose
RUSLE R value is 100,
requires 1.2 acre-feet for
basin sediment capacity.
New York Standards and Specifications Page 5B.44 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
SUBSURFACE DRAIN
Conditions Where Practice Applies
Subsurface drains are used in areas having a high water
table or where subsurface drainage is required. The soil
shall have enough depth and permeability to permit
installation of an effective system. This standard does not
apply to storm drainage systems or foundation drains.
Regulatory restrictions may apply if wetlands are present.
An outlet for the drainage system shall be available, either
by gravity flow or by pumping. The outlet shall be
adequate for the quantity of water to be discharged without
causing damage above or below the point of discharge and
shall comply with all state and local laws.
Definition
Design Criteria
A conduit, such as tile, pipe, or tubing, installed beneath the
The design and installation shall be based on adequate
ground surface, which intercepts, collects, and/or conveys
surveys and on-site soils investigations.
drainage water.
Required Capacity of Drains
Purpose
The required capacity shall be determined by one or more
A subsurface drain may serve one or more of the following
of the following:
purposes:
1. Where sub-surface drainage is to be uniform over an
1. Improve the environment for vegetative growth by
area through a systematic pattern of drains, a drainage
coefficient of 1 inch to be removed in 24 hours shall
regulating the water table and groundwater flow.
be used; see Drain Chart, Figure 5B.22 on page 5B.48.
2. Intercept and prevent water movement into a wet area.
2. Where sub-surface drainage is to be by a random
3. Relieve artesian pressures.
interceptor system, a minimum inflow rate of 0.5 cfs
4. Remove surface runoff.
per 1,000 feet of line shall be used to determine the
required capacity. If actual field tests and
5. Provide internal drainage of slopes to improve their
measurements of flow amounts are available, they
stability and reduce erosion.
may be used for determining capacity.
6. Provide internal drainage behind bulkheads, retaining
For interceptor subsurface drains on sloping land,
walls, etc.
increase the inflow rate as follows:
7. Replace existing subsurface drains that are interrupted
Land Slope Increase Inflow Rate By
or destroyed by construction operations.
2-5 percent 10 percent
8. Provide subsurface drainage for dry storm water
5-12 percent 20 percent
management structures.
Over 12 percent 30 percent
9. Improve dewatering of sediment in sediment basins.
3. Additional design capacity must be provided if
(See Standard and Specification for Sediment Basins
surface water is allowed to enter the system.
in Section 5A).
August 2005 Page 5B.45 New York Standards and Specifications
For Erosion and Sediment Control
sand/gravel envelopes. Where necessary to improve the
characteristics of flow of groundwater into the conduit,
Size of Subsurface Drain
more envelope material may be required.
The size of subsurface drains shall be determined from the
drain chart found on Figures 5B.22 on page 5B.48. All Where county regulations do not allow sand/gravel
subsurface drains shall have a nominal diameter, which envelopes, but require a special type and size of envelope
equals or exceeds four (4) inches. material, they shall be followed.
Envelope material shall be placed to the height of the
Depth and Spacing
uppermost seepage strata. Behind bulkheads and retaining
The minimum depth of cover of subsurface drains shall be walls, it shall go to within twelve inches of the top of the
24 inches where possible. The minimum depth of cover structure. This standard does not cover the design of filter
may be reduced to 15 inches where it is not possible to materials where needed.
attain the 24 inch depth and where the drain is not subject to
equipment loading or frost action. Roots from some types Materials used for envelopes shall not contain materials
of vegetation can plug drains, as the drains get closer to the which will cause an accumulation of sediment in the
surface. conduit or render the envelope unsuitable for bedding of the
conduit. Envelope materials shall consist of either filter
The spacing of drain laterals will be dependent on the cloth or sand/gravel material, which shall pass a 1 ½ inch
permeability of the soil, the depth of installation of the sieve, 90 to 100 percent shall pass a ¾ inch sieve, and not
drains and degree of drainage required. Generally, drains more than 10 percent shall pass a No. 60 sieve.
installed 36 inches deep and spaced 50 feet center-to-center
will be adequate. For more specific information, see the Filter cloth envelope can be either woven or non-woven
New York Drainage Guide (USDA-NRCS).monofilatment yarns and shall have a sieve opening ranging
from 40 to 80. The envelope shall be placed in such a
manner that once the conduit is installed, it shall completely
Minimum Velocity and Grade
encase the conduit.
The minimum grade for subsurface drains shall be 0.10
percent. Where surface water enters the system a velocity The conduit shall be placed and bedded in a sand/gravel
of not less than 2 feet per second shall be used to establish envelope. A minimum of three inches depth of envelope
the minimum grades. Provisions shall be made for materials shall be placed on the bottom of a conventional
preventing debris or sediment from entering the system by trench. The conduit shall be placed on this and the trench
means of filters or collection and periodic removal of completely filled with envelope material to minimum depth
sediment from installed traps. of 3 inches above the conduit.
Soft or yielding soils under the drain shall be stabilized
Materials for Subsurface Drains
where required and lines protected from settlement by
Acceptable subsurface drain materials include perforated, adding gravel or other suitable material to the trench, by
continuous closed joint conduits of polyethylene plastic, placing the conduit on plank or other rigid support, or by
concrete, corrugated metal, asbestos cement, bituminized using long sections of perforated or watertight pipe with
fiber, polyvinyl chloride, and clay tile. adequate strength to ensure satisfactory subsurface drain
performance.
The conduit shall meet strength and durability requirements
of the site.
Use of Heavy Duty Corrugated Plastic Drainage Tubing
Heavy duty corrugated drainage tubing shall be specified
Loading
where rocky or gravelly soils are expected to be
The allowable loads on subsurface drain conduits shall be encountered during installation operations. The quality of
based on the trench and bedding conditions specified for the tubing will also be specified when cover over this tubing is
job. A factor of safety of not less than 1.5 shall be used in expected to exceed 24 inches for 4, 5, 6, or 8 inch tubing.
computing the maximum allowable depth of cover for a Larger size tubing designs will be handled on an individual
particular type of conduit. job basis.
Envelopes and Envelope Materials Auxiliary Structure and Subsurface Drain Protection
Envelopes shall be used around subsurface drains for proper The outlet shall be protected against erosion and
bedding and to provide better flow into the conduit. Not undermining of the conduit, against damaging periods of
less than three inches of envelope material shall be used for submergence, and against entry of rodents or other animals
New York Standards and Specifications Page 5B.46 August 2005
For Erosion and Sediment Control
into the subsurface drain. An animal guard shall be
and covered with envelope material. The pipe or
installed on the outlet end of the pipe. A swinging animal tubing shall be laid with the perforations down and
guard shall be used if surface water enters the pipe. oriented symmetrically about the vertical centerline.
Connections will be made with manufactured
A continuous 10-foot section of corrugated metal, cast iron, functions comparable in strength with the specified
polyvinyl chloride, or steel pipe without perforations shall pipe or tubing unless otherwise specified. The method
be used at the outlet end of the line and shall outlet 1.0 foot of placement and bedding shall be as specified on the
above the normal elevation of low flow in the outlet ditch or drawing.
above mean high tide in tidal areas. No envelope material
shall be used around the 10-foot section of pipe. Two-3. Envelope material shall consist of filter cloth or a
thirds of the pipe shall be buried in the ditch bank and the sand/gravel (which shall pass the 1 ½ inch sieve, 90 to
cantilevered section shall extend to a point above the toe of 100 percent shall pass ¾ inch sieve, and not more than
the ditch side slope. If not possible, the side slope shall be 10 percent shall pass the No. 60 sieve).
protected from erosion.
4. The upper end of each subsurface drain line shall be
Conduits under roadways and embankments shall be capped with a tight fittings cap of the same material as
watertight and designed to exclude debris and prevent the conduit or other durable material unless connected
sediment from entering the conduit. Lines flowing under to a structure.
pressure shall be designed to withstand the resulting
pressures and velocity of flow. Surface waterways shall be 5. A continuous 10-foot section of corrugated metal, cast
used where feasible. iron, polyvinyl chloride, or steel pipe without
perforations shall be used at the outlet end of the line.
The upper end of each subsurface drain line shall be capped No envelope material shall be used around the 10-foot
with a tight fitting cap of the same material as the conduit or section of the pipe. An animal guard shall be installed
other durable material unless connected to a structure. on the outlet end of the pipe.
6. Earth backfill material shall be placed in the trench in
Construction Specifications
such a manner that displacement of the drain will not
occur.
1. Deformed, warped, or otherwise damaged pipe or
tubing shall not be used.
7. Where surface water is entering the system, the pipe
outlet section of the system shall contain a swing type
2. All subsurface drains shall be laid to a uniform line
trash and animal guard.
August 2005 Page 5B.47 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.22
Drain ChartCorrugatedPlastic Drain Tubing
(USDA - NRCS)
New York Standards and Specifications Page 5B.48 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
LANDGRADING
of these practices. The following shall be incorporated into
the plan:
1. Provisions shall be made to safely conduct surface
runoff to storm drains, protected outlets, or to stable
water courses to ensure that surface runoff will not
damage slopes or other graded areas; see standards
and specifications for Grassed Waterway, Diversion,
Grade Stabilization Structure.
2. Cut and fill slopes that are to be stabilized with
grasses shall not be steeper than 2:1. When slopes
exceed 2:1, special design and stabilization
consideration are required and shall be adequately
shown on the plans. (Note: Where the slope is to be
Definition
mowed, the slope should be no steeper than 3:1,
although 4:1 is preferred because of safety factors
related to mowing steep slopes.)
Reshaping of the existing land surface in accordance with a
plan as determined by engineering survey and layout.
3. Reverse slope benches or diversion shall be provided
whenever the vertical interval (height) of any 2:1
Purpose
slope exceeds 20 feet; for 3:1 slope it shall be
increased to 30 feet and for 4:1 to 40 feet. Benches
The purpose of a landgrading specification is to provide for
shall be located to divide the slope face as equally as
erosion control and vegetative establishment on those areas
possible and shall convey the water to a stable outlet.
where the existing land surface is to be reshaped by grading
Soils, seeps, rock outcrops, etc., shall also be taken
according to plan.
into consideration when designing benches.
Design Criteria
A. Benches shall be a minimum of six feet wide to
provide for ease of maintenance.
The grading plan should be based upon the incorporation of
building designs and street layouts that fit and utilize
B. Benches shall be designed with a reverse slope of
existing topography and desirable natural surrounding to
6:1 or flatter to the toe of the upper slope and
avoid extreme grade modifications. Information submitted
with a minimum of one foot in depth. Bench
must provide sufficient topographic surveys and soil
gradient to the outlet shall be between 2 percent
investigations to determine limitations that must be imposed
and 3 percent, unless accompanied by
on the grading operation related to slope stability, effect on
appropriate design and computations.
adjacent properties and drainage patterns, measures for
drainage and water removal, and vegetative treatment, etc.
C. The flow length within a bench shall not exceed
800 feet unless accompanied by appropriate
Many counties have regulations and design procedures
design and computations; see Standard and
already established for land grading and cut and fill slopes.
Specifications for Diversion on page 5B.1
Where these requirements exist, they shall be followed.
4. Surface water shall be diverted from the face of all
The plan must show existing and proposed contours of the
cut and/or fill slopes by the use of diversions, ditches
area(s) to be graded. The plan shall also include practices
and swales or conveyed downslope by the use of a
for erosion control, slope stabilization, safe disposal of
designed structure, except where:
runoff water and drainage, such as waterways, lined ditches,
reverse slope benches (include grade and cross section),
A. The face of the slope is or shall be stabilized and
grade stabilization structures, retaining walls, and surface
the face of all graded slopes shall be protected
and subsurface drains. The plan shall also include phasing
from surface runoff until they are stabilized.
August 2005 Page 5B.49 New York Standards and Specifications
For Erosion and Sediment Control
B. The face of the slope shall not be subject to any 1. All graded or disturbed areas, including slopes, shall be
concentrated flows of surface water such as from protected during clearing and construction in accordance
natural drainage ways, graded swales, with the erosion and sediment control plan until they are
downspouts, etc. adequately stabilized.
2. All erosion and sediment control practices and
C. The face of the slope will be protected by special
measures shall be constructed, applied and maintained
erosion control materials, sod, gravel, riprap, or
in accordance with the sediment control plan and the
other stabilization method.
New York Standards and Specifications for Erosion
and Sediment Control.
5. Cut slopes occurring in ripable rock shall be serrated
as shown in Figure 5B.23 on page 5B.51. The
3. Topsoil required for the establishment of vegetation
serrations shall be made with conventional
shall be stockpiled in amount necessary to complete
equipment as the excavation is made. Each step or
finished grading of all exposed areas.
serration shall be constructed on the contour and will
have steps cut at nominal two-foot intervals with
4. Areas to be filled shall be cleared, grubbed, and
nominal three-foot horizontal shelves. These steps
stripped of topsoil to remove trees, vegetation, roots, or
will vary depending on the slope ratio or the cut
other objectionable material.
slope. The nominal slope line is 1 ½: 1. These steps
will weather and act to hold moisture, lime, fertilizer, 5. Areas that are to be topsoiled shall be scarified to a
and seed thus producing a much quicker and longer-
minimum depth of four inches prior to placement of
lived vegetative cover and better slope stabilization. topsoil.
Overland flow shall be diverted from the top of all
6. All fills shall be compacted as required to reduce
serrated cut slopes and carried to a suitable outlet.
erosion, slippage, settlement, subsidence, or other
related problems. Fill intended to support buildings,
6. Subsurface drainage shall be provided where
structures, and conduits, etc., shall be compacted in
necessary to intercept seepage that would otherwise
accordance with local requirements or codes.
adversely affect slope stability or create excessively
wet site conditions.
7. All fill shall be placed and compacted in layers not to
exceed 9 inches in thickness.
7. Slopes shall not be created so close to property lines
as to endanger adjoining properties without
8. Except for approved landfills or nonstructural fills, fill
adequately protecting such properties against
material shall be free of frozen particles, brush, roots,
sedimentation, erosion, slippage, settlement,
sod, or other foreign objectionable materials that would
subsidence, or other related damages.
interfere with, or prevent, construction of satisfactory
fills.
8. Fill material shall be free of brush, rubbish, rocks,
9. Frozen material or soft, mucky or highly compressible
logs, stumps, building debris, and other objectionable
materials shall not be incorporated into fill slopes or
material. It should be free of stones over two (2)
structural fills.
inches in diameter where compacted by hand or
mechanical tampers or over eight (8) inches in
10. Fill shall not be placed on saturated or frozen surfaces.
diameter where compacted by rollers or other
equipment. Frozen material shall not be placed in
11. All benches shall be kept free of sediment during all
the fill nor shall the fill material be placed on a
phases of development.
frozen foundation.
12. Seeps or springs encountered during construction shall
9. Stockpiles, borrow areas, and spoil shall be shown on
be handled in accordance with the Standard and
the plans and shall be subject to the provisions of this Specification for Subsurface Drain on page 5B.44 or
Standard and Specifications.
other approved methods.
13. All graded areas shall be permanently stabilized
10. All disturbed areas shall be stabilized structurally or
immediately following finished grading.
vegetatively in compliance with the Standard and
Specifications for Critical Area Treatment in Section
14. Stockpiles, borrow areas, and spoil areas shall be
3.
shown on the plans and shall be subject to the
provisions of this Standard and Specifications.
Construction Specifications
See Figures 5B.23 and 5B.24 for details.
New York Standards and Specifications Page 5B.50 August 2005
For Erosion and Sediment Control
Figure 5B.23
Typical Section of Serrated Cut Slope
August 2005 Page 5B.51 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.24 (1)
Landgrading
New York Standards and Specifications Page 5B.52 August 2005
For Erosion and Sediment Control
Figure 5B.24 (2)
Landgrading Construction Specifications
August 2005 Page 5B.53 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5B.54 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
SURFACE ROUGHENING
enough to be ripped with a bulldozer. Slopes of
soft rock with some soil are particularly suited to
stair-step grading.
3. Make the vertical cut distance less than the
horizontal distance, and slightly slope the
horizontal position of the step to the vertical
wall.
4. Do not make vertical cuts more than 2 feet in soft
materials or 3 feet in rocky materials.
Grooving uses machinery to create a series of ridges and
depressions that run perpendicular to the slope following
the contour. Groove using any appropriate implement that
can be safely operated on the slope, such as disks, tillers,
Definition
spring harrows, or the teeth of a front-end loader bucket.
Do not make the grooves less than 3 inches deep or more
Roughening a bare soil surface whether through creating
than 15 inches apart.
horizontal grooves across a slope, stair-stepping, or tracking
with construction equipment.
B. Fill Slope, No mowing
Purpose
1. Place fill to create slopes with a gradient steeper
than 3:1 in lifts 9 inches or less and properly
To aid the establishment of vegetative cover from seed, to
compacted. Ensure the face of the slope consists
reduce runoff velocity and increase infiltration, and to
of loose, uncompacted fill 4 to 6 inches deep. Use
reduce erosion and provide for trapping of sediment.
grooving as described above to roughen the slope,
if necessary.
Conditions Where Practice Applies
2. Do not blade or scrape the final slope face.
All construction slopes require surface roughening to
facilitate stabilization with vegetation, particularly slopes
C. Cuts/Fills, Mowed Maintenance
steeper than 3:1.
1. Make mowed slopes no steeper than 3:1.
Design Criteria
2. Roughen these areas to shallow grooves by normal
tilling, disking, harrowing, or use of cultipacker-
There are many different methods to achieve a roughened
seeder. Make the final pass of such tillage
soil surface on a slope. No specific design criteria is
equipment on the contour.
required. However, the selection of the appropriate method
depends on the type of slope. Methods include tracking,
3. Make grooves at least 1 inch deep and a maximum
grooving, and stair-stepping. Steepness, mowing
of 10 inches apart.
requirements, and/or a cut or fill slope operation are all
factors considered in choosing a roughening method.
4. Excessive roughness is undesirable where mowing
is planned.
Construction Specifications
Tracking should be used primarily in sandy soils to avoid
A. Cut Slope, No mowing.undue compaction of the soil surface. Tracking is generally
not as effective as the other roughening methods described.
1. Stair-step grade or groove cut slopes with a gradient (It has been used as a method to track down mulch.)
steeper than 3:1 (Figure 5B.25). Operate tracked machinery up and down the slope to leave
horizontal depressions in the soil. Do not back-blade during
2. Use stair-step grading on any erodible material soft the final grading operation.
August 2005 Page 5B.55 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.25
Surface Roughening
New York Standards and Specifications Page 5B.56 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
RIPRAP SLOPE PROTECTION
Quality Stone for riprap should be hard, durable field or
quarry materials. They should be angular and not subject to
breaking down when exposed to water or weathering. The
specific gravity should be at least 2.5.
Size The sizes of stones used for riprap protection are
determined by purpose and specific site conditions:
1. Slope Stabilization Riprap stone for slope
stabilization not subject to flowing water or wave
action should be sized for the proposed grade. The
gradient of the slope to be stabilized should be less
than the natural angle of repose of the stone selected.
Angles of repose of riprap stones may be estimated
from Figure 5B.26.
Definition
Riprap used for surface stabilization of slopes does
not add significant resistance to sliding or slope
A layer of stone designed to protect and stabilize areas
failure and should not be considered a retaining wall.
subject to erosion.
Slopes approaching 1.5:1 may require special stability
analysis. The inherent stability of the soil must be
Purpose
satisfactory before riprap is used for surface
stabilization.
To protect the soil surface from erosive forces and/or
improve the stability of soil slopes that are subject to
2. Outlet Protection Design criteria for sizing stone
seepage or have poor soil structure.
and determining dimensions of riprap aprons are
presented in Standards and Specifications for Rock
Conditions Where Practice Applies
Outlet Protection.
Riprap is used for cut and fill slopes subject to seepage,
3. Streambank Protection Design criteria for sizing
erosion, or weathering, particularly where conditions
stone for stability of channel bank are presented in
prohibit the establishment of vegetation. Riprap is also
Standard and Specifications for Structural Streambank
used for channel side slopes and bottoms, streambanks,
Protection.
grade sills, on shorelines subject to erosion, and at inlets
and outlets to culverts, bridges, slope drains, grade
Filter Blanket A filter blanket is a layer of material
stabilization structures, and storm drains.
placed between the riprap and the underlying soil to prevent
soil movement into or through the riprap. A suitable filter
Design Criteria
may consist of a well-graded gravel or sand-gravel layer or
a synthetic filter fabric manufactured for this purpose. The
Gradation Riprap should be a well-graded mixture with
design of a gravel filter blanket is based on the ratio of
50% by weight larger than the specified design size. The
particle size in the overlying filter material to that of the
diameter of the largest stone size in such a mixture should
base material in accordance with the criteria below.
be 1.5 times the d size with smaller sizes grading down to
Multiple layers may be designed to affect a proper filter if
50
1 inch. The designer should select the size or sizes that
necessary.
equal or exceed that minimum size based on riprap
gradations commercially available in the area.
A gravel filter blanket should have the following
relationship for a stable design:
Thickness The minimum layer thickness should be 1.5
times the maximum stone diameter, but in no case less than
d filter 5
15
6 inches.
d base
85
August 2005 Page 5B.57 New York Standards and Specifications
For Erosion and Sediment Control
d filterand filter to the required lines and grades shown on the
15
5 < d base 40 plans. Compact any fill required in the subgrade to a
50
density approximating that of the undisturbed material or
andoverfill depressions with riprap. Remove brush, trees,
stumps, and other objectionable material. Cut the subgrade
d filter 40 sufficiently deep so that the finished grade of the riprap will
50
d base be at the elevation of the surrounding area. Channels
50
should be excavated sufficiently to allow placement of the
Filter refers to the overlying material while base refers to riprap in a manner such that the finished inside dimensions
the underlying material. These relationships must hold and grade of the riprap meet design specifications.
between the base and filter and the filter and riprap to
Sand and gravel filter blanket Place the filter blanket
prevent migration of material. In some cases, more than
immediately after the ground foundation is prepared. For
one filter may be needed. Each filter layer should be a
gravel, spread filter stone in a uniform layer to the specified
minimum of 6 inches thick, unless an acceptable filter
depth. Where more than one layer of filter material is used,
fabric is used.
spread the layers with minimal mixing.
A synthetic filter fabric may be used with or in place of
Synthetic filter fabric Place the cloth directly on the
gravel filters. The following particle size relationships
prepared foundation. Overlap the edges by at least 2 feet,
should exist:
and space the anchor pins every 3 feet along the overlap.
Bury the upper and lower ends of the cloth a minimum of
1. Filter fabric covering a base containing 50% or less by
12 inches below ground. Take precautions not to damage
weight of fine particles (#200 sieve size):
the cloth by dropping the riprap. If damage occurs, remove
the riprap and repair the sheet by adding another layer of
a. d85 base (mm)
filter fabric with a minimum overlap of 12 inches around
EOS*filter fabric (mm) >1
the damaged area. Where large stones are to be placed, a 4-
inch layer of fine sand or gravel is recommended to protect
b. total open area of filter fabric should not exceed 36%
the filter cloth. Filter fabric is not recommended as a filter
on slopes steeper than 2 horizontal to 1 vertical.
2. Filter fabric covering other soils:
Stone placement Placement of the riprap should follow
a. EOS is no larger than 0.21 mm (#70 sieve size)
immediately after placement of the filter. Place riprap so
that it forms dense, well-graded mass of stone with a
b. total open area of filter fabric should not exceed 10%
minimum of voids. The desired distribution of stones
throughout the mass may be obtained by selective loading
*EOS Equivalent opening size compared to a U.S.
at the quarry and controlled dumping during final
standard sieve size.
placement. Place riprap to its full thickness in one
operation. Do not place riprap by dumping through chutes
No filter fabric should have less than 4% open area or an
or other methods that cause segregation of stone sizes. Be
EOS less than U.S. Standard Sieve #100 (0.15 mm). The
careful not to dislodge the underlying base or filter when
permeability of the fabric must be greater than that of the
placing the stones.
soil. The fabric may be made of woven or nonwoven
monofilament yarns and should meet the following
The toe of the riprap should be keyed into a stable
minimum requirements:
foundation at its base as shown in Figure 5B.27Typical
Riprap Slope Protection Detail. The toe should be
Thickness 20-60 mils
excavated to a depth of 2.0 feet. The design thickness of
the riprap should extend a minimum of 3 feet horizontally
grab strength 90-120 lbs.
from the slope. The finished slope should be free of
pockets of small stone or clusters of large stones. Hand
conform to ASTM D-1682 or ASTM D-177
placing may be necessary to achieve proper distribution of
stone sizes to produce a relatively smooth, uniform surface.
