Site Planning
Hydrology
* Distributed
IMP Technologies
Erosion and
Sediment Control
Pteblic Outreach
Prepared by:
Prince George's
County, Maryland
Department of
Environmental
Resources
Programs and
Planning Division
January 2000
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jAj^oaeh
January 2000
Wayne K. Curry
County Executive
Prepared by:
Prince George's County, Maryland
Department of Environmental Resource
Programs and Planning Division
9400 Peppercorn Place
Largo, Maryland 20774
PRINCE GEORGE'S COUNTY
Department of
Environmental
Resources
Samuel E. Wynkoop,Jr.
Director
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Contents
Figures : vi
Tables viii
Preface , ix
Chapter 1 - Introduction : 1-1
Low-Impact Development Goals 1-2
Comparing Conventional Stormwater Management Site
Design with LID Site Design ..1-4
How to Use This Manual 1-5
Chapter 2 - Low-Impact Development Site Planning 2-1
Introduction 2-1
Fundamental LID Site Planning Concepts 2-2
Concept 1 - Using hydrology as the integrating
framework 2-2
Concept 2 - Thinking micromanagement 2-3
Concept 3 - Controlling stormwater at the source 2-4
Concept 4 - Remembering simple technologies 2-4
Concept 5 - Creating a Multifunctional Landscape
and Infrastructure 2-5
The LID Site Planning Process 2-6
Identify Applicable Zoning, Land Use, Subdivision,
and Other Local Regulations 2-6
Define Development Envelope and Protected Areas 2-8
Reduce Limits of Clearing and Grading 2-8
Use Site Fingerprinting 2-9
Use Drainage/Hydrology as a Design Element 2-9
Reduce/Minimize Total Impervious Areas 2-11
Develop Integrated Preliminary Site Plan : 2-13
Minimize Directly Connected Impervious Areas 2-14
Modify/Increase Drainage Flow Paths 2-14
Contents
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Low-Impact Developmentf An Integrated Environmental Design Approach
Compare Pre- and Postdevelopment Hydrology 2-19
Complete LID Site Plan 2-19
References 2-20
Chapter 3 - Low-Impact Development Hydrologic Analysis 3-1
Introduction 3-1
Regional Considerations 3-1
Overview of Key Hydrologic Principles 3-2
Summary of Comparison Between Conventional and LID
Stormwater Management Approaches 3-8
LID Hydrologic Considerations 3-10
LID Hydrologic Tools 3-11
LID Hydrologic Evaluation 3-12
LID Hydrologic Evaluation Steps 3-12
Hydrologic Evaluation Techniques , 3-14
LID Hydrologic Illustrations , 3-16
LID Runoff Volume and Peak Flow Management 3-17
Determination of LID Runoff Curve Number 3-17
Maintaining the Predevelopment Time of Concentration ..3-19
References 3-22
Chapter 4 - Low-Impact Development Integrated Management
Practices , 4-1
Procedures for Selection and Design of IMPs 4-1
Integrated Management Practices 4-8
Bioretention 4-8
Dry Wells i , 4-11
Filter Strips 4-12
Vegetated Buffers..... 4-14
Level Spreaders 4-14
Grassed Swales 4-16
Rain Barrels 4-18
Cisterns 4-19
Infiltration Trenches , 4-20
Other Environmentally Sensitive Management Practices ..4-21
Monitoring 4-22
References 4-24
Contents
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Chapter 5 - Erosion and Sediment Control Considerations
for Low-Impact Development , 5-1
Erosion and Sediment Control Steps 5-1
References 5-8
Chapter 6 - Low-Impact Development Public Outreach Program .6-1
Introduction 6-1
Developing a Public Outreach Program , 6-2
Step One: Define Public Outreach Program Objectives 6-2
Step Two: Identify Target Audiences 6-3
Step Three: Develop Outreach Materials. 6-6
Step Four: Distribute Outreach Materials 6-8
Appendix A - Example LID Hydrologic Computation A-l
Appendix B - Sample Maintenance Covenant... B-l
Glossary G-l
Contents
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Low-Impact Development: An Integrated Environmental Design Approach
Figures
Figure 1-1. Parking lot bioretention area 1-1
Figure 1-2. Residential lot with LID features 1-4
Figure 1-3. Major components of the LID approach 1-6
Figure 2-1. Hydrologically functional landscape 2-2
Figure 2-2. Frequency of small storms at San Francisco
International Airport 2-3
Figure 2-3. Relative cost as a function of distance from source 2-4
Figure 2-4. Bioretention cell 2-5
Figure 2-5. Some protected site features 2-8
Figure 2-6. Impervious surface changes due to urbanization 2-9
Figure 2-7. Increase in receiving stream impacts due to
site imperviousness 2-10
Figure 2-8. Typical imperviousness ratios for conventional
and LID residential development design 2-10
Figure 2-9. Length of pavement (imperviousness associated
with various road layout options) 2-11
Figure 2-10. Narrow road sections 2-12
Figure 2-11. Integrated site plan 2-13
Figure 2-12. Roads placed along ridge lines preserve and
utilize the natural drainage system 2-16
Figure 2-13. Low-impact development minimum lot grading
and 100-year buffer requirements 2-18
Figure 2-14. Vegetated swale 2-19
Figure 2-15. Site layouts with/without vegetation retention 2-20
Figure 3-1. Hydrologic response of conventional IMPs 3-3
Figure 3-2. Relationship of the rainfall event recurrence
interval and rainfall volume, and its application
to stormwater management in Maryland 3-4
Figure 3-3. Approximate geographic boundaries for NRCS
rainfall distributions 3-5
Figure 3-4- Runoff variability with increased impervious
surfaces 3-7
Figure 3-5. Groundwater in local, intermediate, or regional
setting 3-8
Figure 3-6. Comparison of the hydrologic response of
conventional IMPs and LID BMPs 3-11
Figure 3-7. Prince George's County, Maryland, example of
low-impact development analysis procedure 3-15
Figure 3-8. Customizing runoff CN for a low-impact
development site 3-17
Figure 3-9. Effect of low-impact development CN on the
postdevelopment hydrograph without
stormwater BMPs 3-19
Contents
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Figure 3-10. Low-impact development hydrograph that has
a reduced CN and maintains the Tc without
conventional stormwater controls 3-20
Figure 4-1. Key steps in developing storm water plan using
LID practices 4-3
Figure 4-2. Bioretention area 4-9
Figure 4-3. Typical bioretention facility 4-10
Figure 4-4. Typical dry well ,.4-H
Figure 4-5. Typical filter strip 4-13
Figure 4-6. Typical rock trench level spreader 4-15
Figure 4-7. Example of dry swale .4-16
Figure 4-8. Example of wet swale ! 4-17
Figure 4-9. Typical rain barrel 4-18
Figure 4-10. Rain barrel application to LID 4-19
Figure 4-11. Cistern 4-19
Figure 4-12. Median strip infiltration trench designs 4-20
Figure 4-13. Roof greening 4-22
Figure 5-1. A well-mulched site 5-5
Figure 5-2. Silt fence installation guidelines 5-7
Contents
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Low-Impact Development: An Integrated Environmental Design-Approach
Tables
Table 2-1. Steps in LID Site Planning Process 2-6
Table 2-2. Common Zoning Components 2-7
Table 2-3. Alternative Zoning Options 2-8
Table 2-4. Permissible Velocities for Vegetated Channels 2-15
Table 2-5. Alternative Road Layouts , , 2-17
Table 3-1. Comparison of Conventional and LID
Stormwater Management Technologies 3-9
Table 3-2. Comparison of Model Attributes and Functions 3-16
Table 3-3. Comparison of Conventional and LID Land
Covers 3-18
Table 3-4. LID Planning Techniques to Reduce the
Postdevelopment Runoff Volume 3-18
Table 3-5. LID Techniques to Maintain
the Predevelopment Time of Concentration 3-21
Table 4-1. Site Constraints of IMPs 4-4
Table 4-2. Hydrologic Functions of LID Integrated
Management Practices 4-6
Table 4-3. Reported Pollutant Removal Efficiency of IMPs 4-7
Table 4-4. Bioretention Design Comonents 4-9
Table 4-5. Drywell Design Considerations 4-12
Table 4-6. Filter Strip Design Considerations 4-14
Table 4-7. Grassed Swale Design Considerations 4-18
Table 4-8. Infiltration Trench Design Considerations 4-21
Table 4-9. Parameters to Report with Water-Quality Data for
Various BMPs 4-23
Table 5.1. Types of Mulches 5-5
Table 6.1. Educational Materials 6-7
Contents
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Preface
Low-impact development (LID) is a radically different approach
to conventional stormwater management. It is our belief that LID
represents a significant advancement in the state of the art in
stormwater management. LID enhances our ability to protect surface
and ground water quality, maintain the integrity of aquatic living
resources and ecosystems, and preserve the physical integrity of
receiving streams. Prince George's County, Maryland's Department
of Environmental Resources has pioneered several new tools and
practices in this field, which strive to achieve good environmental
designs that also make good economic sense. The purpose of this
manual is to share some of our experiences, and show how LID can
be applied on a national level.
The LID principles outlined in these pages were developed over
the last three years specifically to address runoff issues associated
with new residential, commercial, and industrial suburban develop-
ment. Prince George's County, which borders Washington, DC, is
rich with natural streams, many of which support game fish. Preserv-
ing these attributes in the face of increasing development pressure
was the challenge, which led to the development of LID techniques.
We describe how LID can achieve stormwater control through
the creation of a hydrologically functional landscape that mimics the
natural hydrologic regime. This objective is accomplished by:
Minimizing stormwater impacts to the extent practicable.
Techniques presented include reducing impervio'usness, conserv-
ing natural resources and ecosystems, maintaining natural
drainage courses, reducing use of pipes, and minimizing clearing
and grading.
Providing runoff storage measures dispersed uniformly through-
out a site's landscape with the use of a variety of detention,
retention, and runoff practices. ;
Preface
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Low-Impact Development: /?\n Integrated Environmental Design Approach
Maintaining predevelopment time of concentration by strategi-
cally routing flows to maintain travel time and control the
discharge.
Implementing effective public education programs to encourage
property owners to use pollution prevention measures and
maintain the on-lot hydrologically functional landscape manage'
ment practices.
LID offers an innovative approach to urban stormwater manage-
mentone that does not rely on the conventional end-of-pipe or in-
the-pipe structural methods but instead uniformly or strategically
integrates stormwater controls throughout the urban landscape.
We wish to thank the US Environmental Protection Agency for
their encouragement and support of this document. In particular,
Robert Goo and Rod Frederick of EPA's Office of Water, Nonpoint
Source Control Branch. I would also like to acknowledge the
contributions of the many highly dedicated professionals who
contributed to the development of LID technology, especially Dr.
Mow-Soung Cheng and Derek Winogradoff of Prince George's
County and the Tetra Tech project team led by Dr. Mohammed
Lahlou and including: Dr. Leslie Shoemaker, Michael Clar, Steve
Roy, Jennifer Smith, Neil Weinstein, and Kambiz Agazi.
It is my hope that the release of this manual will stimulate a
national debate on this promising form of stormwater management.
We are currently developing new LID principles and practices
directly applicable to such issues as urban retrofit, combined sewer
overflow, and highway design. This manual represents only the
beginning of a new paradigm in stormwater management. I hope
that you will take up the challenge and work with us to further
develop LID practices.
Larry Coffman, Director
Programs and Planning Division
Department of Environmental Resources
Prince George's County, Maryland
Preface
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Site Planning
Hydrology
Distributed
IMP Technologies
Erosion and
Sediment Control
Public Outreach
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Chapter
Introduction
i Figure 1-1. Parking lot
bioretention area
The low-impact development (LID) approach combines a hydro-
logically functional site design with pollution prevention measures to
compensate for land develop-
ment impacts on hydrology and
water quality. As shown in
Figure 1-1, a parking lot
bioretention area, LID tech-
niques not only can function to
control site hydrology, but also
can be aesthetically pleasing.
In This Chapter...
Introduction
Low-impact
Development Goals
How to Use This Manual
Introduction
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Low-Impact Development: An Integrated Environmental Design Approach
Low-Impact Development Goals
The primary goal of Low Impact Development methods is to
mimic the predevelopment site hydrology by using site design tech-
niques that store, infiltrate, evaporate, and detain runoff. Use of these
techniques helps to reduce off-site runoff and ensure adequate ground-
water recharge. Since every aspectof site development affects the
hydrologic response of the site, LID control techniques focus mainly
on site hydrology.
There is a wide array of impact reduction and site design tech-
niques that allow the site planner/engineer to create stormwater
control mechanisms that function in a manner similar to that of
natural control mechanisms. If LID techniques can be used for a
particular site, the net result will be to more closely mimic the
watershed's natural hydrologic functions or the water balance between
runoff, infiltration, storage, groundwater recharge, and evapotranspi-
ration. With the LID approach, receiving waters may experience
fewer negative impacts in the volume, frequency, and quality of runoff,
so as to maintain base flows and more closely approximate
predevelopment runoff conditions.
The goals of low-impact development are discussed and demon-
strated throughout the manual. The list below highlights some of the
main goals and principles of LID:
" - j .
Provide an improved technology for environmental protection of
receiving waters.
Provide economic incentives that encourage environmentally
sensitive development.
Develop the full potential of environmentally sensitive site plan-
ning and design.
Encourage public education and participation in environmental
protection.
Help build communities based on environmental stewardship.
Reduce construction and maintenance costs of the stormwater
infrastructure.
Introduce new concepts, technologies, and objectives for
stormwater management such as micromanagement and multi-
functional landscape features (bioretention areas, swales, and
conservation areas); mimic or replicate hydrologic functions; and
maintain the ecological/biological integrity of receiving streams.
Introduction
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Encourage flexibility in regulations that allows innovative engi-
neering and site planning to promote "smart growth" principles.
Encourage debate on the economic, environmental, and technical
viability and applicability of current stormwater practices and
alternative approaches.
LID is a comprehensive technology-based approach to managing
urban stormwater. Stormwater is managed in small, cost-effective
landscape features located on each lot rather than being conveyed and
managed in large, costly pond facilities located at the bottom of
drainage areas. The source control concept is quite different from
conventional treatment (pipe and pond stormwater management site
design). Hydrologic functions such as infiltration, frequency and
volume of discharges, and groundwater recharge can be maintained
with the use of reduced impervious surfaces, functional grading, open
channel sections, disconnection of hydrologic flowpaths, and the use
of bioretention/filtration landscape areas. LID also incorporates
multifunctional site design elements into the stormwater management
plan. Such alternative stormwater management practices as on-lot
microstorage, functional landscaping, open drainage swales, reduced
imperviousness, flatter grades, increased runoff travel time, and
depression storage can be integrated into a multifunctional site design
(Figure 1-2).
Specific LID controls called Integrated Management Practices
(IMPs) can reduce runoff by integrating stormwater controls through-
out the site in many small, discrete units. IMPs are distributed in a
small portion of each lot, near the source of impacts, virtually elimi-
nating the need for a centralized best management practice (BMP)
facility such as a stormwater management pond. By this process, a
developed site can be designed as an integral part of the environment
maintaining predevelopment hydrologic functions through the careful
use of LID control measures. IMPs are defined arid described in
Chapter 4, Low-Impact Development Integrated Management Prac-
tices.
LID designs can also significantly reduce development costs
through smart site design by:
Reducing impervious surfaces (roadways), curb, and gutters
Decreasing the use of storm drain piping, inlet structures, and
Eliminating or decreasing the size of large stormwater ponds.
Introduction
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Low-Impact Development:* An Integrated Environmental Design Approach
Figure 1-2
Residential lot with
LID features
LOT PLAN WITH BIORETENTION
In some instances, greater lot yield can be obtained using LID
techniques, increasing returns to developers. Reducing site develop-
ment infrastructure can also reduce associated project bonding and
maintenance costs.
Comparing Conventional Stormwater Management
Site Design With Lid Site Design
One paradigm has typically dominated site planning and
engineering"Stormwater runoff is undesirable and must be removed
from the site as quickly as possible to achieve good drainage." Current
site development techniques result in the creation of an extremely
efficient Stormwater runoff conveyance system. Every feature of a
conventionally developed site is carefully planned to quickly convey
runoff to a centrally located management device, usually at the end of
a pipe system. Roadways, roofs, gutters, downspouts, driveways, curbs,
pipes, drainage swales, parking, and grading are all typically designed
Introduction
-------
to dispose of the runoff in a rapid fashion. The magnitude of hydrologic
changes (increases in volume, frequency, and rate of discharge) are
amplified as natural storage is lost, the amount of impervious surfaces is
increased, the time of concentration is decreased, runoff travel times are
decreased, and the degree of hydraulic connection is increased. Typical
conventional site design results in developments devoid of natural
features that decrease travel times and that detain or infiltrate runoff.
Lack of these features often adversely affects the ecosystem.
In contrast, the principal goal of low-impact development is to
ensure maximum protection of the ecological integrity of the receiving
waters by maintaining the watershed's hydrologic regime. This goal is
accomplished by creatively designing hydrologic functions into the site
design with the intent of'replicating the predevelopment hydrology
and thus having a significant positive effect on stream stability, habitat
structure, base flows, and water quality. It is well documented that
some conventional stormwater control measures can effectively
remove pollutants from runoff. Water quality, however, is only one of
several factors that affect aquatic biota or the ecological integrity of
receiving streams. Fish macroinvertebrate surveys have demonstrated
that good water quality is not the only determinant of biological
integrity. In fact, the poor condition of the biological communities is
usually attributed to poor habitat structure (cover, substrate, or
sedimentation) or hydrology (inadequate base flow, thermal fluxes, or
flashy hydrology). A conclusion that can be drawn from these studies
and from direct experience is that perhaps stormwater pond technol-
ogy is limited in its ability to protect the watershed and cannot repro-
duce predevelopment hydrological functions. With this in mind, LID
can be a way to bridge this gap in protecting aquatic biota and provide
good water quality as well. This manual was developed to provide a
reference and a model for practitioners to use in experimenting with
and applying LID techniques across the nation.
How to Use This Manual
Low-impact development allows the site planner/engineer to use a
wide array of simple, cost-effective techniques that focus on site-level
hydrologic control. This manual describes those techniques and
provides examples and descriptions of how they work. It does not
discuss detailed site planning techniques for the conservation of
natural resources (trees, wetlands, streams, floodplains, steep slopes,
critical areas, etc.). Such site features/constraints are typically ad-
dressed as part of existing county, state, and federal regulations.
Compliance with the existing regulations is the starting point for
denning the building envelope and the use of LID techniques. Once
Introduction
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Low-Impact Development: An Integrated Environmental Design Apprdach
the basic building envelope has been defined, LID techniques may
provide significant economic incentives to improve environmental
protection and expand upon the conservation of natural resources
I
areas. The manual has been formatted in a manner that allows the
designer to incorporate LID into a specific building envelope in a
logical step-by-step approach.
For ease of use and understanding, this document has been
divided into six chapters and appendices. A glossary is provided at
the end of the document. Figure 1-3 summarizes the major compo-
nents of the LID approach.
Figure 1-3. Major
components of the
LID approach
LID Site Planning
.Define Development.
Envelope
Reduce/Minimize total
Site Impervious Areas
Disconnect Impervious
Aie
Codify/Increase
Drainage Plow Pajbs
t
LID Hydrologic Analysis
.Dalineajpyatershed and micro-
'watershed areas
Befine'desjgn storm
Define modeling techniques
Eva|jate pre-development
coaaSons and develop baseline
measures *
Evaluate, .site planning benefits
and compare to baseline
Evaluatejntegrated
management practices (JMPs)
Evaluate supplemental needs
i ie
M,
Outreach Program
Defjje public outreach"
pro-am objectives
identify target audience.
Dfvejop outreach
materials
Distribute outreach
materials
Approach
1 LID Integrated
Management Practices
D.eflne fiydrologic ixjntrol
Evaluate stie cpnsfraints _/
Screen the IMPs _/
Evaluate most likety IIWPs
Select itoPs '.^
Incorporate additional controls
if necessary''
III II I ^ V
LID Erosion and
Sediment Control
Planning
Scheduling of operations
SoJ,ejrosipn control
Sediment control
Maintenance
Introduction
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Chapter 1. Introduction
Chapter 2. Low-Impact Development Site Planning. The site
design philosophy and site planning techniques are described and
illustrated in this chapter.
Chapter 3. Low-Impact Development Hydrologic Analysis. This
chapter provides an overview and general description of the key
hydrologic principles involved in low-impact development, and
provides guidance on the hydrologic analysis required for the design of
LID sites.
Chapter 4. Low-Impact Development Integrated Management
Practices. Selection criteria and descriptions for specific LID IMPs are
provided along with fact sheets on IMPs.
Chapter 5. Erosion and Sediment Control Considerations for
Low-Impact Development. Erosion and sediment control and LID
principles are closely interrelated since LID technology can result in
improved erosion and sediment control. Chapter 5 addresses that
relationship.
Chapter 6. Low-Impact Development Public Outreach Program.
Chapter 6 explains why LID approaches require the education of
homeowners, landowners, developers, and regulators and offers
suggestions for conducting a successful public outreach program.
Appendix A. Example LID Hydrologic Computation
Appendix B. Sample Maintenance Covenant
Glossary.
Introduction
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Low-Impact Development:- An Integrated Environmental besign Approach
Introduction
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Site Planning
Hydrology
Distributed
IMP Technologies
Erosion and
Sediment Control
Public Outreach
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Low-Impact Development Site Planning
Chapter
Introduction
Site planning strategies and techniques provide the means to
achieve stormwater management goals and objectives; facilitate the
development of site plans that are adapted to natural topographic
constraints; maintain lot yield; maintain site hydrologic functions; and
provide for aesthetically pleasing, and often less expensive stormwater
management controls. Hydrologic goals and objectives should be
incorporated into the site planning process as early as possible.
The goal of LID site planning is to allow for full development of the
property while maintaining the essential site hydrologic functions. This
goal is accomplished in a series of
incremental steps, which are
presented in this chapter. These
steps include first minimizing the
hydrologic impacts created by the
site development through site
design and then providing
controls to mitigate or restore the
unavoidable disturbances to the
hydrologic regime. The hydro-
logic disturbances are mitigated
with the use of an at-source
control approach, in contrast to
the currently used end-of-pipe
control approach. The newer
Lot Yield
The total number of
buildable lots within
the development
In This Chapter...
Introduction
Fundamental LID Site Planning Concepts
The LID Site Planning Process
Identify Applicable Zoning, Land Use,
Subdivision, and Other Local Regulations
Define Development Envelope and
Protected Areas
Use Drainage/Hydrology as a Design
Element
Reduce/Minimize Total Impervious Areas
Develop Integrated Preliminary Site Plan
approach results in the creation
of hydrologically functional
landscapes that preserve and
maintain the essential hydrologic
functions of the development site
and the local watershed.
Minimize Directly Connected Impervious
Areas
Modify/Increase Drainage Flow Paths
Compare Pre- and Post Development
Hydrology
Complete LID Site Plan
LID Site Planning
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Low-Impact Development: An Integrated Environmental Design Approach
Hydrology
The movement of
water into and
across the site
Figure 2-1.
Hydrologically functional
landscape
Fundamental LID Site Planning Concepts
A few fundamental concepts that define the essence of low-impact
development technology must be integrated into the site planning
process to achieve a successful and workable plan. These concepts are
so simple that they tend to be overlooked, but their importance cannot
be overemphasized. These fundamental concepts include:
Using hydrology as the integrating framework
Thinking micromanagement
Controlling stormwater at the source
Using simplistic, nonstructural methods
Creating a multifunctional landscape
These fundamental concepts are defined in the following sections.
Concept 1 - Using Hydrology as the Integrating Framework
In LID technology, the traditional approach to site drainage is
reversed to mimic the natural drainage functions. Instead of rapidly
and efficiently draining the site, low-impact development relies on
various planning tools and control practices to preserve the natural
hydrologic functions of the site. Planners may begin by asking, "What
are the essential predevelopment hydrologic functions of the site, and
how can these essential functions be maintained while allowing full
use of the site?" The application of low-impact-development tech-
niques results in the creation of a hydrologically functional land-
scape (Figure 2-1), the use of distributed micromanagement
practices, impact minimization, and reduced effective
imperviousness allowing maintenance of infiltration
capacity, storage, and longer time of concentration.
Integration of hydrology into the site
planning process begins by identifying and
preserving sensitive areas that affect
the hydrology, including streams and
their buffers, floodplains, wetlands,
steep slopes, high-permeability soils, and
woodland conservation zones. This process
defines a development envelope, with respect
to hydrology, which is the first step to minimizing
hydrologic impacts. This development envelope will
have the least hydrologic impact on the site while retain-
ing important natural hydrologic features.
LID Site Planning
-------
Potential site development and layout schemes are then evaluated to
reduce, minimize, and disconnect the total impervious area at the site.
Further analysis is then conducted on the unavoidable impervious areas to
minimize directly connected impervious surfaces. Bioretention areas,
increased flow paths, infiltration devices, drainage swales, retention areas,
and many other practices can be used to control and break up these
impervious areas. The end result is an integrated hydrologically functional
site plan that maintains the predevelopment hydrology in addition to
improving aesthetic values and providing recreational resources by adding
additional landscape features.
Development
envelope
The total site areas
that affect the
hydrology (i.e., lots
to be developed,
streams, buffers,
floodplains,
wetlands, slopes,
soils, and
woodlands.
Concept 2 - Thinking Micromanagenienit
The key to making the LID concept work is to think small. This
requires a change in perspective or approach with respect to the size of
the area being controlled (i.e., microsubsheds), the size of the control
practice (microtechniques), siting locations of controls, and the size
and frequency of storms that are controlled. Micromanagement
techniques implemented on small sub catchments, or on residential
lots, as well as common areas, allow for a distributed control of
stormwater throughout the entire site. This offers significant opportu-
nities for maintaining the site's key hydrologic functions including
infiltration, depression storage, and interception, as well as a reduction
in the time of concentration. These micromanagement techniques are
referred to as integrated management practices (IMPs).
Figure 2-2 presents a typical month's rainfall in the San Francisco
Bay area, showing how small storms plus the first increment of the
bigger storms account for half of the total rainfall volume. These small
storms, because of their frequency and cumulative impacts, make the
largest contribution to total annual runoff volume and have the
greatest impact on water quality and receiving water hydrology.
Other advantages of micromanagement techniques include the
following:
1.20
Provide a much greater range
of control practices that can
be used and adapted to site
conditions.
Interception
Water trapped on
vegetation before
reaching the ground
Figure 2-2. Frequency of
small storms at San
Francisco International
Airport (Source:
BASMAA, 1997)
1.00-
:§. 0.80-
t
i 0.60
Allow use of control practices
that can provide volume
control and maintain
predevelopment groundwater
0.40-
0.20-
75% of
total
50% of
total
15 20
days of a typical month
30
LID Site Planning
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Low-Impact Development: An Integrated Environmental Design Approath
Depression
storage
Small, water-holding
pockets on the land
surface
Figure 2-3. Relative cost
as a function of distance
from source (Source:
BASMAA, 1997)
High
Low
recharge functions, thereby compensating for significant alter-
ations of infiltration capacity.
Allow on-lot control practices to be integrated into the landscape,
impervious surfaces, and natural features of the site.
Reduce site development and long-term maintenance costs through
cost-effective designs and citizen participation and acceptance.
Concept 3 * Controlling Stormwater at the Source
The key to restoring the predevelopment hydrologic functions is to
first minimize and then mitigate the hydrologic impacts of land use
activities closer to the source of generation. Natural hydrologic
functions such as interception, depression storage, and infiltration are
evenly distributed throughout an undeveloped site. Trying to control
or restore these functions using an end-of-pipe stormwater manage-
ment approach is difficult, if not impossible. Therefore, compensation
or restoration of these hydrologic functions should be implemented as
close as possible to the point or source, where the impact or distur-
bance is generated. This is referred to as a distributed, at-source
control strategy and is accomplished using micromanagement tech-
niques throughout the site. The distributed control strategy is one of
the building blocks of low-impact development.
