HomeMy WebLinkAboutSNOW RIDGE APARTMENTS - FDP240003 - SUBMITTAL DOCUMENTS - ROUND 2 - Stormwater Management Plan� I NORTHERN
ENGINEERING
STORMWATER MANAGEMENT PLAN
SNOW RIDGE APARTMENTS
FORT COLLINS, COLORADO
APRIL 3, 2024
Project Number: 2047-0a1
NORTHERNENGiNEERING.COM
970.221.4158
FORT COLLINS'
GREELEY
April 3, 2024
City of Fort Collins
Stormwater Development Review
700 Wood Street
Fort Collins, CO 80521
RE: STORMWATER MANAGEMENT PLAN
SNOW RIDGE APARTMENTS
To Whom It May Concern:
Northern Engineering Services, Inc. is pleased to submit this Stormwater Management Plan for the Snow Ridge
Apartments project. This report outlines Best Management Practices (BMPs) to be implemented with the
proposed construction to minimize potential pollutants in stormwater discharges.
We have prepared this report to accompany the Colorado Department of Public Health and Environment
General Permit for Stormwater Discharge Associated with Construction Activities (aka, Stormwater Discharge
Permit or SDP). The General Permit No. for this SDP is (�a I�e fi(le�-i� b�� ���� �� �i�cc, l, and the Certification No. for
this SDP is (t�_I�e fillecl_on b�;�eo � ��it�e_�i. The Permit Certification is effective beginning;i_o be fil.le�? i_i I���
per_n�u{_tE;,_.;, and initial certification expires (�o be (illed-in bv �ermittee;l. A copy ofthe issuance cover letter can
be found in Appendix D ofthis document !;io be filled-on b��eu rriitteel.
Please note this Stormwater Management plan (including the Site Maps) is not a static document. It is a dynamic
device that should be kept current and logged as construction occurs. As such, this version was prepared to
facilitate initial plan approvals and permits but does not necessarily reflect the final version or the transitions
throughout the construction process. As the site develops and changes, the contractor is expected and
encouraged to change the content, so the SWMP works as effectively and efficiently as possible. It shall be the
responsibility ofthe SWMP Administrator and/orthe permit holder (or applicant thereof) to ensure the plan is
properly maintained and followed.
If you should have any questions or comments as you review this report, please feel free to contact us at your
convenience.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
C���--
Jacob O'Banion, EI
Project Engineer
�
Amanda Poincelot
Project Manager
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SWMP: SNOW RIDGE APARTMENTS
1.0 PROJECT DESCRIPTIONS AND NATURE OF CONSTRUCTION ..............................................1
1.1 EXISTING SITE DESCRIPTION ..................................................................................................................1
1.2 NATURE OF CONSTRUCTION ACTIVITY ...................................................................................................1
1.3 SITE DISTURBANCE .................................................................................................................................2
1.4 EXISTING TOPOGRAPHIC AND SOIL DATA ..............................................................................................2
1.5 RECEIVING WATERS .................................................................................................................................3
1.6 EXISTING SITE CONDITIONS AND VEGETATION ......................................................................................3
1.7 EXISTING GROUNDWATER .......................................................................................................................3
1.8 EXISTING GROUND CONTAMINATION .....................................................................................................3
2.0 PROPOSED CONSTRUCTION ACTIVITIES .........................................................................3
2.1 SEQUENCE OF MAJOR ACTIVITIES ..........................................................................................................3
3.0 GENERAL REQUIREMENTS ............................................................................................4
3.1 OBJ ECTIVES .............................................................................................................................................4
3.2 SMWPAVAILABILITY .................................................................................................................................4
3.3 DEFINITIONS ............................................................................................................................................4
3.4 ADDITIONAL PERMITTING .......................................................................................................................4
4.0 ENVIRONMENTAL IMPACT ............................................................................................4
5.0 POTENTIAL POLLUTION SOURCES .................................................................................5
5.1 DISTURBED AND STORED SOILS .............................................................................................................5
5.2 VEHICLE TRACKING OF SEDIMENT ..........................................................................................................6
5.3 MANAGEMENT OF CONTAMINATED SOILS ..............................................................................................6
5.4 LOADING AND UNLOADING OPERATIONS ...............................................................................................6
5.5 OUTDOOR STORAGE OF CONSTRUCTION SITE MATERIALS, BUILDING MATERIALS, CHEMICALS, ETC.
.................................................................................................................................................................. 6
5.6 BULK STORAGE OF MATERIALS ...............................................................................................................7
5.7 VEHICLE AND EQUIPMENT MAINTENANCE AND FUELING ......................................................................7
5.8 SIGNIFICANT DUST OR PARTICULATE GENERATING PROCESSES .........................................................7
5.9 ROUTING MAINTENANCE ACTIVITIES INVOLVING FERTILIZER, PESTICIDES, DETERGENTS, FUELS,
SOLVENTS, OILS ......................................................................................................................................7
5.10 ON-SITE WASTE MANAGEMENT PRACTICES ...........................................................................................8
5.11 CONCRETE TRUCK/EQUIPMENT WASHING ............................................................................................8
5.12 DEDICATED ASPHALT AND CONCRETE BATCH PLANTS .........................................................................9
5.13 NON-INDUSTRIAL WASTE SOURCES SUCH AS WORKER TRASH AND PORTABLE TOILETS ...................9
5.14 SAW CUTTING AND GRINDING .................................................................................................................9
5.15 MATERIAL HANDLING AND SPILL PREVENTION ....................................................................................10
5.16 NON-STORMWATER DISCHARGES, INCLUDING CONSTRUCTION DEWATERING NOT COVERED
UNDER THE CONSTRUCTION DEWATERING DISCHARGES GENERAL PERMIT AND WASH WATER THAT
MAY CONTRIBUTE TO POLLUTANTS TO THE MS4 ................................................................................10
6.0 STORMWATER MANAGEMENT CONTROLS .....................................................................11
6.1 SWMPADMINISTRATOR .........................................................................................................................11
6.2 OWNER INFORMATION ..........................................................................................................................11
6.3 BEST MANAGEMENT PRACTICES (BMPS) FOR STORMWATER POLLUTION PREVENTION ...................11
6.4 STRUCTURAL PRACTICES FOR EROSION AND SEDIMENT CONTROL ...................................................12
6.5 NON-STRUCTURAL PRACTICES FOR EROSION AND SEDIMENT CONTROL ..........................................14
6.6 PHASED BMP INSTALLATION ................................................................................................................16
6.7 BMP INSPECTION ...................................................................................................................................17
6.8 BMP MAINTENANCE ...............................................................................................................................18
6.9 RECORD KEEPING ..................................................................................................................................18
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7.0 FINAL STABILIZATION AND LONG-TERM STORMWATER MANAGEMENT .............................19
7.1 FINAL STABILIZATION ............................................................................................................................19
7.2 LONG-TERM STORMWATER MANAGEMENT ..........................................................................................20
8.0 ADDITIONAL SWMP AND BMP RESOURCES ....................................................................20
9.0 REFERENCES ............................................................................................................21
FIGURES AND TABLES
FIGURE 1-VICINITY MAP ....................................................................................................................................1
TABLE 1- PRELIMINARY PERMITAND CONSTRUCTION SCHEDULE ...............................................................17
TABLE 2- CITY OF FORT COLLINS UPLAND MIX ..............................................................................................20
APPENDICES
APPENDIXA - SITE MAPS
APPENDIX B- EROSION CONTROL DETAILS
APPENDIX C - LANDSCAPE PLAN
APPENDIX D- COPIES OF PERMITS/APPLICATIONS
APPENDIX E - INSPECTION LOGS
APPENDIX F- CONTRACTOR INSERTS (AS NEEDED)
APPENDIX G- CONTRACTOR INSERTS (AS NEEDED)
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1.0 PROJECT DESCRIPTIONS AND NATURE OF CONSTRUCTION
1.1 EXISTING SITE DESCRIPTION
A replat of Tract A, Brookfield First Replat, located in the northeast Quarter of Section 4, Township 6
North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of
Colorado. More specifically it is 8.34-acres of land Ya mile south of east Harmony Road, bound on the east
by Cinquefoil Lane, on the west by Brookfield Drive, and the south by Precision Drive.
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1.2 NATURE OF CONSTRUCTION ACTIVITY
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The project includes the construction of an 8-unit complex. Consisting of a conversion of the existing
residential structure to a 2-unit complex and the addition of (3) 2-unit interconnected structures. Other
proposed improvements include a new drive isle consisting of concrete and permeable pavers, new
sidewalks and new landscaping, a mailroom with bike storage, outdoor bike parking, trash enclosure,
and a patio common area. Standard water quality, LID, and all associated storm infrastructure will be
provided with this project. Detention will be provided on-site in the Pond on the east side of site. Utilities
will be installed with the construction of Snow Ridge Apartments.
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1.3 SITE DISTURBANCE
The site disturbance will occur across roughly 0.72 acres. It is recommended that existing site condition
photos be taken prior to the demolition.
CALCULATIONS CHART
TOTAL DISTURBED PROJECT AREA 0.72 ACRES
TOTAL "ONSITE" AREA OF DISTURBANCE 0.67 ACRES
TOTAL "OFFSITE" AREA OF DISTURBANCE 0.05 ACRES
TOTAL STORAGE/STAGING AREA N/A ACRES
TOTAL HAUL ROADS AREA N/A
CONSTRUCTION VEHICLE TRAFFIC AREA N/A
EST. PERCENT OF PROJECT AREA EXPOSED 100%
EST. PERCENT VEGETATIVE COVER "'35% DENSITY
EXISTING SOILTYPE C
APPROX. GROUNDWATER DEPTH 17 FEET
NUMBER OF PHASES W/ PROJECT N/A
TOTAL VOLUME OF IMPORTED (+) / EXPORTED (-) MATERIALS CUB.
YD.
TOTAL AREA OF STOCKPILING OF FILL OR BORROW AREAS OFF SITE SQ�
FEET
STEEPEST SLOPE 5:2 H:V
DISTANCE FROM A RIPARIAN AREA OR SENSITIVE AREA N/A FEET
1.4 EXISTING TOPOGRAPHICAND SOIL DATA
In order to complete the associated construction plans, a topographical survey of the site was
completed. This survey consisted of field measurements made by PLS Corporation in July 2023.
A NRCS Custom Soil Resource Report of the property indicates that the soil on site is composed entirely
of Altvan-Satanta loams with slopes of 3- 9 percent. Altvan-Satanta loam is considered well drained and
is hydrologic Soil Group B.
NRCS indicates a wind erodibility rating of 5(of a scale of 1 to 8, 1 is most susceptible to erosion), and as
such this site does has a median to low potential for wind erosion. NRCS indicates an erosion factor, K,
of 0.28 (range of 0.02-0.69, 0.69 being more susceptible to sheet and rill erosion). As such, this site has a
moderate susceptibility to sheet and rill erosion.
The existing groundcover consists of grass with tree cover, a residential structure, and an asphalt
driveway. The existing on-site runoff of the western two thirds of the property generally drains from the
east-to-southwest where it sheet flows to the adjacent properties to the south and west. The existing on-
site runoff of the eastern third of the property generally drains from the west-to-east across moderately
flat grades (e.g., <6.00%) onto Shields Street. From there, the drainage continues to Prospect Road, and
is received by the New Mercer Canal.
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1.5 RECEIVING WATERS
The Snow Ridge Apartments will have two outfall locations. The majority of the site will be released from
the detention pond on the east side of the site to the flow line of South Shields Street. A small portion of
flow will maintain existing flow patterns discharging southwest via sheet flow to the flow line of South
Shields Street. Another small portion of the site will discharge southwest of the site maintaining historic
drainage patterns. From there, the drainage continues to Prospect Road, and is received by the New
Mercer Canal.
1.6 EXISTING SITE CONDITIONS AND VEGETATION
The existing groundcover consists of grass with tree cover, a residential structure, and an asphalt
driveway. The remainder of the site is comprised of grass.
There is not a significant amount of grade change on the site.
It is highly recommended that pre-construction photos be taken to clearly document vegetative
conditions priorto any disturbance activities.
1.7 EXISTING GROUNDWATER
Groundwater depth was measured onsite in September 2023 by Soillogic Inc. within various borings (see
attached Subsurface Exploration Report). At the time of ineasurement (September 14, 2023),
groundwater depth was approximately 17' below existing elevations.
1.8 EXISTING GROUND CONTAMINATION
No existing groundwater contamination has been identified at this time.
2.0 PROPOSED CONSTRUCTION ACTIVITIES
2.1 SEQUENCE OF MAJOR ACTIVITIES
To complete the project, many basic categories of construction activity will take place. The first part will
be the removal of the existing asphalt pavement within the existing driveway, the removal of
approximately 530 sf of the existing residential building, the removal of a portion of the existing sidewalk
along South Shields Street, the removal of existing concrete around the existing residential building, and
the removal of some existing fence and trees on the site. Saw cuts will be made and asphalt will be
removed for utility tie ins on South Shields Street. Once the existing pavements marked for demo have
been removed and utilities have been tied into existing systems, the topsoil and native grasses that are
currently on-site will be removed. Following topsoil stripping, rough grading of the proposed lot and
water quality pond will commence. Next, utility installation including sanitary sewer service, water
service, fire service, electric service, and storm sewer. Construction ofthe proposed buildings is
expected to begin once the storm sewer is in place. New curb/gutter, water quality pavers, drive paving,
and sidewalks are expected to begin after the foundations ofthe buildings are in place and will coincide
with building construction. The final stages of site construction will be fine grading of the areas
mentioned above, and the installation of landscaping/seeding throughout the project. The sequencing
is an initial best guess and is subject to change at the Contractor's discretion.
This project is proposed to be built in one phase.
Earthwork import is expected.
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3.0 GENERAL REQUIREMENTS
3.1 OBJECTIVES
The objective of a Stormwater Management Plan (SWMP) is to identify all potential sources of pollution
likely to occur as a result of construction activity associated with the site construction and to describe
the practices that will be used to reduce the pollutants in stormwater discharges from the site. The
SWMP must be completed and implemented at the time the project breaks ground and revised as
necessary as construction proceeds to accurately reflect the conditions and practices at the site.
This report summarizes the Stormwater Management Plan for the construction activity that will occur
with Snow Ridge Apartments in Fort Collins, C0. This plan has been prepared according to regulations of
the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division.
This report has been provided to meet the requirements of the City of Fort Collins Municipal Code §26-
498 on water quality control.
3.2 SMWP AVAILABILITY
This report is intended to remain on the construction site to allow for maintenance and inspection
updates and for review during inspection.
3.3 DEFINITIONS
BMP - Best Management Practice encompassing a wide range of erosion and sediment control practices,
both structural and non-structural in nature, intended to reduce or eliminate any possible water quality
impacts from stormwater leaving a construction site.
Erosion Control BMPs - Practices that PREVENT the erosion of soil, such as minimizing the amount of
disturbed area through phasing, temporary stabilization, and preserving existing vegetation.
Sediment Control BMPs - Practices to REMOVE sediment from run-off, such as sediment basins, silt
fence, or inlet protection.
Non-structural BMPs - The implementation of inethods, practices, and procedures to minimize water
quality impacts, such as the preservation of natural vegetation, preventive maintenance, and spill
response procedures.
Structural BMPs - Physical devices that prevent or minimize water quality impacts, such as sediment
basins, inlet protection, or silt fence.
3.4 ADDITIONAL PERMITTING
As mentioned above, this Stormwater Management Plan is associated with the Colorado Department of
Public Health and Environment Stormwater Permit that is issued by the Water Quality Control Division of
the CDPHE. Additional Environmental permitting not described in this report may be required as a part
ofthis project. An example is the Construction Dewatering Permit for groundwater. Another example is
the Air Pollution Emission Notice (APEN). The CDPHE website contains links to both of these permits, as
well as many other potential permits. The Contractor is responsible for ensuring the proper permits are
acquired.
4.0 ENVIRONMENTAL IMPACT
There are no known environmental impacts to endangered species or other environmentally sensitive
features that have been identified in this project area.
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5.0 POTENTIAL POLLUTION SOURCES
As is typical with most construction sites, there are several potential pollution sources that could affect
water quality. It is not possible for this report to identify all materials used or stored on the construction
site. It is the sole responsibility of the contractor to identify and properly handle all materials that are
potential pollution sources. Likely pollution sources are marked "YES," unlikely pollution sources are
marked "N0." Detailed descriptions of each source are also provided for additional reference. Please
note that not all items with a detailed description are present in the project, and there could be
additional pollution sources that are not listed that must be addressed by the Contractor.
• YES - Disturbed and stored soils
• YES - Vehicle tracking of soils and sediment
• NO - Management of contaminated soils
• YES - Loading and unloading operations
• YES - Outdoor storage of construction site materials, building materials, fertilizers, chemicals, etc.
• NO - Bulk Storage of Materials
• YES - Vehicle and equipment maintenance and fueling
• YES - Significant dust or particulate generating processes
• YES - Routine maintenance activities involving fertilizers, pesticides, detergents, fuels, solvents,
oils, etc.
• YES - On-site waste management practices (waste piles, dumpsters, etc.)
• YES - Concrete truck/equipment washing
• NO - Dedicated asphalt and concrete batch plants
• YES - Non-industrial waste sources, such as worker trash and portable toilets
• YES - Saw Cutting and Grinding
• YES - Material Handling and Spill Prevention
• NO - Non-Stormwater Discharges including construction dewatering not covered under the
Construction Dewatering Discharges general permit and wash water that may contribute to
pollutants to the MS4
5.1 DISTURBED AND STORED SOILS
Approximately 0.72 acres of the site will be disturbed with the Construction Activities. Once soils have
been disturbed, they do not retain the same compaction as in their native state, therefore surface runoff
can cause more soil erosion than was historically observed. In the event that these erosion control
practices do not keep sediment on site a structural barrier (silt fence) will be used and is called out for on
the perimeter. If soil manages to migrate from the disturbed areas onto the hard surfaces, it will be
swept or scraped (street sweeping) to prevent the migration of sediment. In case that sediment is
washed away too quickly the curb inlets will need protection (rock sock style inlet protection).
Soil stockpiles are expected on this site. Stockpiles in the same respect do not retain the same
compaction and are more susceptible to soil erosion. Stockpiles on this site shall be placed in or near the
center of the site and away from any drainage swales to not require perimeter run off controls
(Materials/Site Management Control). The stock pile will be kept loose, not compacted, and watered as
needed to prevent dust issues (site watering). The stockpile will be monitored for signs of erosion
displacement and sediment accumulation and if conditions warrant it, the stockpile will be structurally
covered or if it is going to sit a long while will be reseeded (temporary seeding).
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5.2 VEHICLE TRACKING OF SEDIMENT
Vehicle tracking of sediment may occur throughout the construction process and along all areas where
the pavement meets the disturbed dirt. This occurs most often after any melt off or rain conditions when
mud collects on vehicles tires and is tracked out onto the road consequently leaving site. This increases
the possibility of sediment discharging to the storm system. To prevent tracking, access to the site will
be limited to construction entrances (vehicle tracking pads to be installed) on the north side of the site
and east side of the site. Vehicle access will be limited on muddy days (site management control), in this
case parking will be kept to the stabilized staging area. The tracking pad will be monitored visually every
day and if track-out becomes a significant problem a larger or more robust tracking pad may be
installed. Otherwise, all track-out that reaches the street will be scraped and swept (street sweeping).
Secondary controls at the closest affected inlets will have protection (inlet protection) to capture
sediment not swept up in a timely manner.
Additional measures can be taken to minimize and control sediment discharges from the site due to
vehicle tracking. These measures can include fencing around the site to control access points. The use of
gravel parking areas and wash racks can also be implemented to ensure minimal vehicle tracking from
the site.
5.3 MANAGEMENT OF CONTAMINATED SOILS
All data about the site shows that there is no known contamination on the site. If encountered, the
contractor will have the material stored in a covered area (materials management control) as to not mix
with the stormwater until the material can be identified and proper classification and disposal methods
can be determined in accordance with the various waste laws and with good construction safety and
practices.
5.4 LOADING AND UNLOADING OPERATIONS
There is not anticipated to be a significant amount of export leaving the site.
During this project there will be a diverse amount of loading and unloading. The foundation workers will
have to deliver forms to the site and deliver premixed concrete. Landscapers will have to pile the
materials on site to complete the landscape work. Though the loading and loading vehicles will be
contributing to the track out of materials, depending on the material being delivered to the site they may
have a significant spill potential. Where the trailers must access the site an attempt will be made to keep
the vehicle on the VTC or other stabilized storage areas. When loading and unloading is occurring,
depending on the materials, there may be an increased problem of containers being dropped,
punctured, or broken. These off-loading activities will be located away from storm drains and will have
nearby spill kits accessible. Spills on site will be addressed using spill prevention and response
procedures.
5.5 OUTDOOR STORAGE OF CONSTRUCTION SITE MATERIALS, BUILDING MATERIALS,
CHEMICALS, ETC.
It is anticipated that inert material like wood, tiles, and stone will be stored on site and outside in the
elements. It is also anticipated that materials that do not weather well (cement, mortar, etc.) will also be
located outside. Chemicals are not anticipated to be left outside. As the inert materials have a lower
potential to leave the site they will be monitored during inspection to make sure they are not being
impacted by the exposure to the elements (site management control). The materials that will need
added attention are the cements and mortars as they quickly mix with water and cause pollution issues.
These materials when not stored inside will be placed on pallets to get above potential surface runoff
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and covered with tarps or plastic to prevent mixing with stormwater (materials management control).
Very small quantities of chemical are needed to contaminate stormwater so the fertilizers, paints, form
oils, petroleum products, and other typical chemicals, will be stored in the construction connex box,
trailers, vehicles, or the like out of contact with precipitation (materials management control). If not
stored in a location as described, secondary containment will be required. The contractor shall clearly
designate site areas for staging and storage of building materials.
5.6 BULK STORAGE OF MATERIALS
This site is not expected to store bulk liquid chemicals of more than 55 gallon drums. If this site does
have the need to store liquid chemicals the following procedure should be followed.
These materials should be stored in an area that if a rupture would occur, it would be contained. The
area will need to be located away from the drainage areas and area inlets (site management / materials
management). The containers will be stored in secondary containment area with a fence so that if a spill
were to happen, it would pool in the bottom of the area and be contained.