Filter blankets should always be provided where seepage is
The finished grade of the riprap should blend with the
significant or where flow velocity and duration of flow or
surrounding area.
turbulence may cause underlying soil particles to move
though the riprap.
Maintenance
Construction Specifications
Riprap should be inspected periodically for scour or
dislodged stones. Control weed and brush growth as
Subgrade Preparation Prepare the subgrade for riprap needed.
New York Standards and Specifications Page 5B.58 August 2005
For Erosion and Sediment Control
Figure 5B.26
Angles of Repose of Riprap Stones
(FHWA)
Figure 5B.27
Typical Riprap Slope Protection Detail
T
3
6 Gravel filter
min
(or geotextile)
2 min
August 2005 Page 5B.59 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page 5B.60 August 2005
For Erosion and Sediment Control
STANDARD AND SPECIFICATIONS
FOR
RETAINING WALLS
Bearing Capacity A minimum factor of safety of 1.5
should be maintained as the ratio of the ultimate bearing
capacity to the designed unit loading. Spread footers and
other methods may be used to meet factor requirements.
Sliding A minimum factor of 2.0 should be maintained
against sliding. This factor can be reduced to 1.5 when
passive pressures on the front of the wall are ignored.
Overturning A minimum factor of safety of 1.5 should
be used as the ratio of the resisting moment (that which
tends to keep the wall in place) to the overturning moment.
Drainage Unless adequate provisions are made to control
both surface and groundwater behind the retaining wall, a
Definition
substantial increase in active pressures tending to slide or
overturn the wall will result. When backfill is sloped down
to a retaining wall, surface drainage should be provided.
A structural wall constructed and located to prevent soil
Drainage systems with adequate outlets should be provided
movement.
behind retaining walls that are placed in cohesive soils.
Drains should be graded or protected by filters so soil
Purpose
material will not move through the drainfill.
To retain soil in place and prevent slope failures and
Load systems Several different loads or combination of
movement of material down steep slopes.
loads need to be considered when designing a retaining
wall. The minimum load is the level backfill that the wall is
Conditions Where Practice Applies
being constructed to retain. Its unit weight will vary
depending on its composition.
A retaining wall may be used where site constraints will not
allow slope shaping and seeding to stabilize an area. Slope
Additional loads such as line loads, surcharge loads, or
areas that demonstrate seepage problems or experience
slope fills, will add to make the composite design load
erosive conditions at the toe can utilize retaining walls to
system for the wall.
help stabilize these areas. Retaining walls can be built from
mortared block or stone, cast-in-place concrete, railroad
Construction Specifications
ties, gabions, and more recently, precast concrete modular
units and segmented walls that form a gravity retaining wall
Concrete Walls
(see Figure 5B.28 and 5B.29). These precast units allow for
ease and quickness of installation while their granular
1. Foundation will be prepared by excavating to the lines
backfill provides drainage. Selection of materials and type
and grades shown on the drawings and removing all
of wall should be based on hazard potential, load
objectionable material.
conditions, soil parameters, groundwater conditions, site
constraints, and aesthetics. 2. Subgrade will be compacted and kept moist at least 2
hours prior to placement of concrete.
Design Criteria
3. Steel reinforcing will be in accordance with the
schedule on the drawings and kept free of rust, scale,
The design of any retaining wall structure must address the
or dirt.
aspects of foundation bearing capacity, sliding, overturning,
drainage and loading systems. These are complex systems
4. Exposed edges will be chamfered ¾ inches.
and all but the smallest retaining walls should be designed
by a licensed engineer.
5. Drainfill will meet the gradations shown on the
drawings.
August 2005 Page 5B.61 New York Standards and Specifications
For Erosion and Sediment Control
6. Weep holes will be provided as drain outlets as shown 4. Granular fill will be placed behind the segmented wall
on the drawings. to provide drainage. It shall be compacted with a
plate vibrator. A drainage outlet will be provided as
7. Concrete will be poured and cured in accordance with specified on the construction drawings.
American Concrete Institute (ACI) specifications.
Gabions
Precast Units
1. Foundation will be prepared by excavating to the lines
1. Foundation will be prepared by excavating to the lines and grades shown on the drawings.
and grades shown on the drawings.
2. Subgrade will be compacted and leveled to receive
2. Subgrade will be compacted and trimmed to receive first layer of gabions. The first row will be keyed into
the leveling beam. the existing grade at the toe, a minimum of 1.5 feet.
3. Precast units will be placed in accordance with the 3. Gabions will be placed according to the manufacturers
manufacturers recommendation. recommendations.
4. Granular fill placed in the precast bins shall be placed 4. Gabions will be filled with stone or crushed rock from
in 3-foot lifts, leveled off and compacted with a plate 4 to 8 inches in diameter.
vibrator.
5. In corrosive environments, gabion wire should be
coated with Poly Vinyl Chloride (PVC).
Segmented Walls
1. Foundation will be prepared by excavating to the lines
Maintenance
and grades shown on the drawings.
Once in place, a retaining wall should require little
2. Sub-grade will be compacted and screeded to form the
maintenance. They should be inspected annually for signs
base for the first course of wall units.
of tipping, clogged drains, or soil subsidence. If such
conditions exist, they should be corrected immediately.
3. Units will be placed in accordance with the
manufacturers recommendations, with each
succeeding lift anchored and pinned as specified.
New York Standards and Specifications Page 5B.62 August 2005
For Erosion and Sediment Control
Figure 5B.28
Retaining Wall Examples
August 2005 Page 5B.63 New York Standards and Specifications
For Erosion and Sediment Control
Figure 5B.29
Segmented Retaining Wall
New York Standards and Specifications Page 5B.64 August 2005
For Erosion and Sediment Control
References
1. Natural Resources Conservation Service, USDA. 1992. Engineering Field Handbook. Washington, DC.
2. New York State Department of Transportation. Standards and Specifications. Albany, NY.
3. North Carolina Sedimentation Control Commission. 1998. Erosion and Sediment Control Planning and Design Manual
.
4. Schwab, O., et. al. 1955. Soil and Water Conservation Engineering. Glenn John Wiley & Sons, Inc. New York.
5. Soil Conservation Service, USDA. October 1977. National Handbook of Conservation Practices. Washington, DC.
6. Soil Conservation Service, USDA. September 1987. Drainage Guide for New York State. Syracuse, NY.
August 2005 Page 5B.65 New York Standards and Specifications
For Erosion and Sediment Control
Page Intentionally Left Blank
APPENDIX A
REVISED UNIVERSAL SOIL LOSS EQUATION (RUSLE)
CONTENTS
Page
List of Tables
List of Figures
Introduction ... . A.1
Why Use RUSLE? . .. A.1
Soil Erosion Estimates Using Revised Universal Soil Loss Equation For Sheet and Rill Erosion.. .. A.1
Step-by-Step, How To Use RUSLE ... ... . A.2
Examples .. .. A.2
References
Section prepared by:
Frederick B. Gaffney, former Conservation Agronomist
USDANatural Resources Conservation Service,
Syracuse, New York
and
Donald W. Lake Jr., P.E., CPESC, CPSWQ
Engineering Specialist
New York State Soil & Water Conservation Committee
List of Tables
Table Title Page
A.1 Approximated K Values for Some Representative Soils on Construction Sites in New York ... A.6
1
A.2 Values for Topographic Factor, LS, for High Ratio of Rill to Interrill Erosion . A.11
A.3 Factors for Converting Soil Losses (Air-Dry) from Tons (T) to Cubic Yards (Cu. Yds.) .. A.12
1
A.4 El Values of Certain Key Cities in the New York Area . A.13
A.5 Construction Site Mulching C Factors ..A.14
A.6 Cover Factor C Values for Different Growth Periods for Planted Cover Crops for Erosion Control
at Construction Sites .A.14
A.7 Cover Factor C Values for Established Plants ..A.15
A.8 Construction Site P Practice Factors ..A.15
List of Figures
Figure Title Page
A.1 Monthly Percent of Annual Erosion IndexNew York A.4
A.2 Monthly Percent of Annual Erosion IndexLong Island .. A.4
A.3 AVERAGE ANNUAL RAINFALLRUNOFF EROSIVITY FACTOR (R) for the Northeast . A.5
REVISED UNIVERSAL SOIL LOSS EQUATION (RUSLE)
by an appropriate cover or C-value. The benefit of a
Introduction
diversion ditch can be illustrated by comparing the original
The science of predicting soil erosion and sediment delivery
LS with the shorter slope length LS created when adding
has continued to be refined to reflect the importance of
this practice.
different factors on soil erosion and runoff. The Revised
Equation: A=RK(LS)C P Where:
Universal Soil Loss Equation (RUSLE) has improved the
effects of soil roughness and the effects of local weather on
A is the computed soil loss per acre per year in units of
the prediction of soil loss and sediment delivery.
tons. This quantity may be converted to cubic yards by
using conversion factors shown in Table A.3.
The importance of estimating erosion and sediment delivery
has long been recognized to minimize pollution by
R is the rainfall value reflecting the energy factor multiplied
sediments and the chemicals carried by soil particles. The
by the intensity factor. The R-values for each county are
visual effects of erosion include rills and gullies along with
provided in Figure A.3. EI is the abbreviation for energy
sediment blockages found in culverts or drainage ditches.
and intensity and is called the Erosion Index. The energy
A well planned, engineered and implemented erosion
component is related to the size of the raindrops while the
control and/or water management plan will alleviate many
intensity is the maximum intensity for a 30-minute interval
concerns about construction site erosion and potential
and is measured in inches per hour. EI is frequently
pollution.
illustrated in graphs by showing the percent of EI that
occurs within a period of days or months. From the index,
Why use RUSLE?
one can determine the period when the most intense storms
are likely to occur. See Figure A.1 and A.2.
RUSLE is a science-based tool that has been improved over
the last several years. RUSLE is a computation method
K is the soil erodibility factor. The value for the subsoil
which may be used for site evaluation and planning
condition, usually encountered in construction sites, can be
purposes and to aid in the decision process of selecting
determined based on soil texture (relative percent of sand,
erosion control measures. It provides an estimate of the
silt, and clay) or from most county soil surveys, found in
severity of erosion. It will also provide quantifiable results
the table providing Physical and Chemical Properties of
to substantiate the benefits of planned erosion control
Soils. However, K values for subsoils are not always
measures, such as the advantage of adding a diversion ditch
available. If the soil survey does not list a subsoil K for the
or mulch. For example, a diversion may shorten the length
soil series encountered, use the surface K value unless there
of slope used in calculating a LS factor. Also, the
is an obvious change from sand or gravel to silt or clay.
application of mulch will break raindrop impact and reduce
Contact the local SWCD or NRCS office for an appropriate
runoff (See discussion of L,S and C factors).
K value when in question. Approximated K values for
some representative soils on construction sites in NY can be
This section provides a method to calculate soil loss.
found in Table A.1.
Following the step-by-step procedure will provide estimated
erosion in tons per acre per year, which can be converted
L is the horizontal length of slope measured in feet. It is the
to the more usable measurement, cubic yards of soil.
point of origin where water will begin flowing down the
slope to the point where concentrated flow begins, such as
Other erosion prediction methods such as computer models
where water flows into a ditch, or deposition occurs and
are also available. Examples are the USDA-NRCS RUSLE
water disperses. S is the slope gradient. Slopes may be
2 athttp://fargo.nserl.purdue.edu/rusle2_dataweb/
uniform, concave (flattening toward the lower end) or
RUSLE2_Index.htm and USDA-ARS Water Erosion
convex (steepening toward the lower end). Table A.2
Prediction Project (WEPP) athttp://
assumes a uniform slope. If the slope is concave, the LS
topsoil.nserl.purdue.edu/nserlweb/weppmain/wpslp.html
factor will be slightly lower. If convex, then the LS will be
slightly higher. These factors are interrelated and the LS
Soil Erosion Estimates Using Revised
factor can be obtained from Table A.2. This LS table is
Universal Soil Loss Equation For Sheet and
specific for construction sites with little or no cover.
Rill Erosion
C is the factor to reflect the planned cover over the soil
As mentioned above, soil losses on construction sites can be
surface. Most construction sites are void of vegetation and
predicted by using the Revised Universal Soil Loss
therefore would have a value of one (1). On construction
Equation (RUSLE). The equation is as follows:
sites where mulch or fabrics are used, the benefit derived
A = RK(LS) for bare ground conditions of graded areas of
from intercepting the erosive raindrop impact on the soil
construction sites. Referring to the examples above, the
surface is calculated. For example, the value of two tons of
benefit of mulch can be predicted by multiplying the above
straw uniformly covering a slope results in a C-value of 0.1.
August 2005 Page A.1 New York Standards and Specifications
For Erosion and Sediment Control
(see Tables A.5-A.7 at back of this section) Therefore, LS = 3.11 (Interpolate between 400 and 600 at 8%)
mulching can substantially reduce the predicted soil loss.
A = RK(LS)C = 122 T/ac/yr
P is the factor that represents management operations and
50 ac x 122 Tons/ac/yr = 6100 Tons/yr
support practices on a construction site. Table A.8 lists P
factors for surface conditions on construction sites in
Convert to cu yds: 6100 T/yr x 0.87 cu yds /Y =
relation to bare soils.
5307 cu yds/yr
(0.87 cu yds/T is obtained from Table A.3, silt loam )
Step-by-Step, How to Use RUSLE
2.Compute soil losses from this unprotected surface for a 3
1. Determine the County. Use Figure A.3 to determine the
month period (June, July, August). This EI value is
R-value.
obtained as follows: Refer to the erosion index distribution
curve applicable to Syracuse, New York, Figure A.1. The
2. Determine the soil erodibility factor based on the soil
EI reading for June 1 is 17% and for September 1 is 76%.
series or the texture. Look up the appropriate K-value
The percent of average annual index for this period is 76% -
for subsoil using Table A.1.
17% or 59%. Since the annual erosion index for this
3. Measure the horizontal length (plan view) of slope (in
location is 80, the EI value for the 3 month period is 59% of
feet) from the top of the slope to the bottom. The
80 or 47.2.
bottom is either a ditch bank (concentration of water) or
flatter slope where deposition occurs and water disperses
R = 80 C = 1
(actual field measurement).
K = 0.49 LS = 3.11
Annual EI (R) = 80 3 month EI = 47.2
4. Determine the percent slope (actual field measurement).
5. Look up LS value in Table A.2. Interpolate if necessary
A = (EI)K(LS)C = 72 Tons/ac/3 mo.
to use the measured length and percent slope obtained
by field measurement.
50 ac x 72 Tons/ac/3 mo. = 3600 Tons/3 mo.
6. Determine the Cover (C) factorMost construction sites
Convert to cu yds: 0.87 cu yds/Tons x 3600 Tons/3 mo. =
are void of vegetation and therefore would have a value
3132 cu yds/3 mo
of one (1). For values of other cover conditions, such as
straw mulch, contact your local SWCD or NRCS office.
3.
Compute soil losses for the 1 year out of 5 when the
7. Multiply the R*K*(LS) to obtain soil loss in tons/acre/
rainfall intensity (R) will increase from the normal average
year.
annual value of 80 to an annual value of 129 (the latter
value is from Table A.4).
8. Convert to cubic yards if desired. Refer to the
conversion factors based on soil texture (Table A.3).
R = 129 (Change R from 80 to 129) K = 0.49
LS = 3.11 C = 1
9. Review the examples that follow for specific field
conditions where RUSLE may be useful.
A = RK(LS)C
Examples
A = 129 x 0.49 x 3.11 = 197 Tons/ac/yr
The following are examples showing how the Revised
Universal Soil Loss Equation is used for estimating soil
50ac x 197 Tons/ac/yr = 9850 Tons/yr
losses:
Convert to cu yds = 0.87 cu yds/Tons x 9850 Tons/yr =
Assume Syracuse, New York, as the locale of a
8570 cu yds/yr
construction site. The disturbed site is 50 acres in size, with
4.
an average gradient of 8% and an average slope length of
Compute soil losses for the 1 year out of 20 when the
500 feet. The soil is a Schoharie silt loam with a K value of
rainfall intensity (R) will increase from the average annual
0.49 in both the B and C horizons (The K value is obtained
R of 80 to an R of 197 (the latter value is from Table A.4).
from Table A.1). The LS value is 3.11 and is obtained from
Table A.2.
R = 197 (Change R from 80 to 197)
K = 0.49
1.Compute soil losses from this unprotected surface for a
LS = 3.11 C = 1
12 month period. The average annual rainfall erosion
A = RK(LS)C = 300 Tons/ac/yr
index (R) is 80.
50 ac x 300 Tons/ac/yr = 15,000 Tons/yr
Convert to cu yds = 0.87 cu yds/Tons x 15,000 Tons/yr =
R = 80 C = 1
13,050 cu yds/yr
K = 0.49
New York Standards and Specifications Page A.2 August 2005
For Erosion and Sediment Control
Examples (continued)Sediment YieldMUSLE
The Modified Universal Soil Loss Equation (MUSLE),
5. Compute soil losses from the expected magnitude of a
single storm that may occur once in 5 years. Looking at developed by Williams and Berndt, 1976, can be used to
Table A.4, the expected magnitude, or EI value, is 38. calculate sediment yields from drainage basins to specific
locations for selected storm events.
EI (R) = 38 C = 1
K = 0.49 The formula is given as:
LS = 3.11
0.56
T = 95( V x Qp)x K x LS x C x P
A = (EI)K(LS)C = 38 x 0.49 x 3.11 = 58 Tons/ac/yr
Where:
50 ac x 58 Tons/ac/yr = 2900 Tons/yr
T = sediment yield per storm event in tons
Convert to cu yds = 0.87 cu yds/Tons x 1650 Tons/yr = V = volume of runoff per storm event in acre-feet
2523 cu yds/yr Qp = peak flow per storm event in cubic feet per second
K, LS, C, and P are RUSLE factors
Values for V and Qp are determined from the sites drainage
6. Compute soil losses from the expected magnitude of a
single storm that may occur once in 10 years. The EI value analysis.
of this storm is 51. (Obtained from Table A.4.)
Example
EI (R) = 51 C = 1
K = 0.49
Compute the sediment yield volume to a basin from a
LS = 3.11
drainage area of 10 acres under construction (all disturbed)
for a 2 inch rainfall.
A = (EI)K(LS)C = 78 Tons/ac/yr
The soil (sandy loam) K = 0.43, LS = 2.34, the volume of
50 ac x 78 Tons/ac/yr = 3900 Tons/yr
runoff is 1.5 acre-feet and the peak discharge for the storm
is 5 cubic feet per second.
Convert to cu yds = 0.87 cu yds/Tons x 3900 Tons/yr =
3393 cu yds/yr
0.56
T = 95(1.5x5)(0.43)(2.34)(1)(1)
7. Compute soil losses from the expected magnitude of a
single storm that may occur once in 20 years. The EI value
T = 295.4 tons
of this storm is 65. (Obtained from Table A.4.)
295.4 tons x 0.70 cy/ton = 206.99 cubic yards
EI (R) = 65 C = 1
K = 0.49
LS = 3.11
A = (EI)K(LS)C = 99 Tons/ac/yr
50 ac x 99 Tons/ac/yr = 4950 Tons/yr
Convert to cu yds = 0.87 cu yds x 4950 Tons/yr =
4307 cu yds/yr
August 2005 Page A.3 New York Standards and Specifications
For Erosion and Sediment Control
Figure A.1
(USDA - NRCS)
Monthly Percent of Annual Erosion IndexNew York
Figure A.2
(USDA - NRCS)
Monthly Percent of Annual Erosion IndexLong Island
New York Standards and Specifications Page A.4 August 2005
For Erosion and Sediment Control
Figure A.3
August 2005 Page A.5 New York Standards and Specifications
For Erosion and Sediment Control
Table A.1
Approximated K Values for Some Representative Soils on
Construction Sites in New York
(For soils not in this table, contact the county Soil & Water
Conservation District for appropriate K value.)
Depositional Unit Construction
Family Textural Class Site
12
and Representative Series HorizonTextureClass K Values
I. Glacial Till
SANDY SKELETAL
Glouster AslLow .17
B & C vglcs Low
SANDY w/PAN
Essex AslLow
Bgls Low .20
Cx glcs Low
COARSE LOAMY w/PAN
Empeyville AstlMedium
BstslMedium .17
Bx vstsl Low
Cvstsl Low
Mardin Ach sil Low
Bch sil-1 Medium .28
Bx & C v ch 1 Medium
Paxton Afsl Medium
Bgfsl Medium .24
Cx gfsl High
Crary AsilMedium
Bvfsl High .43
IIBx, Cx, C st fsl Medium
COARSE LOAMY w/Bt
Madrid Afsl Medium
Bt gfsl Medium .28
Cgfsl Medium
COARSE LOAM, 20 TO 40 over BEDROCK
Lordstown Ach sil Low
Bch sil High
Cv ch 1 Low .43
RSiltstone or sandstone bedrock
2040 below surface
FINE LOAMY w/Bt
Ontario AlMedium .28
Bt gl Medium
Cgl Medium
New York Standards and Specifications Page A.6 August 2005
For Erosion and Sediment Control
Table A.1 (contd)
Approximated K Values for Some Representative Soils on
Construction Sites in New York
(For soils not in this table, contact the county Soil & Water
Conservation District for appropriate K value.)
Depositional Unit Construction
Family Textural Class Site
12
and Representative Series HorizonTextureClass K Values
I. Glacial Till (contd)
Cazenovia
AsilHigh
Bt siclHigh .43
Cgsil Medium
Nunda Ap ch sil High
B2ch sil High
IIB2t gcl Medium .49
IIC gl Medium
FINE AsilMedium
Hornell BsicHigh
Csh sic Medium .43
RShale bedrock 2040 below
surface
Remsen AsiclHigh
Bt cMedium .43
CcHigh
Churchville AsilHigh
Bt sicMedium .49
IIC gl Medium
COARSE LOAMY, NO PAN
Charlton Afsl Low
Bfsl High .43
Cgfsl Medium
Nellis AlMedium
BlHigh .43
Cgl Medium
Pittsfield AlMedium
Bgfsl Low .43
Cgfsl High
COARSE LOAMY/SAND or SANDY SKELETAL Afsl Medium
CantonBfsl Very High .64
IIC vgls Low
COARSE SILTY w/PAN AsilHigh
Canaseraga BsilVery High .49
IIBx & C chHigh
August 2005 Page A.7 New York Standards and Specifications
For Erosion and Sediment Control
Table A.1 (contd)
Approximated K Values for Some Representative Soils on
Construction Sites in New York
(For soils not in this table, contact the county Soil & Water
Conservation District for appropriate K value.)
Depositional Unit Construction
Family Textural Class Site
12
and Representative Series HorizonTextureClass K Values
I. Glacial Till (contd)
LOAMY SKELETAL
Manlius Ach sil Medium
Bvsh sil Low
C fractd shales Low .28
w/ silty fines
RShale bedrock 20-40 below
surface
FINE LOAMY w/PAN
Volusia Ach sil Low
Bx ch sil High .43
Cvch l Medium
FINE LOAMY, NO PAN
Kendaia AsilMedium .28
Bgsil Medium
Cgl Medium
II. Glacial Outwash and Water Worked
Morainic Deposits
SANDY SKELETAL
Agls Low
Hinckley
.17
Bgls Low
Cgsl Low
SANDY
Colonie Alfs Medium
Bfs Low
.24
Cfs Low
LOAMY SKELETAL
Chenango Agl Low
Bvgl Low
.24
Cgls Low
FINE LOAMY/SANDY or SANDY SKELETAL
Palmyra Agl Low
Bgl Medium
.28
IIC g & s Low
LOAMY SKELETAL/CLAYEY
Varysburg Agl Low
B2t vgl Low
IIB2t sicMedium .28
IIC layered High
sic, sil sicl
New York Standards and Specifications Page A.8 August 2005
For Erosion and Sediment Control
Table A.1 (contd)
Approximated K Values for Some Representative Soils on
Construction Sites in New York
(For soils not in this table, contact the county Soil & Water
Conservation District for appropriate K value.)