The cost benefits of this approach can be substantial. Typically, the
most economical and simplistic stormwater management strategies are
achieved by controlling runoff at the source. Conveyance system and
control or treatment structure costs increase with distance from the
source (Figure 2-3).
Concept 4 * Utilization of Simplistic, Nonstructural
Methods
Traditionally, most
stormwater management has
focused on large end-of-pipe
systems and there has been a
tendency to overlook the consid-
eration of small simple solutions.
These simple solutions or systems
have the potential to be more
effective in preserving the
, .
hydrologic functions of the
landscape and they can offer
significant advantages over
conventional engineered facilities
At source Enroute
Distance from source
Outlet
LID Site Planning
-------
such as ponds or concrete conveyances. In some cases LID techniques
will need to be combined with traditional stormwater controls.
The use of LID techniques can decrease the use of typical engineering
materials such as steel and concrete. By using materials such as native
plants, soil and gravel these systems can be more easily integrated into the
landscape and appear to be much more natural than engineered systems.
The "natural" characteristics may also increase homeowner acceptance
and willingness to adopt and maintain such systems.
Small, distributed, microcontrol systems also offer a major techni-
cal advantage: one or more of the systems can fail without undermin-
ing the overall integrity of the site control strategy.
These smaller facilities tend to feature shallow basin depths and
gentle side slopes, which also reduce safety concerns. The integration
of these facilities into the landscape throughout: the site offers more
opportunities to mimic the natural hydrologic functions, and add
aesthetic value. The adoption of these landscape features by the
general public and individual property owners can result in significant
maintenance and upkeep savings to the homeowners association,
municipality or other management entity.
Concept 5 * Creating a Multifunctional Landscape and
Infrastructure
LID offers an innovative alternative approach to urban stormwater
management that uniformly or strategically integrates stormwater
controls into multifunctional landscape features where runoff can be
micromanaged and controlled at the sources. With LID, every urban
landscape or infrastructure feature (roof, streets, parking, sidewalks,
and green space) can be designed to be multifunctional, incorporating
detention, retention, filtration, or runoff use.
The bioretention cell in
Figure 2-4 is perhaps the best
example of a multifunctional
practice and illustrates a
number of functions. First the
tree canopy provides intercep-
tion and ecological, hydro-
logic, and habitat functions.
The 6-inch storage area
provides detention of runoff.
The organic litter/mulch
provides pollutant removal
Figure 2-4.
Bioretention cell
Minimum freeboard
0.2 feet from maximum
ponding depth
* Ground cover
or mulch layer
/ ^| |^ 5, mln
Limit of il= T 4
pavement j| | V
Near vertical fl Planting soil
sidewalls =!l \
i 3.1'maxN
ffl
-m "
l«^i,,^H.^,^»^«M.ffl
V In situ Material
SaturatedPermeability
Greater than 0.5 IPH A
Section A-k (not to scale)
LID Site Planning
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Low-Impact Development: An Integrated-Environmental Design Approach
and water storage. The planting bed soil provides infiltration of runoff,
removal of pollutants through numerous processes, groundwater
recharge, and evapotranspiration through the plant material.
The opportunities, effectiveness, and benefits for control of runoff
through numerous small-scale multifunctional landscape features have
not been fully explored. To apply LID to any land use is simply a
matter of developing numerous ways to creatively prevent, retain,
detain, use, and treat runoff within multifunctional landscape features
unique to that land use.
Table 2-1 Steps in LID Site Planning Process
Step 1 Identify Applicable Zoning, Land Use,
Subdivision and Other Local Regulations
Step 2 Define Development Envelope
Step 3 Use Drainage/Hydrology as a Design Element
Step 4 Reduce/Minimize Total Site Impervious Areas
Step 5 Integrate Preliminary Site Layout Plan
Step 6 Minimize Directly Connected Impervious Areas
Step 7 Modify/Increase Drainage Flow Paths
Step 8 Compare Pre and Post Development Hydrology
Step 9 Complete LID Site Plan
The LID Site Planning
Process
Site planning is a
well-established process
consisting of several ele-
ments. The incorporation of
LID concepts into this process
introduces a number of new
considerations to better
mimic the predevelopment
hydrology and create a
hydrologically functional
landscape. These concepts
Zoning
ordinances
Land use controls at
the county or
municipal level
designed to regulate
density, types, and
extent of
development
include considering hydrol-
ogy as a design focus, minimizing imperviousness, disconnecting
impervious surfaces, increasing flow paths, and defining and siting
micromanagement controls. Table 2-1 provides a summary of the steps
involved in integrating the LID technology into the site planning
process. These steps are described below.
Identify Applicable Zoning, Land Use, Subdivision, and
Other Local Regulations
The planning process of a local governmental entity (county,
district, borough, municipality, etc.)-zoning ordinances and compre-
hensive planning-provides a framework to establish a functional and
visual relationship between growth and urbanization. Zoning ordi-
nances predesignate the use and physical character of a developed
geographic area to meet urban design goals. Common zoning compo-
nents are summarized in Table 2-2. The zoning requirements are
intended to regulate the density and geometry of development,
specifying roadway widths and parking and drainage requirements, and
define natural resource protection areas.
LID Site Planning
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Table 2-2 Common Zoning Components
Zoning Requirement
Purpose
Land use restriction
Separate residential, commercial and industrial uses
and/or specify the percentage mix of these uses
Lot Layout Requirement
Equal-sized or similarly
shaped lots
Provide consistency among residential use or
districts
Minimum lot sizes
Provide consistency among residential uses or
districts
Frontage requirements
Provide additional distinction among residential
zones; acces
Fixed setbacks for front, back,
and side yards
Provide additional distinction among residential
and side yards provide consistency among
residential zones; control coverage by buildings.
Road Layout Requirements
Road width
Ensure vehicular and pedestrian safety and avoid
rights-of-way public facility burden
Road turnarounds
Prevent undue fire safety hazards; provide
adequate fire safety vehicular access.
Sidewalks and pedestrian
walkways
Ensure vehicular and pedestrian safety and avoid
access public facility burdens.
Residential and commercial
development _^
Ensure vehicular and pedestrian safety and avoid
access public facility burdens.
Common or shared facilities
Prevent environmental or safety hazards from
unmaintained facilities such as shared septic
systems or driveways.
Drainage and Grading
Curbs/gutters and storm
drains
Prevent undue burden of development on off-site
water, streets, and buildings
Stormwater quality and
quantity Structures
Prevent undue burden of development on off-site
water, streets, and buildings
Grading to promote positive
drainage
Prevent soil erosion problems due to drainage
Identification of existing zoning ordinances and applicable subdivi-
sion regulations is not a new concept, but rather an established
element of current site planning practices. The LID site planning
process recognizes that in most instances, LID approaches need to
meet the local zoning requirement. However, typical conventional
zoning regulations are often inflexible and restrict development
options regarding certain site planning parameters. Consequently,
local planning agencies that wish to optimize the environmental and
economic benefits provided by the LID approach will want to
consider the adoption of environmentally sensitive and flexible
zoning options that facilitate the use of LID technology.
The LID approach employs a number of flexible zoning options to
meet the environmental objectives of a site without impeding urban
growth. The use of these options provides added, environmental sensi-
tivity to the zoning and subdivision process over and above what
conventional zoning can achieve. Alternative zoning options, such as
Subdivision
regulations
Local land use
controls specify how
large land parcels
are broken into
smaller pieces
LID Site Planning
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Low-Impact Development: An Integrated Environmental Design Approach
Table 2-3 Alternative Zoning Options
Zoning Option
Functions Provided
Overlay District Uses existing zoning and provides
, additional regulatory standard
Performance Zoning
Flexible zoning based on general goals of
the site based on preservation of site
functions
!ncentive Zoning Provides for give and take compromise on
zoning restrictions allowing for more
flexibility to provide environmental
protection
imperviousness Subdivision layout options are based on
Overlay Zoning total site imperviousness limits
Watershed-based
Zoning
Uses a combination of the above
principles to meet a predetermined
watershed capacity or goal
Figure 2-5. Some
protected site features
those summarized in Table 2-3,
include overlay districts,
performance zoning, incentive
zoning, impervious overlay
zoning, and watershed-based
zoning to allow for the intro-
duction of innovative develop-
ment, site layout, and design
techniques.
Define Development
Envelope and Protected
Areas
After the zoning code and
subdivision regulations have
been analyzed, a development envelope can be prepared for the pro-
posed site. This is done by identifying protected areas, setbacks, ease-
ments, topographic features and existing subdrainage divides, and other
site features. Site features to be protected are illustrated in Figure 2-5
and may include riparian areas such as floodplains, stream buffers, and
wetlands; woodland conservation zones and important existing trees;
steep slopes; and highly permeable and erosive soils. These features
can be mapped in an overlay mode.
Reduce Limits of Clearing and Grading
The limits of clearing and grading refer to the site area to which
development is directed. This development area will include all
impervious areas such as roads, sidewalks, rooftops, and pervious areas
such as graded lawn areas and open drainage systems. To minimize
hydrologic impacts on existing site land cover, the area of development
should be located in areas that are less sensitive to disturbance or have
lower value in terms of hydrologic function (e.g., developing barren
clayey soils will have less hydrologic impact than development of
forested sandy soils). At a minimum, areas of development-should be
placed outside of sensitive area
buffers such as streams, flood-
plains, wetlands, and steep
slopes. Where practical and
possible, avoid developing areas
with soils which have high
infiltration rates to reduce net
hydrologic site impacts.
LID Site Planning
Transition Zone
Woodland Conservation Zone
Lot Line
Natural
Drainage
Area
-------
Use Site Fingerprinting
Site fingerprinting (minimal disturbance techniques) can be used
to further reduce the limits of clearing and grading, thereby minimizing
the hydrologic impacts. Site fingerprinting includes restricting ground
disturbance by identifying the smallest possible area and clearly
delineating it on the site. Land-cover impacts can be reduced through
minimal disturbance techniques that include the following:
Reduce paving and compaction of highly permeable soils.
Minimizing the size of construction easements and material
storage areas, and siting stockpiles within the development enve-
lope during the construction phase of a project.
Siting building layout and clearing and grading to avoid removal of
existing trees where possible.
Minimizing imperviousness by reducing the total area of paved
surfaces.
Delineating and flagging the smallest site disturbance area possible
to minimize soil compaction on the site and restricting temporary
storage of construction equipment in these areas.
Disconnecting as much impervious area as possible to increase
opportunities for infiltration and reduce water runoff flow.
Maintaining existing topography and associated drainage divides
to encourage dispersed flow paths.
Site
fingerprinting
Site clearing and
development using
minimal disturbance
of existing
vegetation and soils
Use Drainage/Hydrology as a Design Element
Site hydrology evaluation and understanding are required to
create a hydrologically functional landscape. As illustrated in
Figure 2-6, urbanization and increased impervious areas greatly alter
40% Evapo-transpiration
50% infiltration
Natural Ground Cover
35% Evapo-transpiration
,-,30%
£ runoff^
Hy
35% infiltration
35-50% Impervious Surface
35% Evapo-transpiration
42% infiltration
10-20% Impervious Surface
55%
runoff
I
30% Evapo-transpiration
15% infiltration
75-100% Impervious Surface
Figure 2-6.
Impervious surface
changes due to
urbanization
LID Site Planning
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Low-Impact Development: An Integrated Environmental Design Approach
Low Moderate
Stream Impact
High
Figure 2-7. Increases
In receiving stream
impacts due to site
imperviousness
the predevelopment hydrology
(USEPA, 1993; Booth and
Reinelt, 1993). This increase in
impervious areas has been
directly linked to increases in
impacts on receiving streams
(Figure 2-7) by numerous
investigators (including Booth
and Reinelt, 1993; Horner et al.,
1994; Klein, 1979; May, 1997;
Steedman 1988). To reduce
these impacts created by land
development, LID site planning
incorporates drainage/hydrology
by carefully conducting hydrologic evaluations and reviewing spatial
site layout options.
Hydrologic evaluation procedures can be used to minimize the
LID runoff potential and to maintain the predevelopment time of
concentration. These procedures are incorporated into the LID site
planning process early on to understand and take advantage of site
conditions.
Spatial organization of the site layout is also important. Unlike
pipe conveyance systems that hide water beneath the surface and
work independently of surface topography, an open drainage system
for LID can work with natural landforms and land uses to become a
major design element of a site plan. The LID stormwater manage-
ment drainage system can suggest pathway alignment, optimum
locations for park and play areas, and potential building sites. The
drainage system helps to integrate urban forms, giving the develop-
ment an integral, more aesthetically pleasing relationship to the
natural features of the site. Not only does the integrated site plan
Figure 2-8. Typical
imperviousness ratios for
conventional and LID
residential development
design
Typical Single Family Residential Subdivision
1/8-1/4 acre lots
Conventional Development
Stormwater
Management
10%
Typical Single Family Residential Subdivision
1/8-1/4 acre lots
LID Development
Lawn Area
57%
Building Roof
Area
Road Area
21%
Lawn Area
43%
Stormwater
Management
Building Roof
Area
Driveway Area
4%
Driveway Area
2%
Road Area
15%
LID Site Planning
-------
complement the land, but it can also save on development costs by
minimizing earthwork and construction of expensive drainage struc-
tures.
Reduce/Minimize Total Impervious Areas
After, or concurrent with, the mapping of the development
envelope, the traffic pattern and road layout and preliminary lot layout
are developed. The entire traffic distribution network, (roadways,
sidewalks, driveways, and parking areas), are the greatest source of site
imperviousness, as shown in Figure 2-8. These changes in the imper-
vious area alter runoff and recharge values and site hydrology (Figure
2-6). For LID sites, managing the imperviousness contributed by road
and parking area pavement is an important component of the site
planning and design process. Methods that can be used to achieve a
reduction in the total runoff volume from impervious surfaces are
presented below:
Alternative Roadway Layout. Traffic or road layout can have a
very significant influence on the total imperviousness and hydrology of
the site plan. Figure 2-9 illustrates that the total length of pavement
or imperviousness for various road layout options can vary from 20,800
linear ft for a typical gridiron layout to 15,300 linear ft for a loops and
lollipops layout. Selection of an alternative road layout can result in a
total site reduction in imperviousness of 26 percent.
GRIDIRON
ntn
nnnr
FRAGMENTED
PARALLEL
WARPED
PARALLEL
LOOPS
AND
LOLLIPOPS
LOLLIPOPS
ON A
STICK
nnnr
20,800 19,000 16,500
Approximate lineal feet of pavement
15,300
15,600
Narrow Road Sections. Reduced width road sections are an
alternative that can be used to reduce total site imperviousness as
well as clearing and grading impacts. Figure 2-10 shows a typical
primary residential street road section and a typical rural residential
street road section (Prince George's County, 1997). The right-of-
way width for both sections is 60 feet. The widths of paving for the
primary residential section is 36 feet wide and the section includes
the use of curb and gutter. By using the rural residential road section
in place of the primary residential section, the width of paving can be
Figure 2-9. Length of
pavement
(imperviousness
associated with various
road layout options)
(Adapted from ULI,
1980)
LID Site Planning
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Low-Impact Development: kn Integrated Environmental Design Approach
Figure 2-10. typical
road sections (Prince
George's County, MD,
1997)
ASPHALT PAVED ROAD
SEE D.P.W. & T. STANDARD
PAVING SECTION STD CONG
CURB
PRIMARY ROAD SECTION-STANDARD 12
SOIE: HORIZON. - 1- - S'-O-
2' r"
RURAL RESIDENTIAL SECTION-PROPOSED MODIFIED STANDARD ISA
reduced from 36 to 24 feet, which represents a 33 percent reduction in
paved width. The rural section also eliminates the use of concrete curb
and gutter which reduces construction costs substantially and facilitates
the use of vegetated roadside swales.
Reduced Application of Sidewalks to One Side of Primary Roads.
Total site imperviousness can also be reduced by limiting sidewalks to
one side of primary roads. In some cases, sidewalks or pedestrian paths
can be eliminated on all other roads.
Reduced On-Street Parking. Reducing on-street parking require-
ments to one side, or even elimination of on-street parking altogether,
has the potential to reduce road surfaces and therefore overall site
imperviousness by 25 to 30 percent (Sykes, 1989). Two-sided parking
requirements are often unnecessary to provide adequate parking
LID Site Planning
-------
Transition
Zone
facilities for each lot. For example, Sykes (1989) noted that allowing
parking on both sides of the street provides space for 4.5 to 6.5 cars
per residence.
Rooftops. Rooftops contribute to site imperviousness, and the
number of lots per acre (or lot coverage) generally determines the
site's rooftop impervious area. House type, shape, and size can affect
rooftop imperviousness. For example, more rooftop coverage is
generally required for ranch-type homes that spread out square
footage over one level. With this in mind, vertical construction is
favored over horizontal layouts to reduce the square footage of
rooftops.
Driveways. Driveways are another element of the site plan that
can be planned to reduce the total site imperviousness. Some
techniques that can be used include
Using shared driveways whenever possible, but especially in
sensitive areas. This may require a subdivision waiver.
Limiting driveway width to 9 feet (for both single and shared
driveways).
Minimizing building setbacks to reduce driveway length.
Using driveway and parking area materials which reduce runoff
and increase travel times such as pervious pavers or gravel.
Develop Integrated Preliminary Site Plan
After the development envelope has been delineated and the
total site imperviousness has been minimized, an integrated prelimi-
nary site plan (Figure 2-11) can be developed. This preliminary
Woodland
-conservation
Natural
drainage
systems
A
Figure 2-11, Integrated
site plan. Low-impact,
environmentally sensitive
development incorporates
a combination of all
natural resources
protection options into a
comprehensive, integrated
site design.
LID Site Planning
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Low-Impact Development:\An Integrated Environmental Design Apprdach
Sheet flow
Slow, shallow
stormwater runoff
over the land
surface
Open swale
Earthen channels
covered with a
dense growth of
hardy grass
Level spreader
A stormwater outlet
designed to convert
concentrated runoff
to sheet flow
integrated site plan will provide a base for conducting the hydrologic
analysis to compare the pre- and postdevelopment site hydrology, and
to confirm that the overall objective of creating a hydrologically
functional site is being met. The procedures for conducting this
analysis and fine tuning the preliminary plan to arrive at a final plan
are described below. These procedures are aimed at disconnecting the
unavoidable impervious areas, as well as using techniques to modify
the drainage flow paths so that the postdevelopment- time of concen-
tration of stormwater runoff can be maintained as close as possible to
the predevelopment conditions.
Minimize Directly Connected Impervious Areas
After the total site imperviousness has been minimized and a
preliminary site plan has been developed, additional environmental
benefits can be achieved and hydrologic impacts reduced by discon-
necting the unavoidable impervious areas as much as possible. Strate-
gies for accomplishing this include
Disconnecting roof drains and directing flows to vegetated areas.
Directing flows from paved areas such as driveways to stabilized
vegetated areas.
Breaking up flow directions from large paved surfaces.
Encouraging sheet flow through vegetated areas.
Carefully locating impervious areas so that they drain to natural
systems, vegetated buffers, natural resource areas, or infiltratable
zones/soils.
Modify/Increase Drainage Flow Paths
The time of concentration (Tc), in conjunction with the hydro-
logic site conditions, determines the peak discharge rate for a storm
event. Site and infrastructure components that affect the time of
concentration include
Travel distance (flow path)
Slope of the ground surface and/or water surface
Surface roughness
Channel shape, pattern, and material components
Techniques that can affect and control the Tc can be incorporated
into the LID concept by managing flow and conveyance systems
within the development site:
Maximize overland sheet flow.
LID Site Planning
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Table 2-4 Permissible Velocities for Vegetated Channels
No. Cover
1. Bermudagrass, Midland
and Coastal, Tufcote
2. Kentucky 31 Tall Fescue,
Kentucky Bluegrass
3. Grass-legume mixture
4. Red Fesuce, Redtop,
Lespedeza, sericea, Alfalfa
5. Annuals5, Common Lespedeza
Sundangrass, Small grain, Ryegrass
Slope Range
(percent)
0-5
5-10
over 1 0
0-5
5-10
over 1 0
0-53
5-10
0-54
0-55
Recommended
Permissible Velocity
Erosion
Resistant Soils
K< .3 fps
6.0
5.0
4.0
5.0
4.0
3.0
4.0
3.0
3.5
3.0
Easily
Eroded Soils
K> .3 fps
5.0
4.0
3.0
4.0
3.0
2.0
3.0
2.0
2.5
2.0
1 Common bermudagrass is a restricted noxious weed in Maryland.
2 Soil erodibility factor (K), < = less than, > = more than.
3 Do not use on slopes teepter than W percent, except for vegetated side slopes in combination with stone or
concrete or highly resistant vegetative center sections.
4 Do not use on slopes steeper than 5 percent except for side slopes in a combination channel as in 3 above.
5 Annuals are used on mild slopes or as temporary protection until permanent covers are established. Use on
slopes steeper than 5 percent is not recommended.
6 Good, dense vegatative cover is assumed.
Source: Maryland Standards and Specifications for Soil Erosion and Sediment Control (SCS), 1983.
Increase and lengthen flow paths.
Lengthen and flatten site and lot slopes.
Maximize use of open swale systems.
Increase and augment site and lot vegetation.
Overland Sheet Flow. The site should be graded to maximize the
overland sheet flow distance and to minimize disturbance of woodland
along the post-development Tc flow path. This practice'will increase
travel times of the runoff and thus the time of concentration. Conse-
quently, the peak discharge rate will be decreased. Flow velocity in areas
that are graded to natural drainage patterns should be kept as low as
possible to avoid soil erosion. Velocities in the range of 2 to 5 feet per
second are generally recommend. Table 2-4 provides recommended
velocities for various combinations of slopes, soils and vegetative cover
(SCS, 1983). Flows can be slowed by installing a level spreader along the
upland ledge of the natural drainage way buffer, or creating a flat grassy
area about 30 feet wide on the upland side of the buffer where runoff
can spread out. This grassy area can be incorporated into the buffer
itself. It may be unnecessary to set aside additional land to create this
area.
LID Site Planning
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Low-Impact Development: An Integrated Environmental Dssign]Appro'ach
Flow Path. Increasing flow path of surface runoff increases
infiltration and travel time. One of the goals of a LID site is to provide
as much overland or sheet flow as allowed by local jurisdictional codes
to increase the time it takes for rooftop and driveway runoff to reach
open swale drainage systems. To accomplish this, the designer can
direct rooftop and driveway runoff into bioretention facilities, infiltra-
tion trenches, dry wells, or cisterns that are strategically located to
capture the runoff prior to its reaching the lawn. In addition, strategic
lot grading can be designed to increase both the surface roughness and
the travel length of the surface runoff.
Site and Lot Slopes. Constructing roads across steep sloped
areas unnecessarily increases soil disturbance to a site. Good road
layouts avoid placing roads on steep slopes, by designing roads to
follow grades and run along ridge lines (see Figure 242). Steep site
slopes often require increased cut and fill if roads are sited using
conventional local road layout regulations. If incorporated into the
initial subdivision layout process, slope can be an asset to the devel-
opment. The adjacent table provides suggestions on how to incorpo-
rate slope into lot layout and road design to minimize grading and
natural drainage way impacts.
Alternative road layout options use road plans that designate
length of cul-de-sacs and the number of branches of side streets off
collector streets based on the existing ridge lines and drainage pat-
terns of a site:
For areas with rolling terrain with dissected ridges use multiple
short branch cul-de-sacs off collector streets.
For flat terrain use fluid grid patterns. Interrupt grid to avoid
natural drainage ways and other natural resources protection
areas.
Figure 2-12. Roads
placed along ridge
lines preserve and
utilize the natural
drainage system
(adapted from Sykes,
1989)
Roads on ridge lines
Houses located on
"brow" of ridge
Swale
^Natural drainageways
preserved
LID Site Planning
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Table 2-5. Alternative Road Layouts
Slope of the
site
0 to 4 %
4 to 8 %
8 to 1 1 %
> 1 1 %
Site and Road Layout options
Use with flat lots and streets parallel to the
contours. Use with rambler housing units.
Use with sloped lots and streets parallel t
the contours. Use split-entry or walkout
housing units.
Use with streets perpendicular to the
contours with side-to-side split-level type
housing units.
Use with sloped lots and streets .
perpendicular to the contours.
Use with side-to-side split-level type
housing units.
These areas are not easily used for
residential lots
Adapted from Sykes, 1989.
Figure 2-13 illustrates low-impact development site grading
techniques for a site with, low relief. Lot slopes are flattened to ap-
proach a minimum grade of 1 percent to increase infiltration and
travel time. For residential developments, low-impact development
practices should be applied to lot areas outside the building pad area as
shown. The building pad area is a 10 foot perimeter around the
building with a positive drainage slope of 4 percent. The designer is
responsible for ensuring that the slope of the lot does not cause
flooding during a 100-year event (i.e, 1-foot vertical and 25 foot
horizontal distance must by provided between the 100 year overflow
path and the dwelling unit). Soil compaction in the lot area should by
avoided to maximize the infiltration capacity of the soil. These infiltra-
tion areas can be hydraulically connected to impervious surfaces such
as rooftops and driveways to decrease travel times for these areas.
Open Swales. Wherever possible, LID designs should use multi-
functional open drainage systems in lieu of more conventional storm
drain systems. To alleviate flooding problems and reduce the need for
conventional storm drain systems, vegetated or grassed open drainage
systems should be provided as the primary means of conveying surface
runoff between lots and along roadways (Figure 2-14). Lots should be
graded to minimize the quantity and velocity of surface runoff within
the open drainage systems. Infiltration controls and terraces can be
LID Site Planning
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Low-Impact Development: A,n Integrated Environmental Design Approach
Figure 2-13. Low-
imp(tct development
minimum lot
grading and lOOyr
buffer requirements j
*//,
100-Foot Maximum Overland Flow at Minimum 1 %
<Street-
PLAN VIEW
Lawn @ 1% min.
10 Feet -
@4%
10 Feet
@4%
ELEVATION
LID Site Planning
-------
used to reduce the quantity
and travel time of the surface
runoff as the need arises.
Site and Lot Vegetation.
Revegetating graded areas,
planting, or preserving existing
vegetation can reduce the peak
discharge rate by creating
added surface roughness as well
as providing for additional
retention, reducing the surface
water runoff volume, and
increasing the travel time
(Figure 2-15). Developers and engineers should connect vegetated
buffer areas with existing vegetation or forested areas to gain reten-
tion/detention credit for runoff volume and peak rated reduction.
This technique has the added benefit of providing habitat corridors
while enhancing community aesthetics.
Compare Pre- and Postdevelopment Hydrology
At this stage of the LID site planning process, most of the site
planning work is complete. Now the designer is ready to compare the
pre- and postdevelopment hydrology of the site, using the hydrologic
analysis procedures presented in Chapter 3. The hydrologic analysis
will quantify both the level of control that has been provided by the
site planning process and the additional level of control required
through the use of the integrated management practices (IMPs).
Complete LID Site Plan
Completion of the LID site plan usually involves a number of
iterative design steps. Based on the results of the hydrologic evalua-
tion, additional stormwater control requirements of the LID site are
identified. These requirements will be met using IMPs distributed
throughout the site. A trial-and-error iterative process is then used
until all the stormwater management requirements are met. In the
event the site requirements cannot be met with IMPs alone, additional
stormwater controls can be provided using conventional stormwater
techniques (e.g., detention ponds). Mixed use of LID measures and
conventional control is referred to as a hybrid system.
Figure 2-14.
Vegetated swale
LID Site Planning
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Low-Impact Development: An Integrated Environmental Design Approach
Figure 2-15. Site
layouts with/
without
vegetation
retention
Once the predevelopment hydrology objectives have been met,
the designer can complete the site plan by incorporating the typical
details, plan views, cross sections, profiles, and notes as required.
References
Bay Area Stormwater Management Agencies Association
(BASMAA). 1997. Start at the Source: Residential Site Planning and
Design Guidance Manual for Stormwater Quality Protection. Prepared by
Tom Richman and Associates, Palo Alto, California, 94301.
Booth, D.B., and L.E. Reinelt. 1993. Consequences of Urbaniza-
tion Aquatic Systems-Measured Effects, Degradation Thresholds, and
Corrective Strategies. In Proceeding of Watershed '93.