5.7 VEHICLE AND EQUIPMENT MAINTENANCE AND FUELING
Based on the size of the site and the duration of activities vehicle fueling and vehicle maintenance is
highly likely. As fueling and equipment maintenance usually result in small spills of petroleum products
it is important to monitor these activities carefully. (site management control) Some grading companies
will employee a fuel truck to fill the heavy equipment on site or require the maintenance of a broken
machine. In those cases where the vehicle is not able to be maintained off site, these activities will be
done in the least detrimental way possible. The maintenance and fueling will be located as far from
stormwater features as possible and at least 50 feet from a stormwater feature (site
management/materials management). The fueling activity will have spill materials nearby and a bucket
or other container and shovel located nearby to hang a hose after filling to catch drips, and to scoop up
any dirt that inadvertently mixed with the soil (materials management). That container will have a lid
and be disposed of when the activity is completed. The maintenance work will be done on a tarp or other
material to prevent the residual oils and greases from mixing with the dirt (materials management). A
clearly designated on-site fueling and maintenance area is suggested.
5.8 SIGNIFICANT DUST OR PARTICULATE GENERATING PROCESSES
This project will result in earth moving activities, street sweeping, and track-out and carry out, bulk
materials transport, and saw cutting. As these activities will result in offsite transport of atmospheric
pollution reasonable precautions shall be taken. The project will follow all required "BMPs" articulated
in the Fugitive Dust Manual and a least one additional BMP included during each ofthe identified
activities in accordance with City Ordinance No. 044 2016. Also a copy of the Dust Control Manual will be
kept in the trailer during construction for reference. Such activities will include but not limited to
watering the site, covering trucks, slower site speeds and vehicle tracking mentioned above.
5.9 ROUTING MAINTENANCE ACTIVITIES INVOLVING FERTILIZER, PESTICIDES, DETERGENTS,
FUELS, SOLVENTS, OILS
Fertilizers and Pesticides will be used during the later phases of the project when trying to establish a
healthy vegetation. These chemicals are highly water soluble and are easily and unnoticeably carried in
the stormwater. Proper application rates and recommended timing of application will be strictly
followed and not on days, or the next day, where the weather is calling for precipitation (materials
management control). As most of these types of chemicals will be brought on by the landscaper, they
will be required to keep these products in their vehicles until time of application and not be allowed to
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leave these materials on the site (site management control). If these materials are stored on site, they
shall be kept inside or outside covered and above the ground to prevent the materials from mixing with
water and runoff (materials management control). Detergents, paints, acids, cement, grout, and solvents
will be prevalent in the interior work of the building (materials management). These materials also are
typically easily mixed with water yet are typically noticeable by discolored, cloudy, or sudsy water. As
such, the contractor will always keep an eye out for these types of differences in water around the site
(site management control). However, these materials are to be handled, operated, and cleaned up all
within the inside of the structure, where external use is concerned these materials will be stored in the
construction connex box, trailers, vehicles, or the like out of contact with precipitation (materials
management). If not stored in a location as described secondary containment will be required (materials
management). Fuels and oils might be associated with the smaller equipment used on site, chainsaws,
pumps, generators, etc. As petroleum products are easily suspended in water and are spread across the
top of the water surface. These products when located in water have rainbow sheen on them. They are
also monitored during construction (site management controls). These products will be stored in the
construction connex box, trailers, vehicles, or similar structure that will minimize contact with
precipitation (materials maintenance controls). If not stored in a location as described secondary
containment will be required (materials maintenance). Any untreated runoff from these activities can be
detrimental to wildlife if not cleaned up.
5.10 ON-SITE WASTE MANAGEMENT PRACTICES
All large and heavy weighted waste piles (concrete chunks, excavated pipes, etc.) will be kept in a neatly
grouped pile until the material is to be disposed of properly. These piles will only be stored the shortest
duration possible and will be kept 50 feet from any drainage course or inlet (Administrative Control). All
dry wastes will be maintained through dumpsters and monthly hauler removal (hauler will be notified if
dumpster becomes full and hauled off as needed). Where available by the hauling company the
dumpster will be covered. If not practical or available by the haul company, an increased removal
schedule will be followed and the "Max fill line" on the dumpster will be strictly followed. Corners of the
dumpsters will be monitored for "Dumpster Juice" leaking into the soil in dry conditions and rain/melt
off conditions looking for it mixing with the runoff. Dumpsters, like the waste piles, will be located at
least 50 feet from any drainage course or inlet. Workers will be sent around at the end of the day to
collect trash to prevent trash being left out overnight. No construction debris (including broken
concrete) will be buried on site.
5.11 CONCRETE TRUCK/EQUIPMENT WASHING
Concrete will be a portion of this project. It is anticipated that it will be used with the joints around the
manholes, pour in place inlets, curb and gutter installation, sidewalks and culvert construction. Pre
mixed concrete trucks will be used in this process and will be delivered to the site and when pouring the
culvert components. Washing of the concrete equipment will be required to maintain the concrete
equipment. This concrete wash water has a high alkaline content which is hazardous material to
terrestrial and aquatic wildlife. A section of dirt near the entrance will be excavated and compacted
around the sides formed to retain the concrete wash water on site (as an acceptable practice by the
State) so long as the wash water is kept in the washout (concrete washout). There will be a rock pad for
the truck to park on while washing as to prevent tracking from this washout (VTC). The placement of this
washout will be located at least 50 feet from any drainage course or inlet. Later in the project after the
parking lots curb and gutter has been poured the use of a mobile washout facility will be used on site in a
similar location and after the ground has been leveled (concrete washout - mobile). The contractor
(including all masonry and concrete tradesmen) shall clean out equipment within the washout area so
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that the runoff is not allowed to leave the washout. The only exception would be for them to wash in the
next day's pour location. All concrete workers will be made aware of the where they are to wash (site
management controls & education). If there is a significant amount of spillage when the transfer from
concrete truck to pump truck occurs, a tarp or other ground cloth should be used to collect spillage
(ground covercontrol).
5.12 DEDICATED ASPHALT AND CONCRETE BATCH PLANTS
There will be no dedicated asphalt or concrete batch plants erected onsite for this project. Premixed
concrete and paving materials will be delivered to the site and placed.
In the event that a plant is needed, the Contractor should be aware that additional permitting will be
required. In particular, an Air Pollutant Emission Notice (APEN) will need to be obtained from the
CDPHE.
5.13 NON-INDUSTRIAL WASTE SOURCES SUCH AS WORKER TRASH AND PORTABLE TOILETS
Since facilities are not located nearby for workers to use, trash and sanitary facilities will be required on
the site.
Worker trash will be comingled with the industrial trash and will follow the same controls with the caveat
that a trashcan will be located near the entrance of the site as the contractor will need to dump their
trash from lunch, etc. and this will be emptied weekly or more frequently, if needed. Designate trash and
bulk waste collection areas on-site. Dumpsters should be located near site entrances to minimize traffic
on disturbed soils, and they should be placed on a level soil surface. When possible, materials should be
recycled. Hazardous material waste should be segregated from other solid waste.
If tipped over and when being cleaned, portable toilet facilities become a potential discharge if not
cleaned up. If human waste is spilled, it will need to be treated as a biological hazard of untreated
sewage and will need to be cleaned up in accordance with Larimer County Health Department Guidance.
The toilets will be staked in a way to prevent tipping on a dirt surface and located at least 50 feet from a
drainage course or inlet. If the site cannot accommodate a portable toilet on dirt, a containment pan or
other secondary containment will be provided. They will also be anchored prevent from tipping. All
materials shall be properly disposed of in accordance with the law.
5.14 SAW CUTTING AND GRINDING
The trench work and street connections will require cutting into the City street. This project will need the
use of hardened saws. These saws generate a significant amount of dust. Watering the cutting surface to
prevent airborne particulates (BMP in the City's Fugitive Dust Manual) is required. The cutting slurry has
a high content of fine particulates (Silica Dust, Metals, etc.) that is not allowed to discharge as runoff
from the site. To prevent slurry from discharging offsite, contractors will use the minimum amount of
water needed to prevent dust and blades from overheating (site management control). Cutting slurry
will be collected via vacuum or allowed to dry out and be scraped and swept up after the cutting has
finished (saw cutting).
The following protocol is recommended to prevent dust and slurry from asphalt and concrete saw
cutting activities from migrating into the existing storm drain system.
• Slurry and cuttings shall be vacuumed during cutting and surfacing operations.
• Slurry and cuttings shall not remain on permanent concrete or asphalt pavement overnight.
• Slurry and cuttings shall not drain to any natural or constructed drainage conveyance.
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• Collected slurry and cuttings shall be disposed of in a manner that does not violate groundwater or
surface water standards.
5.15 MATERIAL HANDLING AND SPILL PREVENTION
Potential pollution sources, as discussed in earlier sections, are to be identified by the contractor. Spill
prevention procedures are to be determined and put in place before construction by the contractor. A
spill and flooding response procedure must also be determined and put in place before construction by
the contractor. Additionally, steps should be taken to reduce the potential for leaks and spills to come in
contact with stormwater run-off, such as storing and handling toxic materials in covered areas or storing
chemicals within berms or other secondary containment devices.
A notification procedure must be put in place by the contractor, by which workers would first notify the
site construction superintendent, who would then notify the SWMP Administrator. Depending on the
severity of the spill, the site construction superintendent and SWMP Administrator would possibly notify
the Colorado Department of Public Health and Environment - Water Quality Control Division,
downstream water users, or other appropriate agencies. The release of any chemical, oil, petroleum
product, sewage, etc., which enter waters of the State of Colorado (which include surface water,
groundwater, and dry gullies or storm sewers leading to surface water) must be reported
immediately to the Division's emergency spill reporting line at (877) 518-5608. All spills requiring
cleanup, even if the spill is minor and does not need to be reported to the State, should still be reported
to the City of Fort Collins Utilities office at 970-221-6700.
It will be the responsibility of the Contractor to designate a fueling area and take the necessary
precautions to ensure that no stormwater pollution occurs in the event that a fueling area is needed.
Fueling areas shall be located a minimum 100 feet from all drainage courses. A 12-inch high compacted
earthen ridge capable of retaining potential spills shall enclose fueling areas. Other secondary
containment devices can be used instead of the earthen ridge. The area shall be covered with a non-
porous lining to prevent soil contamination. Printed instructions for cleanup procedures shall be posted
in the fueling area and appropriate fuel absorbents shall be available along with containers for used
absorbents within the fueling area.
5.16 NON-STORMWATER DISCHARGES, INCLUDING CONSTRUCTION DEWATERING NOT
COVERED UNDER THE CONSTRUCTION DEWATERING DISCHARGES GENERAL PERMIT AND
WASH WATER THAT MAY CONTRIBUTE TO POLLUTANTS TO THE MS4
The Stormwater Construction Permit only covers discharges composed entirely of stormwater. The
discharge of pumped stormwater, ONLY, from excavations, ponds, depressions, etc. to surface waters, or
to a municipal storm sewer system is allowed by the Stormwater Construction Permit, as long as the
dewatering activity and associated BMPs are identified in the Stormwater Management Plan (SWMP) and
are implemented in accordance with the SWMP.
Aside from the exceptions noted above, non-stormwater discharges must be addressed in a separate
permit issued for that discharge. If groundwater is encountered, and dewatering is required, a
Construction Dewatering Permit must be acquired from the Colorado Department of Public Health and
Environment.
Based upon a subsurface exploration report done in 2023 by Soilslogic, Inc., ground water levels indicate
that it may be present during construction activities at approximately 17' deep. If encountered,
dewatering activities may be required. Groundwater has in most excavations mixed with the dirt and as
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they are pumped, they will add an increased velocity coming out of the out-flow end contributing to
erosion and speeding the transport of the suspended sediment particles. Also, construction dewatering
activities must be identified in the Erosion Control Report ifthey are to be infiltrated on site. Ifthe
material is anticipated to be pumped to a stormwater conveyance the proper Construction Dewatering
Permit must be pulled from the State of Colorado. If pumping activities are to occur on the site, the use
of rock packs on the intake end of the pump will be used and a silt bag will be used on the outflow end of
the pump to reduce the silt and sediment from leaving the activity (dewatering Control Measure). If this
will be under a Dewatering Permit water samples will be collected in accordance with that permit.
6.0 STORMWATER MANAGEMENT CONTROLS
6.1 SWMP ADMINISTRATOR
A SWMP Administrator must be designated in conjunction with the Stormwater Permit. This person shall
be responsible for developing, implementing, maintaining, and revising the SWMP. The SWMP
Administrator will also be the contact for all SWMP-related issues and will be the person responsible for
the accuracy, completeness, and implementation of the SWMP. The Administrator should be a person
with the authority to adequately manage and direct day-to-day stormwater quality management
activities at the site.
The SWMP Administrator for this site is:
Name:
Company:
Phone:
E-mail:
(to be filled in by permittee)
(to be filled in by permittee)
(to be filled in by permittee)
(to be filled in by permittee)
6.2 OWNER INFORMATION
Name: Matthew Deault
Company: MMD Built LLC
Phone: (303) 931-9295
E-mail:
6.3 BEST MANAGEMENT PRACTICES (BMPS) FOR STORMWATER POLLUTION PREVENTION
Beginning from mobilization, and throughout the entire construction ofthe project, erosion control
devices shall be installed to ensure minimal pollutant migration. These erosion control devices may be
installed in phases, or not at all, depending on actual conditions encountered at the site. It is the
responsibility of the Contractor to make the determination as to what practices should be employed and
when. In the event that a review agency deems BMPs to be insufficient, it shall be the responsibility of
the contractorto implement modifications as directed.
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Best Management Practices (BMPs) are loosely defined as a method, activity, maintenance procedure, or
other management practice for reducing the amount of pollution entering a water body. The term
originated from rules and regulations in Section 208 of the Clean Water Act.
Details for Structural and Non-Structural BMPs have been included in Appendix B. These details should
be used for additional information on installation and maintenance of BMPs specified in this report. It is
also intended to serve as a resource for additional BMPs that may be appropriate for the site that have
not specifically been mentioned in the report.
6.4 STRUCTURAL PRACTICES FOR EROSION AND SEDIMENT CONTROL
Structural BMPs are physical devices that are implemented to prevent erosion from happening orto limit
erosion once it occurs. These devices can be temporary or permanent, and installation of individual
components will vary depending on the stage of construction.
A table depicting construction sequence and BMP application/removal has been placed on the "Dynamic
Site Plan" to help document the implementation of these BMPs. Refer to the Stormwater Management
Plan Static Site Plan in the Appendix forthe assumed location of all BMPs. Construction Details for
Temporary BMPs are located in the Appendix for reference.
Again, the final determination for which BMP's will be installed, where they will be located, and when
they will be installed shall be made by the Contractor, along with all documentation throughout the
construction process.
Silt Fencing (Phase I)
Silt fencing shall be provided to prevent migration of sediment off-site or into adjacent properties. All
silt fencing shall be installed prior to any land disturbing activity (demolition, stockpiling, stripping,
grading, etc.). Silt fencing is to be installed prior to site excavation or earthwork activities.
Inspections of the silt fence should identify tears or holes in the material and should check for slumping
fence or undercut areas that allow flows to bypass the fencing. Damaged sections of the silt fence
should be removed to maintain BMP effectiveness, typically before it reaches a depth of 6 inches.
It is suggested that silt fencing be located along the property boundary. Refer to the Erosion Control Plan
(Sheet EC1) for additional clarification.
Sediment Control Log - aka "Straw Wattles" (Phase I)
A Sediment Control Log is a linear roll made of natural materials, such as straw, coconut fiber, or other
fibrous material trenched into the ground and held with a wooden stake. Sediment Control Logs can be
used in many instances. Examples include perimeter control for stockpiles, as part of inlet protection
designs, as check dams in small drainage ways, on disturbed slopes to shorten flow lengths, or in lieu of
silt fencing (where appropriate).
Sediment Control Logs should be inspected for excess sediment accumulation. Sediment should be
removed prior to reaching half the height of the log.
At a minimum, Sediment Control Logs should be used around soil stockpiles (including landscape
material) and at all stormwater discharge locations other than inlets. All proposed landscape swales,
including ones discharging into detention ponds shall have a straw wattle installed perpendicular to flow
every 4" of elevation difference. Refer to the Erosion Control Plan (Sheets EC1- EC3) for additional
clarification.
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Vehicle Tracking Control Pads (Phase I)
Vehicle tracking control pads shall be provided to minimize tracking of mud and sediment onto paved
surfaces and neighboring roadways. All vehicle tracking control pads shall be installed priorto any land
disturbing activity (demolition - as necessary, stockpiling, stripping, grading, etc.). Location ofvehicle
tracking control pads will be located at any and all existing and future vehicle accesses being used
during any of the construction phases. These locations will primarily be dictated by gates or openings in
the temporary construction fencing that is expected to be installed. Vehicle tracking control pads are to
be installed prior to demolition (as appropriate), site excavation or earthwork activities.
Vehicle tracking pads should be inspected for degradation and aggregate material should be replaced as
needed. If the area becomes clogged with water, excess sediment should be removed. Aggregate
material should remain rough, and at no point should aggregate be allowed to compact in a manner that
causes the tracking pad to stop working as intended.
During the initial and interim phases of Erosion Control the suggested location ofthe vehicle tracking
pad is at the east entrance of the project site. Refer to the Erosion Control Plan (Sheets EC1- EC2) for
additional clarification.
Inlet Protection (Phase I & II)
Inlet protection shall be provided for existing inlets to prevent sediment transport from adjacent
earthwork disturbance. Installation of these filters shall occur before adjacent earth disturbing activities
(Phase I implementation). Wattle type filters are to be implemented for new and existing inlets where
asphalt does not exist. For these inlets, if pavement is constructed adjacent to the structure or if the area
adjacent to the inlet is changed such that the wattle type filter is no longer effective, it shall be the
responsibility of the Contractor to ensure that an appropriate method is used instead. For example, the
wattle filter could be reused, or a gravel-block inlet filter may be installed. It will be left to the discretion
of the Contractor as to whether replacement of any inlet filter is necessary.
Inlet protection should be inspected regularly fortears that can result in sediment entering an inlet.
Inlet protection should also be inspected for sediment accumulation upstream of the inlet, and sediment
should be removed when the less than half of the capacity is available, or per manufacturer
specifications.
All proposed curb inlets, sidewalk chases and upstream flared end sections shall have inlet protection.
Refer to the Erosion Control Plan (Sheets EC1- EC3) for additional clarification.
Erosion Control Blankets (Phase II)
A temporary degradable rolled erosion control product composed of natural flexible fibers shall be used
on all seeded slopes 4:1 and greater (excluding mulched shrub bed areas). Erosion control blankets
should be utilized to provide erosion control and to facilitate vegetation establishment. During
installation, it is important to ensure that no gaps or voids exist under the material and that all corners of
the material are secured using stakes and trenching. Stakes should be made of materials that are
biodegradable. Continuous contact between the product and the soil is necessary to avoid failure.
Erosion Control Blankets should be inspected regularly for signs of erosion, induding beneath the mat.
If voids are apparent, they should be filled with suitable soil. Inspections should also identify loose or
damaged stakes, as well as loose portions of the blanket. If deficiencies are found, they should be
repaired or replaced.
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Concrete Washout Area (Phase II)
A concrete washout should be provided on the site. The washout can be lined or unlined excavated pits
in the ground, commercially manufactured prefabricated containers, or aboveground holding areas.
The concrete washout must be located a minimum of 400 feet from any natural drainage way or body of
water, and at least 1000 feet from any wells or drinking water sources. Washout areas should not be
located in an area where shallow groundwater may be present. Contractor shall clearly show the desired
location and access to the Concrete Washout Area on the Stormwater Management Plan - Dynamic Site
Plan. Contractor shall place a Vehicle Tracking Pad if the selected location for the Concrete Washout
Area is detached from pavement. Clear signage identifying the concrete washout should also be
provided.
The Concrete Washout Area should be inspected regularly. Particular attention should be paid to
signage to ensure that the area is clearly marked. Confirmation that the washout is being used should
also be noted to ensure that other undesignated areas of the site are not being used incorrectly as a
concrete washout.
It is suggested the Contractor build a concrete wash out pit for this project. It is recommended that the
concrete wash out pit be placed adjacent to the proposed drive on the east side of the site. This location
is to ensure minimum distance from wash out to exiting the site. This location is only a suggestion and
can be relocated at the discretion of the Contractor.
Permanent/Established Vegetation (Phase IV)
Permanent or established vegetation and landscaping is considered a permanent form of sediment and
erosion control for common open spaces, steep slopes and areas not exposed to prolonged scour
velocities, or acute incipient motion bed shear stresses that will create soil erosion, rill formation and
subsequent sediment transport. Areas where the previous conditions apply will contain sufficient
permanent BMPs, such as riprap or cobble mulch. Permanent vegetation shall conform to the approved
Landscape Plan prepared by Ripley Design. Permanent/Established vegetation and hardscape defines
Phase IV of development.
6.5 NON-STRUCTURAL PRACTICES FOR EROSION AND SEDIMENT CONTROL
Non-Structural BMPs are practices or activities that are implemented to prevent erosion from happening
or to limit erosion once it occurs. These BMPs can be a practice resulting in physical change to the site,
such as mulching or slope stabilization. They can also result in behavioral changes on the site, such as
changes to construction phasing to minimize exposure to weather elements, or increased employee
awareness gained through training.
Protection of Existing Vegetation (Phases I-IV)
Protection of existing vegetation on a construction site can be accomplished through installation of a
construction fence around the area requiring protection. In cases where up-gradient areas are
disturbed, it may also be necessary to install perimeter controls to minimize sediment loading to
sensitive areas such as wetlands.
Trees that are to remain after construction is complete must be protected. Most tree roots grow within
the top 12"-18" of soil, and soil compaction is a significant threat to tree health. As such, particular care
should be taken to avoid activities within the drip-line of the tree. Direct equipment damage should also
be prevented. The most effective way to ensure the health of trees is to establish a protection zone at
the drip-line of the tree to prevent unintended activity in the area directly surrounding the tree.
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Fencing should be inspected and repaired when needed. If damage occurs to a tree, an arborist should
be consulted on how to care for the tree. If a tree is damage beyond repair, the City Forester should be
consulted on remediation measures.
At a minimum, protection to all trees identified for retention on the plans by Ripley Design.
Stockpile Management (Phases I-III)
Stockpile management should be utilized to minimize erosion and sediment transport from soil
stockpiles. In general, soil stockpiles should be located a minimum of 100 feet from any drainage way
and 50 feet from any storm sewer inlets. Where practical, choose a stockpile location that will remain
undisturbed for the longest period of time as the phases of construction progress. Sediment control
BMPs should be placed around the perimeter of the stockpile, and a designated access point on the
upstream side of the stockpile should be identified. BMPs such as surface roughening, temporary
seeding, mulching, erosion control blankets, or soil binders should be used to stabilize the stockpile
su rface.