Depositional Unit Construction
Family Textural Class Site
12
and Representative Series HorizonTextureClass K Values
II. Glacial Outwash and Water Worked
Morainic Deposits (contd)
COARSE LOAMY AslLow
Riverhead BslLow .17
Cs w/ thin Low
layers of g
COARSE LOAMY/SANDY or
SANDY SKELETAL
Haven AlHigh .43
BlHigh
IIC gsLow
III. Lacustrine or Stream Terrace Deposits
COARSE SILTY
Unadilla AsilHigh .64
BsilVery High
CsilVery High
COARSE SILTY w/FRAGIPAN
Williamson AsilHigh
Bx silVery High .64
CsilVery High
COARSE SILTY/SANDY or SANDY SKELETAL
Allard AsilHigh
BsilVery High .64
IIC vgls Low
FINE SILTY w/Bt
Collamer AsilHigh
BtsilHigh .64
CLayers of sl, Very High
vfs
FINE
Schoharie AsiclHigh
BtsicMedium .49
CsicHigh
VERY FINE
Vergennes AcHigh
BtcLow .49
CcLow
August 2005 Page A.9 New York Standards and Specifications
For Erosion and Sediment Control
Table A.1 (contd)
Approximated K Values for Some Representative Soils on
Construction Sites in New York
(For soils not in this table, contact the county Soil & Water
Conservation District for appropriate K value.)
Depositional Unit Construction
Family Textural Class Site
12
and Representative Series HorizonTextureClassK Values
III. Lacustrine or Stream Terrace Deposits
AlfsMedium
(contd)
SANDY o/CLAYEY Blfs Low
Claverack IIC sic High 0.43
R
COARSE LOAMY o/CLAYEY
Elmwood Afsl Medium
Bsl Low
Csicl High 0.43
1 The thickest B and C horizons in the official series were used in making the K value determinations.
2 Soil texture abbreviations:
Gravel ... .g Fine sandy loam .fsl Sandy clay loam .. ...scl
Very coarse sand . ..vcos Very fine sandy loam .vfsl Stoney clay loam . ...stcl
Coarse sand . ..cos Gravelly sandy loam ..gs Silty clay . sic
Sand . ..s Loam ..g Clay . c
Fine sand ... fs Gravelly loam .gl Channery .ch
Very fine sand ...vfs Stoney loam .. .stl Shaly sh
Loamy coarse sand.. .lcos Silt ..si Very channery ..vch
Loamy sand ..ls Silt loam .sil Very shaly vsh
Loamy fine sand ... lfs Clay loam ...cl Sandy loam ..sl
Silty clay loam . .sisl
New York Standards and Specifications Page A.10 August 2005
For Erosion and Sediment Control
Table A.2
(USDA - NRCS)
Values for Topographic Factor, LS,
1
for High Ratio of Rill to Interrill Erosion
August 2005 Page A.11 New York Standards and Specifications
For Erosion and Sediment Control
Table A.3
(USDA - NRCS)
Factors for Converting Soil Losses (Air-Dry)
from Tons (T) to Cubic Yards (Cu. Yds.)
1
The number in parentheses is the air-dry weight of the soil in pounds per cubic foot. The conversion factors were
33
calculated from these air-dry weights using: soil loss (tons) x (2000 lbs/ton) x (ft/dry density lbs) x (cubic yard/27ft).
New York Standards and Specifications Page A.12 August 2005
For Erosion and Sediment Control
Table A.4
1
El Values of Certain Key Cities in the New York Area
EI Values at
Expected Magnitude of a Single Storm
20% and 5% Probability Levels
EI Value Normally Exceeded Once in
Probability (EI)
2
Location20%*5%**5 Years10 Years20 Years
New York
Albany 114 159 38 47 56
Binghamton 106 146 36 47 58
Buffalo 96 139 36 49 61
Geneva 106 152
Marcellus 112 167 38 49 62
Rochester 101 151 38 54 75
Salamanca 106 157 32 40 49
Syracuse 129 197 38 51 65
Pennsylvania
Erie181 331
Scranton 140 188 44 53 63
Vermont
Burlington 114 178 35 47 58
Connecticut
New Haven 222 310 73 96 122
New Jersey
Atlantic City 229 311 77 97 117
Marlboro 254 343 85 111 136
Trenton 216 308 76 102 131
* Once each five years
** Once each twenty years
1
From Agricultural Handbook No. 537
2
For additional cities, refer to Agricultural Handbook 537, Tables 17 & 18.
August 2005 Page A.13 New York Standards and Specifications
For Erosion and Sediment Control
Table A.5
Construction Site Mulching C Factors
(Data from Wischmeier and Smith 1978, Pitt 2004)
1
Type of Mulch Mulch Rate Land Slope (%) Mulching C Length Limit (ft)
(tons per acre) Factor
None 0all1.0 n/a
Straw or hay, tied down by 1.0 1-5 0.20 200
anchoring and tacking 1.0 6-10 0.20 100
equipment 1.5 1-5 0.12 300
1.5 6-10 0.12 150
2.0 1-5 0.06 400
2.0 6-10 0.06 200
2.0 11-15 0.07 150
2.0 16-20 0.11 100
2.0 21-25 0.14 75
2.0 26-33 0.17 50
2.0 34-50 0.20 35
Wood Chips 7<160.08 75
716-20 0.08 50
12 <160.05 150
12 16-20 0.05 100
12 21-33 0.05 75
25 <160.02 200
25 16-20 0.02 150
25 21-33 0.02 100
25 34-50 0.02 75
1
Maximum slope lengths for which the specified mulch rate is considered effective. If these limits are exceeded, either a
higher application rate or mechanical shortening of the effective slope length is required (such as with terracing).
Table A.6
Cover Factor C Values for Different Growth Periods for Planted Cover Crops for
Erosion Control at Construction Sites
(Data from Wischmeier and Smith 1978, Pitt 2004)
SBPeriod 1Period 2Period 3aPeriod 3bPeriod 3c
(seedbed
preparation)
(establishment)(development)(maturing crop)(maturing crop)(maturing crop)
1
Crop Canopy 0-10% 10-50% 50-75% 75-80% 75-90% 75-96%
Seeding on topsoil, 0.79 0.62 0.42 0.17 0.11 0.06
without mulch
Seeding on a desur-1.0 0.75 0.50 0.17 0.11 0.06
faced area, where
residual effects of
prior vegetation are
no longer significant
Sod 0.01 0.01 0.01 0.01 0.01 0.01
1
Percent canopy cover is the percentage of the land surface that would not be hit by directly falling rain drops because the
drops would be intercepted by the plant. It is the portion of the soil surface that would be covered by shadows if the sun were
directly overhead.
New York Standards and Specifications Page A.14 August 2005
For Erosion and Sediment Control
Table A.7
Cover Factor C Values for Established Plants
(data from NRCS NEH Chapter 3 and Wischmeier and Smith 1978)
Percentage of surface covered by residue in contact with the soil
PercentPlant Type 0%20 4060 80 95+
1
Cover
C factor for grass, grasslike plants, 0Grass0.45 0.20 0.10 0.042 0.013 0.0003
or decaying compacted plant litter
C factor for broadleaf herbaceous 0Weeds0.45 0.24 0.15 0.091 0.043 0.011
plants (including most weeds with
little lateral root networks), or un-
decayed residues
Tall weeds or short brush with 25Grass0.36 0.17 0.09 0.038 0.013 0.003
2
average drop height of =20 inches
Weeds0.36 0.20 0.13 0.083 0.041 0.011
50Grass0.26 0.13 0.07 0.035 0.012 0.003
Weeds0.26 0.16 0.11 0.076 0.039 0.011
75Grass0.17 0.12 0.09 0.068 0.038 0.011
Weeds0.17 0.12 0.09 0.068 0.038 0.011
Mechanically prepared sites, with 0None 0.94 0.44 0.30 0.20 0.10 Not
no live vegetation and no topsoil, given
and no litter mixed in.
1
Percent cover is the portion of the total area surface that would be hidden from view by canopy if looking straight downward.
2
Drop height is the average fall height of water drops falling from the canopy to the ground.
Table A.8
(USDA-NRCS)
Construction Site P Practice Factors
Surface Condition P Factor
Bare Soil Loose 1.0
Freshly disked or rough irregular surface 0.9
Compact smooth by equipment up and down hill 1.3
Compact smooth by equipment across slope 1.2
Contoured Furrows:
Slope (%) Maximum Downslope Length (ft) P Factor
1-2 350 0.6
3-5 250 0.5
6-8 200 0.5
9-12 125 0.6
13-16 75 0.7
17-20 60 0.8
>2050 0.8
Source: USDA-NRCS; HDI, 1987; Wischmeier and Smith, 1978
August 2005 Page A.15 New York Standards and Specifications
For Erosion and Sediment Control
References
1. Predicting Soil Erosion by Water: A Guide to Conservation Planning With the Revised Universal Soil Loss Equation
(RUSLE). USDA-Agricultural Research Service Agric. Hdbk. No. 703. Renard, K.G., G. R. Foster, G.A. Weesies, D.K.
McCool, and D.C. Yoder. 1997.
2. (data from Wischmeier and Smith 1978)
3. Construction Site Erosion and Sediment Controls: Planning, Design and Performance. R. Pitt, S. Clark, and D. Luke.
2004.
New York Standards and Specifications Page A.16 August 2005
For Erosion and Sediment Control
APPENDIX B
PERFORMANCE EVALUATION FOR TEMPORARY
EROSION AND SEDIMENT CONTROL PRACTICES
CASE 1Swale A, Average Conditions
Background
Standard details and drawings for temporary erosion and Given:
sediment control practices have been used since the early
1970s. Many of these details were developed by the Drainage Area = 4.9 acres
United States Department of Agriculture (USDA) Soil
Hydrologic Soil Group = C
Conservation Service (SCS), now known as the Natural
Runoff Curve Number = 91
Resources Conservation Service (NRCS). These details
(C soil disturbed for construction)
were incorporated into many state design manuals. These
practices included the following:
Slope of Swale = 3%
Rainfall (P) = 2.5 inches
· Earth Dike
(This represents NY states average 1-year, 24-hour storm)
· Temporary Swale
· Perimeter Dike/Swale
Runoff (Q) = 1.6 inches
· Level Spreader
Time of Concentration for Runoff (T) = 6 minutes
c
· Pipe Slope Drain
(assumed 0.1 hour, the shortest allowed with TR-55)
· Straw Bale Dike
· Silt Fence
From Section 4, TR-55 Graphical Method, where:
What made the use of these details attractive was that they
were sized based upon the drainage area, and no extensive
I = Initial Abstraction = 0.198"
a
engineering calculations were needed for design. For
Q = Runoff in inches
in
example, if we needed to design a temporary swale to
q = Unit peak discharge in cubic feet per second per square
u
control the runoff from 8 acres above a disturbed
mile
construction area by sloping the swale at 3 percent, we
A = Drainage area in square miles
m
would look at page 7A.3and select Swale B, with a channel
F = Pond and swamp factor
p
treatment of seed and straw mulch. The Swale B cross
section is a 6-foot bottom width, 1-foot design depth, and
Drainage Area = 4.9/640 = 0.00766 sq. mi.
2:1 side slopes.
if P = 2.5 inches, then I/P = 0.00, use 0.1
a
This selection process is independent of location in New
York State as well as the design rainfall amount. As a
Q = 1.6
in
result, individuals have often wondered what level of
protection is actually being provided.
Then, from Figure 4.15 (Type 2), q = 1,000 csmlin
u
Site specific practice design depends on a number of
from Equation 4.8 q = (q)(A)(Q)(F)
pump
variables. These include drainage area, hydrologic soil
group, cover, topography, rainfall amount, and intensity or
Therefore, q = (1,000)(.00766)(1.6)
p
distribution. The following evaluation procedure can be
used to incorporate these variables into the practice design.
q = 12.2 cfs
p
The procedure can also be used to design temporary
practices for site specific storm events.
For Swale A, the design cross-section shows a bottom width
of 4 feet., design depth of 1 foot, and 2:1 side slopes.
Conveyance Evaluation Procedure
2
Therefore, swale area = 6 ft for design depth
This method of evaluating the performance of a practice is
2/3 1/2
Compute velocity, V = 1.486 ( A )S
applicable to most of the temporary practices. The first
n Wp
example evaluates the effectiveness of the temporary swale.
Where
n = .040 for vegetated channels
August 2005 Page B.1 New York Standards and Specifications
For Erosion and Sediment Control
A = 6 sq. ft.
CASE 3
This site is adjacent to a significant water body
Wp = 8.2 ft. (wetted perimeter) in Westchester County. We want to protect the site for the
2-year, 24-hour storm.
S = .03 ft/ft (slope)
Given:
2/31/2
Therefore, V = 1.486 ( 6 ) (.03)
Drainage Area = 10 acres
.04 8.2
Hydrologic Soil Group = D soils
= 5 feet per second
Runoff Curve Number = 94, ("D" under construction)
Slope of Swale = 3%
Since Q = AV, the swale capacity is
Rainfall (P) = 3.5 inches; Ia = 0.128"
2
Q = (6 ft)(5 ft/sec) = 30 cfs or more than
Runoff (Q) = 2.8 inches; Type 3 rainfall
twice required
Assume Time of Concentration for Runoff (T) = 0.1 hour
c
(most conservative value)
A = 10/640 = 0.01563 sq. mi.
m
CASE 2Swale B, Average Conditions
I/P = 0.128/3.5 = 0.04, therefore use 0.1
a
Given:
From Figure 4.16 (Type 3), q = 655 CSM
u
Drainage Area = 10 acres
Therefore, qp = (655)(0.01563)(2.8)
Hydrologic Soil Group = C
Runoff Curve Number = 91, therefore I = 0.198"
= 28.7 cfs
a
Slope of Swale = 3%
Rainfall (P) = 2.5 inches
From CASE 2, Swale B, we know that the maximum
capacity is 43 cfs with a velocity of 5.37 feet per second.
Runoff (Q) = 1.6 inches
Time of Concentration for Runoff (T) = 0.1
c
Our conclusions would indicate that Swale B is adequate
for capacity. The velocity is higher and thus a mulch lining
Similarly to Case 1, q = 1,000 CSM
u
should be used to protect the swale from erosion.
A = 10/640 = 0.01563
m
Storage Evaluation Procedure
q = (1,000)(.01563)(1.6) = 25 cfs
p
Practices such as silt fence, straw bale dikes, and earthen
berms are often used on slopes or near the toes of fill slopes
For Swale B, the design cross-section has a 6-foot bottom
to capture sediment laden runoff. These have failed many
width, 1-foot depth, and 2:1 side slopes.
times in the field due to poor siting, improper installation,
lack of maintenance, and little consideration of the proper
2
Therefore, the area = 8 ft
use of the practice.
Computing velocity for a swale slope of 3%,
As an example of how careful we need to be in using these
practices, look at the use of silt fence in the following
2/31/2
V = 1.486 ( 8 ) (.03)
typical situations.
.04 10.47
V = (37.15)(.836)(.173) = 5.37 ft/sec
Since Q = AV, the swale capacity is
2
Q = (8 ft)(5.37 ft/sec) = 43 cfs
New York Standards and Specifications Page B.2 August 2005
For Erosion and Sediment Control
CASE 1CASE 2
At the toe of a 3:1 earthfill Determine level of protection for CASE 1
when fence is moved 10 feet from the toe of slope.
Given: 30' high earthfill
Hydrologic Soil GroupC When the silt fence is moved 10' away from the 3:1 slope,
Therefore, Runoff Curve Number = 91 the design area of storage equals,
Typically, the installed height of the silt fence is 30-36". 337.5 sq. ft. + 1,500 sq. ft. = 1,837.5 cu.ft. per 100 feet
The maximum design sediment depth behind the silt fence of fence
is 50% of its height, or 18" maximum.
Since this is the maximum runoff volume that can be
For this case, the design sediment area is equal to: controlled, the runoff depth is,
3
A = 1/2bh 1,837.5 ft = 0.193 feet = 2.3 inches
2
9,500 ft
From Section 4, Figure 4.1 for a Q = 2.3 inches, and a
Curve Number at 91, P is interpreted at 3.2 inches.
h
1
Thus, this design configuration can manage to store the
b = 18"
3
runoff from a 3.2 inch rainfall event.
This method can be used to evaluate the positioning of these
A = 1/2 (1.5')(4-5') = 3.375 sq. ft. per linear foot sediment control practices on the contour to hold sediment
close to its source. It allows a designer to evaluate an
This equals 337.5 cubic feet per 100 feet of fence. existing condition, or to select a specific level of protection
higher than that which may be provided by the standard
The actual slope surface is approximately 95 feet. For a details.
rainfall of 1 inch on this site, the runoff equals 0.4 inches.
The total volume of runoff would equal
0.4 inches x 9500 sq. ft. = 317 cu. ft.
12 inches/ft
This example shows that the volume required for a 1-inch
storm is barely provided, but the location of the fence
provides no buffer for material that rolls down the slope nor
room for maintenance. The fence should be located at least
10 feet from the toe of the slope.
August 2005 Page B.3 New York Standards and Specifications
For Erosion and Sediment Control
Page Intentionally Left Blank
APPENDIX C
COST ANALYSIS OF
EROSION AND SEDIMENT CONTROL PRACTICES
CONTENTS
Page
List of Tables
Analyzing Benefits and Costs . C.1
Ascribing Effects to Treatment Measures C.1
Pricing Treatment Measures and Benefits .. . C.1
Period of Analysis and Evaluation ... C.1
Appraisal of Damages and Treatment Costs C.1
Treatment Measures .. ... C.1
Benefit-Cost Analysis .. C.2
Example . ... C.2
Cost EstimateSITE EXAMPLE C.5
References
Section prepared by:
Donald W. Lake Jr., P.E., CPESC, CPSWQ
Engineering Specialist
New York State Soil & Water Conservation Committee
List of Tables
Table Title Page
C.1 Cost Table . . C.3
C.2 Annual Maintenance Cost As Percentage of Installation Cost .. C.4
C.3 Cost EstimateSITE EXAMPLE . C.5
COST ANALYSIS OF
EROSION AND SEDIMENT CONTROL PRACTICES
normalized prices (based on past prices and trends) should
Analyzing Benefits and Costs
be used for estimating future values (benefits, operations
and maintenance costs and replacement costs) for
Benefit-Cost analysis is a technique used to determine
permanent type measures only.
whether a measure will result in more benefits than it will
cost.
Period of Analysis and Evaluation
For the purposes of making a benefit-cost analysis for
erosion and sediment control, the time period associated The period of analysis in years should equal the economic
with erosion and sedimentation is considered to extend from life (need for a measure) or the physical life of treatment
the first disturbance of the land to the time of establishing measures, whichever is less. The benefits considered over
effective erosion control. the evaluation period include those accruing over the
period.
Ascribing Effects to Treatment Measures
The annual costs of permanent measures chargeable to the
evaluation period include the amortized installation cost and
The generally accepted basis for attributing effects of
the future annual operation, maintenance, and replacement
treatment measures on a comparable basis is the with and
cost necessary to provide the benefits over the evaluation
without approach. This approach compares the expected
period. The amortization rate should be based on prevailing
difference in damages between what is expected if no
local interest rates at the time of installation.
control is used and what is expected if a measure is
installed. The total difference in expected damage is the
Appraisal of Damages and Treatment Costs
estimated benefit of the measure.
Sediment damages may be related to (1) deposition of Many people are affected by the damages resulting from
eroded materials on flood plains, in channels, reservoirs, erosion and sedimentation. Also, communities and
residences, utilities, and other properties that require the individuals benefit from its prevention, reduction, or
removal and disposition of materials, and the repairing of mitigation.
damaged facilities and (2) swamping damage which
adversely affects existing features or limits potential Costs will be incurred to: (1) install remedial treatment
improvement of land caused by a rise in the ground water measures; or (2) correct damages; or (3) a combination of
table or by impairing surface drainage. the two.
Sediment resulting from construction sites can be deposited
Treatment Measures
along a stream and cause individual landowners to pay for
its removal. Sediment can also destroy aesthetic values of a
Treatment measures on developing sites are frequently
stream (clean water vs. turbid water) and adversely impact
temporarygenerally lasting only one or two construction
stream fisheries and micro-organisms.
seasons. Benefits and cost for temporary measures can be
compared directly using current prices.
In municipal and industrial uses where water is pumped
directly from a river or reservoir, slugs of sediment
Permanent measures are planned to trap sediment and
associated with excessive rainfall may pose sever water
control erosion and runoff during and beyond the
quality problems. Turbidity may be increased, necessitating
construction period. The prevention of sediment damages
increased treatment, which raises the cost of operations.
can be accomplished by either, or both of, two methods:
Sediment may also be deposited in storm drains, reducing
their ability to control flooding. This increases flood
1. Stabilizing sediment source areas by applying
damage and requires the cleanout of sediment from the
conservation erosion control measures.
storm drain systems.
2. Trapping sediment before it leaves the construction
Pricing Treatment Measures and Benefits
area (sediment control)
Prices applied should reflect values expected to prevail at (Erosion control is often more effective than sediment
the time of occurrence. Current prices are used for control at preventing sediment damage. It is highly
installation costs of treatment measures. Projected recommended to use both methods to maximize benefits.)
August 2005 Page C.1 New York Standards and Specifications
For Erosion and Sediment Control
Some of the potential benefits from preventing downstream construction period, sediment delivered to the channel will
sediment transport and deposition include: be reduced 90 percent (P). The cost of the measures would
be as follows, (no amortization is required since costs and
1. Prevention or reduction in cost of removal and benefits are incurred in a similar one year period):
disposition of sediment from properties.
1. Land grading measures .$2,000
2. Prevention or reduction in damage to property.
2. Temporary sediment basin $3,000
3. Prevention of water quality impairment.
a. Construction $1,500
Some permanent measures may be retained to provide long-
b. Maintenance $1,000
term benefits.
c. Restoration ..$500
For example, a sediment basin may be cleaned out after Total Cost (C) ... .$5,000
construction is finished and utilized for aesthetics,
recreation, fish, or stormwater management. The without treatment condition reveals damages in the
form of costs to remove sediment. Benefit (costs saved) are
Benefits and costs for permanent measures need to be derived by subtracting the sediment removal costs under the
converted by discounting and amortizing to average annual with treatment condition.
figures for comparison.
1. Without treatment condition
Benefit-Cost Analysis
8,000 cu.yd. (S) x $2.00/cu.yd. (Y) = $16,000 (SxY)
A simple equation for determining the benefits of
2. With treatment condition
controlling sediment is:
a. Costs (C) described above = ...$5,000
B = (SxY) - \[C + (SxY)(1.00-P)\]
b. Removal costs for the 10% of sediment that passes
through the control measure (measure is 90%
Where: B = Benefits in dollars.
effective)
(SxY)(1.00-P) = (16,000)(1.00 - .90) $1,600
S = Cubic yards of sediment expected to move off the
site if no control measures are applied. (See Section 3).
c. Total Cost = $5,000 + $1,600 = . .$6,600
Y = Cost in dollars per yard to recover and dispose of
3. Benefits
sediment that has moved off the site.
$16,000$6,600 = ..$9,400 (B)
C = Estimated cost of temporary measures to be
($9,400 is money saved by installing sediment treatment)
installed. (See Cost Tables).
Using the formula directly, the computations show the same
results:
P = Estimated effectiveness of proposed measures
expressed as a decimal.