LID Site Planning
-------
Horner, R.R., J.J. Skupien, E.H. Livingston, and H.E. Shaver.
1994- Fundamentals of Urban Runoff Management: Technical and InstitU'
tional Issues. Terrene Institute, Washington, DC.
Klein, R.D. 1979. Urbanization and Stream Quality Impairment.
Water Res. Butt. 15(4): 948:903
Soil Conservation Service (SCS). 1983. Maryland Standards and
Specifications for Soil Erosion and Sediment Control. Soil Conservation
Service, U.S. Department of Agriculture, College Park, Maryland.
May, C.W, E.B. Welch, R.R. Horner, J.R. Karr, and B.W Mar. 1997.
Quality Indices for Urbanization in Puget Sound Lowland Streams. Prepared
for Washington Department of Ecology, Seattle, Washington, by
Department of Civil Engineering, University of Washington, Seattle, WA.
Natural Lands Trust. June 1997. Growing GreenerA Conserva-
tion Planning Workbook for Municipal Officials in Pennsylvania. Pennsyl-
vania Department of Conservation and Natural Resources.
Pennsylvania State University. 1997. PA Blueprints. Department
of Landscape Architecture, Pennsylvania State University.
Soil Conservation Service (SCS). 1983. Maryland Standards and
Specifications for Soil Erosion and Sediment Control. Soil Conservation
Service, U.S. Department of Agriculture, College Park, Maryland.
Steedman, R.J. 1988. Modification and Assessment of an Index of
Biotic Integrity to Quantify Stream Quality in Southern Ontario. Can.
J. Fish. Aquat. Sci. 45:492-501.
Sykes, R.D. 1989. Chapter 3.1- Site Planning. University of
Minnesota.
Urban Land Institute (ULI). 1980. Village Homes, Project Refer-
ence File. The Urban Land Institute, Vol. 10 (April-June):8.
U.S. Environmental Protection Agency (USEPA). 1997. Urban-
ization and Streams: Studies of Hydrologic Impacts. Office of Water,
Washington, DC, 20460, 841-R-97-009, December 1997.
U.S. Environmental Protection Agency (USEPA). 1993. Guidance
Specifying Management Measures for Sources ofNonpoint Pollution in
Coastal Waters. U.S. Environmental Protection Agency, Office of
Water, Washington, DC. ;
LID Site Planning
-------
Low-Impact Development: At) Integrated Environmental Design Approach
LID Site Planning
-------
Site Planning
Hydrology
Distriowtea
IMP Technplogies
EtgsigrLO&4
Sediment Control
Outreach
-------
-------
Low-Impact Development Hydrblogic
Analysis
Chapter
It-
Introduction
Preserving or restoring the hydrologic functions of watersheds is a
fundamental premise of the LID approach. Consideration of hydro-
logic principles in all phases of site development is necessary to
maximize the effectiveness of planning and site design.1 Replication of
the natural or predevelopment site hydrology not only reduces down-
stream stormwater impacts, but also helps control or reduce localized
small-scale impacts.
The preservation of the predevelopment hydrologic regime of the
site can be evaluated through consideration of the runoff volume, peak
runoff rates, storm frequency and size, and water quality management.
LID controls the full range of storm events, including those storm
events smaller than the design storm.
This chapter reviews the basic hydrologic principles, LID hydro-
logic analysis concepts, methods
for hydrologic evaluations, and
compares conventional and LID
approaches in terms of their
effectiveness in controlling site
hydrology.
Regional Considerations
The United States is com-
posed of a wide range of climatic,
geologic, and physiographic
conditions, which result in
regional provinces with widely
varying combinations of these
factors. Climate varies from arid
In This Chapter...
Introduction
Overview of Key
Hydrologic Principles
Summary of Comparison
Between Conventional and
LID Approaches
LID Hydrologic
Considerations
LID Modification Tools
LID Hydrologic Evaluation
Low-Impact Development Hydrologic Analysis
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Low-Impact Development: J^n Integrated Environmental Design Approach
regions with annual rainfall of 4 to 10 inches all the way to regions of
rainforest with annual precipitation of 100 inches. Geology includes
sedimentary coastal deposits through regions of piedmont, valley, and
ridge provinces to mountain terrain. Elevation ranges from sea level
and very low relief along the coastal areas (which include the largest
concentration of major cities and population), to areas of moderate
elevation and relief, such as the piedmont regions, to areas of very high
elevation, such as Denver and other areas in the Rocky Mountain
region.
It has been documented by EPA's Nationwide Urban Runoff
Program (USEPA, 1983) that although various regions of the country
display a wide range of the factors described above, they do have some
things in common. Any region of the country that is subject to urban
development will experience the range of hydrologic impacts previ-
ously described. The major difference between regions is likely to be
the relative importance or priority ranking for any one issue. A few
examples of these regional differences are described below.
A number of the rapidly developing areas of Florida, which are
heavily reliant on groundwater supplies, are experiencing a serious
lowering of the regional water table. This condition is due to a combi-
nation of increasing withdrawals and the loss of natural ground water
recharge as the naturally occurring permeable soils are converted to
impervious areas. This lowering of the water table together with the
associated increase in pollutants from urban runoff may be considered
the highest urban runoff priorities for these areas.
The rapidly developing areas of the Puget Sound lowlands are
experiencing a rapid degradation of the physical integrity of the
receiving streams in the areas that are developed (May, 1997). This
degradation and the associated loss of habitat that traditionally has
served as spawning grounds for a broad range of salmonids native to
this area are causing great concern in this region. Consequently, the
stream channel degradation associated with urban runoff may be
considered the highest urban runoff priority in this area.
The solution to these two examples, and to most urban runoff
control problems, is to try to mimic or maintain the predevelopment
site hydrology. This is precisely the objective of low-impact develop-
ment.
Overview of Key Hydroiogic Principles
Hydrology is the study of water and its movement through the
hydrologic cycle. Understanding how hydrologic components respond
Low-Impact Development Hydrologic Analysis
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Developed Condition, without BMPs
Developed Condition, with BMPs
Q
(Peak discharge
cubic feet per
second)
Figure 3-1.
Hydrologic response
of conventional
BMPs
Additional Runoff Volume
T (Time)
to land use changes and site development practices is the basis for
developing successful watershed and stormwater management pro-
grams. One way of interpreting the hydrologic response of a system is
through examination of a runoff hydrograph. A selection of typical
runoff hydrographs under various land use conditions is shown in
Figure 3-1.
Hydrograph 1 represents the response to a given storm of a site in
a predevelopment condition (i.e., woods, meadow); A gradual rise
and fall of the peak discharge and volume define the hydrograph.
Hydrograph 2 represents the response of a postdevelopment
condition with no stormwater management BMPs., This
hydrograph definition reflects a shorter time of concentration
(Tc), and an increase in total site imperviousness from the
predevelopment condition. The resultant hydrograph shows a
decrease in the time to reach the peak runoff rate, a significant
increase in the peak runoff and discharge rate and'volume, and
increased duration of the discharge volume.
Hydrograph 3 represents a postdevelopment condition with conven-
tional stormwater BMPs, such as a detention pond. Although the
peak runoff rate is maintained at the predevelopment level, the
hydrograph exhibits significant increases in the runoff volume and
duration of runoff from the predevelopment condition, which is
depicted by the shaded hydrograph area in Figure 3-1.
Key elements of the hydrologic cycle and their relationship to
low-impact development technology are described below.
Low-Impact Development Hydrologic Analysis
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Low-Impact Development: An Integrated Environmental Design Approach
Figure 3-2. Relationship of
the rainfall event recurrence
interval and rainfall
volume, and its application
to stormwater management
in Maryland (Source: CRC,
1996)
I
0)
ro
{£.
8
6
4
2
0
O.C
Water aualitv
Ground water
recharge and
water quality
^^
and channel
erosion
arevention
^
X
^
Channel
erosion and
flood control
X
/
/
X
Flood /
control .x
11 0.1 1 10 10
Rainfall Recurrence Interval (years)
Design storm
A specific size storm
event used to plan
for and design
stormwater controls.
Precipitation and Design Storm Events. Data for precipitation,
including both snow and rain, are used in site planning and
stormwater design. Precipitation occurs as a series of events character-
ized by different rainfall amount, intensity, and duration. Although
these events occur randomly, analysis of their distribution over a long
period of time indicates that the frequency of occurrence of a given
storm event follows a statistical pattern. This statistical analysis
allows engineers and urban planners to further characterize, storm
events based on their frequency of occurrence or return period. Storm
events of specific sizes can be identified to support evaluation of
designs. Storms with 2- and 10-year return periods are commonly used
for subdivision, industrial, and commercial development design.
The 1- and 2-year storm events are usually selected to protect
receiving channels from sedimentation and erosion. The 5- and
10-year storm events are selected to provide adequate flow conveyance
design and minor flooding considerations. The 100-year event is used
to define the limits of floodplains and for consideration of the impacts
of major floods. Figure 3-2 provides a summary of the relationship of
the rainfall event recurrence interval and rainfall volume, and its
application to stormwater management in the state of Mar/land.
There are numerous excellent texts and handbooks that describe the
use of rainfall data to generate a "design storm" for the design of drainage
systems (e.g., ASCE, 1994; Chow, 1964; SCS, 1972). For LID,1 a unique
approach has been developed to determine the design storm based on the
basic philosophy of LID (Prince George's County, MD, 1997).
Low-Impact Development Hydrologic Analysis
-------
Storm events commonly used for evaluation of designs differ for
the various climatic regions of the United States Summaries of typical
storm event characteristics (i.e., amount/intensity, duration, and
return period) are provided in national maps in Technical Paper 40
(Department of Commerce, 1963). In humid regions such as the
Mid-Atlantic states, the 2-year storm is approximately 3 inches of
rainfall and the 10-year storm is approximately 5 inches of rainfall.
The 2-year storm has a 50 percent probability of occurring in any
given year, while the 10-year storm has a 10 percent probability of
occurring in any given year. In dry areas, such as portions of Colorado
and New Mexico, the 2-year storm is approximately 1.5, inches of
rainfall and the 5-year storm is approximately 2.0 inches of rainfall.
The required storage volume for peak runoff control is heavily
depended on the intensity of rainfall (rainfall distribution). Since the
intensity of rainfall varies considerably over geographic regions in the
nation, National Resource Conservation Service (NRCS) developed
four synthetic 24-hour rainfall distributions (I, IA, II, and III) from
available National Weather Service (NWS) duration-frequency data
and local storm data. Type IA is the least intense and type II the most
intense short-duration rainfall. Figure 3-3. shows approximate geo-
graphic boundaries for these four distributions.
Rainfall
abstraction
The physical process
of interception
evaporation,
transpiration,
infiltration, and
storage of
precipitation.
Represented as a
depth (inches) of
water over a site.
Figure 3-3. Approximate
geographic boundaries for
NRCS rainfall
distributions
RainfalI
iotribution
Type I
Typo IA
Typo II
Typ» III
Low-Impact Development Hydrologic Analysis
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Low-Impact Development:'' An Integrated Environmental [Design Approach
Runoff
The portion of
rainfall that is not
abstracted by
interception,
infiltration, or
depression storage.
Rain/all Abstractions. Rainfall abstractions include the physical
processes of interception of rainfall by vegetation, evaporation from
land surfaces and the upper soil layers, transpiration by plants, infiltra-
tion of water into soil surfaces, and storage of water in surface depres-
sions. Although these processes can be evaluated individually, simpli-
fied hydrologic modeling procedures typically consider the combined
effect of the various components of rainfall abstraction.
The rainfall abstraction can be estimated as a depth of water
(inches) over the total area of the site. This depth effectively repre-
sents the portion of rainfall that does not contribute to surface runoff.
The portion of rainfall that is not abstracted by interception, infiltra-
tion, or depression storage is termed the excess rainfall or runoff.
The rainfall abstraction may change depending on the configura-
tion of the site development plan. Of particular concern is the change
in impervious cover. Impervious areas prevent infiltration of water
into soil surfaces, effectively decreasing the rainfall abstraction and
increasing the resulting runoff. Postdevelopment conditions, charac-
terized by higher imperviousness, significantly decrease the; overall
rainfall abstraction, resulting not only in higher excess surface runoff
volume but also a rapid accumulation of rainwater on land surfaces.
The LID approach attempts to match the predevelopment condi-
tion by compensating for losses of rainfall abstraction through mainte-
nance of infiltration potential, evapotranspiration, and surface stor-
age, as well as increased travel time to reduce rapid concentration of
excess runoff. Several planning considerations combined with supple-
mental controls using LID integrated management practices (IMPs)
can be used to compensate for rainfall abstraction losses and changes
in runoff concentration due to site development. These practices are
described in Chapters 2 and 4 of this document.
Runoff. The excess rainfall, or the portion of rainfall that is not
abstracted by interception, infiltration, or depression storage, becomes
surface runoff. Under natural and undeveloped conditions, surface
runoff can range from 10 to 30 percent of the total annual, precipita-
tion (Figure 3-4). Depending on the level of development and the site
planning methods used, the alteration of physical conditions can result
in a significant increase of surface runoff to over 50 percent of the
overall precipitation. In addition, enhancement of the site drainage to
eliminate potential on-site flooding can also result in increases in
surface runoff. Alteration in site runoff characteristics can cause an
increase in the volume and frequency of runoff flows (discharge) and
velocities that cause flooding, accelerated erosion, and reduced
Low-Impact Development Hydrologic Analysis
-------
Figure 3-4. Runoff
variability with
increased
impervious surfaces
(FISRWG, 1998)
40% evapotranspiration
38% evapotranspiration
"~-21% shallow
v-infirfrafion
10%-20% Impervious Surface
"""*""'"
35% evapotranspiration
30% evapotranspiration
aataatr
a a aa<
a a a a,
a aaat
shallow
ion"
15% deep
Infiltration
-
% shallow
,jnfd}rgtion
._-* _ -
-50% Impervious Surface
.5% deep
Infiltration
75%-10Q% Impervious Surface
groundwater recharge and contribute to degradation of water quality
and the ecological integrity of streams. :
Time of Concentration. Time of concentration (Tc) is an idealized
concept (Maidment, 1993) reflecting the response of a watershed to a
given storm event. The Tc has been denned as the time it takes water
from the most distant point (hydraulically) to reach the watershed
outlet (NEH-4, SCS, 1985). Although Tc varies, it is often used as a
constant. As the site imperviousness increases and the drainage
pathways are altered, the contribution of land areas to excess rainfall
water is likely to increase and the time to reach the downstream
outlets is shortened. Traditional stormwater management approaches
directed toward developing efficient drainage systems favor rapid
concentration of excess water and routing it off-site through a drain-
age system of curbs and gutters, inlet structures, and storm drain pipes.
Low-impact development relies on site planning tools and site-level
management techniques to maintain the predevelopment time of
concentration.
Time of
concentration
(Tc)
The time it takes for
surface runoff to
travel from the
farthest point of the
watershed to the
outlet.
Low-Impact Development Hydrologic Analysis
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Low-Impact Development: An Integrated Environmental Design Approach
Groundwater
recharge
The amount of
precipitation that
infiltrates into the
soil and contributes
to groundwater.
Groundwater Recharge, A considerable percentage of the rainfall
abstraction infiltrates into the soil and contributes to groundwater
recharge. Groundwater may be part of a local, intermediate, or
regional water table, as illustrated in Figure 3-5. The local, water table
is often connected to nearby streams, providing seepage to streams
during dry periods and maintaining base flow essential to the biologi-
cal and habitat integrity of streams. A significant reduction or loss of
groundwater recharge can lead to a lowering of the water table and a
reduction of base flow in receiving streams during extended dry
weather periods. Headwater streams, with small contributing drainage
areas, are especially sensitive to localized changes in groundwater
recharge and base flow.
Summary of Comparison Between Conventional and
LID Stormwater Management Approaches
Stormwater management efforts that follow the historical design
storm approach focus on two elements:
1. Site Drainage. In conventional Stormwater management design,
site drainage was accomplished by designing a very efficient site
drainage system. Curbs, gutters, and pipes are used and carefully
designed to quickly and efficiently drain any excess rainwater off
the site. This approach, although it provides excellent on-site
drainage, greatly alters the natural hydrologic regime of the site
and provides a higher pollutant transport capacity. In addition,
this approach does not address on-site water quality controls and
does not consider any of the LID site planning concepts.
2. Off-Site Flood Control. The total alteration of the natural site
hydrologic regime due to an efficient on-site drainage system
results in a significant increase in off-site flooding potential, as
Transpiration
Capillary fringe "N. \
aWU'in, , VA \ ^ ,nfluent
.^r%.2< T\ ?\ stream
"^'//.
!'^,,
Figure 3-5.
Groundwater in local,
intermediate, or regional
setting
"aeration
- soil moisture moving
down after a ram
Transpiration
Evaporation
, '/Ji'/-1IUi"i'"Ji.ui,,lJI1\_ I '
I Water table ^ "i~"jUHi5'f^ *% jgifenijU'-'
(groundwater)
Low-Impact Development Hydrologic Analysis
-------
well as high downstream environmental impacts associated with
increased peak flows and their frequency of occurrence, higher
storm flow volumes, and increased delivery of pollutant loads
(EPA, 1997). The traditional approach relies on designing treat-
ment facilities targeted mainly to control peak flows for a given
storm size (i.e., 10-year storm). These facilities typically consist of
large stormwater ponds, strategically placed at the low point of the
site. Since environmental concerns are becoming an integral
component of stormwater management, it is assumed that such
facilities are providing some controls. Since these facilities are
designed for peak flow control and do not control those storm
events smaller than the design storm, this approach is often
referred to as the "end of pipe" control approach.
Table 3-1 summarizes how conventional stormwater management
and LID technology alter the hydrologic regime for on-site and off-site
conditions.
Table 3-1. Comparison of Conventional and LID Stormwater Management Technologies
Hydrologic Parameter
Conventional
LID
Onsite
Impervious Cover
Encouraged to achieve effective drainage Minimized to reduce impacts
Vegetation/Natural
Cover
Reduced to improve efficient site drainage
Maximized to maintain predevelopment
hydrology
Time of Concentration
Shortened, reduced as a by-product of
drainage efficiency ;
Maximized and increased to
approximate predevelopment
conditions
Runoff Volume
Large increases in runoff volume not
controlle
Controlled to predevelopment
conditions
Peak Discharge
Controlled to predevelopment design storm
(2 year)
Controlled to predevelopment
conditions for all storm
Runoff frequency
Greatly increased, especially for Small
frequent storms
Controlled to predevelopment
conditions for all storm
Runoff duration
Rainfall Abstraction
(Interception, Infiltration,
Depression Storage)
Groundwater Recharge
Increased for all storms, because volume is
not controlle
Large reduction in all elements
Reduction in recharge
Controlled to predevelopment
conditions
Maintained to predevelopment
conditions
Maintained to predevelopment
conditions
Offsite
Water Quality
Reduction in pollutant loadings but limited
control for storm events that are less than
design discharge
Improved pollutant loading reductions,
Full control for storm events that are less
than design discharge
Receiving Streams
Severe impacts documented-
Channel erosion and degradation
Sediment deposition
Reduced base flow
Habitat suitability decreased, or eliminate
Stream ecology maintained to
predevelopment
Downstream Flooding
Peak discharge control reduces flooding
immediately below control structure, but
can increase flooding downstream through
cumulative impacts and superpositioning of
hydrographs ,
Controlled to predevelopment
conditions
Low-Impact Development Hydrologic Analysis
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Low-Impact Development: fl^n Integrated Environmental Design Approach
LID hydrologic
considerations
Runoff volume
control
Peak runoff rate
control
Flow frequency/
duration control
Water quality
control
LID Hydroiogic Considerations
In a LID system the fundamental hydrologic processes are consid-
ered throughout the site planning process. An understanding of the
dynamics and interrelationships in the hydrologic cycle is used as a
guide to preserving the predevelopment hydrology.
The preservation of the predevelopment hydrology is evaluated by
comparison of pre- and postdevelopment conditions. The comparison
is facilitated by consideration of four fundamental measures-runoff
volume control, peak runoff rate control, flow frequency/duration
control, and water quality control. These four evaluation measures
are discussed further below.
Runoff Volume Control. As the imperviousness of the site is
increased, the runoff volume for a given storm increases. The ratio of
the corresponding runoff volume (in inches) to the total rainfall event
(in inches) is called the runoff coefficient. The typical site runoff
coefficient can be maintained at the predevelopment level by compen-
sating for the loss of abstraction (interception, infiltration, depression
storage) through both site planning and design considerations.
Peak Runoff Rate Control. Low-impact development is designed
to maintain the predevelopment peak runoff discharge for all the
storms smaller than the selected design storm events. Use of site
planning tools (see Chapter 2) and preferred management practices
(Chapter 4) may control the peak runoff rare as well as the runoff
volume. If additional controls are required to reach the
predevelopment peak runoff rate, additional IMPs and supplemental
management techniques might be needed.
Flow Frequency/Duration Control. Since low-impact develop-
ment is designed to emulate the predevelopment hydrologic regime
through both volume and peak runoff rate controls, the flow frequency
and duration for the postdevelopment conditions should be almost
identical to those for the predevelopment conditions (see Figure 3-6).
The potential impacts on the sediment and erosion and stream habitat
quality at downstream reaches can then be minimized.
Water Quality Control. Low-impact development is designed to
provide water quality treatment control for at least the first half-inch
of runoff from impervious areas using retention practices. In most LID
applications, the use of distributed control and retention throughout
the site will result in much higher levels of water, quality treatment
control for a number of reasons. First the runoff volume controlled will
usually exceed the first half-inch of runoff, and frequently exceed two
inches of runoff volume, thereby treating a much greater volume of
Low-Impact Development Hydrologic Analysis
-------
Predevelopment peak discharge
Conventional BMP Controls (3)
LID Concepts 4)
Pre-deveopment Conditions
Figure 3-6.
Comparison of the
hydrologic response of
conventional BMPs and
LID IMPs
annual runoff. Also, this greater volume of runoff control will usually
be associated with decreases in both the time of concentration and
flow velocities which results in a reduction in the pollutant transport
capacity and overall pollutant loading. Low-impact development also
supports pollution prevention practices by modifying human activities
to reduce the introduction of pollutants into the environment.
LID Hydrologic Tools
To achieve the goal of preserving the predevelopment hydrologic
regime, a variety of LID site planning tools can be employed. The
following tools are used in a variety of combinations in LID design:
Reduce/minimize imperviousness. Change in postdevelopment
hydrology can be minimized by reducing impervious areas and
preserving more trees and meadows to reduce the storage require-
ments to maintain the predevelopment runoff volume.
Disconnect unavoidable impervious surfaces. Additional environ-
mental benefits can be achieved and the hydrologic impacts
reduced by disconnecting unavoidable impervious surfaces as
much as possible.
Preserve and protect environmentally sensitive site features. Site
features to be protected and preserved can include riparian areas,
floodplains, stream buffers, and wetlands; woodlands, conservation
zones, and valuable trees; steep slopes; and highly permeable and
erosive soils.
Maintain time of concentration (Tc). Maintaining the
predevelopment Tc minimizes the increase of the peak runoff rate
LID hydrologic
modification
tools
Reduce/minimize
imperviousness
Disconnect
unavoidable
impervious surfaces
Preserve and protect
environmentally
sensitive site
features
Maintain time of
concentration (Tc)
Mitigate for
impervious surfaces
with PMPs
Low-Impact Development Hydrologic Analysis
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Low-Impact Development: An Integrated Environmental Design Approach
LID hydrologic
evaluation steps
1. Delineate the
watershed and
microwatershed
areas
2. Define design
storms
3. Define modeling
techniques to be
employed
4. Compile
information for
predevelopment
conditions
5. Evaluate
predevelopment
conditions and
develop baseline
measures
6. Evaluate site
planning benefits
and compare with
baseline
7. Evaluate
integrated
management
practices (IMPs)
8, Evaluate
supplemental
needs
after development by lengthening flow paths and reducing the
length of the runoff conveyance systems.
Mitigate for impervious surfaces with IMPs. IMPs can provide
retention storage for volume and peak control, as well as water
quality control, to maintain the same natural initial abstraction
volume as the predevelopment condition.
Locate the impervious areas on less pervious soil types.
LID Hydrologic Evaluation
The purpose of the hydrologic evaluation is to determine the level
of control required to achieve the stormwater management goals for
LID sites. The required level of control may be achieved through
application of the various hydrologic tools during the site planning
process, the use of IMPs, and supplemental controls. The hydrologic
evaluation is performed using hydrologic modeling and analysis
techniques. The output of the hydrologic analysis provides the basis
for comparison with the four evaluation measures (i.e., runoff volume,
peak runoff, frequency, and water quality control).
LID Hydrologic Evaluation Steps
The hydrologic evaluation can be performed using various ap-
proaches and analytical techniques. Typically hydrologic evaluation
follows a series of steps resulting in defining the needs for hydrologic
control and management.
Step 1. Delineate the watershed and microwatershed areas.
Hydrologic evaluation requires delineation of the drainage area for the
overall study area or site and the subwatersheds contributing to key
portions of the site. Delineation may need to consider previously
modified drainage patterns, roads, or stormwater conveyance systems.
Step 2. Determine design storm(s). The design storms considered
in the analysis should be determined based on the basic LID philoso-
phy identified (see Section A.6 on page A.21). Regulatory require-
ments for design storms may also be stipulated in local ordinances, and
these may limit or constrain the use of LID techniques or necessitate
that structural controls be employed in conjunction with LID tech-
niques.
Step3. Define modeling technique (s) to be employed. Data
gathering and analysis will depend on the specific type of model
selected. The model selected will depend on the type of watershed,
complexity of the site planning considerations, familiarity of the
Low-Impact Development Hydrologic Analysis
-------
agency with the model, and level of detail desired. Certain models use
simplified estimation methods whereas others provide detailed
process-based representation of hydrologic interactions.
Step 4. Compile information for predevelopment conditions.
Typical information needed includes area, soils, slopes, land use, and
imperviousness (connected and disconnected).
Step 5. Evaluate predevelopment conditions and develop baseline
measures. The selected modeling techniques are applied to the
predevelopment conditions. The results of the modeling analysis are
used to develop the baseline conditions using the four evaluation
measures.
Step 6. Evaluate site planning benefits and compare with baseline.
The site planning tools provide the first level of mitigation of the
hydrologic impacts. The modeling analysis is used to evaluate the
cumulative hydrologic benefit of the site planning process in terms of
the four evaluation measures. The comparison is used to identify the
remaining hydrologic control needs.
Step 7. Evaluate Integrated Management Practices (IMPs). The
hydrologic control needs may be addressed through the use of IMPs
(described in Chapter 4). This represents the second level of mitiga-
tion of the hydrologic impacts. After IMPs are identified for the site, a
second-level hydrologic evaluation that combines the controls pro-
vided by the planning techniques with the IMPs can be conducted.
Results of this hydrologic evaluation are compared with the
predevelopment conditions to verify that the discharge volume and
peak discharge objectives have been achieved. If not, additional IMPs
are located on the site to achieve the optimal condition.
Step 8. Evaluate supplemental needs. If after use of IMPs supple-
mental control for either volume or peak flow is still needed, selection
and listing of additional management techniques should be considered.
For example, where flood control or flooding problems are a key design
objective, or where site conditions, such as poor soils, or high water
table limits the use of IMPs, additional conventional end-of-pipe
methods, such as large detention ponds or constructed wetlands,
should be considered. In some cases these controls can be sized much
smaller than normal due to use of LID as part of the management
system. The hydrologic evaluation is used to compare the supplemental
management techniques and identify the preferred solutions.
The hydrologic evaluation steps are performed using an iterative
process. Numerous site planning and management configurations may
Low-Impact Development Hydrologic Analysis
-------
Low-Impact Development: An Integrated Environmental Design Approach
Hydrologic
evaluation
techniques
HSPF
SWMM
HEC-1
TR-55/TR-20
The rational
method
need to be evaluated to identify the optimum solutions. The concepfof
low-impact development is to emphasize the simple and cost-effective
solutions. Use of hydrologic evaluations can assist in identifying these
solutions prior to detailed design and construction costs.