As a part of stockpile management, regular inspections of the perimeter controls should be completed.
If BMPs have been utilized to stabilize the surface of the stockpile, they should be inspected and repaired
asneeded.
While soil stockpiles are not expected with this project, it is possible that foundation excavation or the
delivery landscaping material may generate temporary stockpiles. The location of any such stockpiles
shall be the responsibility ofthe SWMP Administrator.
Mulching (Phase I-III)
Mulching helps reduce erosion by protecting bare soil from rainfall impact, increasing infiltration, and
reducing runoff. Although often applied in conjunction with temporary or permanent seeding, it can
also be used for temporary stabilization of areas that cannot be reseeded due to seasonal constraints.
The most common type of mulch used is hay or grass that is crimped into the soil to keep it secure.
However, crimping may not be practical on slopes steeper than three to one (3H:1V).
The Contractor shall mulch all planted areas within twenty-four (24) hours after planting. Only weed-
free and seed-free straw mulch may be used. Straw mulch should be applied at two (2) tons per acre,
and shall be adequately secured by crimping, tackifier, netting or blankets. Hydraulic mulching may also
be used on steep slopes or where access is limited. In the case that hydraulic mulching is utilized, the
Contractor shall use wood cellulose fibers mixed with water at two thousand to two thousand five
hundred (2,000-2,500) pounds per acre and organic tackifier at one hundred to four hundred (100-400)
pounds per acre.
The Contractor is responsible for applying wood chip mulch to all planted trees and shrubs as shown on
the Landscape Plan prepared by Ripley Design.
Wind Erosion�Dust Control (Phase I-IV)
Wind Erosion and Dust Control BMP's help to keep soil particles from entering the air as a result of land
disturbing construction activities. Attached at the end of the Appendix B is the Fort Collins Dust
Prevention and Control Manual. The purpose of this manual is to establish minimum requirements
consistent with nationally recognize BMP's for controlling fugitive dust emissions and to describe
applicable best management practices to prevent, minimize, and mitigate off-property transport or off-
vehicle transport of fugitive dust emissions pursuant to Chapter 12, Article X of the Fort Collins City Code
(§12-150 et. seq) for specific dust generating activities and sources. Examples include use of a water
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truck or irrigation/sprinkler system to wet the top layer of disturbed soil, seeding and mulching, soil
binders, or wind fences.
Street Sweeping (Phases I -IV)
Street sweeping should be used to remove sediment that has been tracked onto adjacent roadways.
Roadways should be inspected at least once a day, and sediment should be removed as needed. A check
of the area inlet protection should be completed after sweeping to ensure nothing was displaced during
sweeping operations. Street sweeping can reduce the sediment washed into the existing storm drain
system. Street sweeping may be necessary on the existing hardscape areas which receive runoff from the
disturbed areas.
Good Housekeeping Practices (All phases)
Good housekeeping practices that will prevent pollution associated with solid, liquid, and hazardous
construction-related materials and wastes should be implemented throughout the project. Examples of
good housekeeping include providing an appropriate location for waste management containers,
establishing proper building material staging areas, designating paint and concrete washout areas,
establishing proper equipment/vehicle fueling and maintenance practices. Development of a spill
prevention and response plan is another example of Good Housekeeping practices that should be used
on the project. The following items are detailed examples of some of the good housekeeping practices
that should be utilized throughout the project. It should be noted that a complete list of practices and
detailed discussion regarding good housekeeping has been included within the Potential Pollution
Sources section of this report.
StreetSweeping and Vacuuming - Street sweeping and vacuuming should be used to remove sediment
that has been tracked onto adjacent roadways. Roadways should be inspected at least once a day, and
sediment should be removed as needed. A check of inlet protection should be completed after sweeping
to ensure nothing was displaced during sweeping operations.
Waste Management - Designate trash and bulk waste collection areas on-site. When possible, materials
should be recycled. Hazardous material waste should be segregated from other solid waste. Waste
collection areas should be located away from streets, gutters, watercourses, and storm drains.
Dumpsters should be located near site entrances to minimize traffic on disturbed soils, and they should
be placed on a level soil surface.
Establish Proper Building Material Handling and Staging areas - Clearly designate site areas for staging
and storage of building materials. Provide appropriate BMPs to ensure that spills or leaks are contained.
Establish Proper Equipment/Vehide Fueling and Maintenance Practices - If needed, create a clearly
designated on-site fueling and maintenance area that is clean and dry. Provide appropriate BMPs to
ensure that spills or leaks are contained.
6.6 PHASED BMP INSTALLATION
It is important to recognize the four (4) major Development Phases as defined by the State of Colorado's
Stormwater Discharge Permit (SDP). These four development phases (referred to as Sequencing by the
City of Fort Collins) have been distinguished to aid in the appropriate timing of installation/
implementation of BMPs at different stages of the construction process. These phases are described as
follows:
Phase I- Demolition Stage; BMPs for initial installation of perimeter controls
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Phase II - Infrastructure Stage; BMPs for utility, paving, and curb installation
Phase III - Vertical Construction Stage; BMPs for individual building construction.
Phase IV - Permanent BMPs and final site stabilization.
The following is a rough estimate of the anticipated construction sequence for site improvements. The
schedule outlined below is subject to change as the project progresses and as determined by the General
Contractor.
Table 1- Preliminary Permit and Construction Schedule
TASK BEGINNING ENDING DATE BMP-PHASE OF
DATE DEVELOPMENT"
Development Construction Permit
Issued by City of Fort Collins Jul. 2024 Aug. 2024 I
Overlot Grading (Demolition) Jul. 2024 Aug. 2024 I
Utility Installation Au . 2024 Sept. 2024 II
Paving and Vertical Construction Sept. 2024 Apri12025 III
Final Stabilization April 2025 June 2025 IV
Included in the back map pockets are two Site Plans: a"Static" Site Plan and a"Dynamic" Site Plan. The
"Static" plan serves to display the overall management plan all at once. However, proper
implementation of BMPs does not occur at once, and certain BMPs may move location in the
construction process; therefore, the "Dynamic" Site Plan is intended for the contractor to write in the
BMP symbols to document the location and time the BMPs are installed and maintained throughout the
entire construction process.
6.7 BMP INSPECTION
All temporary erosion control facilities shall be inspected at a minimum of once every two (2) weeks and
after each significant storm event or snowmelt. Repairs or reconstruction of BMPs, as necessary, shall
occur as soon as possible to ensure the continued performance of their intended function. It is the
responsibility of the SWMP Administrator to conduct bi-weekly inspections, maintain BMPs if needed,
keep records of site conditions and inspections, and update the SWMP as necessary.
The construction site perimeter, disturbed areas, all applicable/installed erosion and sediment control
measures, and areas used for material storage exposed to precipitation shall be inspected for evidence
of, orthe potential for, pollutants enteringthe drainage system. Erosion and sediment control measures
identified in the SWMP shall be observed to ensure they are operating correctly. Attention should be paid
to areas with a significant potential for stormwater pollution, such as demolition areas, concrete
washout locations, and vehicle entries to the site. The inspection must be documented to ensure
compliance with the permit requirements.
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6.8 BMP MAINTENANCE
Any BMPs not operating in accordance with the SWMP must be addressed as soon as possible,
immediately in most cases, to prevent the discharge of pollutants. If modifications are necessary, such
modifications shall be documented so that the SWMP accurately reflects on-site conditions. The SWMP
needs to accurately represent field conditions at all times.
Uncontrolled releases of mud, muddy water, or measurable amounts of sediment found offsite will be
recorded with a brief explanation of the measures taken to clean up the sediment that has left the site,
as well as the measures are taken to prevent future releases. This record shall be made available to the
appropriate public agencies (Colorado Department of Public Health and Environment, Water Quality
Control Division; Environmental Protection Agency; City of Fort Collins; etc.) upon request.
Preventative maintenance of all temporary and permanent erosion control BMPs shall be provided to
ensure the continued performance of their intended function. Temporary erosion control measures are
to be removed after the site has been sufficiently stabilized, as determined by the City of Fort Collins.
Maintenance activities and actions to correct problems shall be noted and recorded during inspections.
Inspection and maintenance procedures specific to each BMP identified with this SWMP are discussed in
Section 3. Details have also been included in Appendix B.
6.9 RECORD KEEPING
Documentation of site inspections must be maintained. The following items are to be recorded and kept
with the SWMP:
• Date of Inspection
• Name(s) and title(s) of personnel making the inspection
• Location(s) of sediment discharges or other pollutants from the site
• Location(s) of BMPs that need to be maintained
• Location(s) of BMPs that failed to operate as designed or proved inadequate
• Locations(s) where additional BMPs are needed that were not in place at the time of inspection
• Deviations from the minimum inspection schedule
• Descriptions of corrective action taken to remedy deficiencies that have been identified
• The report shall contain a signed statement indicating the site is in compliance with the permit to
the best of the signer's knowledge and belief after corrective actions have been taken.
Provided within Appendix E ofthis SWMP is an Example Inspection Log to aid in the record keeping of
BMP inspections and maintenance. Photographs, field notebooks, drawings, and maps should be
included by the SWMP Administrator when appropriate.
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
SWMP: SNOW RIDGE APARTMENTS
18 � 21
In addition to the Inspection Log, records should be kept documenting:
• BMP maintenance and operation
• Stormwater contamination
• Contacts with suppliers
• Notes on the need for and performance of preventive maintenance and other repairs
• Implementation of specific items in the SWMP
• Training events (given or attended)
• Events involving materials handling and storage
• Contacts with regulatory agencies and personnel
• Notes of employee activities, contact, notifications, etc.
Records of spills, leaks, or overflows that result in the discharge of pollutants must be documented and
maintained. A record of other spills responded to, even if they do not result in a discharge of pollutants,
should be made. Information that should be recorded for all occurrences includes the time and date,
weather conditions, reasons for the spill, etc. Some spills may need to be reported to authorities
immediately. Specifically, a release of any chemical, oil, petroleum product, sewage, etc., which may
enter waters of the State of Colorado (which indude surface water, groundwater, and dry gullies or
storm sewers leading to surface water) must be reported to the CDPHE.
Additionally, the "Dynamic Site Plan" is intended to be a"living" document where the SWMP
Administrator can handwrite the location of BMPs as they are installed to appropriately reflect the
current site conditions. Also on the "Dynamic Site Plan" is a"Table of Construction Sequence and BMP
Application/Removal" the SWMP Administrator can use to document when BMPs were installed or
removed in conjunction with construction activities. These items have been included as an aid to the
SWMP Administrator, and other methods of record keeping are at his or her discretion.
This Stormwater Management Plan (both the text and map) is not a static document. It is a
dynamic device intended to be kept current and logged as construction occurs. It shall be the
responsibility of the SWMP Administrator and/or the permit holder (or applicant thereof) to ensure
the plan is properly maintained and followed. Diligent administration is critical, including
processing the Notice to Proceed and noting on the Stormwater Management Plan the dates that
various construction activities occur and respective BMPs are installed and�or removed.
7.0 FINAL STABILIZATION AND LONG-TERM STORMWATER MANAGEMENT
7.1 FINAL STABILIZATION
Final stabilization of the site will be achieved by either leaving a gravel surface in place of the existing
asphalt roadway or by reseeding. If reseeding is to be used, all disturbed areas will be seeded, crimped,
and mulched within 24 hours of seeding per the FCDCM Chapter 2 Section 6.1.4.9.
Soil amendments such as compost, peat, aged manure, or other similar materials shall also be utilized.
Soil amendments shall be tilled into the soil to a minimum depth of 6" and should comply with the
requirements found in City Code Section 12-132 (also refer to Land Use Code 3.8.21).
Per the Landscaping Plans, the City of Fort Collins Upland Mix is specified everywhere other than around
the detention ponds. Per the Landscaping Plans, the City of Fort Collins Detention Basin Mix is specified.
Please refer to the landscaping plans for a more information.
NORTHERNENGINEERING.COM � 970.221.4158 SWMP: SNOW RIDGEAPARTMENTS
FORT COLLINS � GREELEY 19 � 21
Table 2- City Of Fort Collins Upland Mix
COMMON NAME PLS/ACRE
PLAINS COREOPSIS 0.17
ROCKY MTN PENSTEMON 0.35
PURPLE PRAIRIE CLOVER 0.81
INDIAIN BLANKETFLOWER 1.85
MEXICAN HAT 0.2
INDIAN RICEGRASS 1.13
SIDEOATS GRAMA 1.15
BUFFALOGRASS 3.27
BLUE GRAMA 0.25
BOTTLEBRUSH SQUIRRELTAIL 0.95
PRAI RI E J UN EGRASS 0.08
GREEN NEDDLEGRASS 1.01
SWITCHGRASS 0.71
WESTERN WHEAT 1.61
SAND DROPSEED 0.04
TOTAL 13.58
*If broadcast method is used, rates shall be doubled
Non-seed stabilization is expected to be completed soon after hardscape construction is complete.
Seeded areas will require more time to establish and may need to be irrigated to establish growth.
As defined by the Colorado Department of Public Health and Environment (CDPHE) in the General Permit
Application for Stormwater Discharges, "Final stabilization is reached when all soil disturbing activities
at the site have been completed, and uniform vegetative cover has been established with a density of at
least 70 percent of pre-disturbance levels or equivalent permanent, physical erosion reduction methods
have been employed." Establishment of 70 percent is required for a determination for project closure by
the City of Fort Collins.
7.2 LONG-TERM STORMWATER MANAGEMENT
The primary method of long-term stormwater management will be bio-retention basins. The bio-
retention basins will remove suspended sediment and pollutants from developed run-off before entering
drainage facilities downstream of the site.
After stabilization, before project closure, all sediment shall be removed from storm piping per FCDCM
Chapter 2 Section 6.1.4.9.
All disturbed areas will receive permanent paving or be vegetated per the Landscape Plan. Low Impact
Development (LID) treatment will provide significant water quality enhancement and will serve the long-
term stormwater management goals for this project.
8.0 ADDITIONAL SWMP AND BMP RESOURCES
Mile High Flood District
Urban Storm Drainage Criteria Manual - Volume 3"Best Management Practices"
NORTHERNENGINEERING.COM � 970.221.4158 SWMP: SNOW RIDGEAPARTMENTS
FORT COLLINS � GREELEY 20 � 21
Colorado Department of Transportation
Erosion Control and Stormwater Quality Guide
BMP Field Academy
EPA Menu of BMPs
Construction Site Storm Water Runoff Control
International Stormwater Best Management (BMP) Database
Rocky Mountain Education Center
Rocky Mountain Education Center
Red Rocks Community College, Lakewood
Keep It Clean Partnershi�
Boulder
9.0 REFERENCES
1. Drainage Report for Snow Ridge Apartments, Northern Engineering, April 3rd, 2024 (NE Project No.
2047-001)
2. City of Fort Collins Landsca�e Design Guidelines for Stormwater and Detention Facilities, November 5,
2009, BHA Design, Inc. with City of Fort Collins Utility Services.
3. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, adopted by Ordinance No. 174,
2011, and referenced in Section 26-500 (c) ofthe City of Fort Collins Municipal Code
4. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted,
Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007
5. Soil Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service,
United States Department of Agriculture.
6. Urban Storm Drainage Criteria Manual, Volumes 1-3, Mile High Flood Control District, Wright-
McLaughlin Engineers, Denver, Colorado, Revised April 2008.
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
SWMP: SNOW RIDGE APARTMENTS
21 � 21
NORTHERNENGINEERING.COM � 970.221.4158 SWMP: SNOW RIDGEAPARTMENTS
FORT COLLINS � GREELEY APPENDIX
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PROPOSED CONTOUR
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LIMIT OF DISTURBANCE
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
SILT FENCE
m�i��r��.�r�a
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CITY OF FORT COLLINS UPLAND MIX SEED
GENERAL NOTES:
1. CONTRACTOR SHALL IMMEDIATELY STABILIZE ALL DISTURBED SLOPES BY
CRIMP MULCHING OR SIMILAR METHODS.
2. SWMP ADMINISTRATOR:
Contact
Company
Address
Phone
3. CONTRACTOR TO PROVIDE VEHICLE TRACKING CONTROL FOR CONCRETE
WASHOUT AREA IF ACCESS IS OFF PAVEMENT.
4. NO MUD OR DEBRIS IS ALLOWED ON CITY STREETS. IF ANY DOES OCCUR,
CONTRACTOR SHALL SWEEP AND CLEAN IMMEDIATELY.
5. REFER TO THE FINAL DRAINAGE REPORT, DATED APRIL 3, 2023 BY NORTHERN
ENGINEERING FOR ADDITIONAL INFORMATION.
6. PAVER SYSTEM IS TO BE CONSTRUCTED AS PART OF THE LAST SEQUENCE OF
CONSTRUCTION TO MINIMIZE POTENTIAL FOR SEDIMENTATION.
7. FINAL STABILIZATION TO BE DONE IN ACCORDANCE WITH THE FINAL
LANDSCAPE PLAN.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
/
•
Know what's belOw.
Ca�� before you dig.
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
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� � � � — — — — _ � � � ` � ! TOTAL "ONSITE" AREA OF DISTURBANCE
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� � ��' ' �� I I � �� EST. PERCENT OF PROJECT AREA EXPOSED
�� ��\ �--- /� --�---5033—' —�--_ _���� `�\ l� \\ , EST. PERCENTVEGETATIVECOVER
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� — — — — — —soaz— _ _ \ I /� �� � \ � � ' — — � , , �� TOTAL VOLUME OF IMPORTED (+) / EXPORTED (-) MATERIALS
I � — � � — — — �` — — — — — � — — — — TOTAL AREA OF STOCKPILING OF FILL OR BORROW AREAS OFF
��� ��` ----5031---�� _--�—r/ �� \� � ��--�-- \ � / / �
� — ^ � — �i SITE
� \���� \��----� /—����`_ \� \�— -----------------\ — ' STEEPESTSLOPE
— - - � --------------- ��---"
_ _ - - � �.- - - - - - — _ _ � _ _ � _ _ — � � � DISTANCE FROM A RIPARIAN AREA OR SENSITIVE AREA
I
I
I
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0.72
0.67
0.05
N/A
N/A
N/A
100%
^'35%
17
N/A
5:2
V/A
ACRES
ACRES
ACRES
ACRES
DENSITY
FEET
CU B. YD.
SQ. FEET
H:V
FEET
NORTH
20 0 20 40 60 Feet
( IN FEET )
L E G E N D: � inch = 20 ft.
PROPOSED STORM SEWER
PROPOSED CONTOUR 93
EXISTING CONTOUR — — — —4953— — — — —
PROPOSED SWALE -------------------
LIMIT OF DISTURBANCE �oD
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY � ` � �
SILT FENCE
m�i��r��.�r�a
ROCK SOCK
RIPRAP
CONCRETE WASH AREA
VEHICLE TRACKING CONTROL PAD
INLET PROTECTION
BALE OUTLET PROTECTION
SLOPE DRAIN
SEDIMENT TRAP
—SF— SF
� -\ -�
�i
� RS
��
RP
CWA
VTC
O
IP
� BOP
� SD
ST
BALE INLET PROTECTION � BIP
EROSION CONTROL FABRIC EF
CITY OF FORT COLLINS UPLAND MIX SEED
GENERAL NOTES:
1. CONTRACTOR SHALL IMMEDIATELY STABILIZE ALL DISTURBED SLOPES BY
CRIMP MULCHING OR SIMILAR METHODS.
2. SWMP ADMINISTRATOR:
Contact
Company
Address
Phone
3. CONTRACTOR TO PROVIDE VEHICLE TRACKING CONTROL FOR CONCRETE
WASHOUT AREA IF ACCESS IS OFF PAVEMENT.
4. NO MUD OR DEBRIS IS ALLOWED ON CITY STREETS. IF ANY DOES OCCUR,
CONTRACTOR SHALL SWEEP AND CLEAN IMMEDIATELY.
5. REFER TO THE FINAL DRAINAGE REPORT, DATED APRIL 3, 2023 BY NORTHERN
ENGINEERING FOR ADDITIONAL INFORMATION.
6. PAVER SYSTEM IS TO BE CONSTRUCTED AS PART OF THE LAST SEQUENCE OF
CONSTRUCTION TO MINIMIZE POTENTIAL FOR SEDIMENTATION.
7. FINAL STABILIZATION TO BE DONE IN ACCORDANCE WITH THE FINAL
LANDSCAPE PLAN.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
/
,
Know what�s below.
Call before you dig.
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
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�� � �� � _ _ � � � � � � TOTAL DISTURBED PROJECT AREA
� � � � — — — — _ � � � ` � ! TOTAL "ONSITE" AREA OF DISTURBANCE
\
� � \ � � _ _ _ _ _ _ _ _ -so3a� i r � \ �� �l \\ ' TOTAL "OFFSITE" AREA OF DISTURBANCE
�� �� \� \ ,� � `� � � � � � � � I TOTAL STORAGE/STAGING AREA
� � \ � — -� / � � � � � � � � , TOTAL HAUL ROADS AREA
� � \ � i � � I � �� A CONSTRUCTION VEHICLE TRAFFIC AREA
� � ��' ' �� I I � �� EST. PERCENT OF PROJECT AREA EXPOSED
�� ��\ �--- /� --�---5033—' —�--_ _���� `�\ l� \\ , EST. PERCENTVEGETATIVECOVER
� � � EXISTING SOIL TYPE
i � � � _ _ i � � — — — � � �� \\ \ � � � � � ' � APPROX. GROUNDWATER DEPTH
i � � — — — — — l � � � � � � � � NUMBER OF PHASES W/ PROJECT
� — — — — — —soaz— _ _ \ I /� �� � \ � � ' — — � , , �� TOTAL VOLUME OF IMPORTED (+) / EXPORTED (-) MATERIALS
I � — � � — — — �` — — — — — � — — — — TOTAL AREA OF STOCKPILING OF FILL OR BORROW AREAS OFF
��� ��` ----5031---�� _--�—r/ �� \� � ��--�-- \ � / / �
� — ^ � — �i SITE
� \���� \��----� /—����`_ \� \�— -----------------\ — ' STEEPESTSLOPE
— - - � --------------- ��---"
_ _ - - � �.- - - - - - — _ _ � _ _ � _ _ — � � � DISTANCE FROM A RIPARIAN AREA OR SENSITIVE AREA
�
I
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0.��
0.67
0.05
N/A
N/A
N/A
100%
^'35%
17
N/A
5:2
V/A
ACRES
ACRES
ACRES
ACRES
DENSITY
FEET
CU B. YD.