B = (SxY)-\[c + (SxY)(1.00-P)\]
Example
B = ($8,000 x 2.00)-\[($5,000 + (8,000 x 2.00)(1.00-0.90)\]
B = ($16,000)-($5,000 + 1,600)
This example illustrates the methodology of a benefit-cost
analysis:
B = ($16,000)-($6,600)
B = $9,400
Given: A construction site of 78 acres, which without
erosion or sediment control measures will yield about 5 acre
In this example, the more economical approach would be to
feet or 8,000 cubic yards of sediment (S) to the lower end of
install treatment measures rather than correct damages at a
the site. There is a channel with several culverts located
later date. A third alternative would be do nothing which
below the site and it is assumed all the sediment would be
would result in a higher flood damage hazard that would
deposited in it. It would be necessary to remove all the
need evaluation under a more sophisticated analytical
additional sediment in order to maintain the capacity of the
model. Also, in this simple example, water quality issues
channel and avoid increased hazard to flooding. The cost of
(such as habitat loss) were not included even though
removing and disposing the sediment is estimated at $2.00
society, in general, does place a value on such issues.
per cubic yard (Y).
With temporary erosion and sediment control measures,
including a sediment basin, in place during the one year
New York Standards and Specifications Page C.2 August 2005
For Erosion and Sediment Control
Table C.1Cost Table
The cost of implementing erosion and sediment control practices is highly variable and dependent upon many factors including
availability and proximity of materials, time of year, prevailing wage rates, and regional cost trends to name a few. It is therefore
difficult to develop cost estimates that are applicable statewide and year-round. The cost data contained in this chapter is based on
actual bid prices from county and state highway construction projects, and suppliers for the year 2000. The following cost figures
are provided to aid project planners in estimating erosion and sediment cost for feasibility studies. The actual dollar amounts are
not recommended for use in estimating and bidding construction contracts. It is advisable to check with local suppliers and
contractors for this purpose.
Erosion and Sediment
Control Measures $ Low $ High $ Median
VEGETATIVE MEASURES
Temporary Seeding 400/ac. 1,020/ac. 550/ac.
Permanent Seeding 1,500/ac. 2,690/ac. 2,000/ac.
Straw Mulch 660/ac. 1,000/ac. 750/ac.
Wood Mulch 23,000/ac. 23,000/ac.
Topsoil Stripping 1.60 cu.yd.
Topsoil Spreading 20/cu.yd.
Sodding 12/sq.yd.
RECP Netting 4.00/sq.yd. 4.53/sq.yd. 4.50 sq.yd.
Tree Protection 5/ln.ft.
BIOTECHNICAL MEASURES
Willow Wattles 10/ln.ft.
Live Stakes 1.50/ln.ft.
Brush Layering 8/ln.ft.
RUNOFF CONTROL MEASURES
Temporary Swale 2.00/ln.ft. 3.00/ln.ft. 2.50/ln.ft.
Rock Check Dam 130/ea. 450/ea. 200/ea.
Diversion or Grass Channel 6/ln.ft. 12/ln.ft. 10/ln.ft.
Riprap Channel 36.40/cu.yd. 55.00/cu.yd. 45.00/cu.yd.
Level Lip Spreader 25/ln.ft.
Rock Outlet Structure 1,000/ea.
August 2005 Page C.3 New York Standards and Specifications
For Erosion and Sediment Control
Table C.1 (contd)
Cost Table
Erosion and Sediment
Control Measures $ Low $ High $ Median
SEDIMENT CONTROL MEASURES
Silt Fence 2.00/ln.ft. 2.68/ln.ft. 2.50/ln.ft.
Straw Bale Berm 3.25/ln.ft. 5.00/ln.ft. 4.00/ln.ft.
Stabilized Construction Entrance 30/cu.yd.
Temporary Sediment Basin 50/cu.yd.
Temporary Sediment Trap 600/ea. 2,000/ea. 1,500/ea.
Temporary Silt Dike 12/ln.ft.
Turbidity Curtain 4/sq.yd. 55/sq.yd. 20/sq.yd.
Filter Fabric Inlet Protection 100/ea.
Excavated Drop Inlet Protection 500/ea.
Temporary Sediment Tank 2,600/ea.
Block & Gravel Inlet Protection 500/ea.
Table C.2
Annual Maintenance Cost As Percentage of Installation Cost
ItemPercentage (%)
Seeding 20
Mulch 2
Silt Fence 100
Sediment Trap 20
Sediment Basin 25
Inlet Protection 60
Stabilized Construction Entrance 100
Rock Riprap 10
Grass Channel 10
Temporary Swale 50
Level Lip Spreader 50
Tree Protection 50
Rock Outlet Structure 20
New York Standards and Specifications Page C.4 August 2005
For Erosion and Sediment Control
Cost EstimateSITE EXAMPLE
This example illustrates the use of Tables C.1 and C.2 to compute a cost estimate for erosion and sediment control for a site
plan.
For the site example shown in Appendix F, the following cost estimate table (Table C.3) can be constructed. Unit costs are
based on the median value in Table C.1. Since the construction schedule indicates a 9-month period to complete, we will
use the annual maintenance figure in Table C.2 for the estimate.
It should be noted that many items are permanent practices, such as the rock riprap lined channel, permanent seeding, grass-
lined channel, level lip spreader, and the rock outlet structures.
Table C.3
Cost Estimate For Site Example in Appendix F
TOTAL
ESIMATED
ITEMQUANTITYUNIT COSTAMOUNT ($)MAINTENANCE ($)COST ($)
1. Stabilized 22.2 cu.yd. $30 cu.yd. 666 666 1,332
Construction Entrance
2. Rock Riprap 350 cu.yd. $45/cu.yd. 15,750 1,575 17,325
3. Seeding 2.5 ac. $2,000/ac. 5,000 1,000 6,000
4. Grass Channel 1,100 ln.ft.. $10/ln.ft. 11,000 1,100 12,100
5. Temporary Swale 900 ln.ft. $2.50/ln.ft. 2,250 1,125 3,375
6. Level Lip Spreader 10 ln.ft. $25/ln.ft. 250 125 375
7. Drop Inlet Protection
a. Filter Fabric 1 ea. $100/ea. 100 60 160
b. Block & Gravel 1 ea. $500/ea. 500 300 800
8. Silt Fence 100 ft. 2.50/ln.ft. 250 250 500
9. Tree Protection 80 ln.ft. $5.00/ln.ft. 400 200 600
10. Sediment Trap 1 ea. $1,500/ea. 1,500 300 1,800
11. Sediment Basin 285 cu.yd. $50/cu.yd. 14,250 3,600 17,850
12. Rock Outlet 2 ea. $1,000/ea. 2,000 400 2,400
Structure
64,617
TOTAL
August 2005 Page C.5 New York Standards and Specifications
For Erosion and Sediment Control
References
1. Soil Conservation Service, USDA. Oct. 1977. National Handbook for Conservation Practices, U.S. Government
Printing Office, Washington, D.C.
2. Soil Conservation Service, USDA. July 1984. Engineering Field Manual of Conservation Practices, 4th Printing,
U.S. Government Printing Office, Washington, D.C.
3. Soil Conservation Service, USDA. June 1986. Urban Hydrology for Small Watersheds, Technical Release 55,
Second Edition, U.S. Government Printing Office, Washington, D.C.
4. Soil Conservation Service, USDA. Sept. 1987. Drainage Guide for New York State, Syracuse, N.Y.
New York Standards and Specifications Page C.6 August 2005
For Erosion and Sediment Control
APPENDIX D
FERTILIZER LABELS AND PURE LIVE SEED
August 2005 Page D.1 New York Standards and Specifications
For Erosion and Sediment Control
FERTILZER CALCULATION EXAMPLE
EXAMPLE
A one-half acre lawn area needs 20 pounds of nitrogen (N) (40 pounds per acre) to achieve vigorous, green growth. The
supplier has 10-10-10 in 50 pound bags. How many bags of fertilizer are needed?
NOTE: Always apply as closely as possible the required amount of fertilizer to meet the requirements of the site.
Adding surplus nitrogen may cause pollution of drinking water and saltwater ecosystems. Excessive phosphorus may
accelerate the aging process of freshwater ecosystems. Excessive amounts of N and K2O may result in 'burning' the grass
and killing it.
ANSWER
10-10-10 has 10% of each N, P2O5, and K2O in the bag. Based on the N needed,
40-lbs/ac divided by 0.1 (10%) = 400 lbs. for one acre.
Divide by 2 for ½ acre=200 lbs. of fertilizer or 4-fifty pound bags of 10-10-10 fertilizer.
HOW TO CALCULATE PURE LIVE SEED
Pure Live Seed, or PLS, refers to the amount of live seed in a lot of bulk seed. The cost of PLS seed is proportionally
higher than bulk price. Calculating Pure Live Seed can help you save money and do the best jobs possible. Take a look at
the label on a bag of seed. You will find a lot of information such as the type of seed, the supplier, test date and where
the seed came from. More importantly, you will see seed purity, and germination percent. To compute pure live seed,
multiply the "germination percent" times the "purity" and divide that by "100" to get PURE LIVE SEED.
is the percentage of pure seed. A high percentage of pure seed is required for crop seed, but some chaffy grasses
(Purity
and native plants may have a lower percent purity. A high pure seed percentage will provide the best results.
is the percentage of pure seed that will produce normal plants when planted under favorable
Germination percentage
conditions.)
Example:
96% germination x 75% purity = 72% PLS
100
Then divide the "Cost per pound" by "Pure Live Seed" and you will have the cost per pound of the Pure Live Seed.
$2.50 per pound = $ 3.47 per Pound of PLS
72%
New York Standards and Specifications Page D.2 August 2005
For Erosion and Sediment Control
APPENDIX E
EROSION & SEDIMENT CONTROL PLAN
FOR SMALL HOMESITE CONSTRUCTION
CONTENTS
Page
List of Figures
Definition .. . . E.1
Purpose ... E.1
Criteria .. .. E.1
Specifications .. ... . E.1
Small Homesite Minimum Requirements .. E.1
Small Homesite Examples (with Vegetative Requirements and Compliance Form) E.3
Appendix prepared by:
Paula Smith, CPESC, CPSWQ
Executive Director
Monroe County Soil & Water Conservation District
List of Figures
Figure Title Page
E.1 Erosion Control Plan Condition 1 . E.3
E.2 Erosion Control Plan Condition 2. .. E.5
E.3 Erosion Control Plan Condition 3 .. E.7
E.4 Erosion Control Plan Condition 4... .. E.9
E.5 Construction Details for Stabilized Construction Entrance and Silt Fence E.11
E.6 Construction Details for Straw Bale Dike and Rock Check Dam .. E.12
EROSION AND SEDIMENT CONTROL PLAN
FOR SMALL HOMESITE CONSTRUCTION
· Re-vegetating the site as soon as possible;
Definition
· Locating soil piles away from roads or waterways;
Small homesite erosion and sediment control plans are a
· Limiting tracking of mud onto streets by requiring all
group of minimum erosion and sediment control practices
vehicles to use designated access drives;
and management techniques that apply to small homesite
· Removing sediment carried off-site by vehicles or storms;
construction activity on a single residential lot, in order to
· Installing downspout extenders to prevent erosion from
prevent polluted discharge.
roof runoff; and
· Maintaining erosion and sediment practices through
Purpose
sediment removal, structure replacement, etc.
This appendix lays out a series of minimum requirements
Specifications
for erosion and sediment control, and management practices
that may be used to meet these requirements. Use of these
Each construction site is different. The owner/developer of
templates will help show compliance with the general
a small construction site may choose and follow one of the
requirements for construction activities that require basic
four variations of ESC plans included in this section to
stormwater pollution prevention plans (SWPPP). This
develop a SWPPP in compliance with the SPDES
applies to the construction of small homesites. The owner/
Construction Permit For Stormwater Discharges From
developer must complete the relevant conditions (1-4), or
Construction Activities. However, because of the general
small parcel erosion and sediment control plan included in
nature of the following conditions, the plans included in
this section, and submit the NOI in order to meet
this section may not cover all of the resource protection
compliance with the SPDES General Permit for Stormwater
needs on a particular site, and this form does not exempt
Discharges From Construction Activities.
an owner from the responsibility of filing an NOI.
Criteria
Small Homesite Minimum Requirements:
Generally, several types of practices are required on any
1. Stabilized Construction Entrance:
one site for effective erosion and sediment control. There
To prevent vehicles and equipment from tracking sediment
are three broad categories of construction-related practices
and mud off-site, apply gravel or crushed rock to the
for controlling erosion and sediment on small homesite
driveway area and restrict traffic to this one route. This
developments:
practice will help keep soil from sticking to tires and stop
soil from washing off into the street. Carry out periodic
1. Cover practices prevent erosion by protecting the soil
inspections and maintenance including washing, top-
surface from rainfall and runoff. Prevention of erosion is the
dressing with additional stone, reworking, and compaction.
most preferable and cost-effective approach. These
Plan for periodic street cleaning to remove any sediment
practices include: protection of existing vegetation;
that may have been tracked off-site. Remove sediment by
temporary covering of exposed soil by mulching, matting,
shoveling or sweeping and transport to a suitable disposal
or covering; and permanent site stabilization by topsoiling,
area where it can be stabilized.
seeding, and/or sodding.
2. Structural Practices are structural controls that either
2. Stabilization of Denuded Areas:
reduce erosion, control runoff, or keep sediment on the
Stabilization measures must be initiated as soon as
construction site. Examples of these practices include
practicable, but in no case more than 14 days after the
stabilized construction entrances, filter fences, sediment
construction activity has ceased. In frozen ground
traps, berms, and check dams.
conditions, stabilization measures must be initiated as soon
as practicable. Where construction activity on a portion of
3. Management Measures are construction
the site is temporarily ceased, and earth-disturbing activities
management methods that prevent or reduce erosion
will be resumed within twenty-one (21) days, temporary
potential and ensure the proper functioning of erosion and
stabilization measures need not be initiated on that portion
sediment control practices. Careful construction
of the site.
management can dramatically reduce the costs associated
with erosion and sediment problems. Examples of these
Stabilize denuded areas by implementing soil covering
management measures include:
practices (e.g. mulching, matting, sodding). Exposed soils
are the most prone to erosion from rainfall and runoff.
· Preserving existing trees and grass where possible to
Vegetation helps protect the soil from these forces and
prevent erosion;
provides natural erosion control. Plan construction to limit
August 2005 Page E.1 New York Standards and Specifications
For Erosion and Sediment Control
the amount of exposed area, and avoid grading activities sediment over the dam Replace stones as needed to
during the rainy season (November through March) as maintain the design cross section of the structures.
much as possible. Clearing limits should be clearly marked Sediment removal is crucial to the effectiveness of the
and kept as small as possible. Once construction is damif not maintained, high flows could cause erosion
completed, the site must be permanently stabilized with around the sides of the structures, adding significant
topsoiling, seeding and plantings, or sodding if needed. sediment loads downstream.
5. Maintenance:
3. Protection of Adjacent Properties:
Maintain erosion and sediment control practices through
Keep sediment on-site by using structural and source
regular inspection. Regular maintenance is extremely
control practices (e.g. vegetative buffer strips, sediment
important for the proper operation of structural practices.
barriers, soil berms or dikes, etc). See Sections 3, 4, or 5 as
After initial groundbreaking, the builder shall conduct site
appropriate. Wherever possible, preserve a buffer of
inspections at least once every 14 calendar days and within
existing vegetation around the site boundary. This will help
24 hours of the end of a storm event of 0.5 inches or
to decrease runoff velocities and trap sediment suspended in
greater.
the runoff. Other structural controls such as filter fence or
straw bale barriers should also be used to filter runoff and
6. Other Practices:
trap sediment on-site.
Use additional practices as required by the local plan
approval authority to mitigate effects of increased runoff.
When excavating basement soils, move the soil to a location
This may include providing additional controls to a locally
that is, or will be, vegetated, such as in the backyard or side
protected stream or resource area, protecting riparian
yard area. This will increase the distance eroded soil must
corridors (vegetative stream buffers), etc. Individual
travel, through vegetation, to reach the storm sewer system.
homeowners and/or developers are responsible for
Piles should be situated so that sediment does not run into
researching additional requirements related to erosion and
the street or adjoining yards. Soil piles should be
sediment runoff control established by their local
temporarily seeded and circled with silt fence until the soil
jurisdictions.
is either replaced or removed. Backfill basement walls as
soon as possible and rough grade the lot. This will eliminate
the large soil mounds, which are highly erodible, and
prepare the lot for temporary cover. After backfilling, grade
or remove excess soil from the site quickly, to eliminate any
sediment loss from surplus fill.
4. Concentrated Flow:
For constructed drainage ways, or other areas of
concentrated flow, install check dams according to the
specifications on page E.12 to reduce erosion in the
channel. As with other erosion controls, check dams must
be inspected regularly. Remove sediment accumulated
behind the dam as needed to allow channel to drain through
the stone check dam and prevent large flows from carrying
New York Standards and Specifications Page E.2 August 2005
For Erosion and Sediment Control
Figure E.1
Erosion Control Plan Condition 1
water quality impacts. ment or as needed to mitigate required by local code enforce-3. Use additional practices as
August 2005 Page E.3 New York Standards and Specifications
For Erosion and Sediment Control
Condition 1Vegetative Requirements & Compliance Form
Vegetation Requirements:
1.) Site Preparation
A. Install needed water and erosion control measures and bring area to be seeded to desired grades using a minimum of 4 in. topsoil.
B. Prepare seedbed by loosening soil to a depth of 4-6 inches.
C. Lime to a pH of 6.5
E. Fertilize as per soil test or, if fertilizer must be applied before soil test results are received, apply 850 pounds of 5-10-10 or equivalent
per acre (20 lbs/1,000 sq. ft.)
F. Incorporate lime and fertilizer in top 2-4 inches of topsoil.
G. Smooth. Remove all stones over 1 inch in diameter, sticks, and foreign matter from the surface. Firm the seedbed.
2.) PlantingSunny Location.
Use a cultipacker type seeder if possible. Seed to a depth of 1/8 to 1/4 inch. If seed is to be broadcast, cultipack or roll after seeding. If
hydroseeded, lime and fertilizer may be applied through the seeder and rolling is not practical. Seed using the following mix and rates:
Species (% by weight) lbs/1,000sq. ft lbs./acre
65% Kentucky bluegrass blend . .. 2.0-2.6 .. 85-114
20% perennial ryegrass . 0.6-0.8 .. 26-35
15% fine fescue . 0.4-0.6 . 19-26
Total .. 3.0-4.0 . 130-175
or,
100% Tall fescue, Turf-type, fine leaf .. 3.4-4.6 . 150-200
3.) When using the cultipacker or broadcast seed method, mulch using small grain straw, applied at a rate of 2 tons per acre; and anchor
with a netting or tackifier. Hydroseed applications should include mulch, fertilizer and seed.
Common white clover can be added to mixtures at the rate of 1-2 lbs/acre to help maintain green color during the dry summer period,
however, they will not withstand heavy traffic. FertilizingFirst year, (spring seedlings) three to four weeks after germination apply 1
pound nitrogen/1,000 square feet using a complete fertilizer with a 2-1-1 or 4-1-3 ratio or as recommended by soil test results. For
summer and early fall seedings, apply as above unless air temperatures are above 85ºF for extended period. Wait until heat wave is over
to fertilize. For late fall/ winter seedings, fertilize in spring. Restrict usenew seedlings should be protected from use for one full year to
allow development of a dense sod with good root structure.
Certification Statement
Please complete and sign this 2-sided document (with Typical Erosion Control Plan) and attach to BLUEPRINTS and SITE
PLAN prior to any earth disturbance. These documents must be kept on site and be available for review as requested by any
agent of the NYSDEC. This 2-sided form can be used as a basic stormwater pollution prevention plan, but will not
exempt a landowner from filing a Notice of Intent.
"I certify under penalty of law that I understand and agree to comply with the terms and conditions of the ESC plan for the construction site
identified in such ESC plan as a condition of authorization to discharge stormwater. I also understand that the operator must comply with
the terms and conditions of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater
discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards."
_________________________________________________________________________________________________
Builder/Contractor (print) Signature
___________________________________________________________________________________________________
Address
___________________________________________________________________________________________________
Telephone Fax E-mail
New York Standards and Specifications Page E.4 August 2005
For Erosion and Sediment Control
Figure E.2
Erosion Control Plan Condition 2
August 2005 Page E.5 New York Standards and Specifications
For Erosion and Sediment Control
Condition 2Vegetative Requirements & Compliance Form
Vegetation Requirements:
1.) Site Preparation
A. Install needed water and erosion control measures and bring area to be seeded to desired grades using a minimum of 4 in. topsoil.
B. Prepare seedbed by loosening soil to a depth of 4-6 inches.
C. Lime to a pH of 6.5
E. Fertilize as per soil test or, if fertilizer must be applied before soil test results are received, apply 850 pounds of 5-10-10 or equivalent
per acre (20 lbs/1,000 sq. ft.)
F. Incorporate lime and fertilizer in top 2-4 inches of topsoil.
G. Smooth. Remove all stones over 1 inch in diameter, sticks, and foreign matter from the surface. Firm the seedbed.
2.) PlantingSunny Location.
Use a cultipacker type seeder if possible. Seed to a depth of 1/8 to 1/4 inch. If seed is to be broadcast, cultipack or roll after seeding. If
hydroseeded, lime and fertilizer may be applied through the seeder and rolling is not practical. Seed using the following mix and rates:
Species (% by weight) lbs/1,000sq. ft lbs./acre
65% Kentucky bluegrass blend . .. 2.0-2.6 .. 85-114
20% perennial ryegrass . 0.6-0.8 .. 26-35
15% fine fescue . 0.4-0.6 . 19-26
Total .. 3.0-4.0 . 130-175
or,
100% Tall fescue, Turf-type, fine leaf .. 3.4-4.6 . 150-200
3.) When using the cultipacker or broadcast seed method, mulch using small grain straw, applied at a rate of 2 tons per acre; and anchor
with a netting or tackifier. Hydroseed applications should include mulch, fertilizer and seed.
Common white clover can be added to mixtures at the rate of 1-2 lbs/acre to help maintain green color during the dry summer period,
however, they will not withstand heavy traffic. FertilizingFirst year, (spring seedlings) three to four weeks after germination apply 1
pound nitrogen/1,000 square feet using a complete fertilizer with a 2-1-1 or 4-1-3 ratio or as recommended by soil test results. For
summer and early fall seedings, apply as above unless air temperatures are above 85ºF for extended period. Wait until heat wave is over
to fertilize. For late fall/ winter seedings, fertilize in spring. Restrict usenew seedlings should be protected from use for one full year to
allow development of a dense sod with good root structure.
Certification Statement
Please complete and sign this 2-sided document (with Typical Erosion Control Plan) and attach to BLUEPRINTS and SITE
PLAN prior to any earth disturbance. These documents must be kept on site and be available for review as requested by any
agent of the NYSDEC. This 2-sided form can be used as a basic stormwater pollution prevention plan, but will not
exempt a landowner from filing a Notice of Intent.
"I certify under penalty of law that I understand and agree to comply with the terms and conditions of the ESC plan for the construction site
identified in such ESC plan as a condition of authorization to discharge stormwater. I also understand that the operator must comply with
the terms and conditions of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater
discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards."
_________________________________________________________________________________________________
Builder/Contractor (print) Signature
___________________________________________________________________________________________________
Address
___________________________________________________________________________________________________
Telephone Fax E-mail
New York Standards and Specifications Page E.6 August 2005
For Erosion and Sediment Control
Figure E.3
Erosion Control Plan Condition 3
August 2005 Page E.7 New York Standards and Specifications
For Erosion and Sediment Control
Condition 3Vegetative Requirements & Compliance Form
Vegetation Requirements:
1.) Site Preparation
A. Install needed water and erosion control measures and bring area to be seeded to desired grades using a minimum of 4 in. topsoil.