Prince George's County, Maryland, has developed a detailed
illustration of an approach for conducting a hydrologic evaluation
based on the use of the SCS TR-55 method. A summary flow chart of
the hydrologic evaluation process is shown in Figure 3-7. A full
description of the application process is provided in Appendix A
(Prince George's County, 1997).
Hydrologic Evaluation Techniques
A variety of models are available to simulate the rainfall-runoff
processes for watersheds. The selection of the appropriate modeling
technique will depend on the level of detail and rigor required for the
application and the amount of data available for setup and testing of
the model results. Four types of simulation models are briefly summa-
rized below.
Hydrologic Simulation Program - FORTRAN (HSPF). The
HSPF model is a comprehensive package developed and maintained by
the U.S. Environmental Protection Agency for simulation of water
quantity and quality from mixed land use watersheds. The model uses
continuous simulation of rainfall-runoff processes to generate
hydrographs, runoff flow rates, sediment yield, and pollutant washoff
and transport. HSPF includes consideration of infiltration, subsurface
water balance, interflow, and base flow.
Storm Water Management Model (SWMM). SWMM is an urban
stormwater model developed and maintained by the U.S. Environmen-
tal Protection Agency. SWMM is applied to stormwater simulations
including urban runoff, flood routing, and flooding analysis. The
model provides continuous simulation, using variable timesteps, of
rainfall-runoff processes and associated pollutant washoff and trans-
port. SWMM also includes flow routing capabilities for open channels
and piped systems.
HEC-1. The HEC-1 model was developed by the U.S. Army
Corps of Engineers' Hydrologic Engineering Center (HEC). HEC-1 is
designed to simulate the surface runoff response of a river basin to
precipitation by representing the basin as an interconnected system of
hydrologic and hydraulic components. Each component provides
simulation of a rainfall-runoff process. The result of the modeling
process is the computation of streamflow hydrographs at desired
Low-Impact Development Hydrologic Analysis
-------
LID Hydrologic Analysis Procedure
LID Hydrologic
Analysis Process
uBisaa ens an
f
1 c LID Stormwater Management Requirements
at O A * A
,
Implement Add tion
LID Tc Techniques
and Recalculate Tc
Leaend
VQ Storage Volume Needed for
Water Quality Control
VR Storage Volume to Maintain CN
Using Retention Chart A
VR Storage Volume to Maintain
Peak Using 100% Retention
ChartB
VD Storage Volume to Maintain
Peak Using 100% Detention
Chart C
H Storage Volume for Hybrid
Design
H' Storage Volume for Hybrid
Design with Limited Retention
Hybrid Approach
Calculate Additional
Volume to Maintain Both
Predevelopment Peak and *
Volume H Using VR,
VD]oo ,VRiG
> Use Chart Series C to
calculate VD
f 100
hnai
er Design
(^StarP}
Data Collection
i
Calculate [Existing Tc
i
Calculate Existing CN
i
Prepare Preliminary Layout
|
Calculate Proposed CN
Using LID Concepts
|
a' /ProposecN-.
*~~No\ Tc> /
\Ex.Tij/
TYes
Determine Design Storm Event
I
Calculate Volume Required to
Maintain Existing CN Using Chart
Series A for Each Design Storm VR
i
Calculate the Storage Volume
Required for Quality Control VQ
./^elecN.
./Higher Values^^
<^ ofVQorVRfor ^>
^xStorage Required/^
\for MP/
Calculate Volume Required to
Maintain Predevelopment Peak
Discharge Using Chart Series C for
Each Design Storm VR
Yes /"Is VF<\
\
-------
Low-Impact Development: Afi Integrated Environmental Design Approach
locations in the river basin. The depth-area option computes flood
hydrographs while preserving a user-supplied precipitation depth
versus area relation throughout the stream network.
I |
TR-55/TR-20. The U.S. Department of Agriculture, Natural
Resources Conservation Service (NRCS), developed the TR-55/TR-20
model. TR-55 uses the runoff curve number method and unit
hydrographs to convert rainfall into runoff. TR-55 and TR-20 are
infiltration loss models that use the runoff curve number methods and
synthetic storm flow hydrograph development to predict peak volume
and flow rates for a given catchment area. The advantage of applying
TR-55 and TR-20 is the convenience of tables and input parameters
included for a wide range of soil and land use conditions. Also TR-55
and TR-20 models are widely used by field-level professionals.
The Rational Method. The rational method is a storm sewer
evaluation method based on the rational formula (Maidment, 1993).
The rational formula calculates the peak flow rate as a function of the
rainfall intensity (for a specific design return period and time of
concentration), the watershed area, and the runoff coefficient. The
rational method is frequently used in land development applications
due to its simplicity and ease of application.
j
Table 3-2 provides an overview of the attributes and functions of
the selected models.
LID Hydrologic Illustrations
To illustrate the hydrologic analysis techniques employed by
low-impact development, two examples from the Prince George's
County Design Manual are discussed below (Prince George's County,
Table 3-2 Comparison of Model Attributes and Functions
Model
Sponsoring agency
Simulation type
Water quality analysis
RdnfoliAunoff analysis
Sewer system flow routing
Dynamic flow routing equations
Regulators, overflow structures
Storage analysis
Treatment analysis
Data end personnel requirements
Overall model complexity
HSPF
USEPA
Continuous
Yes
Yes
None
None
None
Yes
Yes
High
High
SWMM
USEPA
Continuous
Yes
Yes
Yes
Yes
Yes
Yes
Yes
High
High
TR-55/TR-20
NRCS (SCS)
Single event
None
Yes
Yes
Yes
None
Yes
None
Medium
Low
HEC-1
CORPS (HEC)
Single event
None
Yes
Yes
None
None
Yes
None
Medium
High
Rational
Method
Single event
None
Yes
None
None
None
None
None
Low
Low
Low-Impact Development Hydrologic Analysis
-------
/
Lawn Area
House
0)
a
\ Curb & Gutter
Conventional CN
for 1 -Acre Lot
(Table 2.2a TR-55)
N.T.S.
Typical Low-Impact
Development Lot
N.T.S.
Figure 3-8.
Customizing runoff
CN for a low-impact
development site
1997). The examples highlight the use of the LID tools in achieving
the runoff volume and peak flow objectives. The first example de-
scribes the control of runoff volume and peak flow using a TR-55
application. The second example describes methods used to control
the time of concentration to manage the peak flow rate.
LID Runoff Volume and Peak Flow Management
Calculation of the LID runoff potential is based on a detailed
evaluation of the existing and proposed land cover so that an accurate
representation of the potential for runoff can be obtained. This
calculation requires the investigation of parameters associated with a
low'impact development, such as the following:
Land cover type
Percentage and connectivity of impervious areas
Soils type and texture
Antecedent soil moisture conditions :
Determination of LID Runoff Curve Number
The process for performing a hydrologic evaluation for a LID site
is illustrated through the use of a TR-55 application example (SCS,
1986). As illustrated in Figure 3-8, customizing the curve number
(CN) for a LID site allows the developer/engineer to take advantage of
and get credit for a variety of LID site planning practices, which
include in this case:
Low-Impact Development Hydrologic Analysis
-------
Low-Impact Development: An Integrated Environmental Design Approach
Narrower driveways and roads (minimizing impervious areas)
Maximizing tree preservation or forestation (tree planting)
Site fingerprinting (minimal disturbance)
Open drainage swales
Preservation of soils with high infiltration rates (locate impervious
areas on low infiltration soils)
Location of IMPs on high-infiltration soils
Table 3-3 Comparison of Conventional and
LID Land Covers
Conventional Land Covers
(TR-55 assumptions)
20% impervious
80% grass
LID Land Covers
1 5% impervious
25% woods
60% grass
Table 3-3 shows the resulting
low-impact development CN land
cover compared with those of a
conventional development CN, as
found in Table 2.2a of TR-55
(SCS, 1986) for the example
1-acre lot.
Table 3-4 shows how LID site planning can
affect components of the CN, resulting in lower CN and more infiltra-
tion.
Figure 3-9 shows how hydro logic response is altered using LID
example techniques to reduce the impervious areas and the associated
runoff peak volume. Hydrograph 1 is the predevelopment condition,
and hydrograph 2 is the postdevelopment condition without controls.
Hydrograph 5 represents the resulting postdevelopment hydrograph
Table 3-4. LID Planning Techniques to Reduce the Postdevelopment Runoff
Volume
Suggested Options
Affecting Curve Number
Land Cover Type
Percent of Imperviousness
Hydrologic Soils Group
Hydrologic Condition
Disconnectivity of
Impervious Area
Storage and Infiltrati
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Low-Impact Development Hydrologic Analysis
-------
Developed Condition without BMPs Figure 3-9. Effect of
low-impact
development CN on
the postdevelopment
Developed Condition, with LID- CN
No IMP Controls hydrograph without
Reduced Q peak
Reduced Runoff Volume
stormwater BMPs
with a significant reduction in both postdevelopment peak rate and
volume, which can be achieved by just using LID site planning tech-
niques to reduce CN values and without the benefit of IMP
Maintaining the Predevelopment Time of
Concentration
The management of runoff volume, peak flow, and frequency
requires that the postdevelopment time of concentration (Tc ) be
maintained close to the predevelopment Tc. The travel time (Tt)
throughout individual lots and areas should be approximately the
same so that the Tc is representative of the drainage. This is critical
because low-impact development theory is based on a relatively
homogeneous land cover and distributed IMPs. To maintain the Tc,
low-impact developments use the following site planning techniques:
Maintaining predevelopment flow path length by dispersing and
redirecting flows, generally through open swales and natural
drainage patterns.
Increasing surface roughness (e.g., reserving woodlands, using
vegetated swales).
Detaining flows (e.g., open swales, rain gardens).
Low-Impact Development Hydrologic Analysis
-------
Low-Impact Development: fin Integrated Environmental Design Approach
Q
Figure 3-10. Low-impact
development hydrograph that
has a reduced CN and
maintains the Tc without
conventional stormwater
controls
Minimizing disturbance (minimizing compaction and changes to
existing vegetation).
Flattening grades in impacted areas.
Disconnecting impervious areas (e.g., eliminating curb/gutter and
redirecting downspouts).
Connecting pervious and vegetated areas (e.g., reforestation,
forestation, tree planting).
To maintain predevelopment Tc, an iterative process that analyzes
different combinations of the above appropriate techniques may be
required. These site planning techniques are incorporated into the
hydrologic analysis computations for postdevelopment Tc to demon-
strate an increase in postdevelopment Tc above conventional tech-
niques and a corresponding reduction in peak discharge rates.
Figure 3-10 illustrates
the hydrologic response to
maintaining equal
predevelopment and
postdevelopment TCs.
Hydrograph 1 is the
predevelopment condi-
tion. Hydrograph 5, as
previously described,
shows the benefits of
using LID techniques to
reduce impervious areas
and the associated runoff
peak volume.
>. Developed,
1 ID-PM
no control.
-------
In LID sites, the volume of flow in closed channels (pipes) should
be minimized to the greatest extent possible. Swales and open chan-
nels should be designed with the following features:
Increase surface roughness to retard velocity.
Maximize sheet flow conditions.
Use a network of wider and flatter channels to avoid fast-moving
channel flow.
Increase channel flow path.
Reduce channel gradients to decrease velocity (many local
jursidictions have a minimum slope requirement of 2 percent; 1
percent may be considered on a case-by-case basis).
The channel should flow over pervious soils whenever possible to
increase infiltration so that there is a reduction of irunoff to
maximize infiltration capacity.
Table 3-5 identifies LID techniques and objectives to maintain the
predevelopment Tc.
Detailed guidance and computational examples are provided in
the Appendix A, Example LID Hydrologic Computations, which has
been adapted from the Prince George's County LID Hydrologic
Analysis Manual (Prince George's County, 1997).
Table 3-5. LID Techniques to Maintain the Predevelopment Time of
Concentration
Low-Impact Development Objective
Minimize disturbance
Flatten grades
Reduce height of slopes
Increase flow path (divert and redirect)
Increase roughness "n"
Low Impact Development Techniqu
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Low-Impact Development Hydrologic Analysis
-------
Low-Impact Development:'An Integrated Environmental Design Approach
References
American Society of Civil Engineers (ASCE). 1994. Design and
Construction of Urban Stormivater Management Systems. ASCE Manuals
and Reports of Engineering Practice, No.77. Prepared by the Urban
Water Resources Research Council of the American Society of Civil
Engineers and the Water Environment Federation, Reston, VA.
Chesapeake Research Consortium (CRC). 1996. Design of
Stormwater Filtering Systems. Prepared for the Chesapeake Research
Consortium, Inc., Solomons, Maryland by, The Center for Watershed
Protection, Silver Spring, Maryland.
Chow, V.T. 1964. Handbook of Applied Hydrology. McGraw-Hill,
Inc., New York.
Department of Commerce. 1963. Rainfall Frequency Atlas of the
United States for Durations from 30 minutes to 24 hours and Return
Periods from I to 100 Years. Technical Paper 40. U.S. Department of
Commerce, Washington, D.C.
Federal Interagency Stream Restoration Working Group. 1998.
Stream Corridor Restoration: Principles, Processes, and Practices.
Leopold , L.B. 1968. Hydrology for Urban Land Planning: A Guide-
book on the Hydrologic Effects of Land Use. U.S. Geological Survey
Circular 554.
Leopold, L.B., M.G. Wolman, and J.R Miller. 1964. Fluvial Processes
in Geomorphology. Dover Publications, Inc., Mineola, New York.
Maidment, D.R. 1993. Handbook of Hydrology. McGraw-Hill, Inc.
New York.
Maryland Department of the Environment (MDE). 1998. Mary-
land Stormu/ater Design MaraiaL Vol. 1. Water Management Adminis-
i
tration, Maryland Department of the Environment, Baltimore, Mary-
land.
|
May, C.W., E.B. Welch, R.R. Horner, J.R. Karr and B.W. Mar.
1997. Qua/it;y Indices for Urbanization in Puget Sound Lowland Streams.
Prepared for Washington Department of Ecology, Seattle, Washington,
by Department of Civil Engineering, University of Washington,
Seattle, Washington.
Prince George's County, Maryland. 1999. Prince George's County
Low Impact Development Hydrologic Analysis. Prince George's County
Department of Environmental Resources, Maryland.
Low-Impact Development Hydrologic Analysis
-------
Prince George's County, Maryland. 1997. Low-Impact Development
Design Manual, Department of Environmental Resources, Prince
George's County, Maryland.
SCS. 1986. Urban Hydrology for Small Watersheds. Technical
Release 55, US Department of Agriculture, Soil Conservation Service,
Engineering Division, Washington, DC.
SCS. 1985. National Engineering Handbook. Section 4, Hydrology
(NEH-4) Soil Conservation Service, US Department of Agriculture,
Washington, DC.
U.S. Environmental Protection Agency (USEPA). 1997. Urban-
ization and Streams: Studies of Hydrologic Impacts. Office of Water,
Washington, DC. 841-12-97-009. December 1997.
U.S. Environmental Protection Agency (USEPA). 1983. Results of
the Nationwide Urban Runoff Program. Vol. I. Final report. Water
Planning Division, Washington, DC.
Low-Impact Development Hydrologic Analysis
-------
Low-Impact Development: [An Integrated Environmental Design Approach
Low-Impact Development Hydrologic Analysis
-------
Site Planning
Hydrology
Distributed
IMP Technologies
9 Erosion and
_, r * ^\ * -> * jt |
Sediment Control
Pwblic Outreach
-------
-------
Low-Impact Development Integrated
Management Practices
Chapter
Low-impact development technology employs microscale and
distributed management techniques, called integrated management
practices (IMPs), to achieve desired postdevelopment hydrologic
conditions. The site planning process (Chapter 2) has identified how
fundamental design techniques can be used to minimize the hydrologic
effects of development. The hydrologic analysis (Chapter 3) demon-
strates how to quantify the predevelopment and postdevelopment
conditions under various design scenarios. This chapter presents the
third step in the LID processidentifying and selecting IMPs, De-
tailed descriptions of the IMPs are included.
Procedures for Selection and Design of IMPs
Site planning techniques can significantly reduce the hydrologic
impacts of development. Once site-planning techniques have been
exercised, additional modifications are likely to be required to match
the predevelopment hydrograph. Measures used to evaluate the
hydrologic impact include the
runoff volume and the peak flow
condition. The shaded portion of
Figure 3-10 illustrates the
remaining "control" that might
be required to meet the develop-
ment hydrology goal. IMPs can
be used to provide that additional
hydrologic control of peak
discharge and runoff volume.
LID IMPs are used to satisfy
the storage volume requirements
calculated in Chapter 3. They
are the preferred method because
In This Chapter...
Introduction
Procedures for selection
and design of IMPs
Suitability criteria/factors
Integrated management
practices (IMPs)
IMPs addressed
in this chapter
Bioretention
Dry wells
Filter/buffer strips
Grassed swales
Rain barrels
Cisterns
Infiltration trenches
Low-Impact Development Integrated Management Practices
-------
Low-Impact Development: An Integrated Environmental Design Approach
they can maintain the predevelopment runoff volume and can be
integrated into the site design. The design goal is to locate IMPs at the
source or lot, ideally on level ground within individual lots of the
development. Management practices that are suited to low-impact
development include:
Bioretention facilities
Dry wells
I
Filter/buffer strips and other multifunctional landscape areas
Grassed swales,
bioretention swales, and ~" -
wet swales
Rain barrels
Cisterns
Infiltration trenches
The process for selection
and design begins with the
control goals identified using
the hydrologic techniques
described in Chapter 3. The
steps identify the opportuni-
ties for supplemental controls
and guide the designer
through the selection and
design process (Figure 4-1):
Fundamental questions addressed in
the IMP selection and design process
What are the goals for reduction of the volume and
peak flow conditions after development?
: I I
What are site constraints for selection of IMPs?
What types of IMPs are appropriate for my site?
How many IMPs do I need to plan for?
How much will it cost to install and maintain these
practices?
Will IMPs be sufficient to meet the goals and
regulatory requirements?
Step 1: Define hydrologic control required.
Step 2: Evaluate site constraints.
Step 3: Screen for candidate practices.
Step 4: Evaluate candidate IMPs in various configurations.
Step 5: Select preferred configuration and design.
Step 6: Supplement with conventional controls, if necessary.
Low-Impact Development Integrated Management Practices
-------
Step6
Incorporate
Conventional
Controls (If
Necessary)
StepS
Select IMPs
Step 4
Evaluate Likely
IMPs
Step 3
Screen for IMPs
Step 2
Evaluate Site
Constraints
Step 1
Define Hydrologic
Control
i Optimum
configuration
Site opportunities
Site constraints
IMP functions
. IMP limitations
' Develop list of
potential IMPs,
number, size,
volume, etc.
i Iterative hydrologic
evaluations
Determine
whether additional
stormwater control
is needed
i Identify siting
operations
. Design end of pipe
control
i End of pipe
controls (i.e.
stormwater ponds)
Infiltration *
Discharge frequency
Volume of discharges
Groundwater
recharge
Available space
Soil infiltration
characteristics
Water table
Slopes
Drainage patterns
Step 1: Define Hydrologic Controls Required
The goal of the LID approach is to mimic the predevelopment
hydrologic regime of the site and thus maintain the predevelopment
runoff volume, peak runoff rates, and frequency. These control
objectives were defined and addressed, to the degree possible, through
site planning techniques described in Chapter 2.
The remaining need for control must be identified based on the
hydrologic goals identified in Chapter 3. This is illustrated in Figure 3-9.
Hydrologic functions such as infiltration, frequency and volume of
discharges, and groundwater recharge become essential considerations
when identifying and selecting IMPs. Following the procedures
described in Chapter 3, the hydrologic functions can be quantified
with respect to the various design parameters, which include runoff
volume, peak discharge, frequency and duration of discharge, ground-
water recharge, and water quality parameters. When these design
parameters are quantified for predevelopment conditions, they define
or quantify the hydrologic controls required for a specific site.
Figure 4-1.
Key steps in developing
stormwater plan using
LID practices
Low-Impact Development Integrated Management Practices
-------
Low-Impact Development: An Integrated Environmental Design Approach
Step 2: Evaluate Site Opportunities and Constraints
Each site has unique characteristics and opportunities for control.
The LID concept encourages innovation and creativity in the manage-
ment of site planning impacts. In this step the site should be evaluated
for opportunities and constraints. Opportunities are locations where
physical conditions like available space, infiltration characteristics,
and slopes are amenable to IMP installation. These same conditions
might also constrain the use of IMPs. Table 4-1 provides a summary of
potential site constraints of IMPs.
Table 4-1. Site Constraints of IMPs
Space
Required
Soils
Slopes
Water Table/
Bedrock
Proximity to
build
foundations
Max. Depth
Maintenance
Bioretention
Minimum surface
area range:
50 to 200 f 2
Minimum width:
5 to 10 ft
Minimum length:
10 to 20 ft
Minimum depth:
2 to 4 ft
Permeable soils
with infiltration
rates > 0,27
inches/hour are
recommended. Soil
limitations can be
overcome with use
of underdrains
Usually not a
limitation, but
design
consideration
2- to 4-ft clearance
above water table/
bedrock
recommended
Minimum distance
of 10 ft
downgradient from
buildings and
foundations
recommended
2- to 4-ft depth
depending on soil
type
Low requirement,
property owner can
include in normal
site landscape
maintenance
Dry Well
Minimum surface
area range:
8 to 20 f 2
Minimum width:
2 to 4 ft
Minimum length:
4 to 8 ft
Minimum depth:
4 to 8 ft
Permeable soils
with infiltration
rates > 0.27
inches/hour are
recommended
Usually not a
limitation, but
design
consideration.
Must locate
downgradient of
building and
foundations
2- to 4-ft
clearance above
water table/
bedrock
recommended
Minimum
distance of 1 0 ft
downgradient
from buildings
and foundations
recommended
6- to 1 0-ft depth
depending on
soil type
Low requirement
Filter/Buffer Strip
Minimum length
of 1 5 to 20 ft
Permeable soils
perform better,
but soils not
limitation
Usually not a
limitation, but
design
consideration
Generally not
constraint
Minimum
distance of 1 0 ft
downgradient
from buildings
and foundations
recommended
Not applicabl
Low requirement,
routine landscape
maintenance
Swales: Grass,
Infiltration, Wet
Bottom width:
2 ft minimum,
6 ft maximum
Permeable soils
provide better
hydrologic
performance, but
soils not a
limitation.
Selection of typ
of swale, grassed,
infiltration or wet
is influenced by
soils
Swale side slopes:
3:1 or flatter
Longitudinal
slope: 1.0%
minimum;
maximum based
on permissible
velocities
Generally not
constraint
Minimum
distance of 1 0 ft
downgradient
from buildings
and foundations
recommended
Not applicabl
Low requirement,
routine landscape
maintenance
Rain Barrels
Not a factor
Not a factor
Usually not a
limitation, but
a design
consideration
for location of
barrel outfall
Generally not
a constraint
Not a factor
Not applicabl
Low
requirement
Cistern
Not a factor
Not a factor
Not a factor
Infiltration Trench
Minimum surface ;
area range: :
8 to 20 f 2
Minimum width:
2 to 4 ft
Minimum length: ;
4 to 8 ft
Permeable soils wit
infiltration rates
0.52 inches/hour ar
recommended
Usually not a
limitation, but
a design
consideration. Must ;
locate down-
gradient of ;
buildings and ;
foundations
2- to 4-ft clearance i
Minimum distance '
of 1 0 ft down-
gradient from ;
buildings and
foundations i
recommended ,
6- to 1 0-ft depth
depending on soil ;
type
Moderate to high
Low-Impact Development Integrated Management Practices
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Suitability Criteria/Factors
The site designer should consider or evaluate the following factors
when selecting LID IMPs.
Space/Real Estate Requirements. The amount of space required
for stormwater management controls is always a consideration in
the selection of the appropriate control. LID IMPs, because they
are integrated into and distributed throughout the site's landscape,
typically do not require that a separate area be set aside and
dedicated to stormwater management.
Soils. Soils and subsoil conditions are a very important
consideration in every facet of LID technology, including the site
planning process, the hydrologic considerations, and the selection
of appropriate IMPs. The use of micromanagement practices, as
well as the use of underdrains to provide positive subdrainage for
bioretention practices, helps to overcome many of the traditional
soil limitations for the selection and use of IMPs.
Slopes. Slope can be a limiting factor when the use of the larger
traditional stormwater controls is considered. With the application
of the distributed micromanagement IMPs, however, slope is
seldom a limiting factor; it simply becomes a design element that
is incorporated into the hydrologically functional landscape plan.
Water Table. The presence of a high water table calls for special
precautions in every aspect of site planning and stormwater
management. The general criterion is to provide at least 2 to 4 feet
of separation between the bottom of the IMP and the top of the
seasonally high water table elevation. Also, the potential for
contamination should be considered, especially when urban
landscape hotspots are involved.
Proximity to Foundations. Care must be taken not to locate
infiltration IMPs too close to foundations of buildings and other
structures. Considerations include distance, depth, and slope.
Maximum Depth. By their nature, the micromanagement practices
that make up the LID IMPs do not require much depth, and thus
this factor is not usually a major concern. Bioretention cells, for
example, usually allow only 6 inches of ponding depth, and 2 to 4
feet of depth for the planting soil zones.
Maintenance Burden. Maintenance costs for traditional
stormwater controls are significant and have become a
considerable burden for local governments and communities.
Maintenance costs can equal or exceed the initial construction
cost. In comparison, many of the IMPs require little more than
normal landscaping maintenance treatment. Additionally, this cost
is typically the responsibility of the individual property owner
rather than the general public. Communities are advised to retain
the authority to maintain their sites if they fail to function as
designed.
Low-Impact Development Integrated Management Practices
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Low-Impact Development: An Integrated Environmental Design Approach
Suitability
criteria/factors
Soils
Slopes
Water table
Proximity to
foundations
Maximum depth
Maintenance burden
As previously discussed, one of the key concepts to making LID
technology work is to think small with respect to the size of the area
being controlled (microsubsheds) and the size of the practice
(micropractices). This combination allows the designer to incorpo-
rate many of the LID practices into the landscape and to overcome
potential site constraints with respect to available space, soils,
slopes, and other factors in a way that would not be possible with the
larger conventional methods.
Step 3: Screen for Candidate Practices
Based on the evaluation of site opportunities and constraints,
a comparison with the available practices is made. IMPs that are
inappropriate or infeasible for the specific site are excluded from
further consideration. Screening should consider both the site
constraints (Table 4-1) and the hydrologic and water quality func-
tions identified in Table 4-2.
Table 4-2 provides an assessment of the hydrologic functions of the
preferred LID management practices. Table 4-3 provides a summary of
the reported water quality benefits provided by the LID IMPs.
It is important to recognize that LID stormwater management
is not simply a matter of selecting from a menu of available pre-
ferred practices. Rather, it is an integrated planning and design
process. The site planning process described earlier is a necessary
and essential component of the LID stormwater management
concept. The preferred practices by themselves might not be
sufficient to restore the hydrologic functions of a site without the
accompanying site planning procedures described in Chapter 2.
Table 4-2. Hydrologic Functions of LID Integrated Management Practices (IMPs)
IMP
Hydrologic
Functions
Interception
Depression Storage
Infiltration
G.W. Recharge
Runoff Volume
Peak Discharge
Runoff Frequency
Water Quality
Base Flow
Stream Quality
Bio Ret
H
H
H
H
H
M
H
H
M
H
Dry
Well
N
N
H
H
H
L
M
H
H
H
Filter/
Buffer
H
H
M
M
M
L
M
H
H
H
Swale
Grass
M
H
M
M
M
M
M
H
M
M
Rain
Barrel
N
N
N
N
L
M
M
L
M
N
Cistern
N ;
N
N
N
M
M
M :
L
N
L
Infilt.