SQ. FEET
H:V
FEET
NORTH
20 0 20 40 60 Feet
( IN FEET )
L E G E N D: � inch = 20 ft.
PROPOSED STORM SEWER
PROPOSED CONTOUR 93
EXISTING CONTOUR — — — —4953— — — — —
PROPOSED SWALE -------------------
LIMIT OF DISTURBANCE �oD
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY � ` � �
SILT FENCE
m�i��r��.�r�a
ROCK SOCK
RIPRAP
CONCRETE WASH AREA
VEHICLE TRACKING CONTROL PAD
INLET PROTECTION
BALE OUTLET PROTECTION
SLOPE DRAIN
SEDIMENT TRAP
—SF— SF
� -\ -�
�/
� RS
��
RP
CWA
VTC
O
IP
� BOP
� SD
ST
BALE INLET PROTECTION � BIP
EROSION CONTROL FABRIC EF
CITY OF FORT COLLINS UPLAND MIX SEED
GENERAL NOTES:
1. CONTRACTOR SHALL IMMEDIATELY STABILIZE ALL DISTURBED SLOPES BY
CRIMP MULCHING OR SIMILAR METHODS.
2. SWMP ADMINISTRATOR:
Contact
Company
Address
Phone
3. CONTRACTOR TO PROVIDE VEHICLE TRACKING CONTROL FOR CONCRETE
WASHOUT AREA IF ACCESS IS OFF PAVEMENT.
4. NO MUD OR DEBRIS IS ALLOWED ON CITY STREETS. IF ANY DOES OCCUR,
CONTRACTOR SHALL SWEEP AND CLEAN IMMEDIATELY.
5. REFER TO THE FINAL DRAINAGE REPORT, DATED APRIL 3, 2023 BY NORTHERN
ENGINEERING FOR ADDITIONAL INFORMATION.
6. PAVER SYSTEM IS TO BE CONSTRUCTED AS PART OF THE LAST SEQUENCE OF
CONSTRUCTION TO MINIMIZE POTENTIAL FOR SEDIMENTATION.
7. FINAL STABILIZATION TO BE DONE IN ACCORDANCE WITH THE FINAL
LANDSCAPE PLAN.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
/
,
Know what�s below.
Call before you dig.
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
T
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NORTHERNENGINEERING.COM � 970.221.4158 SWMP: SNOW RIDGEAPARTMENTS
FORT COLLINS � GREELEY APPENDIX
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SIGN TO INDICATE THE
co
.
B
,�.
CONTAIN WASTE CONCRETE
OR HARD SURFACE, GROUND SURFACE 4" TO 6" MAX AT CURBS,
2" IN SOIL OTHERWISE 6"-10" DEPENDING
ON EXPECTED SEDIMENT LOADS
ROCK SOCK SECTION ROCK SOCK PLAN
1�" (MINUS) CRUSHED ROCK
� RS ENCLOSED IN WIRE MESH
WIRE TIE ENDS�
0" ON BEDROCK
^NY GAP AT JOINT SHALL BE FILLED WITH AN ADEQUATE
�OUNT OF 1�" (MINUS) CRUSHED ROCK AND WRAPPED
TH ADDITIONAL WIRE MESH SECURED TO ENDS OF ROCK
=1NFORCED SOCK. AS AN ALTERNATIVE TO F�LLING JOINTS
=TWEEN ADJOINING ROCK SOCKS WITH CRUSHED ROCK AND
)DITIONAL WIRE WRAPPING, ROCK SOCKS CAN BE
/ERLAPPED iTYPICALLY 12-INCH OVERLAPi TO AVOID GAPS.
ROCK
�
CURB AND
NOTES:
i. CONCRETE WASHOUT AREA SHALL BE INSTALLED PRIOR TO ANY CONCRETE PLACEMENT ON SITE.
2. VEHICLE TRACKING CONTROL IS REQUIRED IF ACCESS TO CONCRETE WASHOUT AREA IS OFF PAVEMENT.
3. SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE, AT THE WASHOUT AREA, AND ELSEWHERE AS
NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CONCRETE WASNOUT AREA TO OPERATORS OF
CONCRETE TRUCKS AND PUMP RIGS.
4. THE CONCRETE WASHOUT AREA SHALL BE REPAIRED AND ENLARGED OR CLEANED OUT AS NECESSARY TO
MAINTAIN CAPACITY FOR WASTED CONCRETE.
5. THE CONCRETE WASHOUT SHOULD BE EMPTIED WHEN HALF OF TOTAL NOLDING CAPACITY HAS BEEN REACHED.
6. AT THE END OF CONSTRUCTION, ALL CONCRETE SHALL BE REMOVED FROM THE SITE AND DISPOSED OF AT AN
ACCEPTED WASTE SITE.
7. WHEN TNE CONCRETE WASHOUT AREA �S REMOVED, THE DISTURBED AREA SHALL BE SEEDED AND MULCHED OR
OTHERWISE STABIUZED IN A MANNER ACCEPTED BY THE CITY.
8. LOCATION OF CONCRETE WASHOUT AREA ON SHEET EC1 IS CONCEPTUAL ONLY. FINAL LOCATION TO BE
DETERMINED IN THE FIELD AT CONTRACTOR'S DISCRETION.
CWA
CONCRETE WASHOUT AREA
� RUNOFF _
N
�.
� TUBULAR
MARKER
MINIMUM 12"
WtRE ENCLOSED 1 7/2"
WASHED ROCK
GRADATION TABLE
MASS PERCENT
SIEVE SIZE PASSING SQUARE
MESH SIEVES
N0.4
2" 100
1-i l2" 90-100
1" 20-55
3!4" 0-15
3l8" 0-5
MATCHES SPECIFICATIONS FOR NO. 4 COARSE AGGREGATE FOR
CONCRETE PER AASHTO M43. ALL ROCK SHALL BE FRACTURED FACE,
ALL SIDES
ROCK SOCK INSTALLATION NOTES
7. SEE PLAN VIEW FOR:
- LOCATION (S) OF ROCK SOCKS.
2. CRUSHED ROCK SHALL 8E 1�" (MINUS) IN SIZE WITH A FRACTURED FACE (ALL SIDES) AND SHALL
COMPLY WITH GRADATION SNOWN ON THIS SNEET (1#° MINUS).
3. WIRE MESH SHALL BE FABRICATED OF 10 GAGE POULTRY MESH, OR EQUIVALENT, WITH A MAXIMUM
OPENING OF �", RECOMMENDED MINIMUM ROLL WIDTH OF 48".
4. WIRE MESH SHALL BE SECURED USING "HOG RINGS" OR WIRE TIES AT 6" CENTERS ALONG AL�
JOINTS AND AT 2" CENTERS ON ENDS OF SOCKS.
5. SOME MUNICIPALITIES MAY A�LOW THE USE OF FILTER FABRIC AS AN ALTERNATIVE TO WIRE MESH
FOR THE ROCK ENCLOSURE.
ROCK SOCK
INSTALLATION NOTES:
1. VEHICLE TRACKING CONTROL PAD SHALL BE LOCATED AT EVERY ACCESS POWT TO THE CONSIRUCTION SITE.
2. A SIGN SHALL 8E PLACED NEXT TO THE VEHICLE TRACKING CONTROL PAD TO DESIGNATE THE LOCATiON AS THE CONSIRUCTION ENIRANCE/EXIT.
3. VEHICLE TRACKING CONTROL PADS SHALL CONSIST OF HARD, DENSE, DURABLE STONE, ANGULAR IN SHAPE AND RESISTANT TO WEATHERING.
ROUNDED STONE (i.e. RIVER ROCK AND COBBLES) SHALL NOT 8E USED. THE STONES SHALL BE A MINIMUM OF 3" AND A MAXIMUM OF 6"
DIAMETER. THE STONES SHALL HAVE A SPECIFIC GRAVITY OF AT LEAST 2.6. CONTROL OF GRADATION WILL BE BY VISUAL INSPECTION.
4. ANY CRACKED OR DAMAGED CURB AND GUTTER AND SIDEWALK SHALL BE REPLACED BY CONTRACTOR.
5. ALTHOUGH NOT NORMALLY USED, THE CITY RESERVES THE RIGHT TO REQUIRE VEHICLE TRACKING CONTROL WITN A TEMPORARY CATTLE GUARD
AND/OR WHEEL WASH FACILITIES AT SITES WHERE TRACKING ONTO PAVED AREAS BECOMES A SIGNIFICANT PROBIEM AS DE7ERMINED 8Y THE CITY
INSPECTOR.
6. IF VEHICLE TRACKWG CONTROL WITH WHEEL WASH FACILITIES ARE REQUIRED, ALL WHEELS ON EVERY VEHICLE LEAVING THE SITE SHALL BE
CLEANED OF MUD USING A PRESSURE-WASHER. THE CONIRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A WATER SOURCE AND CONSTRUC1lNG
A WASHWATER SEDIMENT TRAP.
MAINTENANCE NOTES:
7. CONTRACTOR SHALL WSPECT VEHICLE TRACKING CONTROL PAD DAILY. ROCK SURFACE SHALL BE CLEAN AND LOOSE ENOUGH TO RUT SLIGHTLY
UNDER WHEEL LOADS AND CAUSE LOOSE ROCK TO DISLODGE MUD FROM TIRES. WHEN ROCK BECOMES COMPACTED OR FILLED WITH SEDIMENT SO
THAT THE EFFECTNENESS OF THE PAD IS DIMINISHED, CONTRACTOR SHALL RIP, TURN OVER, OR OTHERWISE LOOSEN ROCK, PLACE ADDITIONAL NEW
ROCK, OR REPLACE WITH NEW ROCK AS NECESSARY TO RESTORE EFFECTIVENESS.
2. SEDIMENT AND OTHER MATERIAL SPILLED, DROPPED OR TRACKED ONTO PAVED SURFACES SHALL BE REMOVED IMMEDIATELY OR BY THE END OF
EACH WORKING DAY.
3. VEHICIE TRACKING CONIROL PAD SHALI BE REMOVED AT THE END OF CONSTRUCTION. THE AREA SHOULD BE TOPSOILED, SEEDED, CRIMPED, AND
MULCHED OR OTHERWISE STABILIZED.
4. IF VEHICLE WHEEL WASH FACILITIES ARE REQUIRED, CONTRACTOR SHALL INSPECT VEHICLE TRACKING CONTROL AND WFiEEL WASH FACILIIIES DAILY.
ACCUMULATED SEOIMENTS SHALL BE REMOVEO FROM THE PAD SURFACE.
5. ACCUMULATED SEDIMENT IN THE WASHWATER/SEDIMENT TRAP SHALL BE REMOVED WHEN THE SEDIMENT REACHES AN AVERAGE DEPTH OF 12-INCHES.
i- 50' MIN. -'
NO MATERIALS INCLUDING 2x4'S, PIPES,
DIRT, GRAVEL OR ASPHALT, SHALL BE
PLACED IN GUTTER TO FACILITATE
MOUNTING CURB; HOWEVER, CURB
MAY BE CUT DOWN TO A HEIGHT OF 2"
OR HIGHER FOR EASIER ACCESS AND
REPIACED AT PROJECT COMPLETION.
OTHER ACCESS DEVICES MAY BE USED
AS ACCEPTED BY THE C�TY.
SECTION A
3" - 6" ROCK
20' MIN.
VTC
VEHICLE TRACKING PAD
SILT FENCE
NOT TO SCALE
(TWO LPER
BALE)
STRAW BALES
STAKE
TWINE
COMPACTED
BACKFILL � � � � �
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STORM� W�� � i
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GENERAL NOTES: �6 MIN �
1. INSPECT, REPAIR, AND REPLACE, (IF NECESSARY)
THE FlL'lERS AfTER EACH STORM EVENT.
PLAN
I��UIyxNIPPI
ir �
- II �
2. ALL BAlES MUST BE REPlACEO AFfER 12 S E C T I O N G- G
MONTHS UNlE55 APPROVAL IS GRANTE� BY
iHE ENGINEERING DIVISION FOR LONGER USE.
3. STRAW 8ALE5 SHAW BE TRENCHED INTO THE
GROUNO A MINIMUM OF 3".
ECTION Q O P
u
EXTEND UP SLOPE AS
NECESSARY TO PREVENT
WATER ENTRY FROM BEHIND
STRAW BALES
BALE OUTLET PROTECTION
IV
W1 NOTES:
iNsrn��a-rioN: PERVIOUS INSTALLATION
WHEN INSTALLING RUNNING LENGTHS OF WATTLES, BUTT THE SECOND
WATTLE TIGHTLY AGAINST THE FIRST, DO NOT OVERLAP TNE ENDS. STAKE F��
THE WATTLES AT EACH END AND FOUR FOOT ON CENTER. FOR EXAMPIE:
3'-4'
A 25 FOOT WATTLE USES 6 STAKES
A 20 FOOT WATTLE USES S STAKES �-
A 12 FOOT WATTLE USES 4 STAKES
/�!�
STAKES SHOULD BE DRIVEN THROUGN THE MIDDLE OF THE WATTLE.
LEAVING 2- 3 WCHES OF THE STAKE PROTRUDING ABOVE THE WATTLE A � �� � //� �/�,
HEAVY SEDIMENT LOAD WILL TEND TO PICK THE WATTLE UP AND COULD � �� '-
PULL IT OFF THE STAKES IF THEY ARE DRIVEN DOWN TOO LOW. IT MAY BE .� \` ; �� �'
NECESSARY TO MAKE A HOLE IN THE WATTLE WITH A PICK END OF YOUR . �
ADJACENT ROLLS SHALL
TIGHTLY ABUT
MADDOX IN ORDER TO GET THE STAKE THROUGH THE STRAW. WHEN � 4 -� �� '
STRAW WATTLES ARE USED FOR FLAT GROUND APPLICATIONS, DRNE THE i�% \ . � �
STAKES STRAIGHT DOWN; WHEN INSTALLING WATTLES ON SLOPES, DRIVE ��/ ,` � � � I�`/ 1�
THE STAKES PERPENDICULAR TO THE SLOPE. �;; ��� • � -� �
/ m�
/' /
DRIVE THE FIRST END STAKE OF THE SECOND WATTLE AT AN ANGLE ,��\'. , /
TOWARD THE FIRST WATTLE IN ORDER TO HELP ABUT THEM TIGHTLY N/ %/� � .�� (
TOGETHER. IF YOU HAVE DIFFICULTY DRIVING THE STAKE INTO EXTREMELY �� �,°� /� �,'� -�.. � .
,;R\, r > /�
HARD OR ROCKY SLOPES, A PILOT BAR MAY BE NEEDED TO BEGW THE �f� \��,( \���� ��-, �
STAKE HOLE � ��% `' , . ,. � .
/,. . ��,,�. �_- � � - ----
1"x 1" WOOD STAKES - -
� - -
18"-24" � . �
w, a w2 ws-ra��ATioN NorEs: WATTLES - DETAIL A yy �
1. THE LOCATION AND LENGTH OF WATTLE IS DEPENDENT ON THE CONDITIONS OF EACH SITE. �
2. WATTIES SHALL BE INSTALLED PRIOR TO ANY IAND-DISTURBING ACTIVITIES.
3. WAT(LES SHALL CONSIST OF STRAW, COMPOST, EXCELSIOR, OR COCONUT FIBER.
4. NOT FOR USE IN CONCENTRATED fLOW AREAS.
5. THE WATTLES SHALL BE TRENCHED INTO THE GROUND A MINIMUM OF TWO (2) INCHES.
6. WATTLES SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS.
7. ON SLOPES, WATTLES SHOULD BE INSTALLED ON CONTOUR WITH A SLIGHT DOWNWARD ANGLE AT THE END OF THE ROW IN ORDER TO PREVENT
PONDING AT THE MID SECTION.
8. RUNN WG LENGTHS OF WATTLES SHOULD BE ABUTiED FIRMLY TO ENSURE NO LEAKAGE AT THE ABUTMENTS.
9. SPACING - DOWNSLOPE:
VERTICAL SPACING FOR SLOPE INSTALLATIONS SHOULD BE DETERMINED BY SITE CONDITIONS. SLOPE GRADIENT AND SOIL TYPE ARE THE MAIN
FACTORS. A GOOD RULE OF THUMB IS:
1:1 SLOPES = 10 FEET APART
2:1 SLOPES = 20 FEET APART
3:1 SLOPES = 30 FEET APART
4:1 SLOPES = 40 FEET APART, ETC.
HOWEVER, ADJUSTMENTS MAY HAVE TO BE MADE FOR THE SOIL TYPE: FOR SOFT, LOAMY SOILS - ADJUST THE ROWS CLOSER TOGETHER;
FOR HARD, ROCKY SOILS - ADJUST THE ROWS FURTHER APART. A SECONDARY WATTLE PLACED BEHIND THE ABUTMENT OF TWO WATTLES IS
ENCOURAGED ON STEEP SLOPES OR WHERE JOINTS HAVE FAILED IN THE PAST.
1Q STAKING THE CITY RECOMMENDS USING WOOD STAKES TO SECURE THE WATfLES. 1/2" TO 5/8" REBAR IS ALSO ACCEPTABLE. BE SURE TO USE A
STAKE THAT IS LONG ENOUGH TO PROTRUDE SEVERAL INCHES ABOVE THE WATTLE: 18" IS A GOOD LENGTH FOR HARD ROCKY SOIL FOR SOFT
LOAMY SOIL USE A 24" STAKE.
IF THE BEHIND THE INLET IS NOT STABILIZED, A
BMP SHOUL USED TO PREVENT SEDIMENT FROM
ENTERING THE T
LIP OF GU'f'rER
SED
DEPOSITION
IMPERVIOUS INSTALLATION
EXISTING OR
PROPOSEDINLET
_ END ALL ABUT TIGHTLY
T CK OF CURB
TOP BACK CURB
FLOW LINE
�
�
� � STORM WATER LINE
� /� �
ZONE
SIDEWALK
TOP BACK
FLOW LINE
� �
LIP OF GUTTER \
WEIGHTED WATTLE
AT 45 DEG. TO CURB
W4 NOTES:
1. NUMBER OF WATTLES�
2. TUBULAR MARKERS SH
3. CITY RECOMMENDS ALL
/ WEIGHTED WATTLE �
CURB INLET WATTLE PROTECTION SETUP W3
WATTLE MAINTENANCE NOTES:
1. THE CONTRACTOR SHALL INSPECT WATTLES EVERY TWO WEEKS AND AFTER ANY SIGNIFICANT STORM EVENT AND MAKE REPAIRS OR REMOVE SEDIMENT
ACCUMULATED BEHIND WATTLE AS NECESSARY.
2. SEDIMENT ACCUMULATED BEHIND WATTLE SHALL BE REMOVED WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DIAMETER OF THE WATTLE.
3. WATTLES SHALL REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS STABILIZED AND IS ACCEPTED BY THE CITY.
TUBULAR
MARKER
W2 NOTES: � 4"-6" ABOVE WATTLE AFTER BAILING WIRE
OR NYLON ROPE IS ATTACHED. STAKES
WSTALLATION: NEED TO BE TAMPED UNTIL WIRE/ROPE IS
STAKES SHOULD BE DRIVEN ACROSS FROM EACH OTNER � SNUG WITH WATTLE.
AND ON EACH SIDE OF THE WATTLE LEAVING 4"-6" OF �
STAKE PROTRUDING ABOVE THE WATTLE. BAILING WIRE OR
NYLON ROPE SHOULD BE TIED TO THE STAKES ACROSS
THE WAl"rlE STAKES SHOULD THEN BE DRIVEN UNTIL THE
BAILING WIRE OR NYLON ROPE IS SUFFICIENTLY SNUG TO
THE WATTLE.
WHEN INSTALLING RUNNING LENGTHS OF WATTLES, TO �
PREVENT SHIFTING, BUTT THE SECOND WATTLE TIGHTLY
AGAINST THE FIRST, DO NOT OVERLAP THE ENDS. STAKES
SHOULD BE DRIVEN 1 FT FROM END, ACROSS FROM AND � I I
ON EACH SIDE OF WATTLE LEAVING 4'-6" OF STAKE ���
P R O T R U D I N G A B O V E T H E W A T T L E. B A I L I N G W I R E O R
1"x 1" WOOD STAKES
NYLON ROPE SHOULD BE TIED TO STAKES IN AN HOUR
GIASS FORMATION (FRONT TO BACK OF WATTLE "A", 18"-24"
ACROSS TO FRONT OF WATTLE B", ACROSS TO BACK AND I i I
BACK TO FRONT OF WATTLE "A"). STAKES SHOULD THEN BE � ��
DRIVEN IN UNTIL BAILING WIRE OR NYLON ROPE IS
SUFFICIENTLY SNUG TO THE WATTLE. � W2 NOTE�
� ONLY WATTLES MADE WITH COCONUT
FIBERS SHALL BE USED WNEN
INSTALLATION COMES IN CONTACT WITH A
WATER BODY.
1' 2�
^ TYP.
BAILIN('i WIRE OR
NYLON ROPE
1' 1'
� ENDS OF ADJACENT WATTLES
SHALL BE TIGHTLY ABU'f?ED
TO PREVENT SEDIMENT BYPASS
WATTLES - DETAIL B W2
W3, W4 8 WS NOTES:
1. WHEN USING STRAW WATTLE, THE STRAW WATTLE MUST NAVE A WEIGHTED
CORE.
2. ALL PRODUCTS SHALL BE WSTALLED PER THE MANUFACTURER'S
SPECIFICATIONS.
3. OTHER PRODUCTS MAY BE USED IN PLACE OF WEIGHTED WAT�LES UPON �
WRITTEN APPROVAL FROM THE CITY. NOTE: A COPY OF DETAILS AND
SPECIFICATIONS WIIL NEED TO BE INCORPORATED �NTO THE SWMP.
END SHALL ABUT TIGHTLY
TO BACK OF CURB
EXISTING OR SEDIMENT
PROPOSEO INLET DEPOSITION ZONE -
END SHALL
TIGHTLY ABUT TO
_ _ _ _.. _ _ BACK OF CURB
4' MAX. �
� STORM WATER LINE
SEDIMENT
POSITION
ING SHOULD BE DETERMINED BY THE SLO D SITE CONDITIONS.