B. Prepare seedbed by loosening soil to a depth of 4-6 inches.
C. Lime to a pH of 6.5
E. Fertilize as per soil test or, if fertilizer must be applied before soil test results are received, apply 850 pounds of 5-10-10 or equivalent
per acre (20 lbs/1,000 sq. ft.)
F. Incorporate lime and fertilizer in top 2-4 inches of topsoil.
G. Smooth. Remove all stones over 1 inch in diameter, sticks, and foreign matter from the surface. Firm the seedbed.
2.) PlantingSunny Location.
Use a cultipacker type seeder if possible. Seed to a depth of 1/8 to 1/4 inch. If seed is to be broadcast, cultipack or roll after seeding. If
hydroseeded, lime and fertilizer may be applied through the seeder and rolling is not practical. Seed using the following mix and rates:
Species (% by weight) lbs/1,000sq. ft lbs./acre
65% Kentucky bluegrass blend . .. 2.0-2.6 .. 85-114
20% perennial ryegrass . 0.6-0.8 .. 26-35
15% fine fescue . 0.4-0.6 . 19-26
Total .. 3.0-4.0 . 130-175
or,
100% Tall fescue, Turf-type, fine leaf .. 3.4-4.6 . 150-200
3.) When using the cultipacker or broadcast seed method, mulch using small grain straw, applied at a rate of 2 tons per acre; and anchor
with a netting or tackifier. Hydroseed applications should include mulch, fertilizer and seed.
Common white clover can be added to mixtures at the rate of 1-2 lbs/acre to help maintain green color during the dry summer period,
however, they will not withstand heavy traffic. FertilizingFirst year, (spring seedlings) three to four weeks after germination apply 1
pound nitrogen/1,000 square feet using a complete fertilizer with a 2-1-1 or 4-1-3 ratio or as recommended by soil test results. For
summer and early fall seedings, apply as above unless air temperatures are above 85ºF for extended period. Wait until heat wave is over
to fertilize. For late fall/ winter seedings, fertilize in spring. Restrict usenew seedlings should be protected from use for one full year to
allow development of a dense sod with good root structure.
Certification Statement
Please complete and sign this 2-sided document (with Typical Erosion Control Plan) and attach to BLUEPRINTS and SITE
PLAN prior to any earth disturbance. These documents must be kept on site and be available for review as requested by any
agent of the NYSDEC. This 2-sided form can be used as a basic stormwater pollution prevention plan, but will not
exempt a landowner from filing a Notice of Intent.
"I certify under penalty of law that I understand and agree to comply with the terms and conditions of the ESC plan for the construction site
identified in such ESC plan as a condition of authorization to discharge stormwater. I also understand that the operator must comply with
the terms and conditions of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater
discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards."
_________________________________________________________________________________________________
Builder/Contractor (print) Signature
___________________________________________________________________________________________________
Address
___________________________________________________________________________________________________
Telephone Fax E-mail
New York Standards and Specifications Page E.8 August 2005
For Erosion and Sediment Control
Figure E.4
Erosion Control Plan Condition 4
August 2005 Page E.9 New York Standards and Specifications
For Erosion and Sediment Control
Condition 4Vegetative Requirements & Compliance Form
Vegetation Requirements:
1.) Site Preparation
A. Install needed water and erosion control measures and bring area to be seeded to desired grades using a minimum of 4 in. topsoil.
B. Prepare seedbed by loosening soil to a depth of 4-6 inches.
C. Lime to a pH of 6.5
E. Fertilize as per soil test or, if fertilizer must be applied before soil test results are received, apply 850 pounds of 5-10-10 or equivalent
per acre (20 lbs/1,000 sq. ft.)
F. Incorporate lime and fertilizer in top 2-4 inches of topsoil.
G. Smooth. Remove all stones over 1 inch in diameter, sticks, and foreign matter from the surface. Firm the seedbed.
2.) PlantingSunny Location.
Use a cultipacker type seeder if possible. Seed to a depth of 1/8 to 1/4 inch. If seed is to be broadcast, cultipack or roll after seeding. If
hydroseeded, lime and fertilizer may be applied through the seeder and rolling is not practical. Seed using the following mix and rates:
Species (% by weight) lbs/1,000sq. ft lbs./acre
65% Kentucky bluegrass blend . .. 2.0-2.6 .. 85-114
20% perennial ryegrass . 0.6-0.8 .. 26-35
15% fine fescue . 0.4-0.6 . 19-26
Total .. 3.0-4.0 . 130-175
or,
100% Tall fescue, Turf-type, fine leaf .. 3.4-4.6 . 150-200
3.) When using the cultipacker or broadcast seed method, mulch using small grain straw, applied at a rate of 2 tons per acre; and anchor
with a netting or tackifier. Hydroseed applications should include mulch, fertilizer and seed.
Common white clover can be added to mixtures at the rate of 1-2 lbs/acre to help maintain green color during the dry summer period,
however, they will not withstand heavy traffic. FertilizingFirst year, (spring seedlings) three to four weeks after germination apply 1
pound nitrogen/1,000 square feet using a complete fertilizer with a 2-1-1 or 4-1-3 ratio or as recommended by soil test results. For
summer and early fall seedings, apply as above unless air temperatures are above 85ºF for extended period. Wait until heat wave is over
to fertilize. For late fall/ winter seedings, fertilize in spring. Restrict usenew seedlings should be protected from use for one full year to
allow development of a dense sod with good root structure.
Certification Statement
Please complete and sign this 2-sided document (with Typical Erosion Control Plan) and attach to BLUEPRINTS and SITE
PLAN prior to any earth disturbance. These documents must be kept on site and be available for review as requested by any
agent of the NYSDEC. This 2-sided form can be used as a basic stormwater pollution prevention plan, but will not
exempt a landowner from filing a Notice of Intent.
"I certify under penalty of law that I understand and agree to comply with the terms and conditions of the ESC plan for the construction site
identified in such ESC plan as a condition of authorization to discharge stormwater. I also understand that the operator must comply with
the terms and conditions of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater
discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards."
_________________________________________________________________________________________________
Builder/Contractor (print) Signature
___________________________________________________________________________________________________
Address
___________________________________________________________________________________________________
Telephone Fax E-mail
New York Standards and Specifications Page E.10 August 2005
For Erosion and Sediment Control
Figure E.5
Construction Details for Stabilized Construction Entrance and Silt Fence
August 2005 Page E.11 New York Standards and Specifications
For Erosion and Sediment Control
Figure E.6
Construction Details for Straw Bale Dike and Check Dam
New York Standards and Specifications Page E.12 August 2005
For Erosion and Sediment Control
APPENDIX F
SAMPLE EROSION AND SEDIMENT CONTROL PLAN
CONTENTS
Page
Introduction ... . . F.1
Narrative .. F.2
Planned Erosion and Sedimentation Control Practices .. F.3
Construction Schedule ... . F.5
Maintenance Plan . F.6
Vicinity Map .. . F.6
Site Topographic MapExhibit 1 ... .. F.7
Site Development MapExhibit 2. ... . F.8
Site Erosion and Sediment Control PlanExhibit 3. . F.9
Drawings and Specifications ... F.10
Vegetative Plan . .. . F.31
This appendix is adapted from the North Carolina
Erosion and Sediment Control Planning and
Design Manual, North Carolina Sedimentation
Control Commission by Donald W. Lake Jr., P.E.,
CPESC, CPSWQ, Engineering Specialist, New
York State Soil &Water Conservation Committee
EXAMPLE EROSION AND SEDIMENT CONTROL PLAN
Introduction
What follows is an example erosion and sedimentation control plan based on one from the files of the State of North
Carolina. The site is located in the Piedmont region. The plan was modified to demonstrate the application of a variety of
erosion and sedimentation control practices.
This example plan was developed in detail for instructive purposes. The specific number of maps, practices, drawings,
specifications, and calculations required depends on the size and complexity of the development. The vegetative treatment
is from a sample North Carolina plan and no attempt was made to modify the treatment for New York conditions. The
designer should select the most practical and effective practices to control erosion and prevent sediment from leaving the
site. The plan should be organized and presented in a clear, concise manner. Sufficient design and background information
should be included to facilitate review by erosion control personnel. Construction details should be precise and clear for use
by an experienced general contractor.
An acceptable erosion and sedimentation control plan must, at a minimum, contain:
1. brief narrative
2. construction schedule
3. maintenance plan
4. vicinity map
5. site topographic map including soil survey information
6. site development plan
7. erosion and sedimentation control plan drawing¹
8. detail drawings and specifications
9. vegetative plan
Although this example is from North Carolina, its organization, analysis, and detail are appropriate in all locations. The
original content of the example was retained for continuity. Regarding practices selected, refer to the flow charts in Section
2 to correlate with the control groups. In the example, the temporary diversion equates to New Yorks earth dike.
Supporting calculations for these practices are not included to maintain the size of this publication. However, the criteria in
each of the practice standards in the appropriate sections, will guide the user in their design.
¹ On large projects, the designer should show the erosion and sediment control plan on separate sheets, reflecting the actual
topography at the time the phase starts, and show only existing and final grades for that phase under construction.
August 2005 Page F.1 New York Standards and Specifications
For Erosion and Sediment Control
Narrative
Project Description
The purpose of the project is to construct two large commercial buildings with associated paved roads and parking area.
Another building will be added in the future. Approximately 6 acres will be disturbed during this construction period. The
site is 11.1 acres located in Granville County, 2 miles north of Deal, NC, off Terri Road (see Vicinity Map).
Site Description
The site has rolling topography with slopes generally 4 to 6%. Slopes steepen to 10 to 20% in the northwest portion of the
property where a small, healed-over gully serves as the principal drainageway for the site. The site is now covered with
volunteer heavy, woody vegetation, predominately pines, 15 to 20 ft. high. There is no evidence of significant erosion
under present site conditions. The old drainage gully indicates severe erosion potential and receives flow from 5 acres of
woods off-site. There is one large oak tree, located in the western central portion of the property, and a buffer area, fronting
Terri Road, that will be protected during construction.
Adjacent Property
Land use in the vicinity is commercial/industrial. The land immediately to the west and south has been developed for
industrial use. Areas to the north and east are undeveloped and heavily wooded, primarily in volunteer pine. Hocutt Creek,
the off-site outlet for runoff discharge, is presently a well stabilized, gently flowing perennial stream. Sediment control
measures will be taken to prevent damage to Hocutt Creek. Approximately 5 acres of wooded area to the east contribute
runoff into the construction area.
Soils
The soil in the project area is mapped as Creedmoor sandy loam in B and C slope classes. Creedmoor soils are considered
moderately well to somewhat poorly drained with permeability rates greater than 6 inches/hour at the surface, but less than
0.1 inches/hour in the subsoil. The subsurface is pale brownstone loam, 6 inches thick. The subsoil consists of a pale
brown and brownish yellow sandy clay loam ranging from light gray clay, 36 inches thick. Below 36 inches is a layer of
fine sandy loam to 77 inches. The soil erodibility factor (K value) ranges from 0.20 at the surface to 0.37 in the subsoil.
Due to the soil permeability of the subsoil that will be exposed during grading, a surface wetness problem with high runoff
is anticipated following significant rainfall events. No groundwater problem is expected. The tight clay in the subsoil will
make vegetation difficult to establish. A small amount of topsoil exists on-site and will be stockpiled for use in
landscaping.
New York Standards and Specifications Page F.2 August 2005
For Erosion and Sediment Control
Planned Erosion and Sedimentation Control Practices
1. Sediment Basin: A sediment basin will be constructed in the northwest corner of the property. All water from disturbed
areas, about 6 acres, will be directed to the basin before leaving the site (Note: The undisturbed areas to the east and north
could have been diverted, but this was not proposed because it would have required clearing to the property line to build the
diversion and the required outlet structure). See pages F.10-F.12 for details.
2. Temporary Gravel Construction Entrance/Exit: A temporary gravel construction entrance will be installed near the
northwest corner of the property. During wet weather it may be necessary to wash vehicle tires at this location. The
entrance will be graded so that runoff water will be directed to an inlet protection structure and away from the steep fill area
to the north. See page F.12 for specifications.
3. Temporary Block and Gravel Drop Inlet Protection: A temporary block and gravel drop inlet protection will be
installed at the drop inlet located on the south side of the construction entrance. Runoff from the device will be directed
into the sediment basin (Note: The presence of this device reduces the sediment load on the sediment basin and provides
sediment protection for the pipe. In addition, sediment removal at this point is more convenient than from the basin). See
page F.13 for specifications.
4. Temporary Diversion: Temporary diversions will be constructed above the 3:1 cut slopes south of Buildings A and B
to prevent surface runoff from eroding these banks (Note: Sediment-free water may be diverted away from the project
sediment basin). A temporary diversion will be constructed near the middle of the disturbed area to break up this long,
potentially erosive slope, should the grading operation be temporarily discontinued. A temporary diversion dike will be
constructed along the top edge of the fill slope at the end of each day during the filling operation to protect the fill slope.
This temporary diversion will outlet to the existing undisturbed channel near the north edge of the construction site and/or
to the temporary inlet protection device at the construction entrance as the fill elevation increases. See page F.14 for
specifications.
5. Level Spreader: A level spreader will serve as the outlet for the diversion east of Building A and south of Building B.
The area below the spreader is relatively smooth and heavily vegetated with a slope of approximately 4%. See page F.15
for specifications.
6. Tree Preservation and Protection: A minimum 2.0 ft. high protective fence will be erected around a large oak tree at
the dripline to prevent damage during construction. Sediment fence materials may be used for this purpose. See page F.16
for specifications.
7. Land Grading: Heavy grading will be required on approximately 6 acres. The flatter slope after grading will reduce
the overall erosion potential of the site. The buildings will be located on the higher cut areas, and the access road and open
landscaped areas will be located on fill areas. See pages F.16F.17 for specifications.
All cut slopes will be 3:1 or flatter to avoid instability due to wetness, provide fill material, give an open area around the
buildings, and allow vegetated slopes to be mowed. Cut slopes will be fine graded immediately after rough grading; the
surface will be disked and vegetated according to the Vegetation Plan (pages F.29F.31).
Fill slopes will be 2:1 with fill depths as much as 12 to 15 ft. Fill will be placed in layers not to exceed 9 inches in depth
and compacted (Note: Fills of this depth should have detailed compaction specifications in the general construction
contract. These specifications are not part of the erosion and sedimentation control plan).
August 2005 Page F.3 New York Standards and Specifications
For Erosion and Sediment Control
The fill slope in the north portion of the property is the most vulnerable area to erosion on the site. Temporary diversions
will be maintained at the top of this fill slope at all times, and the filling operation will be graded to prevent overflow to the
north. Filling will be done as a continuous operation until final grade is reached. The paved road located on the fill will be
sloped to the south and will function as a permanent diversion. The area adjacent to the roads and parking area will be
graded to conduct runoff to the road culverts. Runoff water from the buildings will be guttered to the vegetated channels.
The finished slope face to the north will not be back-bladed. The top 2 to 6 inches will be left in a loose and roughened
condition. Plantings will be protected with mulch, as specified in the Vegetation Plan.
A minimum 15-ft undisturbed buffer zone will be maintained around the perimeter of the disturbed area (Note: This will
reduce water and wind erosion, help contain sediment, reduce dust, and reduce final landscaping costs).
8. Temporary Sediment Trap: A small sediment trap will be constructed at the intersection of the existing road ditch and
channel number 3 to protect the road ditch. Approximately 2 acres of disturbed area will drain into this trap. See pages
F.18F.19 for specifications.
9. Sediment Fence: A sediment fence will be constructed around the topsoil stockpile and along the channel berm
adjacent to the deep cut area as necessary to prevent sediment from entering the channels. See pages F.19F.20 for
specifications.
10. Grass-Lined Channel: Grass-lined channels with temporary straw-net liners will be constructed around Buildings A
and B to collect and convey site water to the projects sediment basin. See pages F.21F.23 for specifications.
11. Riprap-Lined and Paved Channels: A riprap channel will be constructed in the old gully along the north side of the
property starting in the northwest corner after all other construction is complete. This channel will replace the old gully as
the principal outlet from the site. See pages F.24F.25 for specifications.
12. Construction Road Stabilization: As soon as final grade is reached on the entrance road, the subgrade will be sloped
to drain to the south and stabilized with a 6-inch course of NC DOT standard ABC stone. The parking area and its entrance
road will also be stabilized with ABC stone to prevent erosion and dust during the construction of the buildings prior to
paving. See pages F.25F.26 for specifications.
13. Outlet Stabilization Structure: A riprap apron will be located at the outlet of the three culverts to prevent scour. See
pages F.26F.27 for specifications.
14. Surface Roughening: The 3:1 cut slopes will be lightly roughened by disking just prior to vegetating, and the surface
4 to 6 inches of the 2:1 fill slopes will be left in a loose condition and grooved on the contour. See page F.28 for
specifications.
15. Surface Stabilization: Stabilization of the surface will be accomplished with vegetation and mulch as specified in the
vegetation plan. One large oak tree, southwest of Building A, and a buffer area between the parking lot and Terri Road, will
be preserved. Roadway and parking lot base courses will be installed as soon as finished grade is reached.
16. Dust Control: Dust control is not expected to be a problem due to the small area of exposure, the undisturbed
perimeter of trees around the site, and the relatively short time of exposure (not to exceed 9 months). Should excessive dust
be generated, it will be controlled by sprinkling.
New York Standards and Specifications Page F.4 August 2005
For Erosion and Sediment Control
Construction Schedule
1. Obtain plan approval and other applicable permits.
2. Flag the work limits and mark the oak tree and buffer area for protection.
3. Hold pre-construction conference at least one week prior to starting construction.
4. Install sediment basin as the first construction activity.
5. Install storm drain with block and gravel inlet protection at construction entrance/exit.
6. Install temporary gravel construction entrance/exit.
7. Construct temporary diversions above proposed building sites. Install level spreader and sediment trap and vegetate
disturbed areas.
8. Complete site clearing except for the old gully channel in the northwest portion of the site. This area will be cleared
during the last construction phase for the installation of the riprap liner.
9. Clear waste disposal area in the northeast corner of property, only as needed.
10. Rough grade site, stockpile topsoil, construct channels, install culverts and outlet protection, and install sediment fence
as needed. Maintain diversions along top of fill slope daily. NOTE: A temporary diversion will be constructed across the
middle of the graded area to reduce slope length and the bare areas mulched should grading be discontinued for more than 3
weeks.
11. Finish the slopes around buildings as soon as rough grading is complete. Leave the surface slightly roughened and
vegetate and mulch immediately.
12. Complete final grading for roads and parking and stabilize with gravel.
13. Complete final grading for buildings.
14. Complete final grading of grounds, topsoil critical areas, and permanently vegetate, landscape, and mulch.
15. Install riprap outlet channel and extend riprap to the pipe outlet under the entrance road.
16. All erosion and sediment control practices will be inspected weekly and after rainfall events. Needed repairs will be
made immediately.
17. After the site is stabilized, remove all temporary measures and install permanent vegetation on the disturbed areas.
18. Estimated time before final stabilization9 months.
August 2005 Page F.5 New York Standards and Specifications
For Erosion and Sediment Control
Maintenance Plan
1. All erosion and sediment control practices will be checked for stability and operation following every runoff-producing
rainfall but in no case less than once every week. Any needed repairs will be made immediately to maintain all practices
as designed and installed for their appropriate phase of the project.
2. The sediment basin will be cleaned out when the level of sediment reaches 2.0 ft below the top of the riser. Gravel will
be cleaned or replaced when the sediment pool no longer drains properly.
3. Sediment will be removed from the sediment trap and block and gravel inlet protection device when storage capacity has
been approximately 50% filled. Gravel will be cleaned or replaced when the sediment pool no longer drains properly.
4. Sediment will be removed from behind the sediment fence when it becomes about 0.5 ft deep at the fence. The sediment
fence will be repaired as necessary to maintain a barrier.
5. All seeded areas will be fertilized, reseeded as necessary, and mulched according to specifications in the vegetative plan
to maintain a vigorous, dense vegetative cover.
Vicinity Map
N
New York Standards and Specifications Page F.6 August 2005
For Erosion and Sediment Control
Site Topographic MapExhibit 1
August 2005 Page F.7 New York Standards and Specifications
For Erosion and Sediment Control
Site Development MapExhibit 2
New York Standards and Specifications Page F.8 August 2005
For Erosion and Sediment Control
Site Erosion and Sediment Control PlanExhibit 3
August 2005 Page F.9 New York Standards and Specifications
For Erosion and Sediment Control
New York Standards and Specifications Page F.10 August 2005
For Erosion and Sediment Control
August 2005 Page F.11 New York Standards and Specifications
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New York Standards and Specifications Page F.12 August 2005
For Erosion and Sediment Control
August 2005 Page F.13 New York Standards and Specifications
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New York Standards and Specifications Page F.14 August 2005
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August 2005 Page F.15 New York Standards and Specifications
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New York Standards and Specifications Page F.16 August 2005
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August 2005 Page F.17 New York Standards and Specifications
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New York Standards and Specifications Page F.18 August 2005
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August 2005 Page F.19 New York Standards and Specifications
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New York Standards and Specifications Page F.20 August 2005
For Erosion and Sediment Control
Flow
August 2005 Page F.21 New York Standards and Specifications
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New York Standards and Specifications Page F.22 August 2005
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August 2005 Page F.23 New York Standards and Specifications
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New York Standards and Specifications Page F.24 August 2005
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August 2005 Page F.25 New York Standards and Specifications
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New York Standards and Specifications Page F.26 August 2005
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August 2005 Page F.27 New York Standards and Specifications
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New York Standards and Specifications Page F.28 August 2005
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August 2005 Page F.29 New York Standards and Specifications
For Erosion and Sediment Control
rotary
.
in early spring the following year. Mow as desired.
New York Standards and Specifications Page F.30 August 2005
For Erosion and Sediment Control
August 2005 Page F.31 New York Standards and Specifications
For Erosion and Sediment Control
APPENDIX G
EROSION AND SEDIMENT CONTROL
PLAN REVIEW CHECKLIST
Project Name _____________________________ Site Location _________________________
Applicants Name & Address ___________________________________
___________________________________
General
A narrative statement shall be provided that describes the proposed project nature and purpose; the existing site conditions
including topography, vegetation and drainage; adjacent and off-site areas affected by the project; description of the soils on
the site and key properties; notations of critical areas such as steep slopes, channels or wetlands; the overall phasing, se-
quencing and stabilization plan; total disturbed area and those not to be disturbed.