Trench
N
M
H
H
H
M
M
H
L
H
H = High M = Moderate
L = Low
N = None
Low-Impact Development Integrated Management~Practices
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Table 4-3 Reported Pollutant Removal Efficiency of IMPs
PMP
Bioretention
Dry Well
Infiltration Irene
Filter/Buffer Strip
Vegetated Swale
Infiltratio Swale
Wet Swale
Rain Barrel
Cistern
TSS
-
80-100
80-100
20-100
30-65
90
80
NA
NA
Total P
81
40-60
40-60
0-60
10-25
65
20
NA
NA
Total N
43
40-60
40-60
0-60
0-15
50
40
NA
NA
Zinc
99
80-100
80-1 00
20-1 00
20-50
80-90
40-70
NA
NA .
Lead
99
80-100
80-100
20-100
20-50
80-90
40-70
NA
NA
BOD
-
60-80
60-80
0-80
-
-
-
NA
NA
Bacteria
-
60-80
60-80
-
Neg.
-
-
NA
NA
Source: CRC, 1996; Davis et al. 1997; MWCG, 1987 Urbonas & Stahre, 1993; Yousef et al., 1985;
Yuetal., 1992; Yuetal., 1993.
Step 4: Evaluate Candidate IMPs in Various Configurations
After the candidate IMPs are identified, they are deployed as
appropriate throughout the site and the hydrologic methods described
in Chapter 3 are applied to determine whether the mix of IMPs meets
the hydrologic control objectives identified in Step 1. Typically, on the
first design attempt the hydrologic control objectives are not met
precisely but instead are overestimated or underestimated. An itera-
tive process might be necessary, adjusting the number and size of IMPs
until the hydrologic control objectives are optimized. An example
LID hydrologic computation that illustrates this procedure is provided
in the Appendix.
Step 5: Select Preferred Configuration and Design
The iterative design process typically identifies a number of
potential configurations and mixes of IMPs. The designer has the
option to use more or fewer bioretention structures, rain barrels,
cisterns, dry wells, infiltration trenches, vegetated swales, and other
practices. Design factors such as space requirements, site aesthetics,
and construction costs can all be factored into the decision-making
process to arrive at an optimum or preferred configuration and mix of
IMPs that provide the identified level of hydrologic control at a reasonable
cost.
Step 6: Design Conventional Controls if Necessary
If for any reason the hydrologic control objectives developed for a
given site cannot be achieved using IMPs, it might be necessary to add
some conventional controls. Sometimes site constraints like
low-permeability soils, the pressure of a high water table or hard rock,
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Low-Impact Development: /An Integrated Environmental Design Approach
LjD Functions
Include
Groundwater
recharge
Retention or
detention of runoff
Pollutant settling
Aesthetic value
Multiple use
Bioretention
A practice using
landscaped areas on
lots to hold and
infiltrate stormwater
or very intensive land uses such as commercial or industrial sites can
preclude the use of sufficient IMPs to meet the hydrologic design
objectives, particularly the peak discharge criteria. In these, situations
it is recommended that IMPs be used to the extent possible and then
that additional conventional controls such as detention or retention
practices (i.e. ponds) be used to meet the remaining hydrologic design
objectives. An example computation that illustrates how to determine
when additional conventional controls are required is provided in the
Appendix.
Integrated Management Practices (IMPs)
LID IMPs are designed for on-lot use. This approach integrates
the lot with the natural environment and eliminates the need for large
centralized parcels of land to control end-of-pipe runoff. The challenge
of designing a low-impact site is that the IMPs and site design strate-
gies must provide quantity and quality control and enhancement,
including
Groundwater recharge through infiltration of runoff into the soil.
Retention or detention of runoff for permanent-storage or for later
release.
Pollutant settling and entrapment by conveying runoff:slowly
through vegetated swales and buffer strips.
In addition, LID also provides an added aesthetic value to the
property, which increases a sense of community lifestyle.
Multiple use of landscaped areas. In some cases, the on-lot or
commercial hydrologic control also can satisfy local government
requirements for green or vegetated buffer space.
Placing controls in series provides for the maximum on-lot
stormwater runoff control (i.e., the maximum mitigation of site develop-
ment impacts on the natural hydrology). This type of design control is
known as a "hybrid" and is effective in reducing both volume and peak
flow rate. Examples of specific IMPs are described below.
Bioretention
Bioretention is a practice to manage and treat stormwater runoff
by using a conditioned planting soil bed and planting materials to" filter
runoff stored within a shallow depression. The bioretention concept
was originally developed by the Prince George's County, Maryland,
Department of Environmental Resources in the early 1990s as an
Low-Impact Development Integrated Management Practices
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alternative to traditional BMP
structures (ETA, 1993). The
method combines physical
filtering and adsorption with
biological processes. The system
can include the following
components, as illustrated in
Figures 4-2 and 4-3: a pretreat-
ment filter strip of grass channel
inlet area, a shallow surface
water ponding area, a
bioretention planting area, a soil
zone, an underdrain system, and
an overflow outlet structure.
Design Considerations, The
major components of the bioretention system all require careful
design considerations. These major components include
Figure 4-2.
Bioretention area
Pretreatment area (optional)
Ponding area
Ground cover layer
Planting soil
In situ soil
Plant material
Inlet and outlet controls
Maintenance
The key design consideration for these components are summa-
rized in Table 4-4. Detailed design guidance can be obtained from
the Prince George's County Bioretention Manual (ETA, 1993).
Table 4-4. Bioretention Design Components
Pretreatment area
Ponding area
Groundcover area
Planting soil
In-situ soil
Plant materials
Required where a significant volume of debris or
suspended material is anticipated such as parking lots and
commercial areas. Grass buffer strip or vegetated swale
are commonly used pretreatment devices
Typically limited to a depth of 6 inches
3 inches of mature mulch recommended
Depth = 4 feet
Soil mixtures include sand, loamy sand, and sandy loam
Clay content < 10%
Infiltration rate > 0.5 inches/hour w/o underdrains
Infiltration rate < 0.5 inch/hour underdrain required
Native species, minimum 3 species
Inlet and outlet controls Non erosive flow velocities (0.5 fVsec)
Maintenance
Routine landscape maintenance
Hydrologic design
Determined by state or local agency
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Low-Impact Development:*An Integrated Environmental Design Approach
Overflow
outlet
Ground cover
or mulch layer
Top of
/ vegetated berm
Limit of Disturbance
Sheet flow
Trees
Shrub
Bioretention
area limit
Grass filter strip
recommended
length 20 feet
Existing edge
of pavement
Plan view (not to scale)
Minimum freeboard
0.2 feet from maximum
ponding depth
Maximum ponded
Grass filter water depth (sPecific
abeetflow stabilization to P|ant ^oil texture)
Limit of
pavement
Near vertical HUE
sidewalls
5' min.
Ground cover
or mulch layer
Bioretention area -
IN-SITU Material
SaturatedPermeability
Greater than 0.5 inches per hour
Section A-A (not to scale)
Figure 4-3. Typical bioretention facility
Low-Impact Development Integrated Management Practices
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Dry Wells
A dry well consists of a small excavated pit backfilled with aggregate,
usually pea gravel or stone. Dry wells function as infiltration systems used
to control runoff from building rooftops. Another special application of
dry wells is modified catch basins, where inflow is a form of direct surface
runoff. Figure 4-4 shows a typical detail of a dry well.
Dry wells provide the majority of treatment by processes related to
soil infiltration, including adsorption, trapping, filtering, and bacterial
degradation.
Design considerations. The key design considerations for dry wells
are summarized in Table 4-5. Detailed design guidance can be
obtained in Maryland Standards and Specifications for Infiltration Prac-
tices (MDDNR, 1984); Maintenance of Stormwater Management Struc-
tures, a Departmental Summary (MDE, 1986); and Maryland Stormwater
DesignManual (MDE, 1998).
Dry Wells
Small excavated
trenches backfilled
with stone, designed
to hold and slowly
release rooftop
runoff
ROOF LEADER
-SURCHARGE PIPE
-SPLASH BLOCK
-CAP WITH SCREW TOP LID
BUILDING
FOUNDATION
i=
FILTER
fej. FABRIC
OBSERVATION WELL
BEDROCK OR
HIGH WATER TABLE
Figure 4-4. Typical
dry well
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Low-Impact Development: l4n Integrated Environmental Design Approach
Table 4-5. Dry Well Design Considerations
Design storms
Soil permeability
Storage time
Backfill
Runoff filtering
Outflow structures
Observation well
Depth of well
Hydrologic design
Water quality
Maintenance
Determined by local or state agencies. Guidance provided
in Prince George's County LID Manual is recommended
> 0.27 -0.50 inches /hour
Empty within 3 days
Clean aggregate > 1 1/2, < 3", surrounded by engineering
filter fabric ', i
Screens should be placed on top of roof leaders, grease,
oil floatable organic materials and settable solids should
be removed prior to entering well
Overland flow path of surface runoff exceeding the
capacity of the well must be identified and evaluated. An
overflow system leading to a stabilized channel or
watercourse including measures to provide non-erosive
flow conditions must be provided
Must be provided, 4-inch PVC or foot place constructed
flush with ground surface, cap with lock
3 to 1 2 feet
Determined by state or local agency. Maryland Desig
Manual is recommended
See Table 4.3 for performance data
Periodic monitoring quarterly at first and annually
thereafter
Filter Strips
Bands of close-
growing vegetation,
usually grass,
planted between
pollutant source
areas and a
downstream
receiving waterbody
Filter Strips
Filter strips are typically bands of close-growing vegetation, usually
grass, planted between pollutant source areas and a downstream
receiving waterbody (Figure 4-5). They also can be used as outlet or
pretreatment devices for other stormwater control practices. For LID
sites, a filter strip should be viewed as only one component in a
stormwater management system.
Design Considerations. The key design considerations for filter
strips are summarized in Table 4-6. Detailed design guidance is
provided in Maryland Standards and Specifications for Infiltration Prac-
tices (MDDNR, 1984), Design of Stormwater Filtering Systems, (CRC,
1996), and Maryland Stormwater Design Manual (MDE, 1998).
Low-Impact Development Integrated Management Practices
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150'Max.
Flow Length
75' Max.
Flow Length
Parking
Curb
/Stops
Planted With Grass Tolerant to
Frequent Inunduation
i,,l«lin»'
iJtUiri"''
Filter Strip
25' Mm.
Length
Max'fmum
Ponding Limit
iJWIfM.
Pea Gravel
Diaphram
Overflow Spillways
Forest Buffer
Pervjous
Materials
Berm
Outlet
Pipes, Spaced
25' Centers
PLAN
NTS
Curb
Stop
Parking
Lot
Grass Filter Strip Length (25' Mm.)
Shallow Ponding Limit
Slope Range
2% Min.-6% Max.
^7
Pervious Berm
(Sand/Gravel Mix)
= 1111 = 1111=1111 s 1111 =iiir= 1§=*
== nn = nil=nilsnn=nit=nii"^ini'i'lW(iHs'ifii'^/feWMn,,,,,,,,,, ~ j^- xiliisiiiifftJT | -1
-<=mi = nn=mi=mi=nn = mi=mi=mi=mi = mi=ftt ite-,,,, -^, ' .. nil = nn=1111=ml K
.H,=,, = [NI H m, m m s nn=mi=mialiii = nn a uir=Tnr
\
12"x24"
Pea Gravel
Diaphram
-"»=" Forest
Water Quality ' Outlet Pipes Buffer
Treatment Volume 12 Max-
PROFILE
Figure 4-5. Typical filter
strip (CRC, 1996).
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Low-impact Development: fin Integrated Environmental Design 'Approach
Table 4-6. Filter Strip Design Considerations
Design storm
Drainage area
Slope
Flow
Length and size
Water quality
Maintenance
Determined by state orlocal agency. Recommended
guidance in Prince George's Courity, Maryland, LID
Manual (PGC, 1997) and Maryland Stormwater Design
Manual (MDE, 1998)
Maximum drainage area to filter strips is limited by the
overland flow limits of 1 50 feet for pervious surfaces and
75 feet for impervious surfaces
Minimum slope = 1 .0% '.
Maximum slope = determined by field conditions
Should be used to control overland sheet flow only.
Discharge should not exceed 3.5 cubic feet per second
range ! !
The size of the filter strip is determined by the. required
treatment volume. A minimum length of 20 feet is
recommended
The pollution removal effectiveness of the filter strip is
summarized in Table 4.
Routine landscape maintenance required
Vegetated Buffers
Vegetated buffers are strips of vegetation, either natural or planted,
around sensitive areas such as waterbodies, wetlands, woodlands, or highly
erodible soils. In addition to protecting sensitive areas, vegetated strips
help to reduce stormwater runoff impacts by trapping sediment and
sediment-bound pollutants, providing some infiltration, and slowing and
dispersing stormwater flows over a wide area.
Level Spreaders
A level spreader typically is an outlet designed to convert concen-
trated runoff to sheet flow and disperse it uniformly across a slope to
prevent erosion. One type of level spreader is a shallow trench filled
with crushed stone. The lower edge of the level spreader must be
exactly level if the spreader is to work properly. Figure 4-6 shows a
typical rock-filled trench level spreader detail.
Design Considerations. Sheet flow, or overland flow, is the move-
ment of runoff in a thin layer (usually less than 1 inch in depth) over a
wide surface, which begins when water ponded on the surface of the
Low-Impact-Development Integrated Management Practices
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(mild slope <2%)
~'" MI'" in ' in "^
111=111=111=
Rock-Filled Trench
2" Stone
Level lip of spreader
0% 10' min.
iiniiimn
ii/iiiiinn
LEVEL SPREADER - CROSS SECTION
N.T.S.
land becomes deep enough to overcome surface retention forces.
Level spreaders can be used to convey sheet flow runoff from lawn
areas within graded areas to bioretention facilities and transition
areas.
They can also be used to deliver runoff from parking lots and other
impervious areas to infiltration areas. The receiving area of the outlet
must be uniformly sloped and not susceptible to erosion. Particular
care must be taken to construct the outlet lip completely level in a
stable, undisturbed soil to avoid formation of rilling and channeling.
Erosion-resistant matting might be necessary across the outlet lip,
depending on expected flows. Alternative designs to minimize erosion
potential include hardened structures, stiff grass hedges, and segment-
ing of discharge flows into a number of smaller, adjacent spreaders.
Sheet flow should be used over well-vegetated areas, particularly
lawns, to achieve additional retention and increase the time of
concentration.
Figure 4-6. Typical rock
trench level spreader
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Low-Impact Development: /$n Integrated Environmental Design Approach
RJPRAP
GRAVEL INLET TRENCH
1fi! ROUND PIPE-WEIR
CULVERT
OPTIONAL CHECK DAM /-UNDERDRAW
4 ROADWAY »
PLAN VIEW
Figure 4-7, Example of dry
swale. Dry swales are used
at low density residential
projects or for very small
impervious areas
FILTER FABRIC
SECTION
Grassed Swales
Traditionally, swale designs were simple drainage and grassed
channels that primarily served to transport stormwater runoff away
from roadways and rights-of-way. Today designers can design these
channels to optimize their performance with respect to the various
hydrologic factors. Two types of grassed swales are being used for this
purposethe dry swale, which provides both quantity (volume) and
quality control by facilitating stormwater infiltration (Figure 4-7), and
the wet swale, which uses residence time and natural growth to reduce
Low-Impact Development Integrated Management Practices
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Figure 4-8. Example of wet
swale. Wet swales are ideal for
treating highway runoff in low
lying or flat terrain areas
RIPRAP.
ADDITIONAL STORAGE
*#*###*#*###**##*#***
^ 1 v ^' 5 ^j- ^
V * yy » » v *
-SHOULDER-/
«ROADWAY*
PLAN VIEW
2:1 SLOPE OR FLATTER
WATER TABLE (VARIABLE)
V-NOTCHWEIR
PROFILE
to
peak discharge and provide water quality treatment before discharge
a downstream location (Figure 4-8). The wet swale typically has water
tolerant vegetation permanently growing in the retained body of water.
These systems are often used on highway designs.
Design Considerations. The key design considerations for grassed
swales are summarized in Table 4-7. Detailed design guidance is pro-
vided in Maryland Standards and Specifications for Infiltration Practices
(MDDNR, 1984), Design of Stormwater Filtering Systems (CRC, 1996),
and Maryland Stormwater Design Manual (MDE, 1998).
Low-Impact Development Integrated Management Practices
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Low-Impact Development: An Integrated Environmental Design'Approach
Table 4-7. Grassed Swale Design Considerations
Design Storm
Channel Capacity
Channel Shape
Bottom Width
Side Slopes
Channel Longitudinal
Slope
Flow Depth
Manning's n value
Flow Velocity
Length of channel
Water Quality
Maintenance
Determined by state or local agency. Refer to guidance
provided by the Prince George's County LID Design Manual
and the Maryland Stormwater Design Manual (MD(E, 1998).
Local condition may necessitate adjustment of the
recommendations in the guidance documents.
Swale must be sized to convey the peak discharge of the
design storm
Soils The permeability (infiltration rate) of the soils will determine
whether a dry or wet swale can be used. It is recommended
that soils used for dry swales have infiltration rates of 0.27 -
0.50 inches per hour.
Trapezoidal or parabolic shape recommended
2 foot minimum, 6 foot maximum
3:1 or flatter
1.0 % minimum, 6.0 % maximum
4.0 inches for water quality treatment
0.15 for water quality treatment (depth < 4" ) 0.15 - 0.
for depths between 4" and 12" 0.03 minimum for depth 12"
1.0 fps for water quality treatment - 5.0 fps for 2 year storm
fps for 10 year storm
Length necessary for 10 minute residence time
The pollutant removal effectiveness of grassed swales is
summarized in table 4-3
Routine landscape maintenance required.
Figure 4-9, Typical rain
barrel
Rain Barrels
Rain barrels are low-cost, effective, and easily maintainable
retention devices applicable to both residential and commercial/
industrial LID sites. Rain barrels operate by retaining a predetermined
volume of rooftop runoff (i.e., they provide permanent storage for a
design volume); an overflow pipe provides some detention beyond the
retention capacity of the rain barrel. Figure 4-9 and Figure 4-10 show
-PLASTIC RAIN BARRELS
NOTE;
1. RAIN BARREL TO BE KEPT AT HALF-FILLED
DURING WINTER MONTHS TO PREVENT BARREL
FROM BREAKING IF WATER IS FROZEN
Low-Impact-Development Integrated Management Practices
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"83 ~
a typical rain barrel. Rain
barrels also can be used to store
runoff for later reuse in lawn and
garden watering
Design Considerations.
Rainwater from any type of roofing
material can be directed to rain
barrels. To be aesthetically
acceptable, rain barrels can be
incorporated into the lot's land-
scaping plan or patio or decking
design. Rain barrels placed at each
comer of the front side of the
house should be landscaped for
visual screening. Gutters and downspouts are used to convey water from
rooftops to rain barrels. Filtration screens should be used on gutters to
prevent clogging of debris. Rain barrels should also be equipped with a
drain spigot that has garden hose threading, suitable for connection to a
drip irrigation system. An overflow outlet must be provided to bypass
runoff from large storm events. Rain barrels must be designed with
removable, child-resistant covers and mosquito screening on water entry
holes. The size of the rain barrel is a function of the rooftop surface area
that drains to the barrel, as well as the inches of rainfall to be stored. For
example, one 42-gallon barrel provides 0.5 inch of runoff storage for a
rooftop area of approximately 133 square feet.
Cisterns
Stormwater runoff cisterns are roof water management devices that
provide retention storage volume in underground storage tanks. On-lot
storage with later reuse of stormwater also provides an opportunity for
water conservation and the possibility of reducing water utility costs.
Design Considerations. Cisterns are applicable to
residential, commercial, and industrial LID sites. Due to
the size of rooftops and the amount of imperviousness of
the drainage area, increased runoff volume and peak
discharge rates for commercial or industrial sites may
require larger-capacity cisterns. Individual cisterns can be
located beneath each downspout, or storage volume can
be provided in one large, common cistern.
Premanufactured residential use cisterns come in sizes
ranging from 100 to 1,400 gallons (Figure 4-11). Cisterns
should be located for easy maintenance or replacement.
Figure 4-10. Rain barrel
application to LID
Figure 4-11. Cistern. Image
courtesy ofPow Plastics,
Ltd., Devon, England
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Low-Impact Development: An Integrated Environmental Design Approach
Infiltration Trenches
An infiltration trench is an excavated trench that has, been
back-filled with stone to form a subsurface basin. Stormwater runoff is
diverted into the trench and is stored until it can be infiltrated into
the soil, usually over a period of several days. Infiltration trenches are
very adaptable IMPs, and the availability of many practical configura-
tions make them ideal for small urban drainage areas (Figure 4-12).
They are most effective and have a longer life cycle when some form of
pretreatment is included in their design. Pretreatment may include
techniques like vegetated filter strips or grassed swales (Figure 4-7).
Care must be taken to avoid clogging of infiltration trenches, espe-
cially during site construction activities.
Design Considerations. The key design considerations for the
infiltration trench are summarized in Table 4-8. Detailed design
guidance is provided in Maryland Standards and Specifications for
Infiltration Practices (MDDNR, 1984), Maintenance of Stormwater
Management Structures: A Departmental Summary (MDE, 1986); and
Maryland Stormwater Design Manual (MDE, 1998).
Figure 4-12. Median strip
infiltration trench design
(adapted from MWCOG,
1987).
Top View
Inflow
Side View
6-m grass filter strip
Sides lined with permeable
filter fabric
Permeable filter fabric
300 mm below surface,
traps debris
Screened overflow
pipe
Clean washed stone or
gravel (40 - 80mm)
150 to 300 mm sand filter or
permeable filter cloth lines bottom
Outflow
Low-Impact Development Integrated Management Practices
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Table 4-8. Infiltration Trench Design Considerations
Design Storm Determined by state or local agency. Guidance provided by the
Prince George's County LID Design Manual and the Marylan
Stormwater Design Manual is recommended. Local condition
may necessitate adjustment of the recommendations in the
guidance document.
Soil Permeability
> 0.27 - 0.50 inches per hour
Depth
3-12 feet
Storage Time Empty within 3 days
Backfill Clean aggregate > 11/2", < 3", surrounded by engineering
filter fabric
Runoff Filtering
Outflow Structures
Overland flow path of surface runoff exceeding the capacity of
the trench must be identified and evaluated. An overflo
system leading to a stabilized channel or watercourse
including measures to provide non-erosive flow conditions
must be provided., :
Observation Well Must be provided, 4" PVC on footplate, constructed flush with
ground surface, cap with lock.
Hydrologic Design
Water Quality
Determined by state or local agency. Maryland Stormwater
Design Manual is recommended
See Table 4.3 for performance data
Maintenance Periodic monitoring; Quarterly during first year, annual
thereafter.
Other Environmentally Sensitive Management
Practices
Low-Impact Development is a relatively new concept. It is antici-
pated that over the next few years many additional integrated manage-
ment practices and improvements to the LID approach will be intro-
duced as local agencies and designers begin to experiment with the use
of the practice. A number of interesting developments are currently
underway that may prove useful in future application. However the
information available on these techniques is still somewhat limited.
Rooftop Greening. Rooftop greening is a technique being devel-
oped in Germany by Strodthogff & Behrens which consists of the use
of pre-cultivated vegetation mats (Figure 4-13) which are reported to
provide the following benefits:
improve air quality (up to 85% of dust particles can be filtered out
of the air)
cooler air temperatures and higher humidity can be achieved
through natural evaporation.
30-100% of annual rainfall can be stored, relieving stormdrains
and feeder streams.
Low-Impact Development Integrated Management Practices
-------
Low-Impact Development: An Integrated Environmental Design Approach
Figure 4-13.
Roof Greening
Greening of a roof with an incline of 15% to 20%
-
Pre-cultlvoted
vegetotion mat
Fertilizer
Substrate mat
Protective fleece
Impervious membrane
f
Roof construction with bituminous sealing
Visible green roofs provide a more aesthetic landscape.
Conservation Design for Stormwoter Management. Conservation
design is a design approach to reduce stormwater impacts from land
development and achieve multiple objectives related to land use. This
approach has been jointly developed by the Delaware Department of
Natural Resources and Environmental Control and Environmental
Management Center of the Brandywine Conservancy.
Monitoring
Another and the final component~of LID design includes the
development of appropriate pre and post development monitoring
protocols to document the effectiveness of individual IMPs as well at
the overall LID approach. Effective stormwater monitoring, whether
physical, chemical or biological is very difficult and expensive, and
consequently the design of a monitoring program will have to be
approached very carefully.
Providing guidance on a specific monitoring program is beyond the
scope of this document. However, some general guidance can be
provided.
Monitoring programs aimed at evaluating the effectiveness of a
given management practice (IMP can adapt the monitoring ap-
proaches currently being used for BMPs. Table 4-9 provides a listing of
parameters that should be reported with water quality data for various
BMPs (Urbonas, 1995). In addition to a comprehensive discussion of
Low-Impact Development Integrated Management Practices
-------
Table 4-9. Parameters to Report with Water-Quality Data for Various BMPs
Parameter
(1)
Tributary watershed area
Total % tributary watershed is
impervious
Percent of impervious area hyd.
Connected
Gutter, sewer, swale, ditches, in
watershed
Average storm runoff volume
50th percentile runoff volume
Coefficient of variation of runoff
volumes
Average daily base flow volume
Average runoff interevent time
50th percentile interevent time
Coefficient of variation of runoff
volumes
Average storm duration
50th percentile storm duration
Coefficient of variation of storm
durations
Water temperature
Alkalinity, hardness and pH
Sediment setting velocity distribution,
when available
Type and frequency of maintenance
Inlet and outlet dimensions and details
Solar radiation, when available
Volume of permanent pool
Permanent pool surface area
Littoral zone surface area
Length of permanent pool
Detention (or surcharge) volume
Detention basin's surface area
Length of detention basin
Brim-full emptying time
Half-brimful emptying time
Bottom stage volume
Bottom stage surface area
Forebay volume
Forebay length
Wetland type, rock filter present
Percent of wetland surface at P 0.3 and
P 0.6 depths
Meadow wetland surface area
Plant species and age of facility
2-year flood peak velocity
Depth high ground water or
impermeable layer
Retention
Pond
(2)
y
T
y
T
T
y
y
T
y
y
y
y
T
y
T
y
y
T
T
y
T
T
y
y
T
T
y
y
T
T
T
T
Extended
Detention
Basin
(3)
T
T
T
T
y
y
T
y
T
y
y
T
T
T
T
y
T
T
y
T
T
T
T
T
y
T
T
y
T
y
Wetland
Basin
(4)
y
T
T
T
T
T
T
T
T
y
T
T
T
T
y
T
y
y
T.
T
T
y
T
y
T
y
y
y
T
y
T
y
T
T
y
Wetland
Channel
(5)
y
T
y
T
T
y
T
y
T
,y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
Sand
Filter
(6)
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
Oil and
Sand
trap
(7)
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
Infiltration
and
Percolation
(8)
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
Low-Impact Development Integrated Management Practices
-------
Low-Impact Development: $n Integrated Environmental Design Approach
monitoring considerations is provided in the publication, "Stormwater
NPDES related Monitoring Needs" (ASCE, 1994).
Monitoring programs aimed at an overall evaluation of LID
designs will be more difficult to design, particularly where cause and
effect relationships in urban ecosystems are involved. Monitoring
programs will need to be tailored to each specific site's requirement,
and will likely require a mix of physical, chemical, and biological
considerations. Guidance for undertaking this work can be found in
the following publications: 1) Stormwater NPDES Related Monitoring
Needs, (ASCE, 1994: Effects of Watershed Development & Manage-
ment on Aquatic Ecosytems , (SCE, 1996): and "Urban Quality
Monitoring and Assessment Approaches in Wisconsin, (Bannerman,
1998).
References
American Society of Civil Engineers (ASCE), 1996, Effects of
Watershed Developments on Aquatic Ecosystems, Proceedings of
Engineering Foundation Conference, ed. By L. A. Roesner, Snowsbird,
Utah, ASCE, New York, NY. ' [
American Society of Civil Engineers (ASCE), 1994, Stormwater
NPDES related Monitoring Needs, Proceedings of an Engineering
Foundation Conference, ed. By H.C.Tomo, Mount Crested Butte,CO,
ASCE, New. York, NY.