� THE REQUIREMENTS OF MANUAL ON UNIFOR FFIC CONTROL DEVICES (MUTCD)
AT LEAST 3 CHECKDAMS WHEN USING THIS SETU .
CURBSIDE CHECKDAMS SETUP W4
WATTLE INSTALLATION DETAIL
WEIGHTED WATTLE
SIDEWALK
SIDEWALK CULVERT/CHASE/PAN
END SHALL
TIGHTLY ABUT TO
BACK OF CURB
LIP OF GUTTER
TOP BACK CURB
,- FLOW LINE
CONCRETE CHASE/TRICKLE CHANNEL SETUP W5
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CALL UTILITY NOTIFICATION CENTER OF
COLORADO
•
/
Know what�s below.
Call before you dig.
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
/j�/� PERIMCTCR JOINTANCHOR EF
UNDISTURBE�/ ///ff�\\ ANCHOR TRENCH,TVP.
SOIL I�TRENCH, TVP.
� TOP OF
�
CHANNELBANK
�
� � �
TVPE OF BLANKET FlS INDICATED IN PLAN VIEW. IN ALL OISTURBE� AREAS OF
STREAMS AND DRAINAGC GHF�NNE�S TO UEPTH "D" ABOVE CHANNEL INVERT.
BLANKET SHALL GENERALLV BE ORIENTED PARALLEL TO FLOW DIRECTION.
STAKING PATTERN SHALL MATCH BLANKET TVPE.
AT PIPE OUTLET AREAS OF STREAMS AND
DRAINAGE CHANNELS - DETAIL A
PERMANUFACTURERSPEC.ORTVPF20H'iSTAKING TYPEOF6LANKET.
(MATCH SPECIFIED BIANKET TVPE) SEE THE STAKING INOICATE� IN PLAN VIEW
PATTERNS=ETAIL ON NE T SHEET �
THE BLANKET SHALL
"�n" BE EXTENOEO TO THE
TOP OF CHHNNEL
>3 �
' � �` � O ' PLRIMETER
r,onnpncreo
F SUBGRA�E �NCNORTRENCH,TVP.
JOINT ANCHOR TRENCH, P/P.
IN DIVERSION DITCH OR SMALL DITCH DRAINAGE WAY - DETAIL B
STAGGER
BLANKETSHALLBE OVERLAPS
100°aSTRAWMIN. pVERLAPPINGJOINT.SEE
DLTFliL ON THIS SHEET
OIVERSION DITCH
TYPICALLV AT /
TOP OF SLOPE
■Q � � � PERMANUFACTURERSPEC.
,� a � OH IYPE 1 STAKING SEE
p � � THESTAKINGPATTERN
PERIMETERFlNCHOFiN[NCFi� DETAILONNEXTSHEET
SEE DETFIL ON THIS SHEET
OUTSIDE OF STREAMS AND DRAINAGE CHANNELS - DETAIL C
ANCHOR DETAILS
EROSION CONTROL
BLNNKE�,(�'�.)
�r�P r
�... -�
MIN.
�
rva.
j�'�
/ 1 i
SIN LE EOGE
// �
\ �srnKE m'P.i
\ COMPACTED
BNCKFILL (ttP.)
PERIMETER ANCHOR TRENCH
� ss -;__� �
;;`s�-�
TWO EDGES OF
TWO ADJACENT
ROLLS
JOINTANCHORTRENCH
� r ,�_�
,.,�
�,�lI�L00PFROM
V MIDDLEOF
ao��
INTERMEDIATE ANGHOR TRENCH
FL _�I��.
o,v�.----��= �
�
(' ...... :...:...
OVERLAPPING JOINT
3"MiN
�
� �
WOOD STAKEO0.DETAIL
ROLL WIDTH
W" (TVP.) 1/2.�W��
I � �y irz•w� r-�y-
PERIMETERANCHOR ��2 W
� TRENCH OR JOINT � � �*
ANCHORTRENCH,TVP.
t a � 12 ��W - � # �
IM I �rr�w° } .
STRAW-COCONUT - k �
' I STAKING PATTERNS c coNuroaexce� iorz
STRAW , tcFcnioN v�e�EusEiHEncctvtna�EsinHN� nnEUN nssHowrvneo�t
1. SEE PLAN VIEW FOR:
- lOCA710N OF PERIMEIER OF EROSION CON7ROl BLANKET.
-'fYPE OF BLANKET (S7RAW, S1RAW-COCO NUT, COCONUT, OR IXC�.SIOR).
- AREA 'A'IN SQUARE YARDS OF EACH TYPE OF BLANKET.
2. ALl ER�SION CONIROL BLANKEfS AND NETIiNG SHALL BE MADE OF 100[ NA'NRAI. AN� 810DEGRADABLE MA7ERIAL;
NO PLASTIC IX2 OhiER SYNTHEfIC MAIERIAI, EYEN IF PHOTO DEGRADABLE, 91ALL BE ALLOWED.
3. IN AREAS WFiERE EROSION CONIROL BLANKET IS 9i0WN ON iHE PlANS, 7HE PERMITiEE SHALL PIACE TOPSOIL AND
PERFORM FlNAL GRAOING, SURFACE PREPARATION, AND SEEDING BE10W 'THE �mING AND MULCHING, SUBqiADE
SHALL BE SM007H AND MOIST PWOR TO BLANKET INSTALLAiION AND iHE BIANKEf SHALL. BE IN FULL CONTACT
N7TH SUBGRADE, NO GAPS OR VOIDS SHALL DOST UN�ER iHE BIANKET.
4. PEPoMEfQt ANCHOR iR�iCH SFiALL BE USED AT W751DE PEftiMEfQt OF ALL BLANKEf AREAS.
5. JOINT ANCHOR 7ftENCH SHALL BE USED TO JOIN ROLL.S OF BLANKEfS TOGEh1ER (LIXJpNDINALLY AND iRANSVERSEl.'�
FOR ALL BLANKEfS IXCEPT S7RAW, WiICH MAY USE AN OVERLAPPMG JOINT.
8. IN7ERAIEDIA7E ANCHOR 7RENCH SHALL BE U�D AT SPAGNG OF ONE-HALF 7HE ROLL LENG7H FOR COCONUT AND
IXCELSIOR BLANKETS.
7. 1HE O�ERLAPPMG JdNT DETAIL SHALL 8E USED TO JdN ROLLS OF BLANI�IS TOGEIHER FOR BLANKE'15 ON5LOPES.
B. MATERIAL �EqFlCATI0N5 OF EROSION CON7ROL BLANI�T SNALL CONFORM TO TABLE BELOW.
9. ANY AREAS OF SEEDING AND MULqiING DISTURBFD IN 7HE PROCESS OF INSTAWNG ER0.S10N CANiROL BLANKEf SHALL
8E RE-SEEOED AND MULCHm.
10.DETAILS ON OESIGN PUNS FOR MAJOR DRAINAGE-WAY STABILIZATION X7LL GO�ERN IF DIfFERENT FROM ONES SHOWN
HERE.
rvvE cocoNur sranN ExcE�sio
CONTEM CONTE T CONTENT NETTING MIN.
STRAW' � 100% DOUBLE/NATURAL
-�- 1 30% MIN. ]p% MHX. - �OUBLE/NFTURAI.
5 GOCONUiU i00% �OUBLE/NATURAL
E(:ELSIOF 100% �OU6LE/NHTURNL
Foa oursioE oF siaEaMs nr�o oaai�uacE cHnNNE�s
F120SON CON7ROL BLANKE? MA�NTENANCE NO'fES
7. 7HE CONSTRUC710N SIiE OPERATOR �IALL INSPECT EROSION CONTRIX. BIANKEfS WEEKIY, WRING AND AFfEft ANY
STORM EI�NT ANO MAKE REPAIRS AS NE�SSARY.
2 EROSION CON'iROL BLWKE� IS TO BE LEFT IN PLACE UNLESS REWESTED TO BE REAIO�FD BY'iFiE TOWN.
3. ANY EROSION CON7ROL BLANKET PULLED WT, TORN, OR O7HERN7� DAMAI;ED 9iALL BE RE-INSTALLID. ANY
SUBIXiADE AREAS 80.0W 7HE BIANKET iHAT HA�E ERODED TO CREATE A VOID UNOER 1HE BLANKEf, OR THAT REMNN
DEVDID OF ptASS SHALL BE REPAIRED. RE-SEEDm AND MULCHm AND THE FR090N l�N7ROL BtANKEf RONSTALLED.
EROSION CONTROL BLANKET
T
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11 of 22
ROCK SOCK JOINTING
�2" MIN. � 6° MIN.
� Fl-�� � 6° MIN.
■ Develop Site Plan
■ Obtain Site Survey, Hydrology and Soils
Information
• Prepare SWMP
Representative Phases:
■ Clearing and Grubbing
■ Rough Grading
■ Road Construction
• Utility and Infrastracture Installation
■ Vertical Construction (Buildings)
■ Final Grading
• Revegetate Site
• Activate Post Construction BMPs
(e.g., convert sediment basin to extended
detention basin)
■ Remove Temporary BMPs
■ Obtain Stormwater Construction Permits
(State and Local)
• Obtain Other Relevant Permits
(e.g., 404 , Floodplain, Dewatering)
Management Practices:
■ Phase Construction Activities to Minimize
Disturbed Area at a Given Time
• Sequence Contruction within Phases to Avoid
Idle Disturbed Areas
• Install, Inspect and Proactively Maintain BMPs
Appropriate for Each Phase of Construction
• Maintain and Update SWMP as Construction
Progresses
• Closeout State and Local Stormwater Permits
Figure 7-2. Construction Stormwater Management
November 2010 Urban Drainage and Flood Control District 7-13
Urban Storm Drainage Criteria Manual Voluine 3
Chapter 7 Construction BMPs
Construction BMPs
Table 7-2. Overview of Construction BMPs
Construction BMPs
Erosion Sediment Site/Material
Functions Control Control Management
Erosion Control BMPs
Surface Roughening Yes No No
Temporary/Permanent Seeding Yes No No
Soil Binders Yes No Moderate
Mulching Yes Modcrate No
Compost Blankets and Filter Berms Yes Moderate No
RolledFrosion Control Products Yes No No
Temporary Slope Drains Yes No No
Temporary Outlet Protection Yes Moderate No
Rough Cut Street Control Yes Moderate No
Farth Dikes / Drainage Swales Yes Moderate No
Terracing Yes Moderate No
Check Dams Yes Moderate No
Streambank Stabiliration Yes No No
Wind Ni-osion / llust Control Yes No Moderate
Sediment Control BMPs
Silt Fence No Yes No
Sediment Control Log Modcrate Yes No
StrawBale Barrier No Moderate No
Brush Barrier Moderate Moderate No
Rock Sock (perimeter control) No Yes No
Inlet Protection (vai-ious forms) No Yes No
Sediment Basins No Yes No
S ediment Traps No Yes No
Vegetative Buffers Moderate Yes Yes
Chemical Treatment Moderatc Ycs No
Materials Management
Concrete Washout Area No No Yes
Stockpile Management Yes Yes Yes
Good Houskeeping (mulYiple practices) No No Yes
Site Management and Other Specific Practices
Construction Phasing Moderatc Moderate Yes
Protection of F�isting Vegetation Yes Moderate Yes
Construction Fence No No Yes
Vehicle Tracking Control Moderate Yes Yes
Stabilized Construction Roadway Yes Moderate Yes
Stabilized Staging Area Yes Moderate Yes
Street Sweeping / Vacuuming No Yes Yes
Temporary Diversion Channel Yes No No
Dewatering Operations Moderate Yes Yes
Temporary Stream Crossing Yes Yes No
Temporary I3atch Plants No No Yes
Paving andGrinding Operations No No Yes
7-14 UrUan Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Voluine 3
Surface Roughening (SR) EC-1
Description
Surface roughening is an erosion control
practice that involves tracking,
scarifying, imprinting, or tilling a
disturbed area to provide temporary
stabilization of disturbed areas. Surface
rougheni��g creates variations in the soil
surface that help to minimize wind and
water erosioil. Depending on the
technique used, surface roughening may
also help establish conditions favorable
to establishment of vegetation.
Appropriate Uses
Surface roughening can be used to
provide temporary stabilization of
disturbed areas, such as when
�
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revegetation cannot be immediately established due to seasonal planting limitatio��s. Surface roughening
is not a stand-alone BMP, and should be used in conjunction with other erosion and sediment controls.
Surface roughening is often implemented in conjunction with grading and is typically performed using
heavy construction equipment to track the surface. Be aware that tracking with lieavy equipment will also
compact soils, which is not desirable in areas that will be revegetated. Scarifying, tilling, or ripping are
better surface roughening techniques in locations where revegetation is planned. Roughening is not
effective in very sandy soils and cannot be effectively performed in rocky soil.
Design and Installation
Typical design details for surfacing roughening on steep and mild slopes are provided in Details SR-1 and
SR-2, respectively.
Surface roughening should be perfarmed either after final grading or to temporarily stabilize an area
during active construction that may be inactive fior a short time period. Surface roughening should create
depressions 2 to 6 inches deep and approximately 6 inches apart. The surface of exposed soil can be
roughened by a number of techniques and equipment. Horizontal grooves (running parallel to the
contours of the land) can be made using tracks from equipment treads, stair-step grading, ripping, or
tilling.
Fill slopes can be constructed with a roughened surface. Cut slopes that have been smooth graded can be
roughened as a subsequent operation. Roughening should follow along the contours of the slope. The
tracks left by truck mounted equipment working perpendicular
to the contour can leave acceptable horizontal depressions; Surface Roughening
however, the equipment will also compact the soil. Functions
Erosion Control Yes
Sediment Coniro] No
Site/Material Management No
November 2010 Urban Drainage and Flood Control District SR-1
Urban Starm Draiilage Criteria Manual Volume 3
Photograph SR-1. Surface roughening via imprinting for temporary
stabilization.
EC-1 Surface Roughening (SR)
Maintenance and Removal
Care should be taken not to drive vehicles ar equipment over areas that have been surface roughened.
Tire tracks will smooth the rougl�ened surface and may cause runoff to collect into rills and gullies.
Because surface roughening is only a temporary control, additional treatments may be necessary to
maintain the soil surface in a roughened condirion.
Areas should be inspected for signs of erosion. Surface roughening is a temporary measure, and will not
provide long-term erosion control.
SR-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Surface Roughening (SR) EC-1
�
2�� T�
4" DEEP
FOR LOW SLOPES (LESS THAN 3:1)
SR
November 2010 Urban Drainage and Flood Control District SR-3
Urban Starm Draiilage Criteria Manual Volume 3
SR-1. SURFACE ROUGHENING
FOR STEEP SLOPES (3:1 OR STEEPER)
SR-2. SURFACE ROUGHENING
EC-1 Surface Roughening (SR)
SURFACE ROUGHENING INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-LOCATION(S) OF SURFACE ROUGHENING.
2. SURFACE ROUGHENING SHALL BE PROVIOEO PROMPTLY AFTER COMPLETION OF FINISHED
GRADING (FOR AREAS NOT RECEIVING TOPSOIL) OR PRIOR TO TOPSOIL PLACEMENT OR ANY
FORECASTEQ RAIN EVENT.
3. AREAS WHERE BUILDING FOUNDATIONS, PAVEMENT, OR S00 WILL BE PLACED WITHOUT
DELAY IN THE CONSTRUCTION SEQUENCE, SURFACE ROUGHENING IS NOT REQUIRED.
4. DISTURBED SURFACES SHALL BE ROUGHENEO USING RIPPING OR TILLING EQUIPMENT ON
THE CONTOUR OR TRACKING UP ANO DOWN A SLOPE USING EQUIPMENT TREADS.
5. A FARMING DISK SHALL NOT 8E USED FOR SURFACE ROUGHENING.
SURFACE ROUGHENING MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, ANO MAINTAIN THEM IN EFFECTIVE OPERATING CONOITIQN.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
EROSION, ANO PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS ANO CORRECTivE ME�,SURES SHou�� BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACE UPON DISCOVERY OF THE FAILURE.
4. VEHICLES ANO EQUIPMENT SHALL NOT BE �RIVEN OVER AREAS THAT HAVE BEEN SURFACE
ROUGHENED.
5. IN NON-TURF GRASS FINISHED AREAS, SEEDING AND MULCHING SHALL TAKE PLACE
DIRECTLY OVER SURFACE ROUGHENED AREAS WITHOUT FIRST SMOOTHING OUT THE SURFACE.
6. IN AREAS NOT SEEDED AND MULCHED AFTER SURFACE ROUGHENING, SURFACES SHALL BE
RE-ROUGHENED AS NECESSARY TO MAINTAIN GROOVE DEPTH AND SMOOTH OVER RILL
EROSION.
(DETAILS ADAPiEO fROM TOWN OF PARKER, COLORADO, NOT AVAILABLE IN RUTOCAO)
NaTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH OETAIL SHOULD 8E USEO WHEN
DIFFERENCES ARE NOTED.
SR-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary and Permanent Seeding (TS/PS) EC-2
Description
Temparary seeding can be used to
stabilize disturbed areas that will be
inactive for an extended period.
Permanent seeding should be used to
stabilize areas at final grade that will not
be otherwise stabilized. Effective seeding
includes preparation of a seedbed,
selection of an appropriate seed mixture,
proper planting techniques, and protection
of the seeded area with mulch, geotextiles,
or other appropriate measures.
Appropriate Uses
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; ;� ` ,��.: �^' �i��.� �
�F�r.. � •�.'. � _ ..
Wl�en the soil surface is disturbed and
Photograph TS/PS -l. Equipment used to drill seed. Photo courtesy of
will remaii� inactive for an extended Douglas County.
period (typically 30 days or longer),
proactive stabilization measures should be implemented. If the inactive period is short-lived (on the order
of two weeks), techniques such as surface roughening may be appropriate. For longer periods of
inactivity, temporary seeding and mulching can provide effective erosion control. Permanent seeding
should be used on finished areas that have not been otherwise stabilized.
Typically, local governments have their own seed mixes and timelines for seeding. Check ju�-isdictional
requirements for seeding and teinporary stabilization.
Design and Installation
Effective seeding requires proper seedbed preparation, selection of an appropriate seed mixture, use of
appropriate seeding equipment to ensure proper coverage and density, and protection with mulch or fabric
until plants are established.
The USDCM Volume 2 Revegetation Chapter contains detailed seed mix, soil preparations, and seeding
and mulching recommendations that may be referenced to supplement this Fact Sheet.
Drill seeding is the preferred seeding method. Hydroseeding is not recommended except in areas where
steep slopes prevent use of drill seeding equipment, and even in these instances it is preferable to hand
seed and mulch. Some jurisdictions do not allow hydroseeding or hydromulching.
Seedbed Preparation
Prior to seeding, ensure that areas to be revegetated have
soil conditions capable of supporting vegetarion. Overlot
�rading can result in loss of topsoil, resulting in poor quality
subsoils at the ground surface that have low nutrient value,
little organic matter content, few soil microorganisms,
rooring restrictions, and conditions less conducive to
infiltration of precipitation. As a result, it is typically
necessary to provide stockpiled topsoil, compost, or other
Temporary and Permanent Seeding
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management No
Noveinber 2010 Urban Drainage and Flood Control District TS/PS-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-2 Temporary and Permanent Seeding (TS/PS)
soil amendments and rototill them into the soil to a depth of 6 inches or more.
Topsoil should be salvaged during grading operations for use and spread on areas to be revegetated later.
Topsoil should be viewed as an i�nportant resource to be utiliaed for vegetation establishment, due to its
wat�er-holding capacity, struct�ure, texture, organic matter content, biological activity, and nlitrient content.
The rooting depth of most native grasses in the semi-arid Denver metropolitan area is 6 to 18 inches. At a
minimum, tl�e upper 6 inches of topsoil should be stripped, stockpiled, and ulrimately respread across
areas that will be revegetated.
Where topsoil is not available, subsoils should be amended to provide an appropriate plant-growth
medium. Organic nlatter, such as well digested coinpost, can be added to improve soil cl�aracteristics
conducive to plant growth. Other treatments can be used to adjust soil pH conditio��s when needed. Soil
testing, which is typically inexpensive, should be completed to determine and oprimize the types and
amouilts of ainendments that are required.
If the disturbed ground surface is compacted, rip or rototill the surface prior to placi�lg topsoil. If adding
compost to the existing soil surface, rototilling is necessary. Surface roughening will assist in placement
of a stable topsoil layer on steeper slopes, and allow infiltration and root penetration to greater depth.
Prior to seeding, the soil surface should be rough and the seedbed should be firm, but neither too loose
nar compacted. The upper layer of soil should be in a condition suitable for seeding at the proper depth
and conducive to plant growth. Seed-to-soil contact is the key to good germination.
Seed Mix for Temporary Vegetation
To provide temparary vegetative cover on disturbed areas which will not be paved, built upon, or fully
landscaped ar worked for an extended period (typically 30 days or more), plant an annual grass
appropriate for the time of planting and mulch the planted areas. Annual grasses suitable for the Denver
metropolitan area are listed ii1 Table TS/PS-1. These are to be considered only as general
recommendations when specific design guidance for a particular site is not available. Local governments
typically specify seed mixes appropriate for their jurisdiction.
Seed Mix for Permanent Revegetation
To provide vegetative cover on disturbed areas that have reached final grade, a perennial grass mix should
be established. Permanent seeding should be perforined promptly (typically within 14 days) after
reaching final grade. Each site will have different characteristics and a landscape professiona] ar the local
jurisdiction should be contacted to determine the most suitable seed mix far a specific site. In lieu of a
specific recommendation, one of the perennial grass lnixes appropriate for site conditions and growth
season listed ii� Table TS/PS-2 can be used. The pure live seed (PLS) rates of application recommei�ded
in these tables are considered to be absolute minimum rates for seed applied using proper drill-seeding
equipment.
If desired for wildlife habitat or landscape diversity, shrubs such as rubber rabbitbrush (Chrysothamnus
nauseosus), fourwing saltbush (Atriplex canescens) and skunkbrush sumac (Rhus trilobata) could be
added to the upland seedinixes at 0.25, 0.5 and 1 pound PLS/acre, respectively. In riparian zones,
planting root stock of such species as American plum (Prunu�s am.ericana), woods rose (Rosa woodsii),
plains cottonwood (Populus sargentii), and willow (Populus spp.) may be considered. O» non-topsoiled
upland sites, a legume such as Ladak alfalfa at 1 pound PLS/acre can be included as a source of nitrogen
far perennial grasses.