I. Construction Drawings
Are the following items shown on the construction drawings: Yes No
1. Vicinity Map with scale and north arrow ____ ____
2. Legend, scales, N arrow on plan view ____ ____
3. Existing and proposed topography shown
with contours labeled with spots elevations in critical areas ____ ____
4. Scope of the plan noted in the Title Block ____ ____
5. Limits of clearing and grading shown ____ ____
6. Existing vegetation delineated ____ ____
7. Soil boundaries shown on the plan view ____ ____
8. Existing drainage patterns, 100 year floodplain
and sub-areas shown ____ ____
9. Existing and proposed development facilities/
improvements shown ____ ____
10. Location of Erosion and Sediment control practices
as phased with construction ____ ____
11. Phasing plan with 5 acre threshold limits shown ____ ____
12. Stockpile locations, staging areas and access
points clearly defined ____ ____
13. Street profiles, utility locations, property boundaries
and, easement delineations shown ____ ____
August 2005 Page G.1 New York Standards and Specifications
For Erosion and Sediment Control
II. Construction Notes & Details Yes No
1. Specific sequence of operation given for each phase ____ ____
2. Inspection and maintenance schedule
shown for the specific practices ____ ____
3. Design details show all dimensions and installation
details necessary for construction ____ ____
4. Implementation schedule for E&S practices is provided
with removal criteria stated ____ ____
5. Construction waste management plan incorporated
in the notes ____ ____
6. Site Inspections during construction are noted on the
drawings and is in accordance with the General Permit
for Stormwater Discharges from Construction Activities ____ ____
III. Erosion & Sediment Control Practices
A. General Yes No
1. Practice meets purpose and design criteria ____ ____
2. Standard details and construction notes are provided ____ ____
3. Special timing of practice noted if applicable ____ ____
4. Provisions for traffic crossings shown on the
drawings where necessary ____ ____
B. Practices Controlling Runoff Yes No
1. Positive drainage is maintained with contributing
drainage area shown ____ ____
2. Flow grades properly stabilized ____ ____
3. Adequate outlet or discharge condition stabilized ____ ____
4. Necessary dimensions, gradations, calculations,
and materials shown ____ ____
C. Practices Stabilizing Soil Yes No
1. Seeding rates and areas properly shown on the
drawings ____ ____
2. Mulch materials and rates specified on the drawings ____ ____
3. Sequencing and timing provisions limit
soil exposure to 14 days ____ ____
New York Standards and Specifications Page G.2 August 2005
For Erosion and Sediment Control
C. Practices Stabilizing Soil (contd) Yes No
4. Rolled Erosion Control Products (RECPs)
used are specified to location and
appropriate weight/tie down ____ ____
5. All soil seed bed preparation and amendments
are specified on the drawings or in the specifications ____ ____
6. The seeding dates are specified to cover the entire year
for both temporary and permanent seedings ____ ____
7. Maximum created slope is no steeper than
2 foot horizontal to 1 foot vertical
with Cut and Fill slopes shown ____ ____
D. Practices Controlling Sediment Yes No
1. Sediment traps/basins are sized in accordance with criteria ____ ____
2. The contributing drainage area is shown on the grading plan ____ ____
3. All scaled dimensions and volumes are shown on the plan ____ ____
4. Maintenance requirements and clean out elevations
established for all sediment control practices (50% capacity) ____ ____
5. All access points of the project are shown to be stabilized ____ ____
6. Storm drain inlets adequately protected ____ ____
7. Silt fences are shown on the contour lines with no more
than one quarter acre per 100 foot drainage to it ____ ____
8. Temporary sediment traps being used at locations of
future stormwater infiltration facilities ____ ____
August 2005 Page G.3 New York Standards and Specifications
For Erosion and Sediment Control
Additional Comments
Plan Reviewed By: _____________________________________ Date: ______________
New York Standards and Specifications Page G.4 August 2005
For Erosion and Sediment Control
APPENDIX H
STATE POLLUTANT DISCHARGE ELIMINATION SYSTEM FOR CONSTRUCTION
ACTIVITIES
CONSTRUCTION SITE LOG BOOK
Table of Contents
I. Pre-Construction Meeting Documents
a. Preamble to Site Assessment and Inspections
b. Operators Certification
c. Qualified Professional's Credentials & Certification
d. Pre-Construction Site Assessment Checklist
II. Construction Duration Inspections
a. Directions
b. Modification to the SWPPP
III. Monthly Summary Reports
IV. Monitoring, Reporting, and Three-Month Status Reports
a. Operators Compliance Response Form
Properly completing forms such as those contained in Appendix H meet the inspection requirement of NYS-
DEC SPDES GP for Construction Activities. Completed forms shall be kept on site at all times and made avail-
able to authorities upon request.
August 2005 Page H.1 New York Standards and Specifications
For Erosion and Sediment Control
I. PRE-CONSTRUCTION MEETING DOCUMENTS
Project Name _____________________________________________________________________
Permit No. _____________________________________ Date of Authorization _______________
Name of Operator _________________________________________________________________
Prime Contractor
__________________________________________________________________
a. Preamble to Site Assessment and Inspections
The Following Information To Be Read By All Persons Involved in The Construction of Stormwater Re-
lated Activities:
1
The Operator agrees to have a qualified professional
conduct an assessment of the site prior to the com-
2
mencement of construction and certify in this inspection report that the appropriate erosion and sediment
controls described in the SWPPP have been adequately installed or implemented to ensure overall prepared-
ness of the site for the commencement of construction.
Prior to the commencement of construction, the Operator shall certify in this site logbook that the SWPPP
has been prepared in accordance with the States standards and meets all Federal, State and local erosion
and sediment control requirements.
When construction starts, site inspections shall be conducted by the qualified professional at least every 7
calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater (Construction Dura-
tion Inspections). The Operator shall maintain a record of all inspection reports in this site logbook. The site
logbook shall be maintained on site and be made available to the permitting authorities upon request. The
Operator shall post at the site, in a publicly accessible location, a summary of the site inspection activities
on a monthly basis (Monthly Summary Report).
The operator shall also prepare a written summary of compliance with this general permit at a minimum
frequency of every three months (Operators Compliance Response Form), while coverage exists. The sum-
mary should address the status of achieving each component of the SWPPP.
Prior to filing the Notice of Termination or the end of permit term, the Operator shall have a qualified pro-
fessional perform a final site inspection. The qualified professional shall certify that the site has undergone
3
final stabilization using either vegetative or structural stabilization methods and that all temporary erosion
and sediment controls (such as silt fencing) not needed for long-term erosion control have been removed.
In addition, the Operator must identify and certify that all permanent structures described in the SWPPP
have been constructed and provide the owner(s) with an operation and maintenance plan that ensures the
structure(s) continuously functions as designed.
1
Qualified Professional means a person knowledgeable in the principles and practice of erosion and sediment controls,
such as a Certified Professional in Erosion and Sediment Control (CPESC), soil scientist, licensed engineer or someone
working under the direction and supervision of a licensed engineer (person must have experience in the principles and
practices of erosion and sediment control).
2
Commencement of construction means the initial removal of vegetation and disturbance of soils associated with
clearing, grading or excavating activities or other construction activities.
3
Final stabilization means that all soil-disturbing activities at the site have been completed and a uniform, perennial
vegetative cover with a density of eighty (80) percent has been established or equivalent stabilization measures (such as
the use of mulches or geotextiles) have been employed on all unpaved areas and areas not covered by permanent struc-
tures.
New York Standards and Specifications Page H.2 August 2005
For Erosion and Sediment Control
b. Operators Certification
"I certify under penalty of law that this document and all attachments were prepared under my direction or
supervision in accordance with a system designed to assure that qualified personnel properly gathered and
evaluated the information submitted. Based on my inquiry of the person or persons who manage the system,
or those persons directly responsible for gathering the information, the information submitted is, to the best
of my knowledge and belief, true, accurate, and complete. Further, I hereby certify that the SWPPP meets
all Federal, State, and local erosion and sediment control requirements. I am aware that false statements
made herein are punishable as a class A misdemeanor pursuant to Section 210.45 of the Penal Law.
Name (please print):
Title Date:
Address:
Phone: Email:
Signature:
ualified Professional's Credentials & Certification
c. Q
I hereby certify that I meet the criteria set forth in the General Permit to conduct site inspections for this
project and that the appropriate erosion and sediment controls described in the SWPPP and as described in
the following Pre-construction Site Assessment Checklist have been adequately installed or implemented,
ensuring the overall preparedness of this site for the commencement of construction.
Name (please print):
Date:
Title
Address:
Phone: Email:
Signature:
August 2005 Page H.3 New York Standards and Specifications
For Erosion and Sediment Control
d. Pre-construction Site Assessment Checklist
(NOTE: Provide comments below as necessary)
1. Notice of Intent, SWPPP, and Contractors Certification:
Yes No NA
\[ \] \[ \] \[ \] Has a Notice of Intent been filed with the NYS Department of Conservation?
\[ \] \[ \] \[ \] Is the SWPPP on-site? Where?______________________________
\[ \] \[ \] \[ \] Is the Plan current? What is the latest revision date?______________
\[ \] \[ \] \[ \] Is a copy of the NOI (with brief description) onsite? Where?______________
\[ \] \[ \] \[ \] Have allcontractors involved with stormwater related activities signed a contractors certification?
2. Resource Protection
Yes No NA
\[ \] \[ \] \[ \] Are construction limits clearly flagged or fenced?
\[ \] \[ \] \[ \] Important trees and associated rooting zones, on-site septic system absorption fields, existing
vegetated areas suitable for filter strips, especially in perimeter areas, have been flagged for
protection.
\[ \] \[ \] \[ \] Creek crossings installed prior to land-disturbing activity, including clearing and blasting.
3. Surface Water Protection
Yes No NA
\[ \] \[ \] \[ \] Clean stormwater runoff has been diverted from areas to be disturbed.
\[ \] \[ \] \[ \] Bodies of water located either on site or in the vicinity of the site have been identified and protected.
\[ \] \[ \] \[ \] Appropriate practices to protect on-site or downstream surface water are installed.
\[ \] \[ \] \[ \] Are clearing and grading operations divided into areas <5 acres?
4. Stabilized Construction Entrance
Yes No NA
\[ \] \[ \] \[ \] A temporary construction entrance to capture mud and debris from construction vehicles before they
enter the public highway has been installed.
\[ \] \[ \] \[ \] Other access areas (entrances, construction routes, equipment parking areas) are stabilized
immediately as work takes place with gravel or other cover.
\[ \] \[ \] \[ \] Sediment tracked onto public streets is removed or cleaned on a regular basis.
5. Perimeter Sediment Controls
Yes No NA
\[ \] \[ \] \[ \] Silt fence material and installation comply with the standard drawing and specifications.
\[ \] \[ \] \[ \] Silt fences are installed at appropriate spacing intervals
\[ \] \[ \] \[ \] Sediment/detention basin was installed as first land disturbing activity.
\[ \] \[ \] \[ \] Sediment traps and barriers are installed.
6. Pollution Prevention for Waste and Hazardous Materials
Yes No NA
\[ \] \[ \] \[ \] The Operator or designated representative has been assigned to implement the spill prevention
avoidance and response plan.
\[ \] \[ \] \[ \] The plan is contained in the SWPPP on page ______
\[ \] \[ \] \[ \] Appropriate materials to control spills are onsite. Where? __________________
New York Standards and Specifications Page H.4 August 2005
For Erosion and Sediment Control
II. CONSTRUCTION DURATION INSPECTIONS
a. Directions:
Inspection Forms will be filled out during the entire construction phase of the project.
Required Elements:
(1) On a site map, indicate the extent of all disturbed site areas and drainage pathways. Indicate site
areas that are expected to undergo initial disturbance or significant site work within the next
14-day period;
(2) Indicate on a site map all areas of the site that have undergone temporary or permanent
stabilization;
(3) Indicate all disturbed site areas that have not undergone active site work during the previous 14-day
period;
(4) Inspect all sediment control practices and record the approximate degree of sediment accumulation
as a percentage of sediment storage volume (for example, 10 percent, 20 percent, 50 percent);
(5) Inspect all erosion and sediment control practices and record all maintenance requirements such as
verifying the integrity of barrier or diversion systems (earthen berms or silt fencing) and containment
systems (sediment basins and sediment traps). Identify any evidence of rill or gully erosion occurring
on slopes and any loss of stabilizing vegetation or seeding/mulching. Document any excessive
deposition of sediment or ponding water along barrier or diversion systems. Record the depth of
sediment within containment structures, any erosion near outlet and overflow structures, and verify the
ability of rock filters around perforated riser pipes to pass
water; and
(6) Immediately report to the Operator any deficiencies that are identified with the implementation of
the SWPPP.
August 2005 Page H.5 New York Standards and Specifications
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS Page 1 of ______
SITE PLAN/SKETCH
_________________________________________ ____________________________________
Inspector (print name) Date of Inspection
________________________________________ ____________________________________
Qualified Professional (print name) Qualified Professional Signature
The above signed acknowledges that, to the best of his/her knowledge, all information provided on the
forms is accurate and complete.
New York Standards and Specifications Page H.6 August 2005
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS Page 2 of ______
Maintaining Water Quality
Yes No NA
\[ \] \[ \] \[ \] Is there an increase in turbidity causing a substantial visible contrast to natural conditions?
\[ \] \[ \] \[ \] Is there residue from oil and floating substances, visible oil film, or globules or grease?
\[ \] \[ \] \[ \] All disturbance is within the limits of the approved plans.
\[ \] \[ \] \[ \] Have receiving lake/bay, stream, and/or wetland been impacted by silt from project?
Housekeeping
1. General Site Conditions
Yes No NA
\[ \] \[ \] \[ \] Is construction site litter and debris appropriately managed?
\[ \] \[ \] \[ \] Are facilities and equipment necessary for implementation of erosion and sediment control in
working order and/or properly maintained?
\[ \] \[ \] \[ \] Is construction impacting the adjacent property?
\[ \] \[ \] \[ \] Is dust adequately controlled?
2. Temporary Stream Crossing
Yes No NA
\[ \] \[ \] \[ \] Maximum diameter pipes necessary to span creek without dredging are installed.
\[ \] \[ \] \[ \] Installed non-woven geotextile fabric beneath approaches.
\[ \] \[ \] \[ \] Is fill composed of aggregate (no earth or soil)?
\[ \] \[ \] \[ \] Rock on approaches is clean enough to remove mud from vehicles & prevent sediment from
entering stream during high flow.
Runoff Control Practices
1. Excavation Dewatering
Yes No NA
\[ \] \[ \] \[ \] Upstream and downstream berms (sandbags, inflatable dams, etc.) are installed per plan.
\[ \] \[ \] \[ \] Clean water from upstream pool is being pumped to the downstream pool.
\[ \] \[ \] \[ \] Sediment laden water from work area is being discharged to a silt-trapping device.
\[ \] \[ \] \[ \] Constructed upstream berm with one-foot minimum freeboard.
2. Level Spreader
Yes No NA
\[ \] \[ \] \[ \] Installed per plan.
\[ \] \[ \] \[ \] Constructed on undisturbed soil, not on fill, receiving only clear, non-sediment laden flow.
\[ \] \[ \] \[ \] Flow sheets out of level spreader without erosion on downstream edge.
3. Interceptor Dikes and Swales
Yes No NA
\[ \] \[ \] \[ \] Installed per plan with minimum side slopes 2H:1V or flatter.
\[ \] \[ \] \[ \] Stabilized by geotextile fabric, seed, or mulch with no erosion occurring.
\[ \] \[ \] \[ \] Sediment-laden runoff directed to sediment trapping structure
August 2005 Page H.7 New York Standards and Specifications
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS Page 3 of ______
Runoff Control Practices (continued)
4. Stone Check Dam
Yes No NA
\[ \] \[ \] \[ \] Is channel stable? (flow is not eroding soil underneath or around the structure).
\[ \] \[ \] \[ \] Check is in good condition (rocks in place and no permanent pools behind the structure).
\[ \] \[ \] \[ \] Has accumulated sediment been removed?.
5. Rock Outlet Protection
Yes No NA
\[ \] \[ \] \[ \] Installed per plan.
\[ \] \[ \] \[ \] Installed concurrently with pipe installation.
Soil Stabilization
1. Topsoil and Spoil Stockpiles
Yes No NA
\[ \] \[ \] \[ \] Stockpiles are stabilized with vegetation and/or mulch.
\[ \] \[ \] \[ \] Sediment control is installed at the toe of the slope.
2. Revegetation
Yes No NA
\[ \] \[ \] \[ \] Temporary seedings and mulch have been applied to idle areas.
\[ \] \[ \] \[ \] 4 inches minimum of topsoil has been applied under permanent seedings
Sediment Control Practices
1. Stabilized Construction Entrance
Yes No NA
\[ \] \[ \] \[ \] Stone is clean enough to effectively remove mud from vehicles.
\[ \] \[ \] \[ \] Installed per standards and specifications?
\[ \] \[ \] \[ \] Does all traffic use the stabilized entrance to enter and leave site?
\[ \] \[ \] \[ \] Is adequate drainage provided to prevent ponding at entrance?
2. Silt Fence
Yes No NA
\[ \] \[ \] \[ \] Installed on Contour, 10 feet from toe of slope (not across conveyance channels).
\[ \] \[ \] \[ \] Joints constructed by wrapping the two ends together for continuous support.
\[ \] \[ \] \[ \] Fabric buried 6 inches minimum.
\[ \] \[ \] \[ \] Posts are stable, fabric is tight and without rips or frayed areas.
Sediment accumulation is ___% of design capacity.
New York Standards and Specifications Page H.8 August 2005
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS Page 4 of ______
Sediment Control Practices (continued)
3. Storm Drain Inlet Protection (Use for Stone & Block; Filter Fabric; Curb; or, Excavated practices)
Yes No NA
\[ \] \[ \] \[ \] Installed concrete blocks lengthwise so open ends face outward, not upward.
\[ \] \[ \] \[ \] Placed wire screen between No. 3 crushed stone and concrete blocks.
\[ \] \[ \] \[ \] Drainage area is 1acre or less.
\[ \] \[ \] \[ \] Excavated area is 900 cubic feet.
\[ \] \[ \] \[ \] Excavated side slopes should be 2:1.
\[ \] \[ \] \[ \] 2 x 4 frame is constructed and structurally sound.
\[ \] \[ \] \[ \] Posts 3-foot maximum spacing between posts.
\[ \] \[ \] \[ \] Fabric is embedded 1 to 1.5 feet below ground and secured to frame/posts with staples at max 8-
inch spacing.
\[ \] \[ \] \[ \] Posts are stable, fabric is tight and without rips or frayed areas.
Sediment accumulation ___% of design capacity.
4. Temporary Sediment Trap
Yes No NA
\[ \] \[ \] \[ \] Outlet structure is constructed per the approved plan or drawing.
\[ \] \[ \] \[ \] Geotextile fabric has been placed beneath rock fill.
Sediment accumulation is ___% of design capacity.
5. Temporary Sediment Basin
Yes No NA
\[ \] \[ \] \[ \] Basin and outlet structure constructed per the approved plan.
\[ \] \[ \] \[ \] Basin side slopes are stabilized with seed/mulch.
\[ \] \[ \] \[ \] Drainage structure flushed and basin surface restored upon removal of sediment basin facility.
Sediment accumulation is ___% of design capacity.
Note: Not all erosion and sediment control practices are included in this listing. Add additional pages
to this list as required by site specific design.
Construction inspection checklists for post-development stormwater management practices can
be found in Appendix F of the New York Stormwater Management Design Manual.
August 2005 Page H.9 New York Standards and Specifications
For Erosion and Sediment Control
CONSTRUCTION DURATION INSPECTIONS
b. Modifications to the SWPPP (To be completed as described below)
The Operator shall amend the SWPPP whenever:
1. There is a significant change in design, construction, operation, or maintenance which may have a significant
effect on the potential for the discharge of pollutants to the waters of the United States and which has not
otherwise been addressed in the SWPPP; or
2. The SWPPP proves to be ineffective in:
a. Eliminating or significantly minimizing pollutants from sources identified in the SWPPP and as required
by this permit; or
b. Achieving the general objectives of controlling pollutants in stormwater discharges from permitted
construction activity; and
3. Additionally, the SWPPP shall be amended to identify any new contractor or subcontractor that will
implement any measure of the SWPPP.
Modification & Reason:
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New York Standards and Specifications Page H.10 August 2005
For Erosion and Sediment Control
III. Monthly Summary of Site Inspection Activities
Todays Date: Reporting Month:
Name of Permitted Facility:
Location:Permit Identification #:
Name and Telephone Number of Site Inspector:
Date of Regular / Rainfall
Inspectionbased Inspection Name of Inspector Items of Concern
Owner/Operator Certification:
"I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in
accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information
submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for
gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and
complete. I am aware that false statements made herein are punishable as a class A misdemeanor pursuant to Section 210.45
of the Penal Law."
_______________________________________________ ____________________________________________________
Signature of Permittee or Duly Authorized Representative Name of Permittee or Duly Authorized Representative Date
Duly authorized representatives must have written authorization, submitted to DEC, to sign any permit
documents.
August 2005 Page H.11 New York Standards and Specifications
For Erosion and Sediment Control
Page Intentionally Left Blank
DIRECTORIES
CONTENTS
Page
Natural Resources Conservation Service Field Offices in NY .. 1
County Soil & Water Conservation District Offices in NY . .. 3
New York State Department of Environmental Conservation Regional Offices, Division of Water 5
New York City Department of Environmental Protection . .. . 6
U.S. Army Corps of Engineers . .. 6
Delaware River Basin Commission . .. 6
Susquehanna River Basin Commission . .. .. 6
Regional Planning Councils . .. 6
County Cornell Cooperative Extension Offices in NY... 7
Note: These directories are current as of publication date and are subject to change.