Bannerman, Roger, 1998 Urban Water Quality Monitoring and
Assessment Approaches in Wisconsin, paper presented at a Regional
Conference on Minimizing Erosion, Sediment, and Stormwater
impacts; Protection and Enhancementrof Aquatic Resources in the
21st Century, University of Delaware, Newark, DE, 19716.
Chesapeake Research Consortium (CRC). 1996. Design of
Stormwater Filtering Systems. Prepared by the Center for Watershed
Protection, Silver Spring, Maryland.
Davis, A.P, M. Shokoubian, Sharma, and C. Minanci. 1998.
Optimization of Bioretention Design for Water Quality and Hydrologic
Characteristics. Final report. Environmental Engineering Program,
Department of Civil Engineering, University of Maryland, College
Park, Maryland.
Engineering Technologies Associates, Inc. (ETA). 1993 Design
Manual for Use of Bioretention in Stormwater Management. Prepared for
Prince George's County, Maryland, Department of Environmental
Resources.
Low-Impact Development Integrated Management Practices
-------
Maryland Department of Natural Resources (MDDNR). 1984.
Maryland Standards and Specifications for Infiltration Practices. Depart-
ment of Natural Resources, Water Resources Administration,
Stormwater Management Division.
Maryland Department of the Environment (MDE). 1986. Mainte-
nance of Stormwater Management Maintenance Structures: A Departmen-
tal Summary. Maryland Department of the Environment, Sediment and
Stormwater Division, Annapolis, Maryland.
Maryland Department of the Environment (MDE). 1998. Mary-
land Stormwater Design Manual, Prepared for Water Resources Admin-
istration, Maryland Department of the Environment, by the Center for
Watershed Protection, Inc., Environmental Quality Resources, Inc.,
and Loiderman Associates, Inc.
Metropolitan Washington Council of Governments (MWCOG).
1987. Controlling Urban Runoff: A Practical Manual for Planning and
Designing Urban BMPs. Metropolitan Washington Council of Govern-
ments, Department of Environmental Programs, Washington, DC.
Urbonas, Ben, R., 1995 Recommended Parameters to Report with
BMP Monitoring Data, Journal of Water Resources Planning and
Management Division, Vol. 121, No. 1, Jan-Feb, 1995, ASCE, New
York, NY.
Urbonas, B., and E Stahre. 1993. Best Management Practices and
Detention for Water Quality, Drainage and CSO Management.
Prentice-Hall, Inc. New Jersey.
Young, O.K., S. Stein, P Cole, T. Kammer, F. Graziano, and F. Bank.
1996. Evaluation and Management of Highway Runoff Water Quality.
Publication No. FHWA-PD-96-032. Federal Highway Administration,
Office of Environment and Planning.
Yousef, Y, M. Wanielista, H. Harper, D. Pearce and R. Tolbert.
1985. Best Management PracticesRemoval of Highway Contaminants by
Roadside Swales. Final report. University of Central Florida, Florida
Department of Transportation, Orlando, Florida.
Yu, S.L., S. Barnes, and V. Gerde. 1993. Testing of Best Management
Practices for Controlling Highway Runoff. FHWA/VA 93-R16. Virginia
Transportation Research Council.
Yu, S.L., M. Kasnick, and M. Byrne. 1992. A Level Spreader/
Vegetative Buffer Strip System for Urban Stormwater Mangement. In
Integrated Storm Water Management, pp. 93-104, ed. R, Field. Lewis
Publishers, Boca Raton, Florida.
Low-Impact Development Integrated Management Practices
-------
Low-Impact Development: An Integrated Environmental Design Apprdach
Low-Impact Development Integrated Management Practices
-------
Site Planning
Hydrology
Distributed
IMP Technologies
* Erosion and
Sediment Control
Public Outreach
-------
-------
Erosion and Sediment Control
Considerations for Low-Impact
Development
Chapter
Erosion and sediment control and stormwater management are
closely interrelated. The application of LID concepts and the associ-
ated emphasis on minimizing the areas disturbed, as well as breaking
up drainage areas into small manageable subcatchment areas, is in
total harmony with the basic principles of erosion and sediment
control. The designer will find that the application of )LID technology
can easily result in improved erosion and sediment control without
significant additional effort.
Erosion and Sediment Control Steps
The following five basic common sense steps govern the develop-
ment and implementation of a sound erosion and sediment control
plan for any land development activity.
Step One: Planning. Plan the operation to fit the existing site
features, including topography,
soils, drainage ways, and natural
vegetation.
In This Chapter...
Step Two: Scheduling of
Operations. Schedule grading
and earthmoving operations to
expose the smallest practical area
of land for the shortest possible
time. If possible, schedule land
disturbance activities during dry
seasons or periods.
Step Three: Soil Erosion
Control. Apply soil erosion
Introduction
Erosion and Sediment
Control Steps
Erosion and
Sediment Control
Steps
1. Planning
2. Scheduling of
operations
3. Soil erosion
control
4. Sediment control
5. Maintenance
Erosion and Sediment Control Considerations for Low-Impact Development
-------
Step One
Plan the development
to fit the site
features:
topography
drainage ways
soils
vegetation
Low-Impact Development: :/|\n Integrated Environmental Dssign Approach
prevention and control practices as a first line of defense against
off-site damage.
Step Four: Sediment Control. Apply sediment control practices as
a second line of defense against off-site damage.
Step Five: Maintenance. Implement a thorough maintenance
program before, during, and after development is completed.
The following sections describe in more detail how these steps are
used in controlling erosion and sedimentation in an LID setting.
i
Step One: Planning. The first step in controlling erosion and
sediment is to plan the development to fit the site features, including;
topography, soils, drainage ways, and natural vegetation. It .should be
observed that this step is very similar to the planning guidelines
provided for low impact development in Chapters 2 and 3 of this
design manual. In other words, by following the planning guidelines
set forth in Chapters 2 and 3 of this manual, the site planner or
designer will also be implementing the first step of erosion and sediment
control. Not surprisingly, the two processes are similar. Listed below
are key considerations of the planning element.
Topography. The primary considerations are slope steepness and
slope length. Because of the effect of runoff, the longer and steeper
the slope, the greater the erosion potential. The percent of slope can
be determined from the site topography. Areas of similar steepness can
be identified and grouped together to produce a slope area map. Slope
gradients can be grouped into three or more general ranges of soil
credibility as presented below:
0% - 7 % Low erosion hazard
7% - 15 % Moderate erosion hazard
i i
15 % or over High erosion hazard
Within these slope gradient ranges the greater the slope length,
the greater the erosion hazard. Therefore, in determining potential
critical areas the site planner should be aware of excessively long
slopes. As a general rule, the erosion hazard will become critical if
slope lengths exceed the following values:
0% - 7 %
7% -15 °A
300 feet
150 feet
15 % or over 75 feet
Erosion and Sediment Control Considerations for Low-lmpa,ct Development
-------
Drainage ways. Natural drainage patterns that exist on the site
should be identified to plan around these critical areas where water
will concentrate. Where possible, natural drainage ways should be
used to convey runoff over and off the site to avoid the expense and
problems of constructing an artificial drainage system. These natural
drainage ways should be protected with vegetative buffers whenever
possible.
Man-made ditches, diversions, and waterways will become part of
the erosion problem if they are not properly stabilized. Care should
also be taken to be sure that increased runoff from the site will not
erode or flood the existing natural drainage system.
Soils. Major soil considerations from an erosion and sediment
control standpoint include erodibility, permeability, depth to water
table and bedrock, and soils with special hazards including shrink/
swell potential or slippage tendencies.
Erodibility is a term that describes the vulnerability of a soil to
erosion. The average particle size and gradation (texture), percentage
of organic matter, and soil structure influence soil erodibility. The
most erodible soils generally contain high proportions of silt and very
fine sand. The presence of clay or organic matter tends to decrease
soil erodibility. Clays are sticky and tend to bind soil particles together,
which along with organic matter helps to maintain stable soil structure.
By combining the soils information with information on the
topography, drainage, and vegetation on the site, the planner can
determine the critically erodible and sensitive areas that should be
avoided if possible during construction.
Natural Vegetation. Ground cover is the most important factor in
terms of preventing erosion. Any existing vegetation that can be
saved will help prevent erosion. Vegetative cover shields the soil
surface from raindrop impact while the root mass holds soil particles in
place. Vegetation also can "filter" sediment from runoff. Thus grass
"buffer strips" can be used to remove sediment from surface runoff.
Vegetation also slows the velocity of runoff and helps maintain the
infiltration capacity of a soil. Trees and unique vegetation protect the
soil as well as beautifying the site after construction. Where existing
vegetation cannot be saved, the planner should consider staging of
construction, temporary seeding, or temporary mulching.
Soil considerations
Erodibility
Permeability
Depth
Constraints
Natural Vegetation
Protects soil surface
Filters sediment
Reduces runoff
velocity
Erosion and Sediment Control Considerations for Low-Impact Development
-------
Low-Impact Development: An Integrated Environmental Design Approach
Step Two
Expose the smallest
practical area for the
shortest possible time.
Step Three
Apply soil erosion
practices as a first line
of defense
Step Two: Scheduling of Operations. The second erosion and
sediment control step is to expose the smallest practical area of land
for the shortest possible time. The reason behind this step is rather
simple-1 acre of exposed land will yield less sediment than 2 acres of
exposed land, and an area exposed for 3 months will yield less sedi-
ment than an area exposed for 6 months.
:
The clearing, grubbing and scalping of excessively large areas of
land at one time is an unnecessary invitation to sediment problems.
As previously described in Chapter 2, these initial earth-disturbing
activities should be kept to a bare minimum. On the areas where
disturbance takes place, the site designer should consider staging of
construction, temporary seeding, and/or temporary mulching as a
technique to reduce erosion. Staging of construction involves stabiliz-
ing one part of the site before disturbing another. In this way the
entire site is not disturbed at once and the time without ground cover
is minimized. Temporary seeding and mulching involves seeding or
mulching areas that would otherwise lie open for long periods of time.
The time of exposure is limited and therefore the erosion hazard is
reduced.
Step Three: Soil Erosion Control Practices. The third important
principle is to apply soil erosion control practices on disturbed areas as
a first line of defense against off-site damage. Control does npt begin
with the perimeter sediment trap or basin. It begins at the source of
the sediment, the disturbed land area, and extends down to the control
structure.
Soil particles become sediment when they are detached and moved
from, their initial resting place. This process, which is called erosion, is
accomplished for the most part by the impact of falling raindrops and
the energy exerted by moving water and wind, especially water. A
reduction in the rate of~soil erosion is achieved by controlling the
vulnerability of the soil to erosion processes or the capability of moving
water to detach soil particles. In humid regions this is accomplished
through the use of "soil stabilization" and "runoff control practices."
Soil stabilization practices include a variety of vegetative, chemical,
and structural measures used to shield the soil from the impact of
raindrops or to bind the soil in place, thus preventing it from being
detached by surface runoff or wind erosion. Representative soil
stabilization practices include the following:
Vegetative stabilization, both temporary and permanent
Topsoiling
Erosion and Sediment Control Considerations for Low-Impact Development
-------
Erosion control mattings
(Figure 5-1)
Mulching
Tree protection
The use of mulch to achieve
temporary stabilization is gaining
increased attention and recogni-
tion. Ongoing research efforts
are confirming the fact that
mulching is a very effective
method of reducing runoff as well
as removing pollutants from
runoff. Table 5-1 displays types of
mulches.
Runoff control practices, in contrast, include a number of measures
designed to reduce the amount of runoff generated on a construction
site, prevent off-site runoff from entering the disturbed area, or slow
the runoff moving through and exiting the disturbed area.
Figure 5-1.
Erosion control
mattings
Table 5-7. Types of Mulches
Mulch
Chipped wood
Rock
Straw or hay
Hydraulic mulches
Fabric mats
Commercial compost
Benefits
Readily available; inexpensive;
judged attractive by most
May be locally available and
inexpensive
Available and inexpensive;
Blankets soil rapidly and
inexpensively
Relatively durable (organic) or very
durable (inorganic); works on steep
slopes
Excellent soil amendment at
moderate cost
Limitations
High nitrogen demand; may inhibit
seedlings; may float off-site in surface
runoff
Can inhibit plant growth; adds no
nutrients; suppresses diverse plant
community; high cost where locally
unsuitable or unavailable
May need anchoring; may include
undesirable seeds
Provides only shallow-rooted grasses,
but may outcompete woody vegetation
High costs; suppresses most plant
growth; inorganic materials harmful to
wildlife
Limited erosion-control effectiveness;
expensive over large areas
Stormwater runoff is the principal cause of soil erosion.
Stormwater runoff control is achieved through the proper use of
vegetative and structural practices, and construction measures that
control the location, volume and velocity of runoff. Proper
Stormwater handling for erosion control can be accomplished in one
or a combination of the following ways:
Step Four
Apply sediment control
practices as a second
line of defense against
off-site damage
Erosion and Sediment Control Considerations for Low-Impact Development
-------
Low-Impact Development: :^n Integrated Environmental Design 'Approach
Sediment removal
is dependent upon
Water flow rates
Length of time
water is detained
Size, shape and
weight of sediment
particles
Reduction and detention of the runoff
staging operations
grading and shaping of soil surfaces
manipulation of slope length and gradient
Interception and diversion of runoff
diversion berm or dike
reverse benches
drainage swales
vegetation buffers
Proper handling and disposal of concentrated flow
vegetative swales
downdrain structures
outlet stabilization
Step Four: Sediment Control Practices. The fourth step is to
apply sediment-control practices as a second line of defense against
offsite damage. Even with the best erosion control plan, some sedi-
ment will be generated and controlling it is the objective of this step.
Whereas erosion control practices are designed to prevent soil par-
ticles from being detached, sediment control involves using practices
that prevent the detached particles from leaving the disturbed area
and reaching the receiving waterways. This goal is accomplished by
reducing the capacity of surface runoff to transport sediment and by
containing the sediment on site.
i
Sediment control practices are designed to slow the flow of water
by spreading, ponding, or filtering. By so doing, the capacity of the
water to transport sediment is reduced, and sediment settles out of
suspension. Commonly used control practices include (1) the preser-
vation or installation of vegetated buffer areas downslope of the
disturbed area to slow and filter the runoff, (2) the construction of
small depressions or dikes to catch sediment (particularly
coarse-textured material) as close to its point of origin as possible, and
(3) the construction of sediment traps or basins at the perimeter of the
disturbed area to capture additional sediment from the runoff.
The amount of sediment removed from the runoff is mostly
dependent upon (1) the speed at which the water flows through the
filter, trap, or basin; (2) the length of time the water is detained; and
(3) the size, shape, and weight of the sediment particles.
Currently, the most frequently used approach to sediment control
is simply to direct all surface runoff into a large sediment basin, which
Erosion and Sediment Control Considerations for Low-Impact Development
-------
Joints In filter fabric shall be spliced
at posts. Use staples, wire rings, or
equivalent to attach fabric to posts.
is later cleaned out and converted to a stormwater management
pond. Although this approach is arguably the simplest and lowest
cost method to control sediment, it often fails to address the other
principles described above and thus may not represent the best way
to prevent and control sediment.
One of the underlying concepts of LID technology involves
breaking up the drainage areas of a given site into very small catch-
ment areas to disconnect
hydraulically connected
areas and to provide
opportunities to increase
the time of concentra-
tion and "thus reduce
peak discharges. Ac-
cordingly, this approach
will benefit sediment
control efforts by diffus-
ing surface flow into
many directions and
providing more flexibility
, j may b© increased I
fe used.
2"x 2° 14 ga. wire
mesh or equivalent, If
standard strength
fabric used
filter fabric
Minimum
4'x 4" trench.
Backfill trench wlti
native soil or 3/4"
washed gravel.
2"x 4" wood posts, steel
fence posts, rebar, or equivalent
Note: Filter fabric fences shall be Installed along contour whenever possible.
in the use of a variety of
sediment control practices.
This approach will provide more opportunity to use silt fences
(Figure 5-2) and small traps, such as the stone outlet trap and the
rip-rap outlet trap, to control small catchment areas generally in the
range of 1 to 3 acres in size. It will also allow more opportunity to
integrate the use of vegetative buffers in sediment control. When
bioretention practices are planned for stormwater management, they
can first be used as a small temporary trap by excavating the top 2 feet
of soil. Then after the site is stabilized the trap and accumulated silt
can be removed and the bioretention cell can be installed. It should
be noted that the bottom of the bioretention cell should be two (2)
feet below the invert of sediment trap. Also, no long term controls are
to be placed in use prior to completion of construction and permanent
stabilization of all disturbed areas. :
Step Five: Inspection and Maintenance. The final important
control step is to implement a thorough inspection and maintenance
program. This step is vital to the success of an erosion and sediment
control program. A site cannot be controlled effectively without
thorough, periodic checks of all erosion and sediment control practices.
Figure 5-2. Silt fence
installation guidelines
Step Five
Implement a thorough
maintenance and
follow-up operation
Erosion and Sediment Control Considerations for Low-Impact Development
-------
Low-Impact Development: An Integrated Environmental Design Approach
When inspections reveal problems, modifications, repairs, cleaning, or
other maintenance operations must be performed expeditiously.
Particular attention must be paid to water-handling structures
such as diversions, sediment traps, grade control structures, sediment
basins, and areas being revegetated. Breaches in the structures or
areas being revegetated must be repaired quickly, preferably before the
next rainfall.
References
Federal Interagency Stream Restoration Work Group (FISRWG).
1998. Stream Corridor Restoration: Principles, Processes, and Practices.
Maryland Department of the Environment. 1994. 1994 Maryland
Standards for Erosion and Sediment Control. Prepared by the Water
Management Administration, Maryland Department of the Environ-
ment, in association with the Soil Conservation Service and the State
Soil Conservation Committee.
i
Prince George's County Soil Conservation District. 1994. Soil
Erosion & Sediment Control/Pond Safety Reference Manual.
USDA Soil Conservation Service (USDA-SCS). 1967. Soil Survey,
Prince George's County, Maryland. Prepared by USDA Soil
Conservation Service in cooperation with the Maryland Agricultural
Experiment Station.
Erosion and Sediment-Control Considerations fqr Low-Impact Development
-------
Site Planning
Hydrology
* Distribwtea
IMP Technologies
Erosion
Sediment Contro
Public Outreach
-------
-------
Chapter
Low-Impact Development Public
Outreach Program
1*4 i
Introduction
Using LID approaches in new development can help achieve overall
stormwater and pollution reduction goals. It has become more impor-
tant for municipalities to be more creative in the ways they manage
stormwater. LID approaches offer creative ways to control stormwater
runoff, while at the same time achieving multiple development objec-
tives. Several potential advantages include reducing the scale of
maintenance costs to levels affordable by the property owner and the
transfer of maintenance costs to the property owner. In addition, state
and local governments may be able to decrease property acquisition
costs due to a decreased need for structural stormwater controls.
A critical component to the success of LID approaches is the
proper maintenance of installed IMPs by the property owners, or
other designated entity. In addition information should be provided
to commercial and residential property owners/managers about
effective pollution prevention
practices. The developer and
local public agency/authority
must effectively communicate
the benefits of low-impact
development as well as its
maintenance responsibilities to
potential and existing property
owners. Proper maintenance
practices for LID properties
include maintaining vegetative
buffers and removing trash and
other debris from the outflow
points. Property owners must
LID IMP
Maintenance
Maintain
vegetated
buffers
Remove trash
and debris
In This Chapter...
Introduction
Developing a Public
Outreach Program
Step One: Define Public
Outreach Program
Objectives
Step Two: Identify Target
Audiences
Step Three: Develop
Outreach Materials
also be educated about the
Step Four: Distribute
Outreach Materials
Low-Impact Development Public Outreach Program
-------
Low-Impact Development public Outreach Program
necessity of not disturbing, compacting, or eliminating IMPs.
Pollution prevention practices that can support LID approaches
include careful use of fertilizers on landscaped areas, parking lot
sweeping, judicious mowing practices that allow the runoff to
slowly percolate into the ground, and general water conservation
i
habits. It is much more cost-efficient to prevent the pollutants
from entering the stormwater than it is to remove the pollutants
once they are in the system.
This chapter describes the components needed to ensure a
successful low-impact development public outreach program. It is
based on successful efforts by Prince George's County, Maryland.
Developing a Public Outreach Program
Effective public outreach programs for LID properties must be
tailored not only for each site, but for specific audiences. One cannot
develop.or distribute a single brochure on maintaining IMPs to
property owners. The key to effective outreach is to target a message
to a specific audience and have them respond to that message. There
are four key steps to follow in developing effective public outreach
materials for LID properties:
Step One: Define public outreach objectives.
Step Two: Identify the target audiences.
Step Three: Develop materials for those audiences.
Step Four: Distribute outreach materials.
Each of these steps is reviewed below.
Step One: Define Public Outreach Program Objectives
The first step in developing a public outreach program is to
clearly identify the objectives. Are you trying to educate a potential
property owner about maintenance requirements of the IMPs on the
property? Do you want to make commercial property owners aware of
the potential cost savings of LID stormwater controls? The objectives
identified will determine what messages are developed and how the
outreach materials are distributed.
i i
The LID education/awareness program accomplishes several
objectives, including the following:
Creating a marketing tool for developers to attract environmen-
tally conscious buyers.
Low-Impact Development Public Outreach Program
-------
Promoting stewardship of our natural resources by empowering
citizens to take initiatives on environmental protection mea-
sures.
Promoting more aesthetically pleasing development by creating
more landscaped areas.
Educating property owners on effective pollution prevention
practices.
Educating residential and commercial property owners on the
potential cost savings of using LID approaches. ;
Encouraging a greater sense of community due to the unique
environmental character of LID designs.
Ensuring proper maintenance of installed IMPs.
To help define objectives and to take advantage of the vast amount
of public outreach information available, it is helpful for the developer
to coordinate the public outreach program with the review agencies.
This effort should begin during the site planning phase. Once the
potential IMPs are identified, the developer should meet with the
regulatory agency to gain an understanding of the construction and
maintenance requirements of the IMPs until they are transferred to the
property owner or homeowners association.
The program and planning phase will help identify the relevant
target audiences to receive the outreach materials, provide the devel-
oper with existing informational materials and identify additional
materials that can be developed and possible distribution mechanisms
for the materials.
Step Two: Identify Target Audiences
For each LID property, whether it is residential, commercial, or
industrial, there are different audiences that the developer needs to
reach with public outreach information-potential buyers, new property
owners, builders and construction site managers, homeowner associa-
tions and existing property owners. Specific messages must be tailored
to each of these audiences based on the kind of property in question.
Each of these audiences is discussed in more detail below, along with
recommended messages for the audiences.
Potential Buyers
Potential buyers make up a primary target audience for outreach of
LID benefits and maintenance requirements. For residential properties,
Low-Impact Development Public Outreach Program
-------
Low-Impact Development Public Outreach Program
the developer has the opportunity to promote the "green" aspects of
low-impact development. Not only can the developer promote the
extensive effort to preserve natural resources on the site, but also
the measures (such as reforestation and landscaping practices) that
were conducted on each lot. Those same measures will increase the
aesthetic appeal, value, and habitat potential of the property. This
message also works to some degree on commercial properties, by
conveying the message that customers appreciate shaded areas in
parking lots and the aesthetics of landscaped areas around develop-
ments.
Potential buyers must also be made aware of their individual
responsibilities, as well as community responsibilities, for the upkeep
and improvement of the property. For residential properties, the main-
tenance of on-site IMPs by the individual owner is a unique concept.
Although the anticipated amount of maintenance is small, the owner
must be made aware of the importance of the upkeep of plant materials
and making sure that drainage structures are unimpaired. It must also be
impressed on the property owners that these systems should not just be
considered another part of their yard,that they can freely landscape.
The concept of maintenance of IMPs by the owner of commercial
properties is similar to conventional developments. The difference is
that instead of a large centralized facility that requires an infrequent, but
large-scale, maintenance effort (e.g., mucking, mowing, reseeding,
cleaning, and pumping), there may be smaller facilities distributed
throughout the site. The smaller sites may require more frequent
maintenance, such as trash removal and replanting, but the long-term
capital costs are less.
The maintenance materials given to the potential owner at this
phase do not have to be detailed, but they must clearly convey the basic
requirements for the potential IMPs located on each lot and within the
community/commercial property.
Builders and Site Construction Managers
Builders and site construction managers need to be made aware
of planned IMPs on the property. During the construction phase,
the local regulatory inspectors will verify the procedures used to
protect IMP facility locations, limits of clearing and grading, and
adherence to construction practices. To avoid potential problems
during construction that might require extensive remedial actions to
ensure the success of a IMP facility, the developer should make the
builder and site construction manager aware of the appropriate
phasing and construction practices. The education program should
Low-Impact Development Public Outreach Program
-------
include information on clearing and grading restrictions, timing of
revegetation, sedimentation removal, and maintenance after con-
struction. Experience with bayscapes has shown that a critical
element that is often neglected is follow-up care of the LID vegeta-
tion directly after installation of the system. Without proper water-
ing and care, these systems can fail due to plant mortality.
New Property Owners
The developer, or seller, must allow the new property owner to
examine and then accept any conditions that have to be met with
the acquisition of the land. LID sites may require legal information
and instruments to ensure that the facilities will be properly main-
tained. These may include easements, covenants, or homeowners'
association requirements, or other applicable instruments depending
on the type of development. The developer's attorney will typically
develop these documents. The maintenance requirements for
easements and covenants can be developed from brochures, fact
sheets, and example documents, which are available from Prince
George's County. A sample maintenance covenant is provided in
Appendix B. The requirements and wording to be included in the
documents must be approved by the local regulatory agency. The
documents that are to be conveyed must be complete and detailed.
They should show maintenance schedules, equipment requirements,
and lists of replacement plants for vegetated IMPs.
Existing Property Owners
Once the property owner has been made aware of the proper
procedures for maintenance of IMPs, it is the responsibility of
the community and property owner to implement these proce-
dures. After the initial property transfer, the developer assigns
someone, either a representative of the developer or of the
homeowners association, to monitor and train the new prop-
erty owners on proper maintenance procedures. This will
help ensure that the facilities are kept up while other units
are being sold and will ensure consistent operation of the
facilities. Procedures include not only maintaining vegeta-
tion and keeping structures in good condition, but also
employing pollution prevention practices. Local authori-
ties should take enforcement actions on maintenance
issues only when there is a public nuisance or safety issue, or
clear intent to destroy or functionally alter the LID system. The
best enforcement mechanisms are the understanding of the impor-
tance of the IMP maintenance functions and that the owner has
Low-Impact Development Public Outreach Program
-------
Low-Impact Development Public Outreach Program
pride in the community. It is considered advisable for local
governments to have the requisite authority to take action and
the mechanisms should be clearly identified before LID methods
are adopted for private land owners.
Industrial and Commercial Property Owners
LID techniques are also applicable to industrial and commer-
cial settings. Fact sheets in Chapter 4 and case studies in Chapter
5 explain LID techniques for stormwater management that can
help to control and manage runoff from industrial sites including
parking lots and industrial material storage areas. Local
stormwater management agencies must work with commercial and
industrial property owners both to retrofit existing sites with LID
technologies and to incorporate LID approaches into the site
planning process. In many instances, LID approaches may even
save industrial and commercial property owners money by
I |
Requiring less land for stormwater management.
Incorporating on-site infiltration into existing parking lot
designs.
Reducing the amount of piping and engineering required to
convey stormwater.
Lowering ongoing maintenance costs.
Reducing the amount of grading and land disturbance when
developing new sites.
Step Three: Develop Outreach Materials
Once the target audiences are identified, the appropriate materi-
als can be developed. When identifying different target audiences it is
important to consider the best formats for the audience. For example,
homeowners may read a fact sheet sent to their residence abput not
mowing vegetative buffers, but commercial and industrial properties
may benefit from a training session with accompanying materials to
explain maintenance requirements for the IMPs. Many of the materi-
als developed by Prince George's County, Maryland, to support the
implementation of LID in residential settings can be modified for
industrial applications.