TS/PS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary and Permanent Seeding (TS/PS) EC-2
Seeding dates for the highest success probability of perenni�l species along the Front Range are generally
in the spring from April through early May and in the fall after the first of September until the ground
freezes. If the area is irrigated, seeding may occur in suminer months, as well. See Table TS/PS-3 for
appropriate seeding dates.
Table TS/PS-L Minimum Drill Seeding Rates for Various Temporary Annual Grasses
Pounds of Planting
Speciesa Growth Pure Live Seed Depth
(Common name) Season� (PLS)/acre` (inches)
1. Oats Cool 35 - 50 1- 2
2. Spring wheat Cool 25 - 35 1- 2
3. Spring barley Cool 25 - 35 1- 2
4. Annual ryegrass Cool 10 - 15 1/z
5. Millet Warm 3- 15 '/z - 3/a
6. Sudangrass Warm 5-10 '/z - 3/a
7. Sorghum Warm 5-10 1�2 - 3�4
8. Winter wheat Cool 20-35 1- 2
9. Winter barley Cool 20-35 1- 2
10. Winter rye Cool 20-35 1- 2
11. Triticale Cool 25-40 1- 2
� Successful seeding of an»ual grass resiilt�ing in adequate plant growth will
ustially produce enough dead-plant residue to provide protecrion from
wind and water erosion for an additional year. This assumes that the cover
is not disturbed or mowed closer than 8 inches.
Hydraulic seeding may be substituted for drilling only where slopes are
steeper than 3:1 or where access limitarions exist. When hydraulic
seeding is used, hydraulic mulching should be applied as a separate
operation, when practical, to prevent the seeds from being encapsulated in
the mulch.
e See Table TS/PS-3 for seeding dates. Irrigation, if consistently applied,
may extend the use of cool season species during the summer months.
� Seeding rates should be doubled if seed is broadcast, ar increased by 50
percent if done using a Brillion Drill or by hydraulic seeding.
November 2010 Urban Drainage and Flood Control District TS/PS-3
Urban Starm Draiilage Criteria Manual Volume 3
EC-2 Temporary and Permanent Seeding (TS/PS)
Table TS/PS-2. Minimum Drill Seeding Rates for Perennial Grasses
Common" Botanical Growth Growth Seeds/ Pounds of
Name '.Vame Seasonb Form Pound PLS/acre
Alakali Soil Seed Mix
Alkali sacaton S��orobolus airoir/es Coo1 Bunch 1,750,000 0.25
Basin wildrye EI>>meds crnereus Cool Bunch 165,000 2.5
Sodar streambank wheatgrass �lgropyron ripariiem 'Sodar�' Cool Sod 170,000 2.5
Jose ta11 wheatgrass Agro��yron elongatum Jose' Cool Bunch 79,000 7.0
An�iba western wheatgrass Agropyron smitl�rr 'Arr•iba' Cool Sod 1] 0,000 5.5
Total 17.75
Fertile Loamy Soil Seed Mix
Ephriam crested wheatgrass �ST�°L�?'��on cristaturn Cool Sod 175,000 2.0
'Ephriam'
Dura] hard fesc�ue Festuca orina 'duriuscula' Cool Bunch 565,000 1.0
Lincoln smooth brome Bronrus iraermi.r leyss Cool Sod 130,000 3.0
Zrnt�oln'
Sodar streambank wheatgrass Agr•o��yron riparium 'Sodar-' Cool Sod 170,000 2.5
Airiba westem wheatgrass Agropvror� smithii Arriba' Cool Sod 110,000 7.0
Total 15.5
High Water Table Soil Seed Mix
Meadow foxtail Alopecu��us pratensis Cool Sod 900,000 0.5
Redtop A�rostis alba Wa��m Open sod 5,000,000 0.25
Reed canarygrass Phalm•is a�•u�idinucea Cool Sod 68,000 0.5
Lii�coln smooth brome Bromus inermi.c leys,s Cool Sod 130,000 3.0
'Lincoln'
Pathfinder switchgrass Puraicum virgatun� Warm Sod 389,000 1.0
'Path fitzcter,
�Igropyron elongatttm
Alkar tall wheatgrass Alkm-' Cool Bunch 79,000 5.5
Total 10.75
Transition Turf Seed Mix`
Ruebens Canadian biuegrass Poa compre,ssa 'Ruehens' Cool Sod 2,500,000 0.5
Dural hard fescue Fe,stuca o>>ina 'dw�ii�scula' Cool Bunch 565,000 1.0
Citation perennial ryegrass Goldum perenne 'Citalion' Cool Sod 247,000 3.0
Lincoln smooth brome Bromus rnermis leyss Cool Sod 130,000 3.0
'Li�uoh:'
Total 7.5
TS/PS-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary and Permanent Seeding (TS/PS) EC-2
Table TS/PS-2. Minimum Drill Seeding Rates for Perennial Grasses (cont.)
Common Botanical Growth Crowth Seeds/ Pounds of
Name Name Scason�' Form Pound PLS/acre
Sandy Soil Seed Mix
Blue grama Bouteloua gi-acili.r Wa� Sod-forming 825,000 0.5
bunchgrass
Camper litYle bluestem Scl�izachyrium scopar•ium Wa� Bunch 240,000 1.0
'Camper'
Prairie sandreed Calarnorilfa longifolia Wann Open sod 274,000 1.0
Sand dropseed SUorobolus cr_��ptandrus Cool Bunch 5,298,000 0.25
Vaughn sideoats grama Bouteloua curtipendula Warm Sod 191,000 2.0
'Vuughn'
Arriba western wheatgrass ngropyron srnitliii '�lrriha' Cool Sod 110,000 5.5
Total 10.25
Heavy Clay, Rocky Foothill Seed Mix
Ephriam crested wheatgrass`� ��r°Pyrorr cristazum Cool Sod 175,000 1.5
'Ephriam'
Oahe Intermediate wheatgrass ��'�opyron inteT•medium Cool Sod 115,000 5.5
'Ouhe'
Vaughn sideoats grama� Bouteloua cw-tipe�zdula �Iarni Sod 191,000 2.0
'Vt,ughn'
Lineoln smooih brome Bro»�us inermi.r ley,ss Cool Sod 130,000 3.0
'Lincoln'
Arriba western wheatgrass Agropyron ,smithii 'An-ibu' Cool Sod 110,000 5.5
Total 17.5
a All of the above seeding mixes and rates are based on drill seeding followed by crimped hay or straw mulch. These rates
should be doubled if seed is broadcast and should be increased by 50 }�ercent if the seeding is done using a Brillion Drill or is
applied through hydraulic seeding. Hydraulic seeding may be subsrituted for drilling only where slopes are steeper than 3: I.
If hydraulic seeding is used, hydraulic mulching should be done as a separate operation.
b See Table TS/PS-3 for seeding dates.
` If site is to be irrigated, the h-ansirion turf seed rates should be doubled.
`� Crested wheatgrass should noY be used on slopes steeper than 6H to 1V.
` Can substitute 0.5 lbs PLS oP blue grama for the 2.0 lbs PLS of Vaughn sideoa[s grama.
Noveinber 2010 Urban Drainage and Flood Control District TS/PS-5
Urban Starm Draiilage Criteria Manual Volume 3
EC-2 Temporary and Permanent Seeding (TS/PS)
Table TS/PS-3. Seeding Dates for Annual and Perennial Grasses
Annual Grasses Perennial Grasses
(Numbers in table reference
species in Table TS/PS-1)
Seeding Dates Warm Cool Warm Cool
Jamiary 1—March 15 ✓ ✓
March 16—April 30 4 1,2,3 ✓ ✓
May 1—May 15 4 ✓
May 16—June 30 4,5,6,7
July 1—July 15 5,6,7
July 16—August 31
September 1—September 30 8,9,10,11
October 1—December 31 ✓ ✓
Mulch
Cover seeded areas with mulch or an appropriate rolled erosion control product to p�-omote establishment
of vegetation. Anchor mulch by crimping, netting or use of a non-toxic tackifier. See the Mulching BMP
Fact Sheet for additional guidance.
Maintenance and Removal
Monitar and observe seeded areas to identify areas of poar growth or areas Chat fail to germinate. Reseed
and mulch these areas, as needed.
An area that has been permanently seeded should have a good stand of vegetation within one growing
season if irrigated and within three growing seasons without irrigation in Colorado. Reseed portions of
the site that fail to germi»ate or remain bare after the first growing season.
Seeded areas may require irrigation, patticularly during extended dry periods. Targeted weed control may
also be necessary.
Protect seeded areas from construction equipment and vehicle access.
TS/PS-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Soil Binders (SB)
Description
Soil binders include a broad range of
treatments tl�at cail be applied to exposed
soils for temporary stabilization to reduce
wind and water erosion. Soil binders may
be applied alone oi• as tackifiers in
co»junction with mulching and seeding
applications.
Ack-n�owledgement: This BMP Fact Sheet
has been adapted fi�om the 2003
California Stormwater Quality
Association (CASQA) Stormwater BMP
Han�lbook: Construction
(www.cabmpha�dbooks.com.).
Appropriate Uses
�� ' },
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e" � '� �
EC-3
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- r _ �
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'f 1 j - - w-�
�r` �� -- � t,.
_. , r
Photograph SB-l. Tackifier being applied to provide temporary soil
stabilization. Photo courlesy of Douglas County.
Soil binders can be used for shart-term, temporary stabilization of soils on both mild and steep slopes.
Soil binders are often used in areas where work has temporarily stopped, but is expected to resume before
revegetation can become established. Binders are also useful on stockpiled soils or where temporary or
pennanent seeding has occurred.
Prior to selecting a soi] binder, check with the state and local jurisdiction to ensure that the chemicals
used in the soil binders are allowed. The water quality impacts of some types of soil binders are relatively
unknown and may not be allowed due to concerns about potential environmental impacts. Soil binders
must be environmentally benign (non-toxic to plant and animal life), easy to apply, easy to maintain,
economical, and should not stain paved or painCed surfaces.
Soil binders should not be used in vehicle or pedesirian high traffic areas, due to loss in effectiveness
under these conditions.
Site soil type will dictate appropriate soil binders to be used. Be aware that soil binders may not funcrion
effectively on silt or clay soils or highly compacted areas. Check manufacturer's recommendations for
appropriateness with regard to soil conditions. Some binders may not be suitable for areas with existing
vegetation.
Design and Installation
Properties of common soil binders used for erosion control
are provided in Table SB-1. Design and installation
guidance below are provided for general reference. Follow
the manufacturer's instructions for application rates and
procedures.
Soil Binders
Functions
Erosion Control Yes
Sediment Control No
Site/Material Mana ement Moderate
November 2010 Urban Drainage and Flood Control District SB-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-3
Soil Binders (SB)
Table SB-1. Properties of Soil Binders for Erosion Control (Source: CASQA 2003)
Binder Type
Evaluation Criteria Plant Material Plant Material Polymeric Cementitious-
Based Based Emulsion Blends Based Binders
(short lived) (long lived)
Resistance to Leaching High High Low to Moderate Moderate
Resistance to Abrasion Moderate Low Moderate to High Moderate to High
Longevity Short to Medium Medium Medium to Long Medium
Minimum Curing Time 9 to 18 hours 19 to 24 hours 0 to 24 hours 4 to 8 hours
before Rain
Compatibility with
Existing Vegetation Good Poor Poor Poor
Photodegraclable/ Photodegradable/
Mode of Degradation Biodegradable Biodegradable Chemically Chemically
Degradable Degradable
Specialized Application Water Truck or Water Truck ar Water Truck or Water Truck or
Hydraulic Hydraulic
Equipment Hydraulic Mulcher Hydraulic Mulcher
Mulcher Mulcher
Liyuid/Powder Powder Liquid Liquid/Powder Powder
Yes, but Yes, but dissolves on
Surface Crusting dissolves on Yes Yes
rewetting
rewetting
Clean Up W ater W ater W ater W ater
Erosion Control Varies Varies Varies 4,000 to 12,000
Application Rate lbs/acre Typ.
SB-2 Urban Drainage and Flood Control District November 2010
Urbail Storm Drainage Criteria Manual Voluine 3
Soil Binders (SB)
Factors to consider when selecting a soil binder generally include:
EC-3
■ Suitability to situation: Consider where the soil binder will be applied, if it needs a high resistance
to leaching or abrasion, and whether it needs to be compatible with existing vegetation. Determine
the length of time soil stabilization will be needed, and if the soil binder will be placed in an area
where it will degrade rapidly. In general, slope steepness is not a discriminating factar.
■ Soil types and surface materials: Fines and moisture content are key properties of surface
materials. Consider a soil binder's ability to penetrate, likelihood ofi leaching, and ability to form a
surface crust on the surface materials.
■ Frequency of application: The frequency of application can be affected by subgrade conditions,
surface type, climate, and maintenance schedule. Frequent applications could lead to high costs.
Application frequency may be miniinized if the soil binder has good penetration, low evaporation,
and good longevity. Consider also that frequent application will require frequent equipment clean up.
An overview of major categories of soil binders, corresponding to the types included in Table SB-1
follows.
Plant-Material Based (Short Lived) Binders
Guar: A non-toxic, biodegradable, natural galactomannan-based hydrocolloid treated with dispersant
agents for easy field mixing. It should be mixed with water at the rate of 1 1 to 15 Ibs per 1,000
gallons. Recommended minimum application rates are provided in Table SB-2.
Table SB-2. Application Rates for Guar Soil Stabilizer
Slo e (H:V)
Flat 4:1 3:1 2:1 1:1
Application Rate (lb/acre) 40 45 50 60 70
Psyllium: Composed of the finely ground muciloid coating ofi plantago seeds that is applied as a wet
slurry to the surface of the soil. lt dries to form a fiirm but rewettable membrane that binds soil
particles together but permits germiilation and growth of seecl. Psyllium requires 12 to 18 hours
drying time. Application rates should be from 80 to 2001bs/acre, with enough water in solution to
allow for a uniform slurry t�ow.
Starch: Non-ionic, cold-water soluble (pre-gelatinized) granular cornstarcll. The material is mixed
with water and applied at the rate of ] 50 lb/acre. Approximate drying time is 9 to 12 hours.
Plant-Material Based (Long Lived) Binders
Pitch and Rosin Emulsion: Generally, a non-ionic pitch and rosin emulsion has a minimum solids
content of 48 percent. The rosin should be a minimum of 26 percent of the total solids content. The
soil stabilizer should be a non-corrosive, water dilutable emulsion that upon applicarion cures to a
water insoluble binding and cementing agent. For soil erosion control applicat�io»s, the emulsion is
diluted and should be applied as follows:
o For clayey soil: 5 parts water Co 1 part emulsion
November 2010 Urban Drainage and Flood Control District SB-3
Urban Starm Draiilage Criteria Manual Volume 3
EC-3
o For sandy soil: 10 parts water to 1 part emulsion
Soil Binders (SB)
Application can be by water truck or hydraulic seeder with the emulsion and product mixture applied
at the rate specified by the manufacturer.
Polymeric Emulsion Blend Binders
Acrylic Copolymers and Polymers: Polymeric soil stabilizers should consist oti a liquid or solid
polymer or copolymer with an acrylic base that contains a minimum of 55 percent solids. The
polymeric compound should be handled and mixed in a manner that will not cause foaming or should
contain an anti-foaming agent. The polymeric emulsion should not exceed its shelf life or expiration
date; manufacturers should provide the expiration date. Polymeric soil stabilizer should be readily
miscible in water, non-injurious to seed ar animal life, non-flammable, should provide surface soil
stabilization for various soil types without inhibiting water infiltrarion, and should not re-emulsify
when cured. The applied compound should air cure within a maximum of 36 to 48 hours. Liquid
copolymer should be diluted at a rate of 10 parts water to 1 part polymer and the mixture applied to
soil at a rate of 1,175 gallons/acre.
Liquid Polymers of MethacrylaYes and Acrylates: This material consists of a tackifier/sealer that is
a liquid polymer of inethacrylates and acrylates. It is an aqueous 100 percent acrylic emulsion blend
of 40 percent solids by volume that is free froin styrene, acetate, vinyl, ethoxylated surfactants ar
silicates. For soil stabilization applications, it is diluted with water in accordance with manufacturer's
recommendations, and applied with a hydraulic seeder at the rate of 20 gallons/acre. Drying time is
12 to 18 hours after application.
Copolymers of Sodium Acrylates and Acrylamides: These materials are non-toxic, dry powders
that are copolymers of sodium acrylate and acrylamide. They are mixed with water and applied to the
soil surface far erosion control at rates that are determined by slope �radient, as summarized in Table
SB-3.
Table SB-3. Application Rates for Copolymers of Sodium Acrylates and Acrylamides
Slo e H: V
Flat to 5:1 5:1 to 3:1 2:2 to 1:1
A lication Rate (lb/acre 3.0-5.0 5.0-10.0 10.0-20.0
■ Polyacrylamide and Copolymer of Acrylamide: Linear copolymer polyacrylamide is packaged as
a dry tlowable solid. When used as a stand-alone stabiliaer, it is diluted at a rate of 1 1 lb/1,000 gal. of
water and applied at the rate of S.O lb/acre.
■ Hydrocolloid Polymers: Hydrocolloid Polymers are various coinbinations of dry flowable
polyacrylamides, copolymers, and hydrocolloid polymers that are mixed with water and applied to the
soil surface at rates of 55 to 60 lb/acre. Drying times are 0 to 4 hours.
Cementitious-Based Binders
■ Gypsum: This formulated gypsum based product readily mixes with water and mulch to form a thin
protecrive crust on the soil surface. It is composed of high purity gypsum that is ground, calcined and
processed into calcium sulfate hemihydrat�e with a minimum purity of 86 percent. It is mixed in a
hydraulic seeder and applied at rates 4,000 to 12,000 lb/acre. Drying time is 4 to 8 hours.
SB-4 Urban Drainage and Flood Control District November 2010
Urbail Storm Drainage Criteria Manual Voluine 3
Soil Binders (SB)
Installation
EC-3
After selectiilg an appropriate soil binder, the untreated soil sLirface must be prepared befare applying the
soil binder. The untreated soil surface must� contain sufficient ��noisture to assist the agent in achieving
uniform distribution. In general, the following steps should be followed:
■ Follow manufacturer's written recommendarions far applicarion rates, pre-wetring of application area,
and cleaning of equipment afiter use.
■ Prior to application, roughen embankment and fill areas.
■ Consider the drying time for the selected soil binder and apply with sufficient time before anticipated
rainfall. Soil binders should not be applied during or immediately before rainfall.
■ Avoid over spray onto roads, sidewalks, drainage channels, sound walls, exisring vegetation, etc.
■ Soil binders should not be applied to frozen soil, areas with standing water, under freezing or rainy
conditions, or when the temperature is below 40°F during the curing period.
■ More than one treatment is often necessary, although the second treatment may be diluted or have a
lower application rate.
■ Generally, soil binders require a minimum curing tune of 24 hours before they are fully effective.
Refer to manufacturer's instructions for specific cure time.
■ For liquid agents:
o Crown or slope ground to avoid ponding.
o Uniformly pre-wet ground at 0.03 to 03 gal/yd' ar according to manufacturer's recommendations.
o Apply solution under pressure. Overlap solution 6 to 12 in.
o Allow treated area to cure for the time recommended by the manufacturer, typically at least 24
hours.
o Apply second treatment before first treatment becomes ineffective, using 50 percent application
rate.
o In low humidity, reactivate chemicals by re-wetting with water at 0.1 to 0.2 gal/yd�.
Maintenance and Removal
Soil binders tend to break down due to natural weathering. Weathering rates depend on a variety of site-
specific and product characteristics. Consult the manufacturer for recommended reapplication rates and
reapply the selected soil binder as needed to maintain effectiveness.
Soil binders can fail after heavy rainfall events and may require reapplication. In particular, soil binders
will generally experience spot failures during heavy rainfall events. If runoff penetrates the soil at the top
of a slope treated with a soil binder, it is likely thaT the runoff will undercut the stabilized soil layer and
discharge at a point further down slope.
Noveinber 2010 Urban Drainage and Flood Control District SB-5
Urban Starm Draiilage Criteria Manual Volume 3
EC-3
Soil Binders (SB)
Areas where erosion is evident should be repaired and soil binder or other stabilization reapplied, as
needed. Care should be exercised to minimize the damage to protected areas while mat�ing repairs.
Most binders biodegrade after exposure to sun, oxidation, heat and biological organisms; therefore,
removal of the soi] binder is not typically required.
SB-6 Urban Drainage and Flood Control District November 2010
Urbail Storm Drainage Criteria Manual Voluine 3
Mulching (MU) EC-4
Description
Mulching consists of evenly applying
straw, hay, shredded wood mulch, bark or
compost to disturbed soils and securing
the mulch by crimping, tackifiers, netting
or other ineasures. Mulching helps reduce
erosion by protecting bare soil from
rainfall impact, increasing infiltration, and
reduciilg ruiloff. Altllough often applied
in conjunction with temporary or
permanent seeding, it can also be used for
temporary stabilization of areas that
cannot be reseeded due to seasonal
constraints.
Mulch can be applied either using
standard mechanical dry application
methods or using hydromulching eyuipment
that hydraulically applies a slurry of water,
wood fiber mulch, and often a tackifier.
Appropriate Uses
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Photograph MU-1. An area that was recently seeded, mulched,
and crimped.
Use mulch in conjunction with seeding to help protect the seedbed and stabilize the soil. Mulch can also
be used as a temporary cover on low to mild slopes to help temporarily stabilize disturbed areas where
growing season constraints prevent effective reseeding. Disturbed areas should be properly mulched and
tacked, or seeded, mulched and tacked pro�nptly after final grade is reached (typically within no longer
than 14 days) on portions of the site not otherwise permanently stabilized.
Standard dry mulching is encouraged in most jurisdictions; however, hydromulching may not be allowed
in certain jurisdictions or inay not be allowed near waterways.
Do »ot apply mulch during windy conditions.
Design and Installation
Prior to mulching, surface-roughen areas by rolling with a crimping or punching type roller or by track
walking. Track walking should only be used where other methods are impractical because track walking
with heavy equipme»t typically compacts the soil.
A variety of mulches can be used effectively at coilstructioil
sites, including the following types:
Mulch
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Materia] Management No
Noveinber 2010 Urban Drainage and Flood Control District MU-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-4 Mulching (MU)
■ Clean, weed- and seed-free, ]ong-stemmed grass hay (preferred) or cerea] grain straw. Hay is preferred
because it is less susceptible to removal by wind. Mulch should be applied evenly at a rate of 2 tons per
acre and must be tacked or fastened by an approved method suitable far the type of mulch used. At least
50 percent of the grass hay mulch, by weight, should be 10 inches or more in length.