Natural Resources Conservation Service Field Offices in NY
COUNTY OFFICE LOCATION PHONE
Albany Voorheesville Service Center, 24 Martin Road, Voorheesville, NY 12186 518-765-3560
Allegany Belmont Service Center, 5425 County Road 48, Belmont, NY 14813 585-268-5133
Broome Binghamton Service Center, 1163 Upper Front Street, Binghamton, NY 13905 607-723-1384
Cattaraugus Ellicottville Service Center, 8 Martha Street, Ellicottville, NY 14731 716-699-2375
Cayuga Auburn Service Center, 7413 County House Road, Auburn, NY 13021 315-253-8471
Chautauqua Jamestown Service Center, 3542 Turner Road, Jamestown, NY 14701 716-664-2351
Chemung/
Tioga Waverly Service Center, 109A Chemung Street, Waverly, NY 14892 607-565-2106
Chenango Norwich Service Center, 99 North Broad Street, Norwich, NY 13815 607-334-3231
Clinton/
Essex Plattsburgh Service Center, 6064 State Route 22, Plattsburg, NY 12901 518-561-4616
Columbia/
Greene Ghent Service Center, 1024 State Route 66, Ghent, NY 12075 518-828-4385
Cortland Cortland Service Center, 100 Grange Place, Cortland, NY 13045 607-753-0851
Delaware Walton Service Center, 44 West Street, Walton, NY 13856 607-865-4005
Dutchess/
Putnam/
Westchester Millbrook Service Center, 2715 Route 44, Millbrook, NY 12545 845-677-3952
Erie East Aurora Service Center, 50 Commerce Way, East Aurora, NY 14052 716-652-1400
Franklin Malone Service Center, 151 Finney Boulevard, Malone, NY 12953 518-483-2850
Fulton/
Hamilton Johnstown Service Center, 113 Hales Mills Road, Johnstown, NY 12095 518-762-0077
Genesee Batavia Service Center, 29 Liberty Street, Batavia, NY 14020 585-343-9167
Herkimer Herkimer Service Center, 5653 State Route 5, Herkimer, NY 13350 315-866-2520
Jefferson Watertown Service Center, 21168 State Route 232, Watertown, NY 13601 315-782-7289
Lewis Lowville Service Center, Outer Stowe Street, Lowville, NY 13367 315-376-7021
Livingston Leicester Service Center, 129 Main Street, Leicester, NY 14481 585-382-3221
Madison Morrisville Service Center, Farm & Home Center, Eaton Street, Morrisville, 13408 315-684-3321
Monroe Rochester Service Center, 1200A Scottsville Rd, Suite 160, Rochester, NY 14624 585-473-2120
Montgomery Fultonville Service Center, 4001 ST HWY 5 South, Fultonville, NY 12072 518-853-4015
Nassau/
Suffolk Riverhead Service Center, 423 Griffing Avenue, Riverhead, NY 11901 631-727-2315
Niagara Lockport Service Center, 4487 Lake Avenue, Lockport, NY 14094 716-433-6703
Oneida Marcy Service Center, 9025 State Route 49, Marcy, NY 13403 315-736-3316
Onondaga Lafayette Service Center, US Route 11, Lafayette, NY 13084 315-677-3552
Ontario Canandaigua Service Center, 3037 County Road 10, Canandaigua, NY 14424 585-394-5970
Orange/
Rockland Middletown Service Center, 225 Dolson Avenue , Middletown, NY 10940 845-343-1872
Orleans Albion Service Center, 446 West Avenue, Albion, NY 14411 585-589-5320
Oswego Mexico Service Center, 3306 Main Street, Mexico, NY 13114 315-963-0779
Otsego Cooperstown Service Center, 967 County Route 33, Cooperstown, NY 13326 607-547-8131
August 2005 Page 1 New York Standards and Specifications
For Erosion and Sediment Control
Natural Resources Conservation Service Field Offices in NY (contd)
COUNTY OFFICE LOCATION PHONE
Rensselaer Troy Service Center, 61 State St., Troy, NY 12180 518-271-1889
St. Lawrence Canton Service Center, 3 Commerce Lane, Canton, NY 13617 315-386-2401
Saratoga Ballston Spa Service Center, Municipal Ctr., 50 W High St., Ballston Spa, NY 12020 518-885-6300
Schenectady/
Schoharie Cobleskill Service Center, 173 S Grand Street, Cobleskill, NY 12043 518-234-4377
Schuyler/
Tompkins Ithaca Service Center, 903 Hanshaw Road, Ithaca, NY 14850 607-257-2737
Seneca Seneca Falls Service Center, 12 N Park Street, Seneca Falls, NY 13148 315-568-6346
Steuben Bath Service Center, 415 W Morris Street, Bath, NY 14810 607-776-7398
Sullivan Liberty Service Center, 64 Ferndale-Loomis Road, Liberty, NY 12754 845-292-6471
Ulster Highland Service Center, 652 State Route 299, Highland, NY 12528 845-883-7162
Warren/
Washington Greenwich Service Center, 2530 State Route 40, Greenwich, NY 12834 518-692-9940
Wayne Lyons Service Center, 10 Leach Road, Lyons, NY 14489 315-946-9912
Wyoming Warsaw Service Center, 31 Duncan Street, Warsaw, NY 14569 585-786-3118
Yates Penn Yan Service Center, 270 Lake Street, Penn Yan, NY 14527 315-536-4012
New York Standards and Specifications Page 2 August 2005
For Erosion and Sediment Control
County Soil & Water Conservation District Offices in NY
COUNTY OFFICE LOCATION PHONE
Albany Box 497, 24 Martin Road, Voorheesville, NY 12186 518-765-7923
Allegany Ag Service Center, 5425 County Road 48, Belmont, NY 14813 585-268-7831
Broome 1163 Upper Front Street, Binghamton, NY 13905 607-724-9268
Cattaraugus 8 Martha Street, PO Box 1765, Ellicottville, NY 14731 716-699-2326
Cayuga 7413 County House Road, Auburn, NY 13021 315-252-4171
Chautauqua Frank W. Bratt Ag Center, 3542 Turner Road, Jamestown, NY 14701 716-664-2355
Chemung 851 Chemung Street, Horseheads, NY 14845 607-739-2009
Chenango 99 North Broad Street, Norwich, NY 13815 607-334-4632
Clinton 6064 Route 22, Suite 1, Plattsburgh, NY 12901 518-561-4616
Columbia 1024 Route 66, Ghent, NY 12075 518-828-4386
Cortland 100 Grange Place, Room 204, Cortland, NY 13045 607-753-0851
Delaware 44 West Street, Suite 1, Walton, NY 13856 607-865-7161
Dutchess 2715 Route 44, Suite 3, Millbrook, NY 12545 845-677-8011
Erie 50 Commerce Way, East Aurora, NY 14052 716-652-8480
Essex Cornell Cooperative Extension, P.O. Box 407, Westport, NY 12993 518-962-8225
Franklin 151 Finney Boulevard, Malone, NY 12953 518-483-4061
Fulton 113 Hales Mills Road, Johnstown, NY 12095 518-762-0077
Genesee USDA Center, 29 Liberty Street, Suite #3, Batavia, NY 14020 585-343-2362
Greene 907 County Office Building, Cairo, NY 12413 518-622-3620
Hamilton P.O. Box 166, Lake Pleasant, NY 12108 518-548-3991
Herkimer 5653 State Route 5, Herkimer, NY 13350 315-866-2520
Jefferson P.O. Box 838, NYS Route 232, Watertown, NY 13601 315-782-2749
Lewis P.O. Box 9, Lowville, NY 13367 315-376-6122
Livingston 129 Main Street, P.O. Box 152, Leicester, NY 14481 716-382-3214
Madison Farm & Home Center, Eaton Street, P.O. Box 189, Morrisville, NY 13408 315-684-9577
Monroe 1200A Scottsville Road, Suite 160, Rochester, NY 14624 585-473-2120
Montgomery 4001 State Highway 5S, Fultonville, NY 12072 518-853-4015
Nassau 1425 Old Country Rd., Building J, Plainview, NY 11803 516-454-4872
New York City 290 Broadway, 24th floor, New York, NY 10007 212-637-3877
Niagara USDA Service Center, 4487 Lake Avenue, Lockport, NY 14094 716-434-4949
Oneida USDA Service Center, 9025 State Route 49, Room 204, Marcy, NY 13403 315-736-3334
Onondaga 2571 US Route 11, Suite #1, Lafayette, NY 13084 315-677-3851
Ontario 480 North Main Street, Canandaigua, NY 14424 585-396-1450
Orange 225 Dolson Avenue, Suite 103, Middletown, NY 10940 845-343-1873
Orleans 446 West Avenue, Albion, NY 14411 585-589-5959
Oswego 3095 State Route 3, Fulton, NY 13069 315-592-9663
Otsego 967 County Highway 33, Cooperstown, NY 13326 607-547-8337
Putnam 841 Fair Street, Carmel, NY 10512 845-878-7918
Rensselaer County Ag. & Life Sciences Building, 61 State Street, Troy, NY 12180 518-271-1740
Rockland 50 Sanitorium Road, Building P, Pomona, NY 10970 845-364-2670
St. Lawrence 3 Commerce Lane, Canton, NY 13617 315-386-3582
August 2005 Page 3 New York Standards and Specifications
For Erosion and Sediment Control
County Soil & Water Conservation District Offices in NY (contd)
COUNTY OFFICE LOCATION PHONE
Saratoga 50 West High Street, Building #5, Ballston Spa, NY 12020 518-885-6900
Schenectady 24 Hetcheltown Road, Glenville, NY 12302 518-399-6980
Schoharie 173 South Grand Street, Room 11, Cobleskill, NY 12043 518-234-4092
Schuyler Rural Urban Center, P.O. Box 326, 208 Broadway St., Montour Falls, NY 14865 607-535-9650
Seneca 12 North Park Street, Academy Square Building, Seneca Falls, NY 13148 315-568-4366
Steuben USDA Service Center, 415 West Morris Street, Bath, NY 14810 607-776-7398
Suffolk 423 Griffing Avenue, Suite 110, Riverhead, NY 11901 631-727-2315
Sullivan 69 Ferndale-Loomis Road, Liberty, NY 12754 845-292-6552
Tioga 56 Main Street, Owego, NY 13827 607-687-3553
Tompkins 903 Hanshaw Road, Ithaca, NY 14850 607-257-2340
Ulster Times Square Office Park, 652 Route 299, Suite 103, Highland, NY 12528 845-883-7162
Warren 51 Elm Street, Warrensburg, NY 12885 518-623-3119
Washington USDA Service Center, 2530 State Route 40, Greenwich, NY 12834 518-692-9940
Wayne 10 Leach Road, Lyons, NY 14489 315-946-4136
Westchester 432 Michaelian Office Building, 148 Martine Avenue, White Plains, NY 10601 914-995-4422
Wyoming 31 Duncan Street, Warsaw, NY 14569 585-786-5070
Yates 417 Liberty Street, Penn Yan, NY 14527 315-536-5188
New York Standards and Specifications Page 4 August 2005
For Erosion and Sediment Control
August 2005 Page 5 New York Standards and Specifications
For Erosion and Sediment Control
New York City Department of Environmental Protection
East of Hudson Engineering Office, Valhalla 914-773-0343
West of Hudson Engineering Office, Ashokam845-657-5767
U.S. Army Corps of Engineers
Baltimore District 410-962-7608
Buffalo District 716-879-4209
Auburn Field Office 315-255-8090
New York District 212-264-0100
Troy Field Office 518-2700589
Philadelphia District 215-656-6728
Pittsburgh District 412-395-7154
Delaware River Basin Commission
609-883-9500
Susquehanna River Basin Commission
717-238-0423
Regional Planning Councils
Capital District Regional Planning Commission
One Park Place, Suite 102, Albany, NY 12205 518-453-0850
Central New York Regional Planning and Development Board
126 N. Salina Street, Suite 200, Syracuse, NY 13202 315-422-8276
Genesee/Finger Lakes Regional Planning Council
50 West Main Street, Suite 8107, Rochester, NY 14614 585-454-0190
Herkimer-Onieda Counties Comprehensive Planning Program
321 Main Street, Utica, NY 13501-1229 315-798-5710
Hudson Valley Regional Council
1010 D Street, New Windsor, NY 12553-8474 845-567-9466
Lake ChamplainLake George Regional Planning and Development Board
P.O. Box 765, 310 Canada Street, Lake George, NY 12845 518-668-5773
Mohawk Valley Economic Development District
26 West Main Street, P. O. Box 69, Mohawk, NY 13407-0069 315-866-4671
Southern Tier Central Regional Planning and Development Board
145 Village Square, Painted Post, NY 14870 607-962-5092
Southern Tier East Regional Planning Development Board
375 State Street, Binghamton, NY 13901-2385 607-724-1327
Southern Tier West Regional Planning and Development Board
4039 Route 219, Suite 200, Salamanca, NY 14779 716-945-5301
New York Standards and Specifications Page 6 August 2005
For Erosion and Sediment Control
County Cornell Cooperative Extension Offices in NY
COUNTYOFFICE LOCATIONPHONE
Albany PO Box 497, Voorheesville, NY 12186-0497 518-765-3500
Albany Regional 90 State Street, 6th Floor, Suite 600, Albany, NY 12207 518-462-2553
Allegany 5435A County Road 48, Belmont, NY 14813 716-268-7644
Broome 840 Upper Front Street, Binghamton, NY 13905-1542 607-772-8953
Cattaraugus 28 Parkside Drive, Suite A, Ellicotville, NY 14731 716-699-2377
Cayuga 248 Grant Avenue, Auburn, NY 13021-0167 315-255-1183
Chautauqua 3542 Turner Road, Jamestown, NY 14701-9608 716-664-9502
Chemung 425 Pennsylvania Avenue, Elmira, NY 14904-1793 607-734-4453
Chenango 99 North Broad Street, Norwich, NY 13815-1386 607-334-5841
Clinton 6064 Route 22, Plattsburgh, NY 12901-9601 518-561-7450
Columbia 479 NYS Route 66, Hudson, NY 12534-9706 518-828-3346
Cortland 60 Central Avenue, Room 105, Cortland, NY 13045-5590 607-753-5077
Delaware PO Box 184, Hamden, NY 13782-0184 607-865-6531
Dutchess Farm and Home Center, 2715 Route 44, Suite 1, Millbrook, NY 12545 845-677-8223
Erie 21 South Grove Street, East Aurora, NY 14052-2398 716-652-5400
Essex PO Box 388, Westport, NY 12993-0388 518-962-4810
Franklin 63 West Main Street, Malone, NY 12953-1817 629-483-7403
Fulton 55 East Main Street, 2nd Floor, Suite 210, Johnstown, NY 12095 518-725-6441
Genesee 420 East Main Street, Batavia, NY 14020-2599 716-343-3040
GreeneHCR3, Box 906, Cairo, NY 12413-9503 518-622-9820
Hamilton Box 7, NYS Route 8, Piseco, NY 12139 518-548-6191
Herkimer 5657 State Route 5, Herkimer, NY 13350-9721 315-866-7920
Jefferson 223 J.B. Wise Place, Watertown, NY 13601-2597 315-788-8450
Lewis PO Box 72, Lowville, NY 13367 315-376-5270
Livingston 158 South Main Street, Mt. Morris, NY 14510-1595 716-658-3250
Madison PO Box 1209, Morrisville, NY 13408-0640 315-684-3001
Monroe 249 Highland Avenue, Rochester, NY 14620 585 461-1000
Montgomery 55 East Main Street, 2nd Floor, Suite 210, Johnstown, NY 12095 518-853-3471
Nassau 1425 Old Country Road, Plainview, NY 11803-5015 516-454-0900
Niagara 4487 Lake Avenue, Lockport, NY 14094 716-433-6731
NYC 16 East 34th Street, 8th Floor, NY, NY 10016-4328 212-340-2900
Oneida 121 Second Street, Oriskany, NY 13424-9799 315-736-3394
Onondaga 220 Herald Place, 2nd Floor, Syracuse, NY 13202-1045 315-424-9485
Ontario 480 North Main Street, Canandaigua, NY 14424-1099 716-394-3977
Orange1 Ashley Avenue, Education Ctr. Comm. Campus, Middletown, NY 10940 845-344-1234
Orleans PO Box 150, Albion, NY 14411-0150 716-589-5561
August 2005 Page 7 New York Standards and Specifications
For Erosion and Sediment Control
County Cornell Cooperative Extension Offices in NY (contd)
COUNTYOFFICE LOCATIONPHONE
Oswego 3288 Main Street, Mexico, NY 13114-3499 315-963-7286
Otsego 123 Lake Street, Cooperstown, NY 13326 607-547-2536
Putnam 10 Geneva Road, Brewster, NY 10509 845-278-6738
Rensselaer 61 State Street, Ag & Life Science Building, Troy, NY 12180 518-272-4210
Rockland PO Box 1000, Thiells, NY 10984 845-429-7085
St. Lawrence 1894 State Highway 68, Canton, NY 13617-1477 315-379-9192
Saratoga50 West High Street, Ballston Spa, NY 12020 518-885-8995
Schenectady Schaffer Heights, 107 Nott Terrace, Suite 301, Schenectady, NY 12308 518-372-1622
Schoharie 41 South Grand Street, Cobleskill, NY 12043 518-234-4303
Schuyler 208 Broadway, Montour Falls, NY 14865 607-535-7161
Seneca PO Box 748, Waterloo, NY 13165 315-539-9252
Steuben3 East Pulteney Square, Bath, NY 14810 607-776-9631
Suffolk 246 Griffing Avenue, Riverhead, NY 11901-3086 631-727-7850
Sullivan 69 Ferndale-Loomis Road, Liberty, NY 12754-2903 845-292-6180
Tioga 56 Main Street, Owego, NY 13827-1588 607-687-4020
Tompkins 615 Willow Avenue, Ithaca, NY 14850-3555 607-272-2292
Ulster10 Westbrook Lane, Kingston, NY 12401-2928 845-340-3990
Warren 377 Schroon River Rd, Warrensburg, NY 12885-4807 518-623-3291
Washington Lower Main Street, Hudson Falls, NY 12839 518-746-2560
Wayne 1581 NYS Route 88N, Newark, NY 14513-9739 315-331-8415
Westchester 26 Legion Drive, Valhalla, NY 10595 914-285-4630
Wyoming 401 North Main Street, Warsaw, NY 14569 716-786-2251
Yates 110 Court Street, Penn Yan, NY 14527 315-536-5123
New York Standards and Specifications Page 8 August 2005
For Erosion and Sediment Control
GLOSSARY
The list of terms that follows is representative of those used by soil conservationists, soil scientists, engineers, developers,
contractors, planners, etc. The terms are in common use in conservation matters.
ACCESS ROAD- A road or vehicular travel way BEDLOAD- The sediment that moves by sliding, rolling,
constructed to provide needed access to a site. or bounding on or very near the streambed; sediment moved
mainly by tractive or gravitational forces or both, but at
velocities less than the surrounding flow.
ACRE-FOOT- The volume of a substance, such as water,
that will cover 1 acre to a depth of 1 foot.
B-HORIZON The layer of soil below the A-horizon,
sometimes referred to as the subsoil or zone of
AESTHETIC VALUE- The increase in value of a property
derived from such intangible factors as its inherent accumulation.
attractiveness, its access to attractive views, or its general
appeal to the sense of beauty of the owner or purchaser.
BENCH MARK (economics)- Data for a specific time
period that is used as a base for comparative purposes with
comparable data.
A-HORIZON- The organic material and leached minerals
in the uppermost layer of soil.
(engineering) A point of reference in elevation
surveys.
AMORTIZATION- To repay a debt in a sequence of equal
payments. Part of each payment is used to pay the interest
BERM- A shelf that breaks the continuity of a slope.
due at the time it is made, and the balance is applied to the
reduction of the principal.
BLIND- Placement of loose soil around a tile or conduit to
prevent damage or misalignment when the trench is
ANGLE OF REPOSE- Angle between the horizontal and
backfilled. Allows water to flow more freely to the tile.
the maximum slope that a soil assumes through natural
processes.
BLIND DRAIN- A type of drain consisting of an
excavated trench refilled with pervious materials, such as
ANTECEDENT MOISTURE CONDITION (AMC)-
coarse sand, gravel or crushed stone, where water percolates
The degree of wetness of a watershed at the beginning of a
through the voids and flows toward an outlet. Often
storm.
referred to as a French drain because of its initial
development and widespread use in France.
APRON- A floor or lining to protect a surface from
erosion; for example, the pavement below chutes, spillways,
BLIND INLET- Inlet to a drain in which entrance of water
or at the toes of dams.
is by percolation rather than open flow channels.
ASSESSED VALUE- The value placed on property for
BRUSH LAYERING- The embedment of green branches
taxation purposes.
of shrub or tree species, perpendicular to the slope, on
successive horizontal rows or contours.
ASSOCIATED COSTS- A term commonly used in water
resource development projects. These costs include the
BRUSH-MATTING- A blanket, or covering, of hardwood
value of goods and services needed over and above project
brush fastened down with stakes and wire.
costs to make the immediate products or services of a
project available for use or sale.
cfs.- abbreviation for cubic feet per second. A unit of water
flow.
BASE FLOW- The stream discharge from groundwater
runoff.
CAPITAL RECOVERY PERIOD- The period of time
required for the net returns from an outlay of capital to
BEDDING- The process of laying a drain or other conduit
equal the investment.
in its trench and tamping earth around the conduit to form
its bed. The manner of bedding may be specified to
CAPITALIZED COST- The first cost of an asset plus the
conform to the earth load and conduit strength.
present value of all renewals expected within the planning
horizon.
August 2005 Page 1 New York Standards and Specifications
For Erosion and Sediment Control
CHANNEL A natural stream that conveys water; a ditch CREST- 1. The top of a dam, dike, spillway, or weir, or
or channel excavated for the flow of water. other water barrier or control..
2. The summit of a wave or peak of a flood.
CHANNEL IMPROVEMENT- The improvement of the
flow characteristics of a channel by clearing, excavation,
CRITICAL SITE- A sediment producing, highly erodible,
realignment, lining, or other means in order to increase its
or severely eroded area or site.
capacity. Sometimes used to connote channel stabilization.
CRITICAL VELOCITY- Velocity at which a given
CHANNEL STABILIZATION- Erosion prevention and
discharge changes from tranquil to rapid flow; that velocity
stabilization of velocity distribution in a channel using
in open channels for which the specific energy (sum of the
jetties, drops, revetments, vegetation, and other measures.
depth and velocity head) is a minimum for a given
discharge.
COMPACTION- To unite firmly; the act or process of
becoming compact, usually applied in geology to the
CROSS-SECTION- A drawing that shows the features that
changing of loose sediments into hard, firm rock. With
would be exposed by a vertical cut through a man-made or
respect to construction work with soils, engineering
natural structure or area.
compaction is any process by which the soil grains are
rearranged to decrease void space and bring them into
CROWN (forestry)- The upper part of a tree, including the
closer contact with one another, thereby increasing the
branches and foliage.
weight of solid material per cubic foot.
CUBIC FOOT PER SECOND- Rate of fluid flow at
CONDUIT- Any channel intended for the conveyance of
which 1 cubic foot of fluid passes a measuring point in 1
water, whether open or closed.
second. (Abbr. cfs.) (Syn. Second-foot; CUSEC.) See cfs.
CONIFER- A tree belonging to the order of Coniferea,
CUT- Portion of land surface or area from which earth has
usually evergreen, with cones and needle-shaped or scale-
been removed or will be removed by excavation; the depth
like leaves and producing wood known commercially as
below original ground surface to excavated surface.
soft wood.
CUT-AND-FILL- Process of earth moving by excavating
CONSERVATION- The protection and improvement of
part of an area and using the excavated material for adjacent
natural resources.
embankment or fill areas.
CONSERVATION DISTRICT- A public organization
CUTOFF- 1. Wall, collar, or other structure, such as a
created under state enabling law as a special purpose district
trench, filled with relatively impervious material intended to
to develop and carry out a program of soil, water, and
reduce seepage of water through porous strata.
related resource conservation, use, and development within
its boundaries; usually a subdivision of state government
2. In river hydraulics, the new and shorter channel
with a local governing body and always with limited
formed either naturally or artificially when a stream
authorities. Often called a soil conservation district or a soil
cuts through the neck of a band.
and water conservation district.
DEBRIS DAM- A barrier built across a stream channel to
CONTOUR- 1. An imaginary line on the surface of the
retain rock, sand, gravel, silt, or other material.
earth connecting points of the same elevation.
DEBRIS GUARD- Screen or grate at the intake of a
2. A line drawn on a map connecting points of the same
channel, draine, or pump structure for the purpose of
elevation.
preventing debris from entering.
CONTOUR INTERVAL- The vertical distance between
DECIDUOUS PLANT- A plant that sheds all of its leaves
contour lines.
every year at a certain season.
CONTOUR MAP- A map that shows the shape of the
DEGRADATION- To wear down by erosion, especially
surface features of the ground by the use of contours.
through stream action.
CONTOUR WATTLING- The packing of lengths of
DEPOSIT- Material left in a new position by a natural
bundles of twigs or tree whips into a continuous length,
transporting agent, such as water, wind, ice, or gravity, or
partially buried across a slope at regular contour intervals
by the activity of man.
and supported on the downhill side by stakes.
New York Standards and Specifications Page 2 August 2005
For Erosion and Sediment Control
DESIGN STANDARDS- Standards of construction DRAINAGE AREA- The area draining into a stream at a
governing the size, shape, and relationship of spaces in any given point. The area may be of different sizes for surface
structure, which will control soil erosion and sedimentation. runoff, subsurface flow and base flow, but generally the
surface runoff area is used as the drainage area. See
watershed.
DESIGN STORM- A given rainfall amount, areal
distribution, and time distribution, used to estimate runoff.
The rainfall amount is for a given frequency (25-year, 50-
DRAINAGE DISTRICT- A cooperative, self-governing
year, etc.). public corporation created under state law to finance,
construct, operate, and maintain a drainage system
involving a group or land holding.
DE-SILTING AREA- An area of grass, shrubs, or other
vegetation used for inducing deposition of silt and other
debris from flowing water, located about a stream, pond,
DROP-INLET SPILLWAY- Overfall structure in which
field, or other area needing protection from sediment the water drops through a vertical riser connected to a
accumulation. See Filter Strip. discharge conduit.
DETENTION DAM- A dam constructed for the purpose DROP SPILLWAY- Overfall structure in which the water
of temporary storage of stream flow or surface runoff and drops over a vertical wall onto an apron at a lower
for releasing the stored water at controlled rates. elevation.
DIKE- An embankment to confine or control water, DROP STRUCTURE- A structure for dropping water to a
especially one built along the banks of a river to prevent lower level and dissipating surplus energy; a fall. A drop
overflow of lowlands; a levee. may be vertical or inclined.
DISCHARGE- Rate of flow, specifically fluid flow; a EFFLUENT- 1. The discharge or outflow of water from
volume of fluid passing a point unit time, commonly ground or subsurface storage.
expressed as cubic feet per second, million gallons per day,
2. The fluids discharged from domestic, industrial, and
gallons per minutes, or cubic meters per second.
municipal waste collection systems or treatment
facilities.
DISCHARGE FORMULA (hydraulics)- A formula to
calculate rate of flow of fluid in a conduit or through an
ERODIBILITY (OF SOIL)- The 'K' value in RUSLE
opening. For steady flow discharge, Q=AV, wherein Q is
expresses the average long-term soil and soil profile
rate of flow, A is cross sectional area, and V is mean
response to the erosive powers of rain storms.
velocity. Common units are: Q = cubic feet per second,
A = square feet, and V = feet per second, respectively. To
EROSION- The wearing away of the land surface by
calculate the mean velocity, V, for uniform flow in pipes or
running water, wind, ice, or other geological agents,
open channels, see Mannings formula.
including such processes as gravitational creep.