In developing outreach materials, the developer should
remember that the target audience must be shown why this
information is important to them. This ties back to the
Low-Impact Development Public Outreach Program
-------
objectivescost savings, increased property values, reduction of
pollutant runoff, etc.
To help the developer conduct effective outreach, local regula-
tory agencies can help prepare brochures, manuals, and fact sheets.
Table 6-1 identifies the outreach materials developed by Prince
George's County, Maryland, in support of its LID program. The
table categorizes this information into critical areas, as well as
showing general information on design and construction and pollu-
tion prevention. The developer may use this information directly or
Table 6-1 Educational Materials
Document
Bioretention Manual
State Infiltration Manual
Low-Impact Development Manual
SWM Manual
Bioretention Fact Sheet
Pollution Prevention Fact Sheet
County's Pollution Laws
NPDES Fact Sheet
Bayscapes Brochure
Car Care Brochure
Lawn Care Brochure
County Information and Service Numbers
Household Hazardous Waste
Water Conservation
Stream Teams
Community Cleanup
Homeowners Drainage Manual
Low-Impact Maintenance Manual
Reporting Pollution Prevention Fact Sheets
Glossary of Storrnwater Terms
Integrated Pest Management
Wildlife Habitat Improvement
Pollution Prevention Manual
Application
Design and Construction
T
T
T
T
Pollution Prevention
T
T
T
T
V
O)
C
"c
c
ro
o.
JO
Dl
2
a.
V
T
Potential buyers
T
T
T
T
T
T
T
T
Settlement
T
T
T
T
T
Y
Y
T
T
T
T
Y
T
Site visits
Y
Y
T
T
T
T
T
T
T
T
T
T
T
T
Low-Impact Development Public Outreach Program
-------
Low-Impact Development Public Outreach Program
use it as a basis for customized brochures or legal documents tailored
for the specific development.
Pollution Prevention Materials
In addition to specific information regarding the maintenance
requirements for LID properties, it is important to provide materials
on pollution prevention practices that residential, commercial, and
industrial property owners can implement to reduce the amount of
pollutants going into the stormwater. Dozens of fact sheets and
brochures on pollution prevention practices are available.
Basic education programs can be considered a nonstructural
IMP that should be implemented for everyone. Too much
pollution enters streams, rivers and lakes through carelessness
or ignorance. Many people will adopt new methods or use
alternative materials if they are simply informed of techniques
that can reduce the impacts on receiving waters. Industry
employees can learn to properly handle and store materials
and dispose of industrial wastes through in-house training
courses, videotape presentations, and interactive seminars.
Local libraries and government agencies, such as the
Cooperative Extension Service and the Industrial Exten-
sion Service, are good sources of educational materials.
Residential property owners should know the proper way to
dispose of litter, yard waste, used motor oil, and other household
wastes. Industries, municipalities, and homeowners can also learn
how to use fertilizer and pesticides correctly to maintain their lawns
and gardens without polluting nearby streams and rivers.
i . I
Step Four: Distribute Outreach Materials
There are several points in the property transfer process at which
the developer can distribute outreach materials:
Construction of IMPs. Developers can provide the builder and
construction site managers with outreach materials to ensure that
the planned IMPs are not disturbed during the building phase.
Potential Buyers. Potential property owners can be made aware of
the benefits as well as the responsibilities of owning a LID property
when they first express interest in the property.
At Settlement. Educational materials outlining maintenance
procedures, as well as legal instruments such as covenants and
easements, can be presented at settlement.
Low-Impact Development Public Outreach Program
-------
Site Visits. Periodic site visits by the developer and/or
homeowners associations and local government should be made to
ensure that the IMPs are being properly maintained. : Educational
materials can be distributed at this time to reinforce ,the mainte-
nance requirements and benefits.
Homeowner Association Meetings. Developers can make
presentations and answer questions about LID maintenance require-
ments at homeowners association meetings. These meetings also
offer a good opportunity to distribute information on pollution
prevention practices.
By implementing a strong public outreach program the developer
can increase the effectiveness of the. IMPs installed on the property
and promote LID approaches as the preferred alternative to conven-
tional stormwater practices.
Low-Impact Development Public Outreach Program
-------
Low-Impact Development Public Outreach Program
Low-Impact Development Public Outreach Program
-------
mm.
Appendlees
Site Planning
Hydrology
Distributed
IMP Technologies
Erosion and
Sediment Control
Public Outreach
-------
-------
r'4^
-- «f
jS. ' f
Appendix A
Example Low-Impact Development
Hydrologic Computation*
Contents
Introduction .' A-3
Data Collection A-3
Determinating the LID Runoff Curve Number A-3
Development of the Time of Concentration (Tc) A-8
Low-Impact Development Stormwater Management
Requirements A-8
Determination of Design Storm Event A-21
Figures
Figure A.I Low-Impact Development Analysis Procedures A-4
Figure A. 2 Comparison of Land Covers Between Conventional
and LID CNs A-6
Figure A.3 Approximate Geographic Boundaries for NRCS
Rainfall Distributions A-8
Figure A.4 Procedure to Determine Percentage of Site Area
Required for IMPs to Maintain Predevelopment
Runoff Volume and Peak Runoff Rate A-ll
Figure A.5 Comparison of Retention of Storage Volumes Required
to Maintain Peak Runoff Rate Using Retention and
Detention , A-14
* Adapted from Prince George's County, Maryland, Low Impact
Development Hydrologic Analysis, 1999
Appendix
-------
Low-Impact Development: Afi Integrated Environmental. Design Approaqh
Figure A.6 Storage Volume Required to Maintain Peak
Runoff Rate A-15
Figure A. 7 Comparison of Storage Volume for Various Tcs A-16
Tables
Table A.1 Representative LID Curve Numbers A-5
Table A. 2 Representative Percentages of Site Required for
Volume and Peak Control , A-17
Exhibits
A. Storage Volume Required to Maintain the Pre-Development
Runoff Volume Using Retention Storage A-25
B. Storage Volume Required to Maintain the Pre-Development
Peak Runoff Rate Using 100% Retention Storage , A-27
C. Storage Volume Required to Maintain the Pre-Development
Peak Runoff Rate Using 100% Detention Storage \ A-29
Appendix
-------
A.1 Introduction
The Appendix provides a detailed example of an LID hydrologic
computation based on the use of the SCS TR-55 hydrologic model.
This example computation is adapted from the LoW'lmpact Develop'
ment, Hydrologic Analysis Prince George's County, Maryland (2000).
The hydrologic analysis of low-impact" development is a sequen-
tial decision-making process that can be illustrated by the flow chart
shown in Figure A.I. Several iterations may occur within each step
until the appropriate approach to reduce stormwater impacts is deter-
mined. The procedures for each step are described below. Supporting
design charts have been developed to determine the amount of storage
required to maintain the existing volume and peak runoff rates to
satisfy typical storm water management requirements at different
geographic areas in the nation (Types I, IA, II and III storms). A few
representative examples of these charts are provided in Exhibits A, B,
and C.
A.2 Data Collection
The basic information used to develop the low-impact develop-
ment site plan and used to determine the runoff curve number (CN)
and time of concentration (Tc) for the pre- and postdevelopment
condition is the same as conventional site plan and stormwater
management approaches.
A.3 Determining the LID Runoff Curve Number
The determination of the low-impact development CN requires a
detailed evaluation of each land cover within the development site.
This will allow the designer to take full advantage of the storage and
infiltration characteristics of low-impact development site planning to
maintain the CN. This approach encourages the conservation of more
woodlands and the reduction of impervious area to minimize the needs
oflMPs.
The steps for determining the low-impact development CN are as
follows:
Step 1: Determine percentage of each land use/cover.
In conventional site development, the engineer would refer to
Figure 2.2.a of TR-55 (SCS, 1986) to select the CN that represents
the proposed land use of the overall development (i.e., residential,
commercial) without checking the actual percentages of impervious
area, grass areas, etc. Because low-impact design emphasizes minimal
Appendix
-------
Low-Impact Development: An Integrated Environmental Design Approach
Stepl:
Determine storage volume required to maintain runoff volume or CN.
Use Chart Series A: Storage Volume Required to Maintain the Pre-
development Runoff Volume Using Retention Storage (Example A.2)
Step 2:
Determine storage volume for water quality volume requirements.
Determine storage volume required for quality control BMPs. Use larger of
volumes to maintain CN (Step 1, Example A.2) or water quality volume
(Example A.3).
Step 3:
Determine storage volume required to maintain predevelopment peak runoff
rate using 100% retention. Use Chart Series B: Storage Volume Required to
Maintain the Predevelopment Peak Runoff Rate Using 100% Retention.
Step 4:
Determine whether additional detention storage is required to maintain
predevelopment peak runoff rate. Compare the results of Steps 1 and 2 to the
results of Step 3. If the storage volume in Steps 1 and 2 is determined to be
greater than that in Step 3, the site area required to maintain the predevelopment
CN also controls the peak runoff rate. No additional detention storage is needed.
If the site area in Step 1 is less than that in Step 3, additional detention storage is
required to maintain the peak runoff rate (Example A.4).
Step 5 (use if additional detention storage is required):
Determine storage volume required to maintain predevelopment peak runoff
rate using 100% detention. Use Chart Series C: Storage Volume Required to
Maintain the Predevelopment Peak Runoff Rate Using 100% Detention. This volume;
| is used in conjunction with Chart Series A and B to determine the hybrid volume in
; Step 6. ____OT___^___m^r_
Step 6 (use if additional detention storage is required):
| Hybrid approach. Use results from Chart Series A, B, and C to determine storage
volume to maintain both the predevelopment peak runoff rate and runoff volume.
Refer to Equations A.5 and A.6 as found in Example A.4.
Step 7 (use if additional detention storage is required):
j Determine appropriate storage volume available for retention practices. If the
i storage volume available for retention practices is less than the storage determined
in Step 3, recalculate the amount of BMP area required to maintain the peak runoff
rate while attenuating some volume using the procedure in Example A.6 using
Equations A.7 and A.8. ' " '' ''
Figure A.l. Low-impact development analysis procedure
Appendix
-------
Table A.1. Representative LID Curve Numbers
site disturbance (tree preservation, site fingerprinting, etc.), it is
possible to retain much of the pre-development land cover and CN.
Therefore, it is appropriate to analyze the site as discrete units to
determine the CN. Table A.1 lists representative land cover CNs used
to calculate the composite "custom" low-impact development CN.
Step 2: Calculate composite custom CN.
The initial com-
posite CN is calculated
using a weighted
approach based on
individual land covers
without considering
disconnectivity of the
site imperviousness.
This is done using
Equation A.I. This
weighted approach is
illustrated in Example A.I.
Eq. A.1
Land Use/Cover
Impervious Area
Grass
Woods (fair condition)
Woods (good condition)
Curve Number for Hydrologic Soils Groups1
A
98
39
36
30
B
98
61
60
55
C
98
74
73
70
D
98
80
79
77
1 Figure 2.2a, TR-55(SCS, 1986).
Where:
CNc = composite curve number;
A. = area of each land cover; and
CN. = curve number for each land cover.
Overlays of SCS Hydrologic Soil Group boundaries onto homoge-
neous land cover areas are used to develop the low-impact develop-
ment CN. What is unique about the low-impact development custom-
made CN technique is the way this overlaid information is analyzed as
small discrete units that represent the hydrologic condition, rather
than a conventional TR-55 approach that is based on a representative
national average. This is appropriate because of the emphasis on
minimal disturbance and retaining site areas that have potential for
high storage and infiltration. This custom-made CN technique is
documented in Example A.I.
This approach provides an incentive to save more trees and
maximize the use of HSG A and B soils for recharge. Careful planning
can result in significant reductions in post-development runoff volume
and corresponding IMP costs.
Appendix
-------
Low-Impact Development: An Integrated Environmental Design Approach
Step 3: Calculate low-impact development CN based on
the connectivity of site impervious area.
When the impervious areas are less than 30 percent of the
site, the percentage of the unconnected impervious areas within
the watershed influences the calculation of the CN (SCS, 1986).
Disconnected impervious areas are impervious areas without any
direct connection to a drainage system or other impervious surface.
For example, roof drains from houses could be directed onto lawn
areas where sheet flow occurs, instead of to a swale or driveway. By
increasing the ratio of disconnected impervious areas to impervi-
ous areas on the site, the CN and resultant runoff volume can be
reduced. Equation A.2 is used to calculate the CN for sites with
less than 30 percent impervious area.
CNc=CN
where:
imp
Too
(98-C7VD)x(l-0.5/?)
Eq. A.2
R = ratio of unconnected impervious area to total impervious
area;
CN. = composite CN;
CN = composite pervious CN; and
P = percent of impervious site area.
Example A.I uses steps 1 through 3 to compare the calculation
of the curve number using conventional and low-impact develop-
ment techniques using the percentages of land cover for a typical 1-
acre residential lot from Figure A.2.
Figure A.2. Comparison of
land covers between
conventional and LID CATs
Lawn Area
House
Cuib& Gutter
Detention Area
If Required
Conventional CN
for 1 -Acre Lot
(Table 2.2a TR-55)
N.T.S.
Typical Low-Impact
Development Lot
N.T.S.
Appendix
-------
Example A.1
Detailed CN Calculation
Given:
One-acre residential lot
Conventional CN: 68 (From TR-55 Table 2.2a-Runoff curve numbers
for urban areas (SCS, 1986)) Table 2.2a assumes HSG B, 20% impervi-
ousness with a CN of 98 and 80% open space in good condition.
Custom-made LID CN: CN for individual land covers based on
Table 2.2a. Assume 25% of the site will be used for reforestation/
landscaping (see Figure A. 2) HSG B.
Procedure:
Step 1: Determine percentage of each land cover occurring on
site and the CN associated with each land cover.
Land Use
Impervious (Directly Connected)
Impervious (Unconnected)
Open Space (Good Condition, Graded)
Woods (Fair Condition)
HSG
(1)
B
B
B
B
CN
(2)
98
98
61
55
%of
Site
(3)
5
10
60
25
Land
Coverage
(ft2)
(4)
2,178
4,356
26,136
10,890
Step 2: Calculate composite custom CN (using Equation A.I).
_ 98x4,356 + 98x2,178 + 61x26,136+55x10,890 .
43,560
CNC=65
Step 3: Calculate low-impact development CN based on the
connectivity of the site imperviousness (using Equation A. 2).
61x26,136+55x10,890
37,026
CN=592
R = 0.67
CNc=CNp +
100
(98-CAOx(l-0.5xK)
Ctfc=59.2+ <(98-59.2)x (l-0.5xO.67)
U°°J
OVc=63.1(use63)
LID custom CN of 63 is less than conventional CN of 68
(predevelopment CN is 55).
Appendix
-------
Low-Impact Development: An Integrated Environmental Dds/gn Approach
A.4 Development of the Time of Concentration (Tc)
The pre- and postdevelopment calculation of the Tc for low-
impact development is exactly the same as that described in the TR-55
(SCS, 1986) and NEH-4 (SCS, 1985) manuals.
A.5 Low-Impact Development Stormwater
Management Requirements
Once the CN and Tc are determined for the pre- and
postdevelopment conditions, the stormwater management storage
volume requirements can be calculated. The low-impact development
objective is to maintain all the predevelopment volume, predevelopment
peak runoff rate, and frequency. The required storage volume is calcu-
lated using the design charts in Exhibits A (page A-25), B (page A-27),
and C (page A-29) for different geographic regions in the nation.
As stated previously, the required storage volume for peak runoff
control is heavily depended on the intensity of rainfall (rainfall distribu-
tion). Since the intensity of rainfall varies considerably over geographic
regions in the nation, National Resource Conservation Service (NRCS)
developed four synthetic 24-hour rainfall distributions (I, LA, II, and III)
from available National Weather Service (NWS) duration-frequency
data and local storm data. Type IA is the least intense and type II the
most intense short-duration rainfall. Figure A.3. shows approximate
geographic boundaries for these four distributions.
Figure A.3, Approximate
geographic boundaries for
NRCS rainfall
distributions
RainfilI
«tr i but i on
Typ. I
Type IA
Type II
Type III
Appendix
-------
The remaining low-impact development hydrologic analysis
techniques are based on the premise that the post-development Tc is
the same as the pre-development condition. If the post-development
Tc does not equal the pre-development Tc, additional low-impact
development site design techniques must be implemented to maintain
the Tc.
Three series of design charts are needed to determine the
storage volume required to control the increase in runoff volume
and peak runoff rate using retention and detention practices. The
required storages shown in these design charts are presented as a
depth in hundredths of an inch (over the development site area).
Equation A.3 is used to determine the volume required for IMPs.
Volume = (depth obtained from the chart)
x ( development size)/100
Eq. A.3
It is recommended that 6-inch depth be the maximum depth for
bioretention basins used in low-impact development.
The amount, or depth, of exfiltration of the runoff by infiltration
or by the process of evapotranspiration is not included in the design
charts. Reducing surface area requirements through the consideration
of these factors can be determined by using Equation A.4.
Volume of site area for IMPs = (initial volume) x (100 x) / 100 Eq. A.4
where: x. = % of the storage volume infiltrated and/or reduced by
evaporation or transpiration, x.% should be minimal (less than 10% is
considered).
Stormwater management is accomplished by selecting the appro-
priate IMP, or combination of IMPs, to satisfy the surface area and
volume requirements calculated from using the design charts as
described below. The design charts to be used to evaluate these
requirements are:
Chart Series A: Storage Volume Required to Maintain the
Predevelopment Runoff Volume Using Retention Storage
(Exhibit A).
Chart Series B: Storage Volume Required to Maintain the
Predevelopment Peak Runoff Rate Using 100% Retention
(Exhibit B).
Chart Series C: Storage Volume Required to Maintain the
Predevelopment Peak Runoff Rate Using 100% Detention
(Exhibit C).
Appendix
-------
Low-Impact Development:'An Integrated Environmental Design Approach
These charts are based on the following general conditions:
The land uses for the development are relatively homogeneous
throughout the site.
The stormwater management measures are to be distributed
evenly across the development, to the greatest extent possible.
The rainfall (design storm event) is based on 1-inch increments.
Use linear interpolation for determining intermediate values.
The procedure to determine the IMP requirements is outlined in
Figure A.4 and described in the following sections.
Step 1: Determine storage volume required to maintain
predevelopment volume or CN using retention storage.
The post-development runoff volume generated as a result of the
post-development custom-made CN is compared to the
predevelopment runoff volume to determine the surface area required
for volume control. Use Chart Series A: Storage Volume Required to
Maintain the Predevelopment Runoff Volume using Retention Stor-
age. The procedure for calculating the site area required for maintain-
ing runoff volume is provided in Example A.2. It should be noted that
the practical and reasonable use of the site must be considered. The
IMPs should not restrict the use of the site, unless the regulatory
authority decides that the sensitivity of the receiving water body
requires such restrictions.
The storage area found, is for runoff volume control only;
additional storage may be required for water quality control. The
procedure to account for the first Vi-inch of runoff from impervious
areas, which is the current water quality requirement, is found in
Step 2.
Step 2: Determine storage volume required for water
quality control.
The surface area, expressed as a percentage of the site, is then
compared to the percentage of site area required for water quality
control. The volume requirement for stormwater management quality
control is based on the requirement to treat the first ₯2 inch of runoff
(approximately 1,800 cubic feet per acre) from impervious areas. This
volume is translated to a percent of the site area by assuming a storage
depth of 6 inches. The procedure for calculating the site area required
Appendix
-------
LID Hydrologic Analysis Procedure
LID Hydrologic
Analysis Process
Q
.-§
en
Q
&
co
Q
Data Collection
Calculate Existing Tc
Calculate Existing CN
Prepare Preliminary Layout
Calculate Proposed CN
Using LID Concepts
Calculate Proposed Tc
(Section A.2)
(Section A.4)
(Section A.3)
(Section A.3)
(Section A.4)
Implement Additional
LID Tc Techniques
and Recalculate Tc
Legend
VQ Storage Volume Needed for
Water Quality Control
VR Storage Volume to Maintain CN
Using Retention Chart A
VR Storage Volume to Maintain
Peak Using 100% Retention
ChartB
VD o o Storage Volume to Maintain
Peak Using 100% Detention
Chart C
H Storage Volume for Hybrid
Design
H' Storage Volume for Hybrid
Design with Limited Retention
Determine Design Storm Event
Calculate Volume Required to
Maintain Existing CN Using Chart
Series A for Each Design Storm VR
Calculate the Storage Volume
Required for Quality Control VQ
(Section A.6)
(Section A.5
Step 1)
(Section A.5
Step 2)
Selec
" Higher Values"
ofvQorvRfor
xStorage Required
Jbr IMP,
(Section A.5
* Step 2)
Hybrid Approach
Calculate Additional
Volume to Maintain Both
Predevelopment Peak and
Volume H Using VR,
VD , VR
Calculate Volume Required to
Maintain Predevelopment Peak
Discharge Using Chart Series B for
Each Design Storm VR
Section A.5
StepS
(Section A.5
Step 5)
Use Chart Series C to
calculate VD
Conditions
Accommodate
of IMPs for VR
orVQ
Yes
Determine Storage Volume That
Is Acceptable for Retention and
Recalculate Storage Volume to
Maintain Peak H' using VR,
VD ,VR
LID Final
Stormwater Design
Figure A.4. Procedure to determine percentage of site area required for IMPs to maintain
predevelopment runoff volume and peak runoff rate.
Appendix
(Section A.5
Step 7)
-------
Low-Impact Development: An Integrated Environmental Design 'Approach
Example A.2
Determining Site Area Required to Maintain Volume (CN) Using
Chart Series A: Storage Volume Required to Maintain the
Predevelopment Runoff Volume Using Retention Storage
Given:
Site Area is 18 acres
Existing CN is 60
Proposed CN is 65
Design storm is 5 inches
Design depth of IMP is 6 inches
Solution:
Use Chart Series A: Storage Volume Required to Maintain
Runoff Volume or CN.
0.35 inch of storage over the site is required to maintain the runoff
volume.
Therefore: if 6-inch design depth is used, 1.1 acres (18 acres x
0.35 / 6) of IMPs distributed evenly throughout the site are required to
maintain the runoff volume, or CN.
Additional Considerations:
1) Account for depths other than 6 inches:
Site of IMP Area =1.1 acres, if 6-inch depth is used
Depth of IMPs = 4 inches
Site of IMP Area =1.1x6 in./4 in.
Site of IMP Area = 1.65 acres
2) Account for infiltration and/or evapotranspiration (using
Equation A.4)
If 10% of the storage volume is infiltrated and/or reduced by
evaporation and transpiration.
Site of IMP Area = (storage volume) x (100 - X) / 100
Site of IMP Area =1.1 x (100-10)/100
Area for IMP Storage = 1.0 acre
Appendix
-------
for quality control is provided in Example A.3. The greater number,
or percent, is used as the required storage volume to maintain the
CN.
From the results of Example A.3, 0.1" of storage is required for
water quality using retention; from Example A.2, 0.35" of storage is
required to maintain the runoff volume using retention. Since the
volume required to maintain the. runoff volume is larger, in this case
0.35" of storage over the site should be reserved for retention IMPs.
Step 3: Determine storage volume required to maintain
peak stormwater runoff rate using 100 percent retention.
The percentage of site area or amount of storage required to
maintain the predevelopment peak runoff rate is based on Chart Series
B: Percentage of Site Area Required to Maintain Predevelopment Peak
Runoff Rate Using 100% Retention (Exhibit B). This chart is based on
the relationship between storage volume, Vs / , and discharge, 20/ ,
/Vr /Qi
to maintain the predevelopment peak runoff rate.
Where: Vs = volume of storage to maintain the predevelopment
peak runoff rate using 100% retention;
Vr = postdevelopment peak runoff volume;
Qo = peak outflow discharge rate; and
Qi = peak inflow discharge rate.
Example A.3
Calculation of Volume, or Site Area, for Water Quality Control
Given:
Site area is 18 acres
Impervious area is 3.6 acres (20%)
Depth of IMP is 6 inches
Solution:
The water quality requirement is to control the first Vz inch
of runoff from impervious areas (18 acres x. 20%) x 0.5m. / 18
acres =0.1 inch storage for water quality 0.1 inch is less than
0.35 inch (from example A.2). Therefore, use storage for runoff
volume control to meet the water quality requirement.
Appendix
-------
Low-Impact Development: An Integrated Environmental Design Approach
Figure A.5.
Comparison of
retention of storage
Volumes required to
maintain peak runoff
rate using retention
and detention.
3 0.6
>- 0.3
0.1
Q (Peak Outflow Discharge Rate)
Q (Peak Inflow Discharge Rate)
The relationship for retention storage to control the peak runoff
rate is similar to the relationship for detention storage. Figure A.5 is an
illustration of the comparison of the storage volume/discharge relation-
ship for retention and detention. Curve A is the relationship of
storage volume to discharge to maintain the predevelopment peak
runoff rate using the detention relationship from Figure 6-1 (SCS,
1986) for a Type II 24-hour storm event. Curve B is the ratio of
storage volume to discharge to maintain the predevelopment peak
runoff rate using 100 percent retention. Note that the volume re-
quired to maintain the peak runoff rate using detention is less than the
requirement for retention. This is graphically demonstrated in
Figure A.6.
Hydrograph 2 represents the response of a postdevelopment
condition with no stormwater management IMPs. This hydrograph
definition reflects a shorter time of concentration (Tc), and
increase in total site imperviousness than that of the
predevelopment condition. This resultant hydrograph shows a
decrease in the time to reach the peak runoff and discharge rate
and volume, and increased duration of the discharge volume.
Hydrograph 8 illustrates the effect of providing additional deten-
tion storage to reduce the postdevelopment peak discharge rate to
predevelopment conditions.
Appendix
-------
Q peak for existing condition
Figure A.6. Storage volume
required to maintain peak
runoff rate
Postdevelopment condition
with detention pond
Postdevelopment condition
with combination of detention
storage and retention storage
Vt is the storage volume required to maintain the
predevelopment peak discharge ratio using 100% detention storage.
The combination of Vj and V2 is the storage volume required to
maintain the predevelopment peak discharge rate using 100%
retention storage.
The following calculations apply to Design Chart Series B:
The Tc for the postdevelopment condition is equal to the Tc for
the predevelopment condition. This equality can be achieved by
techniques such as maintaining sheet flow lengths, increasing
surface roughness, decreasing the amount and size of storm drain
pipes, and decreasing open channel slopes. Chapter 2 of this
manual provides more details on these techniques.
The depth of storage for the retention structure is 6 inches. For
other depths, see Example A.2.
If the Tc is equal for the predevelopment and postdevelopment
conditions, the peak runoff rate is independent of Tc for retention and
detention practices. The difference in volume required to maintain the
predevelopment peak runoff rate is practically the same if the Tcs for
the predevelopment and postdevelopment conditions are the same.
These concepts are illustrated in Figure A. 7. In Figure A. 7, the
difference in the required IMP area between a Tc of 0.5 and a Tc of 2.0
Appendix
-------
Figure A.7.
Comparison of storage
volumes for various
Tcs.
Low-Impact Development: An Integrated Environmental Design Approach
70-
£ 60~
5 50-
"3
f 40-
| 3°-
o
f 20-
§
£
10-
Tc = 0.5 hi
Tc = 2.0 hi
Tc = 0.5 hr.
Tc = 2.0 hr
,1
r. J
100% Retention
100% Detention
Rainfall = 7 inches
Depth of BMP = 6 inches
55
60
90 95
Postdevelopment Curve Number
is minimal if the predevelopmentrand postdevelopment Tcs are
maintained.
Step 4: Determine whether additional detention storage is
required to maintain the predevelopment peak runoff rate.
The storage volume required to maintain the predevelopment
runoff volume using retention, as calculated in Step 1, might or might
not be adequate to maintain both the predevelopment volume and
peak runoff rate. As the CNs diverge, the storage requirement to
maintain the volume is much greater than the storage volume required
to maintain the peak runoff rate. As the CNs converge, however, the
storage required to maintain the peak runoff rate is greater than that
required to maintain the volume. Additional detention storage will be
required if the storage volume required to maintain the runoff volume
(determined in Step 1) is less than the storage volume required to
maintain the predevelopment peak runoff rate using 100 percent
retention (determined in Step 3).