Grass hay mulch must be anchored and not merely placed on the surface. This can be accomplished
mechanically by criinping or with tl�e aid of tackifiers or nets. Anchoring with a crimping implement is
preferred, and is the recommended method for areas flaiter than 3:1. Mechanical crimpers must be
capable of tucking the long mulch fibers into the soil to a depth of 3 inches withoLit cutting them. An
agricultural disk, while not an ideal subsritute, nlay work if the disk blades are dull or blunted and set
vertically; however, the frame may have to be weighted to afford proper soi] penetration.
■ On small areas sheltered from the wind and heavy runoff, spraying a tackifier on the mulch is satisfactory
for holding it in place. For steep slopes and special situations where greater control is needed, erosion
control blankets anchored with stakes should be used instead of mulch.
Hydraulic mulching consists of wood cellulose fibers mixed with water and a tackifying agent and should
be applied at a rate of no less than 1,500 pounds per acre (1,425 lbs of fibers mixed with at least 75 lbs of
tackifier) with a hydraulic mulcher. For steeper slopes, up to 2000 pounds per acre may be required for
effective hydroseeding. Hydromulch typically requires up to 24 hours to dry; therefore, it should not be
applied immediately prior to inclement weather. Application to roads, waCerways and existing vegetation
should be avoided.
■ Erosion control mats, blankets, ar nets are recommended to help stabilize steep slopes (generally 3:1 and
steeper) and waterways. Depending on the product, these may be useci alone or in conjuncrion with grass
or straw mulch. Normally, use of these products will be restricted to relatively small areas.
Biode�radable mats made of straw and jute, straw-coconut, coconut fiber, or excelsior can be used instead
of mulch. (See the ECM/TRM BMP for more information.)
Some tackifiers or binders may be used to anchor mulch. Check with the local jurisdiction for allowed
tackifiers. Manufacturer's recommendations should be followed at all times. (See the Soil Binder BMP
for more information on general types of tackifiers.)
Rock can also be used as mulch. It p�-ovides protection of exposed soils to wind and water erosion and
allows infiltration of precipitation. An aggregate base course can be spread on disturbed areas for
temparary or permanent stabilization. The rock mulch layer should be thick enough to provide full
coverage of eaposed soil on the area it is applied.
Maintenance and Removal
After mulching, the bare ground surface should not be inore than 10 percent exposed. Reapply mulch, as
needed, to cover bare areas.
MU-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Compost Blanket and Filter Berm (CB) EC-5
Description
_ . ..
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A compost blanket is a layer of compost uniformly applied
to the soil in disturbed areas to control erosioil, facilitate
revegetation, and retain sediment resulting from sheet-fi7ow
runoff.
A compost filter berm is a dike of compost or a compost
product that is placed perpendicular to runoff to control
erosion in disturbed areas and retain sediment. Compost
berms can be placed at regular intervals to t�elp reduce the
formation of rill and gully erosion when a compost blanket
is stabilizing a slope.
Appropriate Uses
Compost blankets can be used as an alternative to erosion
control blankets and mulching to help stabilize disturbed
areas where sheet flow conditions are present. Compost
blankets should not be used in areas of concei�trated flows.
� — �
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. r
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Compost provides an excellei�t source of nutrients for plant photograph CB-1. Applicarion of a composr
growth, and should be co�lsidered far use i�1 areas that will be blanker to a disrurbect area. Phoro courtesy of
permanently vegetated. Catcrans.
Design and Installation
See Detail CB-1 far design details and notes.
Do not place compost in areas where it can easily be transported into drainage pathways or waterways.
When using a coinpost blanket on a slope, berms should be installed periodically to reduce the potential
for coilcentrated flow and rilling. Seeding should be completed before an area is composted or
incorporated into the compost.
Compost qualiiy is an important consideration when selecting compost blankets or berms. Representaiive
compost quality factors include pH, salinity, moisture content, organic matter content, stability (maturity),
and physical contaminants. The compost should meet all local, state, and federal quality requirements.
Biosolids compost must meet the Standards for Class A biosolids outlined in 40 CFR Part 503. The U.S.
Composring Council (USCC) certifies compost products under its Seal of Testing Assurance (STA)
Program. Compost producers whose products have been certified through the STA Program provide
customers with a standard product label that allows comparison between compost products. Only STA
certified, Class I cotnpost should be used.
Compost Blankets and Berms
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
Noveinber 2010 Urban Drainage and Flood Control District CB-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-5 Compost Blanket and Filter Berm (CB)
Maintenance and Removal
When rills or gullies develop in an area that has been composted, fill and cover the area with additional
compost and iilstall berms as necessary to help reduce erosion.
Weed control can be a maintenance challenge in areas using compost blankets. A weed control strategy
may be necessary, including measures such as mechanical reinoval and spot applicarion of targeted
herbicides by licensed applicators.
For compost berms, accumulated sediments should be removed from behind the berm when the sediments
reach approximately one third the height of the berm. Areas that have been washed away should be
replaced. If the berm has experienced significant or repeated washouts, a compost berm may not be the
appropriate BMP for this area.
Coinpost blankets and berins biodegrade and do not typically require removal following site stabilization.
CB-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Compost Blanket and Filter Berm (CB) EC-5
_ �
—
—
—
_ �
—
—
�
0_
�1' MIN
CB
15� MAk
�
CLASS 1 COMPOST FILTER BERM
1" TO 3" THICK (2" TYP.) STA
CERTIFIED CLASS t COMPOST BLANKET
PROPER SOIL PREPARATION `�-��`,
AND SURFACE RQUGHENING 1LT
WHEN APPROPRIATE 2.5
TABLE CB— 1. CLASS 1 COMPOST
PARAMETERS CHARACTERISTIC
MINIMUM STABILITY INDICATOR STABLE T� VERY STABLE
SOLUBLE SALTS MAXIMUM 5 mmhos/cm
PH 6.Q — 8.0
AG INDEX > 10
MATURITY INDICATOR EXPRESSED AS 80+/80+
PERCENTAGE OF GERMINATION/VIGOR
MATURITY INDICATOR EXPRESSED AS < 4
AMMONIA N/ NITRATE N RATIO
MATURITY INDEX AS CARBON TQ 20:1
NITROGEN RATIO
TESTEO FOR CLOPYRALID YES/NEGATIVE RESULr
MOISTURE CONTENT 30-60�
ORGANIC MATTER CONTENT 25-45%' OF DRY WEIGHT
PARTICLE SIZE DISTRIBUTION 3" (75mm) 100% PASSING
PRIMARY, SECONDARY NUTRIENTS; TRACE MUST BE REPORTED
ELEMENTS
TESTING AND TEST REPORT SUBMITTAL STA + CLOPYRALID
REQUIREMENTS
ORGANIC MATTER PER CUBIC YARD MUST REPORT
CHEMICAL CONTAMINANTS COMPLY WITH US EPA CLASS A STANDARD, 40 CFR
503.1 TABLES 1& 3 LEVELS
MINIMUM MANUFACTURING/PRODUCTION FULLY PERMITTED UNOER COLORADO DEPARTMENT OF
REQUIREMENT PUB�IC HEALTH AND ENVIRONMENT, HAZARDOUS
MATERIALS ANO WASTE MANAGEMENT DIVISION
RISK FACTaR RELATING TO PLANT LOW
GERMINATION AND HEALTH
CB-1. COMPOST BLANKET AND COMPOST FILTER BERM
November 2010 Urban Drainage and Flood Control District CB-3
Urban Starm Draiilage Criteria Manual Volume 3
EC-5 Compost Blanket and Filter Berm (CB)
COMPOST FILTER BERM AND COMPOST BLANKET INSTALLATION NOTES
1. SEE PLAN VIEW FOR
-LOCATION OF COMPaST FILTER BERM(S).
-LENGTH OF CflMPOST FILTER BERM(S).
2. COMPOST BERMS ANQ BLANKETS MAY 8E USEO IN PLACE OF STRAW MULCH OR
GEOTEXTILE FABRIC IN AREAS WHERE ACCESS TO LANDSCAPING IS DIFFICULT DUE TO
LANDSCAPING OR OTHER aBJECTS OR IN AREAS WHERE A SMOOTH TURF GRASS FINISH IS
DESIRED.
3. FILTER BERMS SHALL RUN PARALLEL TO THE CONTOUR.
4. FILTER BERMS SHALL BE A MINIMUM OF 1 FEET HIGH AND 2 FEET WIOE.
5. FILTER BERMS SHALL BE APP�IED BY PNEUMATIC BLOWER OR BY HAND.
6. FILTER BERMS SHALL ONLY BE UTILI2ED IN AREAS WHERE SHEET fLOYJ CONDITIONS
PREVAIL AND NOT IN AREAS OF CONCENTRATED FLOW.
7. COMPOST BLANKETS SHALL BE APPLIED AT A DEPTH OF 1-3 INCHES {TYPICALLY 2
INCHES). FOR AREAS WITH EXISTING VEGETATION THAT ARE TO BE SUPPLEMENTEO BY
CaMPOST. A THIN 0.5-INCH LAYER MAY BE USED.
8. SEEDING SHALL BE PERFORMED PRIOR TQ THE APPLICATION OF COMPOST. ALTERNATIVELY,
SEED MAY BE COMBINED WITH COMPOST AND BLOWN WITH THE PNEUMATIC BLOWER.
9. WHEN TURF GRASS FINISH IS NOT DESIRED, SURFACE ROUGHENING ON SLOPES SHALL
TAKE PLACE PRIOR TO COMPOST APPLICATION.
10. COMPOST SHALL BE A CLASS 1 COMPOST AS DEFINED BY TABLE CB-1.
COMPaST FILTER BERM MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY i0 MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTEO THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. COMPOST BERMS AND BLANKETS SHALL BE REAPPLIED OR REGRADEO AS NECESSARY IF
RILLING IN THE COMPOST SURFACE OCCURS.
(OEiNLS AOAPTED fROM ARAPAMOE COUNiY, COLORA00, NOT AVAILABLE IN AUTOCRD)
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UOFCD STANOARD DETAILS.
CONSULT WITH LOCAL JURISOICTIONS AS TO WHICH DETAIL SHOULO BE USED WHEN
DIFFERENCES ARE NOTED.
CB-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rolled Erosion Control Products (RECP) EC-6
Description
Rolled Erosion Control Products
(RECPs) ii�clude a variety of
temporary ar permanently installed
manufactured products designed to
control erosion aild enhance vegetation
establishment and survivability,
particularly on slopes and in channels.
Far applications where natural
vegetation alone will provide sufficient
permanent erosion protection,
temporary products such as netting,
open weave textiles and a variety of
erosion control blankets (ECBs) made
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�s�. r�<� � �_��'��
�=� .�;�L''�_ �`..:� �� v� .J� s-�-.�,e <.:._�4.
of biodegradable natural materials Photograph RECP-1. Erosion control blanket protecting the slope from
(e.g., Stl"aW, COCOriut f1b21'� C1n b0 uSOCl. erosion and providing favorable conditions for revegetation.
For applications where natural
vegetation alone will not be sustainable under expected flow conditions, permanent rolled erosion control
products such as turf reinforcement mats (TRMs) can be used. In particular, turf reinforcement mats are
designed for discharges that exert velocities and sheer stresses that exceed the typical ]imits of matiire
natural vegetation.
Appropriate Uses
RECPs can be used to control erosion in conjunction with revegetation efforts, providin� seedbed
protection from wind and water erosion. These products are often used on disturbed areas on steep
slopes, in areas with highly erosive soils, or as part of drainageway stabilization. In order to select the
appropriate RECP for site conditions, it is important to have a general understanding of the general types
of these products, their expected longevity, and general characteristics.
The Erosion Control Technology Council (ECTC 2005) characterizes rolled erosioil control products
accarding to these categories:
■ Mulch control netting: A planar woven natural fiber or extruded geosynthetic mesh used as a
temporary degradable rolled erosion control product to anchor loose fiber mulches.
■ Open weave textile: A temporary degradable rolled erosion control product composed of processed
ilatural or polymer yarns woven into a inatrix, used to provide erosion control and facilitate
vegetation establishment.
Erosion control blanket (ECB): A temporary
degradable rolled erosion control product composed of
processed natural or polymer fibers which are
mechanically, structurally or chemically bound together
to form a continuous matrix to provide erosion coiltrol
and facilitate vegetation establishment. ECBs can be
further differentiated into rapidly degrading single-net
and double-net types or slowly degrading types.
Rolled Erosion Control Products
Functions
Erosion Control Yes
Sediment Control No
Site/Material Mana ement No
Noveinber 2010 Urban Drainage and Flood Control District RECP-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-6 Rolled Erosion Control Products (RECP)
Turf Reinforcement Mat (TRM): A rolled erosion control product composed of non-degradable
synthetic tibers, filaments, neCs, wire mesh, and/or other elements, processed into a permanent, three-
dimensional matrix of sufficient thickness. TRMs, which may be suppleinented with degradable
components, are designed to impart immediate erosion protection, enhance vegetation establishment
and provide long-term functionality by permanently reinforcing vegetation ducing and after
maturation. Note: TRMs are typically used in hydraulic applications, such as high flow ditches and
channels, steep slopes, stream banks, and shorelines, where erosive forces may exceed the limits of
natural, unreinforced vegetation or in areas where limited vegetation establishment is anticipated.
Tables RECP-1 and RECP-2 provide guidelines for selecting rolled erosion control products appropriate
to site conditions and desired longevity. Table RECP-1 is for conditions where natural vegetation alone
will provide permanent erosion control, whereas Table RECP-2 is for conditions where vegetation alone
will not be adequately stable to provide long-term erosion protection due to flow or other conditions.
RECP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rolled Erosion Control Products (RECP) EC-6
Table RECP-l. ECTC Standard Speci�cation for Temporary Rolled Erosion Control Products
(Adapted from Erosion Control Technology Council 2005)
Slope Channel Minimum Expected
Product Description Applications* Applications* Tensile � Longevity
Strength
Maximum C Factor''S Max. She ar
Gradient Stress ' '
Mulch Control Nets 5:1 (H:V) �0.10 @ 0.25 Ibs/ft� 5 lbs/ft
5:1 (12 Pa) (0.073 kN/m)
Netless Rolled z
Erosion Control 4:1 (H:V) �0.10 @ O.S lbs/ft 5 lbs/ft
Blankets 4:1 (24 Pa) (0.073 kN/m)
Up to 12
months
Single-net Erosion <0.15 @ 1.5 Ibs/ft� SO lbs/ft
Control Blankets & 3:1 (H:V) 3:1 (72 Pa) (0.73 kN/m)
Open Weave Textiles
Double-net Erosion 2.1 �H:V� <0.20 @ 1.75 lbs/ft� 75 lbs/ft
Control Blankets 2:1 (84 Pa) (1.09 kN/m)
<0.10 @ 0.25 Ibs/ft� 25 lbs/ft
Mulch Cont��ol Nets 5:1 (H:V) 5:1 (12 Pa) (0.36 kN/m) 24 months
Erosion Control
Blankets & Open <0.25 @ 2.00 lbs/ft� 1001bs/ft
Weave Textiles L5:1 (H:V) 1.5:1 (96 Pa) (1.45 kN/m) 24 months
(slowly degrading)
Erosion Control 2
Blankets & Open 1:1 (H:V) �0.25 @ 2.25 lbs/ft 125 Ibs/ft 36 months
Weave Texriles 1:1 (108 Pa) (1.82 kN/m)
* C Factor and shear stress for mulch control nettings must be obtained with nettin� used in conjlinction
with pre-applied mulch material. (See Section 5.3 of'Chapter 7 Const�uction BMPs,f'or- mof�e infof-mation
on the C Factor.)
� Minimum Average Roll Values, Machine direction using ECTC Mod. ASTM D 5035.
� C Factor calculated as ratio of soil loss from RECP protected slope (tested at specified or b eater
gradient, H:V) to ratio of soil loss from unprotected (control) plot in large-scale testing.
� Required minimum shear stress RECP (unvegetated) can sustain witl�out physical damage or excess
erosion (> 12.7 mm (0.5 in) soil loss) during a 30-minute flow event in large-scale testing.
4 The permissible shear stress levels established far each perfarmance category are based on historical
experience with products characterized by Manning's roughness coefficients in the range of 0.01 - 0.05.
s Acceptable large-scale test methods may iilclude ASTM D 6�59, or other independent testing deemed
acceptable by the engineer.
�' Per the engineer's discretion. Recommended acceptable large-scale testing protocol may include ASTM
D 6460, or other independent testing deemed acceptable by the engineer.
November 2010 Urban Drainage and Flood Control District RECP-3
Urban Starm Draiilage Criteria Manual Volume 3
EC-6 Rolled Erosion Control Products (RECP)
Table RECP-2. ECTC Standard Specification for Permanent' Rolled Erosion Control Products
(Adapted from: Erosion Control Technology Counci12005)
Product Type Slope Channel Applications
Applications
Maximum Maximum
Minimum
Gradient Shear Stress4'S Tensile �
Strength `
TRMs with a minimum thickness of 0.5:1 (H:V) 6.O lbs/ft� (288 Pa) 1251bs/ft (1.82
0.25 inches (6.35 mm) per ASTM D kN/m)
6525 and UV stability of 80°Io per
ASTM D 4355 (500 hours z 1501bs/ft (2.19
exposure). 0.5:1 (H:V) 8.O lbs/ft (384 Pa) kN/m)
0.5:1 (H:V) 10.0 lbs/ft� (480 Pa) 1751bs/ft (2.55
kN/m)
' Far TRMs containing degradable components, all property values must be obtained on the non-
degradable portion of the matting alone.
� Minimum Average Roll Values, machine direction only far tensile strength determination using ASTM
D 6818 (Supersedes Mod. ASTM D 5035 for RECPs)
� Field conditions with high loading and/ar high survivability requirements may warrant the use of a TRM
with a tensile strength of 44 kN/m (3,000 lb/ft) or greater.
4 Required minimum shear stress TRM (fully vegetated) can sustain without physical damage or excess
erosion (> 12.7 mm (0.5 in.) soil loss) during a 30-minute flow event in large scale testing.
5 Acceptable large-scale testing protocols may include ASTM D 6460, ar other independent testing
deemed acceptable by the engineer.
Design and Installation
RECPs should be installed according to manufacturer's specifications and �uidelines. Regardless of the
type of product used, it is impartant to ensure no gaps or voids exist under the material and that all
corners of the material are secured using stakes and trenching. Continuous contact between the product
and the soil is necessary to avoid failure. Never use metal stakes to secure temporary erosion control
products. Often wooden stakes are used to anchor RECPs; however, wood stakes may present insta]]ation
and maintenance challenges and generally take a long time to biodegrade. Some local jurisdictions have
had favorable experiences using biodegradable stakes.
Tl�is BMP Fact Sheet provides design details far several commonly used ECB applications, including:
ECB-1 Pipe Outlet to Drainageway
ECB-2 Small Ditd� or Drainageway
ECB-3 Outside of Drainageway
RECP-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rolled Erosion Control Products (RECP) EC-6
Staking patterns are also provided in ihe design details according to these factors:
■ ECB type
■ Slope or channel type
Far other types of RECPs including TRMs, these design details are intended to serve as general
guidelines for design and installation; however, engineers should adhere to manufacturer's installation
recommendations.
Maintenance and Removal
Inspection ofi erosion contro] blankets and other RECPs includes:
Check far general signs of erosion, including voids beneath the mat. If voids are apparent, fill the
void with suitable soil and replace the erosion control blanket, following the appropriate staking
pattern.
■ Check for damaged or loose stakes and secure loose portions of the blanket.
Erosion control blankets and other RECPs that are biodegradable typically do not need to be removed
after construction. If they must be removed, then an alternate soil stabilization method should be installed
promptly following reinoval.
Turf reinforcement mats, although generally resistant to biodegradation, are typically left in place as a
dense vegetated cover grows in through the mat matrix. The turf reinforcement mat provides long-term
stability and helps the established vegetation resist erosive forces.
Noveinber 2010 Urban Drainage and Flood Control District RECP-5
Urban Starm Draiilage Criteria Manual Volume 3
EC-6
UNDISTURBED
SOIL �
_ j�
M . j ,�
- �'._�
= �--
Rolled Erosion Control Products (RECP)
PERIMETER
ANCHOR
TRENCH, TYP
ECB
JOINT ANCHOR TOP OF
TRENCH, TYP. /- CHANNEL BANK
r / ANCHOR DETAILS
GEOTEXTILE
IFABRIC OR MAT, TYP.
� I� 3" MIN, TYP.
� I �, 6 �MIN,
I
TYPE OF ECB AS INDICATED IN PLAN VIEW. INSTALL IN � ALL
DISTURBED AREAS OF STREAMS AND DRAINAGE CHANNELS TO DEPT
0 ABOVE CHANNEL INVERr. ECB SHALL GENERALLY BE ORIENTED
PARALLEL TO FLaW DIRECTION {I.E. LONG DIMENSIONS OF BLANKET
PARALLEL TO FLOWLINES} STAKING PATTERN SHALL MATCN ECB
ANO/OR CHANNEL TYPE.
ECB-1 . PIPE OUTLET TO DRAINAGEWAY
JOINT ANCHOR
TRENCH. TYP.
6.. /
TOPSOIL �
M.
�
��
NPE OF ECB,
INDICATED IN PLAN VIEW
V�� SINGLE EDGE
`� STAKE, TYP.
COMPACTED
BACKFILL, TYP.
PERIMETER ANCHOR TRENCH
TWO EDGES
OF TWO
ADJACENT
ROLLS
JOINT ANCHOR TRENCH
� � LOOP FROM
EC8 SHALL MIODLE OF
EXTEND TO THE ROLL
TOP OF THE
CHANNEL
INTERME�IATE ANCHOR TRENCH
r � PERIMETER ANCHOR FLOW �� �` 6�
� TRENCH, TYP.
COMPACTED
SUBGRADE
STAKING PATTERN PER MANUFACTURER SPEC. OR PATTERN
BASED aN ECB AND/OR CHANNEL TYPE (SEE STAKING OVERLAPPING JOINT
PATTERN DETAIL)
ECB-2. SMALL DITCH OR DRAINAGEWAY
� �-- 3" MIN.
, 2,�
MIN.