DIVERSION- Channel constructed across the slope for the
a. GULLY EROSION- The erosion process whereby
purpose of intercepting surface runoff; changing the
water accumulates in narrow channels and, over short
accustomed course of all or part of the surface water
periods, removes the soil from this narrow area to
drainage path. See Terrace.
considerable depths, ranging from 1 to 2 feet to as
much as 75 to 100 feet.
DIVERSION TERRACE- Diversions, which differ from
terraces in that they consist of individually designed
b.RILL EROSION- An erosion process in which
channels across a hillside; may be used to protect
numerous small channels only a few inches deep are
bottomland from hillside runoff or may be needed above a
formed; occurs mainly on recently cultivated soils. See
terrace system for protection against runoff from an un-
Rill.
terraced area. They may also divert water out of active
c. SHEET EROSION- The removal of a fairly thin,
gullies, protect farm buildings from runoff, reduce the
uniform layer of soil from the land surface by runoff
number of waterways, and are sometimes used in
water.
connection with strip cropping to shorten the length of slope
so that the strips can effectively control erosion. See
EROSIVITY (OF SOIL)- The 'R' value in RUSLE
Terrace.
expresses the interrelationships of the raindrop energy times
the 30-minute rainfall intensity.
DRAINAGE- The removal of excess surface water or
groundwater from land by means of surface or subsurface
drains.
August 2005 Page 3 New York Standards and Specifications
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EUTROPHICATION- A means of aging lakes whereby FUNCTIONAL PLAN- A plan for one element, or closely
aquatic plants are abundant and waters are deficient in related elements of a comprehensive plan, for example,
oxygen. The process is usually accelerated by enrichment transportation, recreation, and open spaces. Such plans, of
of waters with surface runoff containing nitrogen and necessity, should be closely related to the land use plan.
phosphorus. Plans that fall short of considering all elements of a
comprehensive plan may be considered as functional plans.
Thus, resource conservation and development plans and
EVAPOTRANSPIRATION (ET)- Plant transpiration plus
evaporation from the soil. Difficult to determine separately, watershed project plans should be considered as functional
therefore used together as a unit for study. plans.
FALLOW- Cropland plowed, but not seeded during one or GABION- A galvanized wire basket filled with stone used
more growing seasons; cropland left idle may be a normal for structural purposes. When fastened together, gabions
part of the cropping system for weed control, water are used as retaining walls, revetments, slope protection and
conservation, soil conditioning, etc. similar structures.
FILTER STRIP- Strip of permanent vegetation designed GRADE STABILIZATION STRUCTURE- A structure
to retard flow of runoff water, causing deposition of for the purpose of stabilizing the grade of a gully or other
transported material, thereby reducing sediment flow. See watercourse, thereby preventing further head-cutting or
lowering of the channel grade.
Desilting Area.
FINISHED GRADE- The final grade or elevation of the GRASSED WATERWAY- A natural or constructed
ground surface conforming to the approved grading plan. waterway, usually broad and shallow, covered with erosion
resistant grasses, used to conduct surface water; can reduce
velocity and filter water.
FLOOD FRINGE- That portion of the floodplain subject
only to shallow inundation and low velocity flow of
flooding water.
GRAVEL ENVELOPE- Selected aggregate placed around
the screened pipe section of well casing or a subsurface
drain to facilitate the entry of water into the well or drain.
FLOODPLAIN Normally dry land areas subject to
periodic, temporary inundation by stream flow or tidal
overflow. Land formed by deposition of sediment by water;
GRAVEL FILTER- Graded sand and gravel aggregate
alluvial land. placed around a drain or well screen to prevent the
movement of fine materials from the aquifer into the drain
or well.
FLOODPLAIN MANAGEMENT- The wise use of
floodplains so as to reduce human suffering, property
damage, and habitat loss resulting from floods and to lessen GRUBBING The removal of stumps and root material
the need for expensive flood control structures, such as from the soil mantle.
dams and reservoirs.
GULLY- A channel or miniature valley cut by concentrated
runoff but through which water commonly flows only
FLOODWAY- That portion of the floodplain required to
store and discharge floodwaters without causing significant during and immediately after heavy rains or during the
damaging, or potentially damaging, increases in flood melting of snow. A gully may be dendritic or branching or
heights and velocities. it may be linear, rather long, narrow, and of uniform width.
The distinction between gully and rill is one of depth. A
gully is sufficiently deep that it would not be obliterated by
FREEBOARD (hydraulics)- Vertical distance between the
maximum water surface elevation anticipated in design and normal tillage operations, whereas a rill is of lesser depth
the top of restraining banks or structures provided to and would be smothered by ordinary tillage or low impact
prevent overtopping because of unforeseen conditions. grading.
FREQUENCY- An expression or measure of how often a HARDPAN- A hardened soil layer in the lower A or in the
hydrologic event of given size or magnitude should, on the B horizon caused by cementation of soil particles with
average, be equaled or exceeded. For example, a 50-year organic matter, or with materials such as silica,
frequency flood should be equaled or exceeded in size, on sesquioxides, or calcium carbonate. The hardness does not
the average, only once in 50 years. In drought or deficiency change appreciably with changes in moisture content, and
studies, it usually defines how many years will, on the pieces of the hard layer do not slake in water.
average, be equal to or less than a given size or magnitude.
New York Standards and Specifications Page 4 August 2005
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HIGHWAY EROSION CONTROL- The prevention and HYDROLOGY- The science that deals with the
control of erosion in ditches, at cross drains, and on fills and occurrence and movement of water in the atmosphere, upon
road banks within a highway right-of-way. Includes the surface, and beneath the land areas of the earth.
vegetative practices and structural practices. Rainfall intensities, rainfall interception by trees, effects of
crop rotation on runoff, floods, droughts and the flow of
springs and wells, are some of the topics studied by a
HOOD INLET- Entrance to a closed conduit that has been
shaped to induce full flow at minimum water surface hydrologist.
elevation.
HYDROSEEDING- The dissemination of seed
hydraulically in a liquid medium; mulch, lime, and fertilizer
HORIZONS, MINERAL SOIL-
can be incorporated into the sprayed mixture.
A horizons are surface layers
IMPERVIOUS SOIL- A soil through which water, air or
1
B horizons are subsoil horizons . They are designated as
roots cannot penetrate. No soil is impervious to water and
follows:
air without significant impact or compaction.
B alone indicates some residual transformation or
change in place, such as color. IMPOUNDMENT- Generally, an artificial collection or
storage of water, as a reservoir, pit, dugout, sump, etc.
Bt indicates accumulations of translocated clay. Bx
indicates a B horizon with fragipan characteristics
INDUSTRIAL PARK- A tract of land, the control and
such as firmness, brittleness and high density.
administration of which are vested in a single body, suitable
1
for industrial use because of location, topography, proper
C horizons are substrata layer ; they consist of mineral
zoning, availability of utilities, and accessibility to
material like or unlike the material from which the A
transportation.
& B horizons have formed and have been little
affected by soil forming process. They are designated
as follows: INFILTRATION- Rainfall minus interception,
evaporation, and surface runoff. The part of rainfall that
C alone indicates material like the material from
enters the soil.
which the A & B horizons have formed.
INFILTRATION RATE- A soil characteristic determining
Cx indicates a C horizon of material like that of the
or describing the maximum rate at which water can enter
A & B horizons but has the firm, brittle and dense
the soil under specified conditions, including the presence
characteristics of a fragipan.
of an excess of water.
1
Roman numerals are prefixed to the appropriate horizon
INITIAL ABSTRACTION (I)- When considering
designations such as IIB, IIBt, IIBx, and IIC or IICx when
a
surface runoff, I is all the rainfall before runoff begins.
it is necessary to number a series of layers of unlike or
a
When considering direct runoff, I consists of interception,
contrasting material from the surface downward.
a
evaporation and the soil-water storage that must be
Claverack is an example in which the A & B horizons
exhausted before direct runoff may begin.
have formed in sand and the underlying material is
contrasting silty clay that is indicated as a IIC horizon.
INOCULATION (OF SEEDS)- The addition of nitrogen
fixing bacteria (inoculant) to legume seeds or to the soil in
HYDRAULIC GRADE LINE- In a closed conduit, a line
which the seeds are to be planted; the bacteria take free
joining the elevations to which water could stand in risers of
nitrogen from the air and make it available to the seeds.
vertical pipes connected to the conduit at their lower end
and open at their upper end. In open channel flow, the
hydraulic grade line is the free water surface. INTERCEPTION- Precipitation retained on plant or plant
residue surfaces and finally absorbed, evaporated, or
sublimated. That which flows down the plant to the ground
HYDROGRAPH A graph showing stage, flow, velocity,
is called stem flow and not counted as true interception.
or other property of water with respect to time.
INTERMITTENT STREAM- A stream, or portion of a
HYDROLOGIC SOIL COVER COMPLEX- A
stream, that flows only in direct response to precipitation. It
combination of a hydrologic soil group and a type of cover.
receives little or no water from springs and no long term
continued supply from melting snow or other sources. The
HYDROLOGIC SOIL GROUP- A group of soils having
stream, or channel, is dry for some part of the year, usually
the same runoff potential under similar storm and cover
during the dry months.
conditions.
August 2005 Page 5 New York Standards and Specifications
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ISO-ERODENT VALUE- A term used to correlate areas PARTICLE SIZE CLASSES FOR FAMILY
of equally erosive average annual rainfall.
GROUPINGS(as used in the Soil Classification System of
the National Cooperative Soil Survey in the United States)-
Various particle size classes are applied to arbitrary control
LANDSCAPE- All the natural features, such as fields,
hills, forests, water, etc., that distinguish one part of the sections that vary according to the depth of the soil,
earths surface from another part, usually that portion of presence or absence of argillic horizons, depth to paralithic
land or territory which the eye can comprehend in a single or lithic contacts, fragipans, horizons. No single set of
view, including all of its natural characteristics. particle size classes is appropriate as a family grouping for
all kinds of soil. The classification tabulated below
provides a choice of several particle size classes.
LIME, AGRICULTURAL- A soil amendment consisting
principally of calcium carbonate, but including magnesium
1. Sandy-Skeletal- More than 35 percent, by volume,
carbonate and perhaps other materials, used to furnish
coarser that 2 millimeters, with enough fines to fill
calcium and magnesium as essential elements for the
interstices larger than 1 millimeter; fraction less
growth of plants and to neutralize soil acidity.
than 2 millimeters is as defined for the sandy class.
LINING- A protective covering over all or part of the 2. Loamy-Skeletal- More than 35 percent, by volume,
perimeter of a reservoir or a conduit to prevent seepage
coarser that 2 millimeters, with enough fines to fill
losses, withstand pressure, resist erosion, and reduce interstices larger than 1 millimeter; fraction less
friction or otherwise improve conditions of flow. than 2 millimeters is as defined for loamy classes.
3. Sandy- Sands, except very fine sand, and loamy
LIVE STAKING Utilizing vegetative cover for the
sands, except loamy very fine sand.
control of erosion and shallow sliding by means of willow
or poplar cuttings that root easily and grow rapidly under
4a. Coarse-Loamy- With less than 18 percent clay and
certain conditions.
more than 15 percent coarser than very fine sand
(including coarse fragments up to 7.5 centimeters).
MANNINGS FORMULA (hydraulics)- A formula used
b. Fine-Loamy- With more than 18 percent clay but
to predict the velocity of water flow in an open channel or
less than 35 percent clay and more than 15 percent
pipeline:
coarser than very fine sand (including coarse
fragments up to 7.5 centimeters).
2/31/2
V=\[(1.486) (r)(s)\]/n
c. Coarse-Silty- With less than 18 percent clay and
Where:
less than 15 percent coarser than very fine sand
V= the mean velocity of flow in feet per second;
(including coarse fragments up to 7.5 centimeters).
d. Fine-Silty- With more than 18 percent clay and
r=the hydraulic radius;
less than 35 percent clay and less than 15 percent
s=the slope of energy gradient or, for assumed
coarser than very fine sand (including coarse
uniform flow, the slope of the channel in feet per foot;
fragments up to 7.5 centimeters).
and
5a. Fine- With more than 35 percent clay but less than
n=the roughness coefficient or retardance factor of the
60 percent clay.
channel lining.
b. Very-Fine- With more than 60 percent clay.
MUCK SOIL- 1. An organic soil in which the organic
PEAK FLOW- The maximum instantaneous flow of water
matter is well decomposed (USA usage).
from a given storm condition at a specific location.
2. A soil containing 20 to 50 percent organic matter.
PEAT- Dark brown residual material produced by the
partial decomposition and disintegration of plants that grow
MULCH- A natural or artificial layer of plant residue or
in wet places.
other materials, such as sand or paper, on the soil surface.
PERMEABILITY- The quality of a soil horizon that
NETTING- Plastic, paper, cotton, or other material used to
enables water or air to move through it. Terms used to
hold mulch on the soil surface.
describe permeability are as follows: very slow, slow,
moderately slow, moderate, moderately rapid, rapid, and
OUTLET- Point of water disposal from a stream, river,
very rapid.
lake, tidewater, or artificial drain.
New York Standards and Specifications Page 6 August 2005
For Erosion and Sediment Control
pH- A numerical measure of the acidity or alkalinity of a SCALPING- Removal of sod or other vegetation in spots
soil; neutral soil has a pH of 7; all pH values below 7 are or strips.
acid, and all above 7 are alkaline.
SCARIFY- To abrade, scratch, or modify the surface; for
example, to scratch the impervious seed coat of hard seed or
PLANNED UNIT DEVELOPMENT- A zoning
classification permitting flexibility of site design by to break the surface of the soil with a narrow-bladed
combining building types and uses in ways that would be implement.
prohibited by traditional zoning standards.
SEDIMENT- Solid material, both mineral and organic, that
is in suspension, is being transported, or has been moved
PLAT OF SURVEY- A scaled drawing identifying a
parcel of real estate, prepared by a registered surveyor, from its site of origin by air, water, gravity, or ice and has
including a legal description of the property and the come to rest on the earths surface either above or below
dimensions of the physical improvements. sea level.
RAINFALL INTENSITY- The rate at which rain is falling SEDIMENT BASIN- A basin or pond designed to store a
at any given instant, usually expressed in inches per hour. calculated amount of sediment being transported on a site.
RECP Rolled erosion control products. These are SEDIMENT DISCHARGE- The quantity of sediment,
manufactured rolls of material used to protect slopes and/or measured in dry weight or by volume, transported through a
waterways by resisting flow and aiding vegetation. stream cross-section in a given time. Sediment discharge
consists of both suspended load and bedload.
RETARDANCE (vegetation)- The characteristic of the
vegetative lining of a channel that tends to restrict and
SEEDBED- The soil prepared by natural or artificial means
impede flow relative to a perfectly smooth channel. to promote the germination of seed and the growth of
seedlings.
RETURN FLOW- That portion of the water diverted from
a stream which finds its way back to the stream channel
SEEPAGE- 1. Water escaping through, or emerging from,
either as surface or underground flow. the ground along an extensive line or surface, as contrasted
with a spring where the water emerges from a localized
spot.
REVETMENT- Facing of stone or other material, either
permanent or temporary, placed along the edge of a stream
2. The process by which water percolates through the
to stabilize the bank and to protect it from the erosive action
soil.
of the stream.
3. (percolation) The slow movement of gravitational
RIPARIAN RIGHTS- The rights of an owner whose land water through the soil.
abuts water. They differ from state to state and often
depend on whether the water is a river, lake or ocean. See
SETTLING BASIN- An enlargement in the channel of a
Water Rights. stream to permit the settling of debris carried in suspension.
RIPRAP- Broken rock, cobbles, or boulders placed on SHRINK-SWELL POTENTIAL- The susceptibility of
earth surfaces, such as the face of a dam or the bank of a soil to volume change due to loss or gain in moisture
stream, for protection against the action of water (waves);
content.
also applied to brush or pole mattresses, or brush and stone,
or other similar materials used for soil erosion control.
SHRUB- A woody perennial plant differing from a
perennial herb by its more woody stems and from a tree by
RUNOFF- That portion of the precipitation on a drainage its low stature and habit of branching from the base. There
area that is discharged from the area in stream channels. is no definite line between herbs and shrubs or between
Types include surface runoff, groundwater runoff, or
shrubs and trees; all possible intergradations occur.
seepage.
SIDE SLOPES (engineering)- The slope of the sides of a
RUNOFF CURVE NUMBER (CN)- A parameter canal, dam, or embankment. It is customary to name the
combining the effects of soils, watershed characteristics,
horizontal distance first, as 1.5 to 1, or frequently, 1-1/2:1,
and land use. This parameter represents the hydrologic soil meaning a horizontal distance of 1.5 feet to 1 foot vertical.
cover complex of the watershed.
SITE ANALYSIS- Evaluation of the qualities and
drawbacks of a site by comparison with those aspects of
RUSLE-Abbreviation for Revised Universal Soil Loss
Equation; used to estimate sheet and rill soil loss on other comparable sites.
potentially erosive sites.
August 2005 Page 7 New York Standards and Specifications
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SOIL EROSION AND SEDIMENT CONTROL PLAN-STRATA CAPACITY- The maximum amount of material
A plan which fully indicates the necessary land protection a stream is able to transport.
and structural measures, including a schedule of the timing
of their installation, which will effectively minimize soil
STREAM LOAD- Quantity of solid and dissolved material
erosion and sediment yields. carried by a stream. See Sediment Load.
SOIL STRUCTURE- The arrangement of primary soil STORMWATER MANAGEMENT- Runoff water safely
particles into compound particles or clusters that are conveyed or temporarily stored and released at an allowable
separated from adjoining aggregates and have properties rate to minimize erosion and flooding.
unlike those of an equal mass of unaggregated soil particles.
The principal forms of soil structure are: platy (laminated),
STRIPPING- Denuding vacant or untouched land of its
prismatic (vertical axis of aggregates longer than present vegetative cover and topsoil.
horizontal), columnar (prisms with rounded tops), blocky
(angular or subangular), and granular. Structureless soils
SUBGRADE- The soil prepared and compacted to support
are: (1) single grain (each grain by itself, as in dune sand), a structure or a pavement system.
or (2) massive (the particles adhering together without any
regular cleavage, as in many claypans and hardpans).
SUBSOIL- The B horizons of soils with distinct profiles.
In soils with weak profile development, the subsoil can be
defined as the soil below the plowed soil (or its equivalent
SOIL SURVEY- Survey showing soil type and
composition. of surface soil), in which roots normally grow. Although a
common term, it cannot be defined accurately.
SOIL TEXTURE- The relative proportions of the various
soil separates in a soil as described by the classes of soil
SUMP- Pit, tank, or reservoir in which water is collected
texture shown in Figure 1. The textural classes may be for withdrawal or stored.
modified by the addition of suitable adjectives when coarse
fragments are present in substantial amounts; for example,
SUSPENDED LOAD- The fine sediment kept in
gravelly silt loam. (For other modifications, see coarse suspension in a stream because the settling velocity is lower
fragments). Sand, loamy sand, and sandy loam are further than the upward velocity of the current.
subdivided on the basis of the proportions of the various
sand separates present.
SWALE-A linear, but flattish depression in the ground
surface which conveys drainage water but offers no
SPILLWAY- An open or closed channel, or both, used to impediment to traffic, as do ditches or gutters.
convey excess water from a reservoir. It may contain gates,
either manually or automatically controlled, to regulate the
TERRACE- An embankment or combination of an
discharge of excess water. embankment and channel constructed across a slope to
control erosion by diverting or storing surface runoff
instead of permitting it to flow uninterrupted down the
SPOIL- Soil or rock material excavated from a canal,
basin, or similar construction. slope. Terraces or terrace systems may be classified by
their alignment, gradient, outlet, and cross-section.
Alignment is parallel or non-parallel. Gradient may be
STAGE(hydraulics)- The variable water surface or the
water surface elevation above any chosen datum. level, uniformly graded, or variably graded. Grade is often
incorporated to permit paralleling the terraces. Outlets may
be soil infiltration only, vegetated waterways, tile outlets, or
STATE SOIL AND WATER CONSERVATION
combinations of these. Cross-sections may be narrow base,
COMMITTEE, COMMISSION, OR BOARD- The state
agency established by state soil conservation districts, broad base, bench, steep backslope, flat channel, or channel.
enabling legislation to assist with the administration of the
provisions of the state soil conservation districts law. The
TIME OF CONCENTRATION- Time required for water
official title may vary from the above as new, or amended, to flow from the most remote point of a watershed, in a
state laws are made. hydraulic sense, to a specific point, usually the outlet.
STILLING BASIN- An open structure or excavation at the TIMING SCHEDULE- A construction progress schedule
foot of an overfall, chute, drop, or spillway to reduce the showing the proposed dates of commencement and
energy of the descending stream. completion of each of the various subdivisions of work as
shown and called for in the approved plans and
specifications.
STREAMBANKS- The usual boundaries, not the flood
boundaries, of a stream channel. Right and left banks are
named facing downstream.
New York Standards and Specifications Page 8 August 2005
For Erosion and Sediment Control
TOPOGRAPHIC MAP- A schematic drawing of WATERSHED- The area contributing direct runoff to a
prominent landforms indicated by conventional symbols stream. Usually it is assumed that base flow in the stream
such as hachures or contour lines. also comes from the same area. However, the ground water
watershed may be larger or smaller.
TOPSOIL- The uppermost layers of soil containing
organic material and suited for plant survival and growth.
WATERTABLE- The upper surface of groundwater or
that level below which the soil is saturated with water; locus
of points in soil water at which the hydraulic pressure is
TRAP EFFICIENCY- The capability of a reservoir to trap
sediment. equal to atmospheric pressure.
TRAVEL TIME- The time for water to travel from one WATERWAY- A natural course or constructed channel for
location to another in a watershed. Travel time is a the flow of water.
component of time of concentration (T
).
c
WATTLE- A group or bundle of twigs, whips, or witches.
TRIBUTARY- Secondary, or branch of a stream, drain, or
other channel that contributes flow to the primary or main WEEP-HOLES(engineering)- Openings, left in retaining
channel.walls, aprons, linings, or foundations to permit drainage and
reduce pressure.
TRM Turf reinforcement mat. These are typically non-
biodegradable mats with depth, which aid in stabilizing
ZONING (rural)- A means by which governmental
waterways by providing strength to vegetative root systems. authority is used to promote the proper use of land under
certain circumstances. This power traditionally resides in
the state; and the power to regulate land uses by zoning is
UNIFIED SOIL CLASSIFICATION SYSTEM
(engineering)- A classification system based on the usually delegated to minor units of government, such as
identification of soils according to their particle size, towns, municipalities, and counties, through an enabling act
gradation, plasticity index, and liquid unit. that specifies powers granted and the conditions under
which these are to be exercised.
UNIT HYDROGRAPH- A discharge hydrograph coming
from one inch of direct runoff distributed uniformly over
ZONING ORDINANCE- The exercise of police power for
the watershed, with the direct runoff generated at a uniform the purpose of carrying out the land use plan of an area. It
rate during the given storm duration. A watershed may may also include regulations to effect control of the size and
have 1-hour, 2-hour, etc. unit hydrographs. height of buildings, population density, and use of
buildings; for example, residential, commercial, industrial,
etc.
WATER QUALITY STANDARDS- Minimum
requirements of purity of water for various uses; for
example, water for agricultural use in irrigation systems
should not exceed specific levels of sodium bicarbonates,
pH, total dissolved salts, etc.
WATER RIGHTS- The legal rights to the use of water.
They consist of riparian rights and those acquired by
appropriation and prescription. Riparian rights are those
rights to use and control water by virtue of ownership of the
bank or banks. Appropriated rights are those acquired by
an individual to the exclusive use of water, based strictly on
priority of appropriation and application of the water to
beneficial use and without limitation of the place of use to
riparian land. Prescribed rights are those to which legal title
is acquired by long possession and use without protest of
other parties.
August 2005 Page 9 New York Standards and Specifications
For Erosion and Sediment Control
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