The combination of retention and detention practices is defined as
a hybrid IMP The procedure for determining the storage volume
required for the hybrid approach is described in Step 5.
i i
I
Table A.2 illustrates the percentage of site area required for
volume and peak control for representative curve numbers. Using a 5-
inch type II 24-hour storm event and 6" design depth, with a
predevelopment CN of 60, the following relationships exist:
For a post-development CN of 65, 5.9 percent of the site area
(column 4) is required for retention practices to maintain the
Appendix
-------
Table A.2. Representative Percentages of Site Required for Volume and Peak Control
Type of
24-Hour
Storm
Event
(1)
3"
5"
7"
Runoff Curve No.
Existing
(2)
50
60
70
75
50
60
70
75
50
60
70
75
Proposed
(3)
55
60
65
70
80
65
70
75
90
75
80
85
90
80
85
90
55
60
65
70
80
65
70
75
90
75
80
85
90
80
85
90
55
60
65
70
80
65
70
75
90
75
80
85
90
80
85
90
% of Area Needed for BMP
Volume Control
Using 1 00%
Retention
Chart Series A
(4)
1.7
4.0
6.9
10.4
19.3
2.9
6.3
10.5
27.5
4.1
8,9
14.6
21.2
4.8
10.5
17.1
4.8
10.1
16.0
22.4
36.7
5.9
12.3
19.1
42.9
6.9
14.3
22.2
30.7
7.4
15.3
23.8
7.6
15.6
23.9
32.5
50.5
8.3
16.9
25.8
53.7
8.9
17.9
27.2
36.7
9.1
18.4
27.9
Peak Control
Using 100%
Retention
Chart Series B
(5)
1.6
3.4
6.2
9.3
18.0
3.9
6.7
10.0
24.9
5.9
9.7
13.9
18.7
7.5
11.8
16.6
6.9
11.1
15.6
20.6
32.8
9.5
14.6
19.8
37.2
13.2
18.9
24.5
30.5
15.0
20.6
26.7
12.3
18.6
25.0
31.4
44.5
16.6
23.2
29.9
49.7
20.4
26.8
33.4
42.3
22.1
28.6
35.3
Peak Control
Using 1 00%
Detention Chart
Series C
(6)
0.9
2.4
4.5
7.3
15.8
2.3
4.4
7.1
! 18.7
1 3.4
5.8
8.8
12.6
4.2
: 7.0
10.2
4.0
6.9
10.4
' 14.5
23.9
5.3
8.4
12.0
25.3
7.2
10.7
14.3
; 18.2
' 8.1
11.6
15.2
6.8
10.7
'. 15.1
19.6
30.0
! 9.0
13.2
17.3
30.7
10.9
14.7
18.9
23.0
11.5
: 15.6
19.8
Hybrid
Design
(Eq. 4.6)
(7)
1.7
4.0
6.9
10.4
19.3
3.6
6.6
10.5
27.5
5.3
9.5
14.6
21.2
6.6
11.4
17.1
6.3
10.9
16.0
22.4
36.7
8.3
13.9
19.6
42.9
10.9
17.4
23.8
30.7
12.3
18.9
25.7
10.7
17.7
24.7
32.5
50.5
13.6
21.2
28.7
53.7
16.1
23.8
31.5
39.2
17.1
25.1
32.9
Percent of
Volume
Retention
for Hybrid
Design
(Eq. 4.5)
(8)
100
100
100
100
100
80
96
100
100
77
94
100
100
73
91
100
77
93
100
100
100
71
88
97
100
63
82
93
100
60
81
92
71
88
97
100
100
61
80
90
100
55
75
87
94
53
73
85
Appendix
-------
Low-Impact Development: An Integrated Environmental Design Approach
predevelopment volume. To maintain the predevelopment peak
runoff rate (column 5), 9.5 percent of the site is required.
Therefore, additional detention storage or a hybrid approach
(calculated in column 7) is required.
,, For a postdevelopment CN of 90, 42.9 percent of the site area
(column 4) is required for retention practices to maintain the
predevelopment volume. To maintain the predevelopment peak
runoff rate (column 5) 37.2 percent of the site is required. There-
fore, the storage required to maintain the runoff volume is also
adequate to maintain the peak runoff rate. However, 42.9 percent
of the site for IMPs may not be a practical and reasonable use of
the site. Refer to Step 7, hybrid approach, for a more reasonable
combination of retention and detention storage.
Step 5: Determine storage required to maintain
predevelopment peak runoff rate using 100 percent
detention. (This step is required if additional detention
storage is needed.)
Chart Series C: Storage Volume Required to Maintain the
Predevelopment Peak Runoff Rate Using 100% Detention is used to
determine the amount of site area to maintain the peak runoff rate
ii |
only. This information is needed to determine the amount qf deten-
tion storage required for hybrid design, or where site limitations
prevent the use of retention storage to maintain runoff volume. This
includes sites that have severely limited soils for infiltration or reten-
tion practices. The procedure to determine the site area is the same
as that of Step 3. Using Chart Series C, the following assumptions
apply:
The Tc-for the post-development condition is equal to the Tc for
the predevelopment condition.
The storage volume, expressed as a depth in hundredths of an
inch (over the development site), is for peak flow control.
These charts are based on the relationship and calculations from
Figure 6.1 (Approximate Detention Basin Routing for Rainfall Types I,
IA, II and III) inTR-55 (SCS, 1986). '
Step 6: Use hybrid facility design (required for additional
detention storage).
When the percentage of site area for peak control exceeds that
for volume control as determined in Step 3, a hybrid approach must
be used. For example, a dry swale (infiltration and retention) may
incorporate additional detention storage. Equation A.5 is used to
Appendix
-------
determine the ratio of retention to total storage. Equation A.6 is
then used to determine the additional amount of site area, above
the percentage of site required for volume control, needed to
maintain the predevelopment peak runoff rate.
Eq. A.5
where
VR = Storage Volume required to maintain predevelopment
runoff volume (Chart Series A)
VRino = Storage Volume required to maintain predevelopment
R100
peak runoff rate using 100% retention (Chart Series B)
VD100 = Storage Volume required to maintain predevelopment
peak runoff rate using 100% detention (Chart Series C)
x = Area ratio of retention storage to total storage
and the hybrid storage can be determined as:
H = VR x (100 -s- x) Eq. A.6
Equations A.5 and A.6 are based on the following assumptions:
x% of the total storage volume is the retention storage required to
maintain the predevelopment CN calculated from Chart Series A:
Storage Volume Required to Maintain Predevelopment Volume
using Retention Storage.
There is a linear relationship between the storage volume required
to maintain the peak predevelopment runoff rate using 100%
retention and 100% detention (Chart Series B and C)
The procedure for calculating hybrid facilities size is shown in
Example A.4.
Step 7: Determine hybrid amount of IMP site area
required to maintain peak runoff rate with partial volume
attenuation using hybrid design (required when retention
area is limited).
Site conditions, such as high percentage of site needed for reten-
tion storage, poor soil infiltration rates, or physical constraints, can
limit the amount of site area that can be used for retention practices.
For sites with poor soil infiltration rates, bioretention is still an accept-
able alternative, but an underdrain system must be installed. In this
case, the bioretention basin is considered detention storage.
Appendix
-------
Low-Impact Development: An Integrated Environmental Design Approach
Example A.4:
Calculation of Additional Storage Above Volume Required to
Maintain CN and Maintain Predevelopment Peak Runoff Rate Using
Hybrid Approach
Given:
5'inch Storm Event with Rainfall Distribution Type II
Existing CN = 60
Proposed CN = 65
Storage volume required to maintain volume (CN) using retention
storage = 0.35 inch (from Chart Series A)
Storage volume required to maintain peak runoff rate using 100%
retention = 0.62 inch (from Chart Series B)
Storage volume required to maintain peak runoff rate using 100%
detention = 0.31 inch (from Chart Series C)
Step 1: Solve for x (ratio of retention to total storage) using
Equation A.5:
50 / i \
X = (62_31)x(~-31 + V-312 +4 x (.62 -.31) x .35)
% = 68
Therefore: 0.35 inch of storage needed for runoff volume control is
68% of the total volume needed to maintain both the predevelopment
volume and peak runoff rates.
Step 2: Solve for the total area to maintain both the peak runoff
rate and volume using Equation A.6. Therefore, the difference
between 0.35 inch and 0.51 inch is the additional detention area
needed to maintain peak discharge.
TT n 7C 100
H = 0.35xc
H = 0.51 inch
Therefore , the difference between 0.35 inch and 0.51 inch is the
additional detention area needed to maintain peak discharge.
When this occurs, the site area available for retention IMPs is
less than that required to maintain the runoff volume, or CN. A
variation of the hybrid approach is used to maintain the peak runoff
rate while attenuating as much of the increased runoff volume as
possible. First, the appropriate storage volume that is available for
Appendix
::i > IKhti'f!
I J'-f
-------
runoff volume control (VR') is determined by the designer by
analyzing the site constraints. Equation A.7 is used to determine the
ratio of retention to total storage. Equation A.8 is then used to
determine the total site IMP area in which the storage volume
available for retention practices (VR') substitutes the storage
volume required to maintain the runoff volume.
8Eq.
A.7
Where VR' = storage volume acceptable for retention IMPs. The
total storage with limited retention storage is:
H' = VR'x(lOO-x')
Eq. A.8
where H' is hybrid area with a limited storage volume available for
retention IMPs.
Example A.5 illustrates this approach.
A.6 Determination of Design Storm Event
Conventional stormwater management runoff quantity control is
generally based on not exceeding the predevelopment peak runoff rate
for the 2-year and 10-year 24-hour Type II storm events. The amount
of rainfall used to determine the runoff for the site is derived from
Technical Paper 40 (Department of Commerce, 1963). For Prince
George's County, these amounts are 3.3 and 5.3 inches, respectively.
The 2-year storm event was selected to protect receiving channels
from sedimentation and erosion. The 10-year event was selected for
adequate flow conveyance considerations. In situations where there is
potential for flooding, the 100-year event is used.
The criteria used to select the design storm for low-impact
development are based on the goal of maintaining the
predevelopment hydrologic conditions for the site. The determina-
tion of the design storm begins with an evaluation of the
predevelopment condition. The hydrologic approach of low-impact
development is to retain the same amount of rainfall within the
development site as that retained by woods (or meadows, if they
were the natural historical landscape), in good condition, and then
to gradually release the excess runoff as woodlands would release it.
By doing so, we can emulate, to the greatest extent practical, the
predevelopment hydrologic regime to protect watershed and natural
habitats. Therefore, the predevelopment condition of the low-
impact development site is required to be woods in good condition.
Appendix
-------
Low-Impact Development: An Integrated Environmental Design Approach
Example A.5:
Calculation of Percentage of Site Area Required to Maintain
the Peak Runoff Rate Using the Hybrid Approach of Retention and
Detention
Given:
5-inch storm event with rainfall distribution Type II
Existing CN = 60
Proposed CN = 65
Storage volume required to maintain volume (CN) = 0.35 inch
(From Chart Series A)
Storage volume required to maintain peak runoff rate using 100%
retention = 0.62 inch (from Chart Series B)
Storage volume required to maintain peak runoff rate using 100%
detention = 0.31 inch (from Chart Series C)
Only half of the required site area is suitable for retention prac-
tices, remainder must incorporate detention.
(VR' = 0.35 x 0.50 - 0.18 inch)
Step 1: Determine appropriate amount of overall IMP area
suitable for retention practices. Half of area is appropriate (given
above). Use Equation A.7:
CQ , .
X' = (62_3i)xr-31 + V-312 +4 x (.62 -.31) x .18)
%' = 41-2%
Therefore, 0.35 inch of site area available for runoff volume
control is 41.2% of the total volume needed for maintaining the
predevelopment peak runoff rate.
Step 2: Solve for the total area required to maintain the peak
runoff rate using Equation A.8.
H' = 0.18 x
100
41.2
H1 = 0.43 inch
Therefore, totally 0.43 inch of the site is required to maintain the
predevelopment peak runoff rate but not the runoff volume. Of the 0.43
inch storage, 0.18 inch of the storage is required for retention volume.
Appendix
-------
This requirement is identical to the State of Maryland's definition of
the predevelopment condition. The CN for the predevelopment
condition is to be determined based on the land cover being woods
in good condition and the existing HSG. The design storm is to be
the greater of the rainfall at which direct runoff begins from a woods
in good condition, with a modifying factor, or the 1-year 24-hour
storm event. The rainfall at which direct runoff begins is deter-
mined using Equation A.9. The initial rainfall amount at which
direct runoff begins from a woodland is modified by multiplying this
amount by a factor of 1.5 to account for the slower runoff release
rate under the wooded predevelopment condition.
p _
I -
flOOO
--
,n
10
Eq. A.9
where P is rainfall at which direct runoff begins.
It should be noted that this assumption will need to be adjusted
for communities with different climatic conditions such as the arid
southwest or the great plains.
A three-step process, illustrated in Example A.6, is used to
determine the design storm event.
Step 1: Determine the piredevelopment CN.
Use an existing land cover of woods in good condition overlaid
over the hydrologic soils group (HSG) to determine the composite site
CN.
Step 2: Determine the amount of rainfall needed to initiate
direct runoff.
Use Equation A.9 to determine the amount of rainfall (P) needed
to initiate direct runoff.
Step 3: Account for variation in land cover.
Multiply the amount of rainfall (P) determined in Step 2 by a
factor of 1.5.
Example A.6 demonstrates this approach.
Appendix
-------
Low-Impact Development: fin Integrated Environmental D&sign Approach
Example A.6:
Determination of Design Storm
Step 1: Determine the predevelopment CN based on woods (good
condition) and HSG.
Given:
Site condition of 90% HSG soil type B and 10% HSG soil type C,
CNc = 0.9 (55) + 0.1 x (70)
CNc>56.5 = 57 use 57
Step 2: Determine the amount of rainfall to initiate direct runoff
using Equation A.9.
1000
-10
P=0.2x\-
(57
P = 1.5 inches
Step 3: Multiply the amount of rainfall by a factor of 1.5.
Design rainfall = P x 1.5
Design rainfall =1.5 inches x 1.5
Design rainfall = 2.25 inches
Appendix
-------
Exhibit A
Storage Volume Required to Maintain the
Predevelopment Runoff Volume
Using Retention Storage
Appendix
-------
Low-Impact Development: An Integrated Environmental Design Approach
e/uno j^ouny Bujjsixg
-------
Exhibit B
Storage Volume Required to Maintain the
Predevelopment Peak Runoff Rate
Using 100% Retention Storage
Appendix
-------
Low-Impact Development: An Integrated Environmental Design Approach
aAjno youny
-------
iixhibit C
Storage Volume Required to Maintain the
Predevelopment Peak Runoff Rate
Using 100% Detention Storage
Appendix
-------
Low-Impact Development: An Integrated Environmental Design Approach
-------
Appendix B - Sample Maintenance
Covenant
DECLARATION OF COVENANTS
For Storm and Surface Water Facility, and
Integrated Management System Maintenance
THIS DECLARATION OF COVENANTS, made this
day of , 20 , by
hereinafter refered to as the "Covenantor(s)" to and for the benefit of
(governing bodystate, county, city, etc.) and its successors and assigns
hereinafter referred to as the "(State, County, City, etc.)'"
WITNESSETH:
WHEREAS, the (State, County, City) is authorized and required to
regulate and control the disposition of storm and surface waters within
the County's Stormwater Management District set forth in (cite govern-
ing laws or regulations): and
WHEREAS, Covenantor(s) is (are) the owner(s) of a certain tract
or parcel of land more particularly described as:
; IP.-:
being all or part of the land which it acquired by deed dated
. from
grantors, and recorded among the Land Records of (governing body), in
Liber at Folio
such property being hereinafter referred to as the "the property"; and
WHEREAS, the Covenantor(s) desires to construct certain improve-
ments on its property which will alter the extent of storm and surface
water flow conditions on both the property and adjacent lands: and
WHEREAS, in order to accommodate and regulate these anticipated
changes in existing storm and surface water flow conditions, the
Covenantor(s) desires to build and maintain at its expense, a storm and
Sample Maintenance Covenant
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Low Impact Development: An Integrated Environmental Design Approach
surface water management facility and system more particularly de-
scribed and shown on plans titled .
and further identified under approval number.
; and
WHEREAS, the (State, County, City, etc.) has reviewed and ap-
proved these plans subject to the execution of this agreement.
NOW THEREFORE, in consideration of the benefits received
by the Covenantor (s), as a result of the (State, County, City) approval
of his plans. Covenantor (s), with full authority to execute deeds, mort-
gages, other covenants, and all rights, title and interest in the property
described above do hereby covenant with the (State, County, City) as
follows:
1. Covenantor (s) shall construct and perpetually main-
tain, at its sole expense, the above-referenced storm and surface man-
agement facility and system in strict accordance with the plan approval
granted by the (State, County, City).
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2. Covenantor (s) shall, at its sole expense, make such
changes or modifications to the storm drainage facility and system as
may, in the (State, County, City) discretion, be determined necessary
to insure that the facility and system is properly maintained and con-
tinues to operate as designed and approved.
3. The (State, County, City), its agents, employees and
contractors shall have the perpetual right of ingress and egress over
the property of the Covenantor (s) and the right to inspect at reason-
able tunes and in reasonable manner, the storm and surface water fa-
cility and system in order to insure that the system is being properly
maintained and is continuing to perform in an adequate manner.
4. The Covenantor (s) agrees that should it fail to cor-
rect any defects in the above-described facility and system within ten
(10) days from the issuance of written notice, or snail fail to maintain
the facility in accordance with the approved design standards and with
the law and applicable executive regulation or, in the event of an emer-
gency as determined by the (State, County, City) in its sole discretion,
the (State, County, City) is authorized to enter the property to make
all repairs, and to perform all maintenance, construction and recon-
struction as (State, County, City) deems necessary. The (State, County,
City) shall then assess the Covenantor (s) and/or all landowners served
by the facility for the cost of the work, both direct and indirect, and
applicable penalties. Said assessment shall be a lien against all proper-
ties served by the facility and may be placed on the property tax bills of
said properties and collected as ordinary taxes by the (State, County,
City).
Sample Maintenance Covenant
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5. Covenantor(s) shall indemnify, save harmless and de-
fend the (State, County City) from and against any and all claims, de-
mands, suits, liabilities, losses, damages and payments including attor-
ney fees claimed or made by persons not parties to this Declaration against
the (State, County, City) that are alleged or proven to result or arise
from the Covenantor (s) construction, operation, or maintenance of the
storm and surface water facility and system that is the subject of this
Covenant.
6. The covenants contained herein shall run with the land
and the Covenantor (s) further agrees that whenever the property shall
be held, sold and conveyed, it shall be subject to the covenants, stipula-
tions, agreements and provisions of this Declaration, which shall apply
to, bind and be obligatory upon the Covenantor (s) hereto, its heirs, suc-
cessors and assigns and shall bind all present and subsequent owners of
the property served by the facility.
7. The Covenantor(s) shall promptly notify the (State,
County, City) when the Covenantor(s) legally transfers any of the
Covenantor(s) responsibilities for the facility. The Covenantor(s) shall
supply the (State, County, City) with a copy of any document of transfer,
executed by both parties.
8. The provisions of this Declaration shall be severable and
if any phrase, clause, sentence or provisions is declared unconstitutional,
or the applicability thereof to the Covenantor is held invalid, the re-
mainder of this Covenant shall not be affected thereby.
9. The Declaration shall be recorded among the Land
Records of (Governing Body) at the Covenantor(s) expense.
10. In the event that the (State, County, City) shall deter-
mine at its sole discretion at future time that the facility is no longer
required, then the (State, County, City) shall at the request of the
Covenantor (s) execute a release of this Declaration of Covenants which
the Covenantor (s) shall record at its expenses
Sample Maintenance Covenant
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Low Impact Development: An Integrated Environmental Design Approach
IN WITNESS WHEREOF, the Covenantor (s) have executed
this Declaration of Covenants as of this day
of , 20 .
ATTEST:
(Signature)
FOR THE COVENANTOR(S)
(Signature)
(Printed Name)
STATE OF
COUNTY OF
(Printed Name and Title)
On this
_day of_
_, 20 , before me,
the undersigned officer, a Notary Public in and for the State and
County aforesaid, personally appeared
who acknowledged himself to be ,
of , and he as such authorized to do
so, executed the foregoing instrument for the purposes therein con-
tained by signing his name as for
said
WITNESS my hand and Notarial Seal
My commission expires_
Seen and approved
Notary Public
(Governing Body)
Sample Maintenance Covenant
I'-!!,(
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fr.i3fSf.fi
Site Planning
Hydrology
Distributed
IMP Technologies
Erosion and
~" -V. ^tf?~1rtSter~
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Glossary
Bioretention: On-lot retention of stormwater through the use of
vegetated depressions engineered to collect, store, and infiltrate
runoff.
BMP: Best Management Practice; a practice or combination of
practices that are the most effective and practicable (including
technological, economic, and institutional considerations) means of
controlling point or nonpoint source pollutants at levels compatible
with environmental quality goals.
Buffer: A vegetated zone adjacent to a stream, wetland, or
shoreline where development is restricted or controlled to minimize
the effects of development.
Cluster Development: Buildings concentrated in specific areas
to minimize infrastructure and development costs while achieving
the allowable density. This approach allows the preservation of
natural open space for recreation, common open space, and preser-
vation of environmentally sensitive features.
Curbs: Concrete barriers on the edges of streets used to direct
stormwater runoff to an inlet or storm drain and to protect lawns
and sidewalks from vehicles.
Design storm: A rainfall event of specific size, intensity, and
return frequency (e.g.,. the 1-year storm) that is used to calculate
runoff volume and peak discharge rate.
Detention: The temporary storage of stormwater to control
discharge rates, allow for infiltration, and improve water quality.
Dry Well: Small excavated trenches filled with stone to control
and infiltrate rooftop runoff.
EPA: Environmental Protection Agency.
Glossary
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Low-Impact Development: An Integrated Environmental Design'Approach
Erosion: The process of soil detachment and movement by the
forces of water.
Filter Strips: Bands of closely-growing vegetation, usually grass,
planted between pollution sources and downstream receiving
waterbodies.
Greenway: A linear open space; a corridor composed of natural
vegetation. Greenways can be used to create connected networks of
open space that include traditional parks and natural areas.
Groundwater: Water stored underground in the pore spaces
between soil particles or rock fractures.
Habitat: An area or type of area that supports plant or animal life.
Hydrology: The science dealing with the waters of the earth,
their distribution on the surface and underground, and the cycle
involving evaporation, precipitation, flow to the seas, etc.
IMP: Intregrated management-practice. A LID practice or
- combination of practices that are the most effective and practicable
(including technological, economic, and institutional consider-
ations) means of controlling the predevelopment site hydrology.
Impervious Area: A hard surface area (e.g., parking lot or
rooftop) that prevents or retards the entry of water into the soil, thus
causing water to run off the surface in greater quantities and at an
increased rate of flow.
Imperviousness Overlay Zoning: One form of the overlay
zoning process. Environmental aspects of future imperviousness are
l! estimated based on the future zoning build-out conditions. Esti-
mated impacts are compared with watershed protection goals to
determine the limit for total impervious surfaces in the watershed.
Imperviousness overlay zoning areas are then used to define subdivi-
sion layout options that conform to the total imperviousness limit.
Incentive Zoning: Zoning that provides for give-and-take
compromise on zoning restrictions, allowing for more flexibility to
provide environmental protection. Incentive zoning allows a devel-
oper to exceed a zoning ordinance's limitations if the developer
agrees to fulfill conditions specified in the ordinance. The developer
may be allowed greater lot yields by a specified amount in exchange
for providing open spaces within the development.
Glossary
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Infiltration: The downward movement of water from the land
surface into the soil.
Level Spreader: An outlet designed to convert concentrated
runoff to sheet flow and disperse it uniformly across a slope to
prevent erosion.
Low-Impact Development: The integration of site ecological
and environmental goal and requirements into all phases of urban
planning and design from the individual residential lot level to the
entire watershed.
Nonpoint Source Pollution: Water pollution caused by rainfall
or snowmelt moving both over and through the ground and carrying
with it a variety of pollutants associated with human land uses. A
nonpoint source is any source of water pollution that does not meet
the legal definition of point source in section 502(14) of the Federal
Clean Water Act.
NPDES: National Pollutant Discharge Elimination System; a
regulatory program in the Federal Clean Water Act that prohibits
the discharge of pollutants into surface waters of the United States
without a permit.
Open Space: Land set aside for public or private use within a
development that is not built upon.
Overlay Districts: Zoning districts in which additional regula-
tory standards are superimposed on existing zoning. Overlay districts
provide a method of placing special restrictions in addition to those
required by basic zoning ordinances.
Performance Zoning: Establishes minimum criteria to be used
when assessing whether a particular project is appropriate for a
certain area; ensures that the end result adheres to an acceptable
level of performance or compatibility. This type of zoning provides
flexibility with the well-defined goals and rules found in conven-
tional zoning.
Permeable: Soil or other material that allows the infiltration or
passage of water or other liquids.
Planned Unit Development (PUD) Zoning: Planned unit
development provisions allow land to be developed in a manner that
does not conform with existing requirements of any of the standard
zoning districts. The PUD allows greater flexibility and innovation
Glossary
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Low-Impact Development: An Integrated Environmental Design Approach
than conventional standards because a planned unit is regulated as
one unit instead of each lot being regulated separately.
Rain Barrels: Barrels designed to collect and store rooftop
runoff.
Recharge Area: A land area in which surface water infiltrates
the soil and reaches the zone of saturation or groundwater table.
Riparian Area: Vegetated ecosystems along a waterbody
through which energy, materials, and water pass. Riparian areas
characteristically have a high water table and are subject to periodic
flooding.
Runoff: Water from rain, melted snow, or irrigation that flows
over the land surface.
SCS: U.S. Department of Agriculture Soil Conservation Service;
renamed the Natural Resources Conservation Service (NRCS).
Site Fingerprinting: Development approach that places develop-
ment away from environmentally sensitive areas (wetlands, steep
slopes, etc.), future open spaces, tree save areas, future restoration
areas, and temporary and permanent vegetative forest buffer zones.
Ground disturbance is confined to areas where structures, roads,
and rights-of-way will exist after construction is complete.
i
Subdivision: The process of dividing parcels of land into smaller
building units, roads, open spaces, and utilities.
Swale: An open drainage channel designed to detain or infil-
trate stormwater runoff.
Urbanization: Changing land use from rural characteristics to
urban (city-like) characteristics.
Urban Sprawl: Development patterns, where rural land is
converted to urban uses more quickly than needed to house new
residents and support new businesses. As a result people become
more dependent on automobiles and have to commute farther.
Sprawl defines patterns of urban growth that include large acreage
of low-density residential development, rigid separation between
residential and commercial uses, residential and commercial devel-
opment in rural areas away from urban centers, minimal support for
nonmotorized transportation methods, and a lack of integrated
transportation and land use planning.
Glossary
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USGS: United States Geological Survey, an agency within the
Department of the Interior.
Watershed: The topographic boundary within which water
drains into a particular river, stream, wetland, or body of water.
Watershed-based Zoning: Zoning that achieves watershed
protection goals by creating a watershed development plan, using
zoning as the basis (flexible density and subdivision layout specifica-
tions), that falls within the range of density and imperviousness
allowable for the watershed to prevent environmental impacts.
Watershed-based zoning usually employs a mixture of zoning prac-
tices.
Wet pond: A stormwater management pond designed to detain
urban runoff and always contain water.
Zero-lot-line Development: A development option in which
side yard restrictions are reduced and the building abuts a side lot
line. Overall unit-lot densities are therefore increased. Zero-lot-line
development can result in increased protection of natural resources,
as well as reduction in requirements for road and sidewalk.
Zoning: Regulations or requirements that govern the use,
placement, spacing, and size of land and buildings within a specific
area.
Glossary
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Low-Impact Development: An Integrated Environmental Design Approach
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