WOOD STAKE DETAIL
RECP-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rolled Erosion Control Products (RECP)
f.�i�CKd� =iPl� 7F�3.�1
DIVERSION DITCH
NPICALLY AT TOP OF
SLOPE
OVERLAPPING J�IN7
EC-6
STAKING PATTERN PER
MANUFACTURER SPEC. aR PATTERN
BASEO aN ECB AND/OR SLOPE
TYPE (SEE STAKING PATTERN DETAIL)
\CPERIMETER ANCHOR
TRENCH
ECB-3. OUTSIDE OF DRAINAGEWAY
ROLL
PERIMETER WIDTH
ANCHOR W, TYP.
TRENCH OR
JOINT, TYP.
3'
6' �o
—� — Yz w
I
STRAW
�w
— �o
kz H'
g' o
0 0 �3
STRAW—COCONUT
I°I v�w
°—� ° -- � w
4 � -j o o �
1 ° T2,
COCONUT OR EXCELSIOR
STAKING PATTERNS BY ECB TYPE
3��i f� Yz W 2�
0 0
3' --' .�— y+ 'N
4' o 0
6' q � y� W 6' � o W o _ � y� w
I---I Y4 w 'o
0 0 0
4:1-3:1 3:1 -2:1 2:1 AND STEEPER
SLOPES 2 SLOPES �SLOPES
4' o'bo �� w 4'� o00 �Y2 W
� o00 000� L2'
20" f-- 20" I�
0 0 0
LOW FLOW CHANNEL HIGH FLOW CHANNEL
STAKING PATTERNS BY SLOPE OR CHANNEL TYPE
November 2010 Urban Drainage and Flood Control District RECP-7
Urban Starm Draiilage Criteria Manual Volume 3
EC-6 Rolled Erosion Control Products (RECP)
EROSION CONTROL BLANKET INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
—LOCA710N OF ECB.
—TYPE OF ECB (STRAW, STRAW—COCONUT, COCONUT, OR EXCELSIOR).
—AREA, A, IN SQUARE YARQS OF EACH TYPE OF ECB.
2. 100% NATURAL AND 810DEGRADABLE MATERIALS ARE PREFERRED FOR RECPs, ALTHOUGH
SOME JURISOICTIONS MAY ALLOW OTHER MATERIALS IN SOME APPLICATIONS.
3. IN AREAS WHERE ECBs ARE SHOWN ON THE PLANS, THE PERMITTEE SHALL PIACE
TOPSOIL AND PERFORM FINAL GRADING, SURFACE PREPARATION, AND SEEDING AND MULCHING.
SUBGRADE SHALL BE SMOOTH AND MOIST PRIDR TO EC6 INSTALLATION AND THE EC8 SHALL
BE IN FULL CONTACT WITH SUBGRADE. NO GAPS OR V�IDS SHALL EXIST UNDER THE
BLANKET.
4. PERIMETER ANCHOR TRENCH SHALL BE USED A�ONG THE OUTSIDE PERIMETER OF ALL
BLANKET AREAS.
5. JOINT ANCHOR TRENCN SHALL 8E USED TO JOIN ROLLS OF ECBs TOGETHER
(LONGITUDINALLY AND TRANSVERSELY) FOR ALL ECBs EXCEPT STRAW WHICH MAY USE
AN aVERLAPPING JOINT.
6. INTERMEDIATE ANCHOR TRENCH SHALL 8E USED AT SPACING OF ONE—HALF ROLL LENGTH
FOR COCONUT AND EXCELSIOR ECBs.
7. aVERLAPPING JOINT DETAIL SHALL BE USEO TO JOIN ROLLS OF ECBs TOGETHER FOR ECBs
ON SLOPES.
8. MATERIAL SPECIFICATIONS OF ECBs SHALL CONFORM TO TABLE ECB-1.
9. ANY AREAS OF SEEOING AND MULCHING DISTURBED IN THE PROCESS OF INSTALLING ECBS
SHALL BE RESEEDED AND MULCHED.
10. DETAILS ON DESIGN PLANS FOR MAJOR DRAINAGEWAY STABILIZATION WILL GOVERN IF
DIFFERENT FROM THOSE SHOWN HERE.
TABLE EC8-1. ECB MATERIAL SPECIFICATIONS
�,PE COCONUT STRAW EXCELSIOR RECOMMENDED
CONTENT CONTENT CONTENT NETTING"*
STRAW — 100% _ DOUBLE/
NATURAL
S7RAW— 30% MIN 70% MAX DOUBLE/
COCONUT NATURAL
COCONUT 100% — _ DOUBLE/
NATURAL
EXCELSIOR _ _ �QQ% DOUBLE/
NATURAL
"STRAW ECBs MAY ONLY BE USED OUTSI�E OF STREAMS AND ORAINAGE CHANNEL.
"•ALTERNATE NETTING MAY BE ACCEPTABI.E IN SOME JURISOICTIONS
RECP-8 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rolled Erosion Control Products (RECP) EC-6
EROSION CONTROL BLANKET MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREOUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPS IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. ECBs SHALL BE LEFT IN PLACE TO EVENTUALLY BIODEGRADE, UNLESS REQUESTED TO BE
REMOVED BY THE LOCAL JURISDICTION.
5. ANY ECB PULLED OUT, TORN, OR O7HERWISE DAMAGED SHALL BE REPAIRED OR
REINSTALLED. ANY SUBGRADE AREAS BELOW THE GEOTEXTILE THAT HAVE ERODEO TO CREATED
A VOID UNDER THE BLANKET, OR THA7 REMAIN DEVOID OF GRASS SHALL 8E REPAIRED,
RESEEDED AND MULCHED AND THE ECB REINSTALLED.
NOTE: MANY JURISDICTIONS HAVE BMP DE7AILS THAT VARY FROM UOFCD STANDAR� DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH OETAIL SHOULD BE USED WHEN
OIFFERENCES ARE NOTEO.
�DETAILS ADAPTED FROM DOUClAS COUNTY, COLORA00 ANO 70WN OF PARKER COLORADO, NOT AVAILABIE IN AUTOCAD)
Noveinber 2010 Urban Drainage and Flood Control District RECP-9
Urban Starm Draiilage Criteria Manual Volume 3
Temporary Slope Drains (TSD) EC-7
Description
A temporary slope drain is a pipe ar culvert used to convey water down a slope where there is a high
potential for erosion. A drainage chailnel or swale at the top of the slope rypically directs upgradient
runoff to the pipe entrance for conveyance down the slope. The pipe outlet must be equipped with outlet
protection.
-. :_, . . .
�.- � � '
�� .,�
�
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I, .,� •.,1 � i�'..
- =��= ' : .
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,�
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_}.
1
�
�� � �
. ._ r..�,.^
. � � �~ _
�I� d ^ . � �, • � •`.��� � �� -�'^, � : ,r , �' � ��V�� 7�"_'1�
� . ��u1K � : �iwir�:,. � .. . . ... .� . r . .. ' - - ...
Photograph TSD-1. A temporary slope drain installed to convey runoff down a slope during construction. Photo
courtesy of the City oP Aurora.
Appropriate Uses
Use on long, steep slopes when there is a high potential of flow concentration or rill development.
Design and Installation
Effective use of temporary slope drains involves design of an effective collection system to direct flows to
the pipe, proper sizing and anchoring of the pipe, and outlet protection. Upgradient� of the temporary
slope drain, a temporary drainage ditch or swale should be constructed to collect surface runoff fram the
drainage area and convey it to the drain entrance. The temporary slope drain must be sized to safely
convey the desired flow volume. At a minimum, it should be sized to convey the 2-year, 24-hour storm.
Temporary slope drains may be constructed of flexible or rigid pipe, riprap, or heavy (30 mil) plastic
lining. When piping is used, it must be properly anchared by burying it with adequate cover or by using
an anchor system to secure it to the ground.
The discharge froin the slope drain must be directed to a stabilized outlet, temporary or pernlanent
channel, and/or sedimentation basin.
See Detail TSD-1 for additional sizing and design
information.
Temporary Slope Drains
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management No
Noveinber 2010 Urban Drainage and Flood Control District SD-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-7 Temporary Slope Drains (TSD)
Maintenance and Removal
Inspect the entrance for sediment accumulation and remove, as needed. Clogging as a result of sediment
deposition at the entrance can lead to ponding upstream causing flooding or overtopping of the slope
drain. Inspect ihe downstream outlet for signs of erosion and stabilize, as needed. It may also be
necessary to remove accumulated sediment at the outfall. Inspect pipe anchors to ensure that they are
secure. If the pipe is secured by ground cover, ensure erosion has not coinpromised the depth of cover.
Slope drains should be removed when no longer needed or just prior to installation of pennanent slope
stabilization measures that cannot be installed with the slope drain in place. When slope drains are
removed, the disturbed areas should be covered with topsoil, seeded, inulched or otherwise stabilized as
required by the loca] jurisdiction.
SD-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Voluine 3
Temporary Slope Drains (TSD) EC-7
•
PIPE MUST BE ANCHORED
WITH SOIL OR OTHER
SUITABLE ANCHOR
RIPRAP � i _
r-t ;=t;;�t_ 2xD50 MIN
RIPRAP �`J �
BEDDING 6x 0 {
MIN
12" MIN (TOP
COMPACTED OF PIPE TO TOP
EMBANKMENT A OF EMBANKMENT,
BERM � CHECK HEA�WATER
DEPTH)
�
1�� �
� SCH 40 PIPE D= 12" (MIN)
PLASTIC PIPE, HEAVY CANVAS
STOCK, RIPRAP LINED TRENCH,
OR GEOMEMBRANE LINED TRENCH
TEMPORARY SLOPE DRAIN PROFILE
12" MW COVER (CHECK HEAOWATER DEPTH
COMPACTED ANO PROVIDE FOR ARMORED �VERFLOW
EMBANKMENT BERM � FOR EVENTS EXCEEDING DESIGN STORM)
UNDISTURBEO OR
COMPACTED SOIL y
1 ! /
SECTION A
D (10" MIN)
,a ,=� . _
- - .a"- -:� -
�I �� ��� � .1�f `�!_;M M . .
� .
2xD50
'""' RIPRAP
MIN
TERMINATION OF RIPRAP
LINED SLOPE DRAIN
GEOMEMBRANE
LINED SLOPE DRAIN
30 MIL (MIN) IMPERMEABLE
PERIMETER ANCHOR GEOMEMBRANE
TRENCH, SEE ECB D{10" MIN)
, �� 4xD
MIN
TERMINATION OF GEOMEMBRANE LINED SLOPE DRAIN
TSD-1 . TEMPORARY SLOPE DRAIN PROFILE
PERIMETER ANCHOR
TRENCH, SEE ECB
30 MIL (MIN) Ih4PERMEABLE
._ GEOMEMBRANE
COMPACTED�- l / �
EMBANKMENT
BERM
UNDIS7URBED OR
COMPACTEO SOIL
November 2010 Urban Drainage and Flood Control District SD-3
Urban Starm Draiilage Criteria Manual Volume 3
EC-7 Temporary Slope Drains (TSD)
SLOPE DRAIN INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
—LOCA710N AND LENGTH OF SLOPE DRAIN
—PIPE OIAMETER, D, AND RIPRAP SIZE, D50.
2. SLOPE DRAIN SHALL 8E DESIGNED TO CONVEY PEAK RUNOFF FOR 2—YEAR 24—HOUR
STORM AT A MINIMUM. FOR LONGER DURATION PROJECTS, LARGER MAY BE APPROPRIATE.
3. SLOPE DRAIN DIMENSIONS SHALL BE CONSIDERED MINIMUM DIMENSIONS; CONTRACTOR MAY
ELECT TO INSTALL LARGER FACILITIES.
4. SLOPE DRAINS INDICATEO SHALL BE INSTALLED PRIOR TO UPGRADIENT LAND—DISTURBING
ACTIVITIES.
5. CHECK HEADWATER DEPTHS FOR TEMPORARY AND PERMANENT SLOPE DRAINS. DETAILS
SHOW MINIMUM COVER; INCREASE AS NECESSARY FOR OESIGN HEADWATER DEPTH.
6. RIPRAP PAD SHALL 8E PLACED AT SLOPE DRAIN OUTFALL.
7. ANCHOR PIPE 8Y COVERING WITH SOIL OR AN ALTERNATE SUITABLE ANCHOR MATERIAL.
SLOPE DRAIN MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, ANO MAINTAIN THEM IN EFFECTIVE OPERATING CONOITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS ANO CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHIY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. INSPECT INLET AND OUTLET POINTS AFTER SrORMS FOR CLOGGING OR EVIDENCE OF
OVERTOPPING. BREACHES IN PIPE OR OTHER CONVEYANCE SHALL BE REPAIRED AS SOON AS
PRACTICABLE IF 08SERVED.
5. INSPECT RIPRAP PAD AT OUTLET FOR SIGNS OF EROSION. IF SIGNS Of EROSION EXIST,
ADDITIONAL ARMORING SHALL BE INSTALLED.
6. TEMPORARY SLOPE DRAINS ARE TO REMAIN IN PLACE UNTIL NO LONGER NEEDED, BUT
SHALL BE REMOVED PRIOR TQ THE END OF CONSTRUCTION. WHEN SLOPE DRAINS ARE
REMOVED, THE DISTURBED AREA SHALL BE COVERED WITH TOP SOIL, SEEDED, MULCHED OR
OTHERWISE STABILI2ED IN A MANNER APPROVED 8Y THE LOCAL JURISOICTION.
(DETAIL ADAPTEO fROM OOUGLAS COUNTY, COLORADO ANO THE CITY OF COLORADO SPRINCS, COLORADO, NOT AVAILABLE IN
AUiOCAD)
NQTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD 8E USED WHEN
DIFFERENCES ARE NOTED.
SD-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Voluine 3
Temporary Outlet Protection (TOP) EC-8
Description
Outlet protection l�elps to reduce erosion
immediately downstream of a pipe,
culvert, slope drain, rundown or other
conveyance with concentrated, high-
velocity flows. Typical outlet protection
consists of riprap or rock aprons at the
conveyance outlet.
Appropriate Uses
Outlet protection should be Lised when a
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' ���.- _ � � F
� ��r �� = _-�... w _ � . `��
�'_sr `_ � -`.�1..�.c = � �
�-1���" - � � � ��.� '�` •�~ 9+�� ...�� ��
.- _ .�Y � � -i'� .�l �-�r� ` ` - �{� ��
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, '%"�� ��s..��`� ^'1" , �'���'' :�- � - l _ ��..
�� !.f : _.1i�_'-�' . ._� '�- �,._
conveyance discharges onto a disturbed
area where there is potenrial far accelerated Photograph TOP-1. Riprap outle� protection.
erosion due to concentrated flow. OuTlet
protection should be provided where the velociry at the clilvert outlet exceeds the maximum permissible
velocity of the material in the receiving channel.
Note: This Fact Sheet and detail are for temporary outlet protection, outlets that are intended to be used
for less than 2 years. For permanent, long-term outlet protection, see the Major Drainage chapter of
Volume 1.
Design and Installation
Design outlet protection to handle runoff from the largest drainage area that may be contributing runoff
during constsuction (the drainage area may cl�ange as a result of grading). Key in rock, around the entire
perimeter of the apron, to a minimum depth of 6 inches for stability. Extend riprap to the height of the
culvert or the normal flow depth of the downstream channel, whichever is less. Additional erosion
control measures such as vegetative lining, turf reinforcement mat and/or other channel lining methods
may be required downstream of the outlet protection if the channel is susceptible to erosion. See Design
Detail OP-1 for additional information.
Maintenance and Removal
Inspect apron for damage and displaced rocks. If rocks are missing or significantly displaced, repair or
replace as necessary. If rocks are continuously missing or displaced, consider increasing the size of the
riprap or deeper keying of the perimeter.
Remove sediment accumulated at the outlet before the outlet protection becomes buried and ineffective.
Wl�en sedime��t accumulation is noted, check that upgradient BMPs, including inlet protection, are in
effective operating condirion.
Outlet Protection
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
Outlet protection may be removed once the pipe is no longer
draining an upstream area, or once the downstreain area has
been sufficiently stabilized. If the drainage pipe is
permanent, outlet protection can be left in place; however,
permanent outlet protection should be designed and
constructed in accordance with the requirements of the
Mcrjor-Drainage chapter of Volume 2.
November 2010 Urban Drainage and Flood Control District TOP-1
Urban Starm Drainage Criteria Manual Volume 3
EC-8 Temporary Outlet Protection (TOP)
_.��:���} R-��_
tt-ij�ti�v ix��i.'y'�''i'j�
.:4 7 : ^. �. y. ^:,.
3(C
Do)
TEMPORARY OUTLET PROTECTION PLAN
I Lo
Q� D= 2 x D50
1 �
NON-WOVEN
GEOTEXTILE � KEY IN TO 2 x D50
AROUND PERIMETER
SECTION A
TABLE OP-1. TEMPORARY OUTLET PROTECTION
SIZING TABLE
PIPE RIPRAP D50
DIAMETER, OISCHARGE, APRON DIAMETER
Do Q(CFS) LENGTH, La MIN
{INCHES� ��� {INCHES�
8 2.5 S 4
5 10 6
12 S 10 4
10 13 6
10 10 6
18 20 16 9
30 23 12
40 26 16
30 16 9
24 40 26 9
50 26 12
60 30 16
OP-1. TEMPORARY OUTLET PROTECTION
EXTEND RIPRAP TO HEIGHT OF
CULVERT OR NORMAL CHANNEL
DEPTH. WHICHEVER IS LESS
OP
TOP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Voluine 3
Temporary Outlet Protection (TOP) EC-8
TEMPORARY OUTLET PROTECTION INSTALLATION NOTES
1. SEE PLAN VIEW FOR
—LOCATION OF OUTLET PROTECTION.
—DIMENSIONS OF OUTLET PROTECTION.
2. OETAII. IS INTENDED FOR PIPES WITH SLOPE S 10%. ADDITIONAL EVALUATION OF RIPRAP
SIZING AND OUTLET PROTECTION DIMENSIaNS REQUIRED FOR STEEPER SLOPES.
3. TEMPORARY OU7LET PRaTECT10N INFORMATION IS FOR OUTLETS INTENOED TO BE UTILIZED
LESS THAN 2 YEARS.
TEMPORARY OUTLET PROTECTION INSPECTION ANO MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCA� JURISOICTIONS AS TO WHICH DETAIL SHOULD 8E USED WHEN
DIFFERENCES ARE NOTED.
(DEiAILS ADAPTED FROM AURORA, COLORADO AND PREVIOUS VERSION OF VOLUNE 3, NOT AVAILABLE IN AUTOCAD)
November 2010 Urban Drainage and Flood Control District TOP-3
Urban Starm Drainage Criteria Manual Volume 3
Rough Cut Street Control (RCS) EC-9
Description
Rough cut street controls are rock or
earthen berms placed along dirt roadways
that are under construction ar used fior
construction access. These temporaiy
berms intercept sheet flow and divert
runoff from the roadway, and control
erosion by minimizing concentration ofi
flow and reducing runoff velocity.
Appropriate Uses
Appropriate uses include:
■ Temporary dirt construction roadways
that have not received roadbase.
r��t� .�..�.�=�► �_�=:! �A �ri��
��� _ 3 . ;.:- � .% � ,� 't�t ,. .
:.;��.� x�
_—. . - _
' :,'ti-=�'�:,'��� �� _ —
--;s.,r:-,. �.
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_ '. - .-!� --
¢ ' .���
- :::, _ �. =
.. _�..
.::;�, �
• •. ;s; .� . - ,
� �: :.
-. • .��.Y,F:.��fi.
. ""� "'��� :
Photograph RCS-1. Rough cut street controls.
■ Roadways under construction that will not be paved within 14 days of final grading, and that have not
yet received roadbase.
Design and Installation
Rough cut street controls are designed to redirect sheet flow off the dirt roadway to prevent water from
co»ce»tratin� and eroding the soil. These controls consist of runoff ban-iers that are constructed at
intervals along the road. These barriers are installed perpendicular to the longitudina] slope from the
outer edge of the roadside swale to the crown of the road. The barriers are positioned alternately from the
right and left side of the road to allow construction traffic to pass in the lane not barred. If construction
traffic is expected to be congested and a vehicle tracking control has been constructed, rough-cut street
controls may be omitted far 400 feet froin the entrance. Runoff from the controls should be directed to
another stormwater BMP such as a roadside swale with check dams once removed from the roadway. See
Detail RCS-1 for additional infarmation.
Maintenance and Removal
I�Zspect street controls for erosion and stabiliry. If rills are farming in the roadway or cutting through the
control berms, place the street controls at shorter intervals. If earthen berms are used, periodic
recompaction may be necessary. When rock berms are used,
repair and/or replace as necessary when damaged. Street Rough Cut Street Control
controls may be removed 14 days prior to road surfacing and Functions
pavmg.
Erosion Control Yes
Sediment Control Moderate
Site/Material Manageinent No
Noveinber 2010 Urban Drainage and Flood Control District RCS-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-9 Rough Cut Street Control (RCS)
��
EXCAVATEO
ROADBED
CL� I-
SPACING
200' MAXIMUM
(SEE TABLE RCS-2)
STREET
SLOPE
X
_ SEE TABLE RCS-1
RCS
W = 1/2 ROADBED
WIDTH
8' MINIMUM SPACING
FOR VEHICLE PASSAGE
GEOTEXTILE SOCK(S) FILLED WITH /
CRUSHED ROCK OR COMPACTEQ J
EARTHEN BERM(S}
ROUGH CUT STREET CONTROL PLAN
PL
FL'_-�._
'�__
i� c.m� i r a.�:z.n.� :� a.�
SECTION A
.-� ;��
,-:;�:,
_'�?. � �}-�= 12" TO 18"
� �����
� ��. �l�
TABLE RCS-1
W (FT) X (FT)
20-30 5
31 - 40 7
41-50 g
51-60 10.5
61-70 12
SECTION B
w
F�
GEOTEXTILE SOCK{S) FILLED
WITH CRUSH ROCK OR
COMPACTED EARTHEN BERM{S)
= 12° TO 18"
� ?-, r; ->,
-.r� '
TABLE RCS-2
LONGITUDINAL SPACING {FT)
STREET SLOPE {%)
<2 NOT TYPICALLY NEEDED
2 200
3 200
4 150
5 100
6 50
7 25
8 25
RCS-1 . ROUGH CUT STREET CONTROL
RCS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rough Cut Street Control (RCS) EC-9
ROUGH CUT STREET CONTROL INSTALLATION NOTES
1. SEE PLAN VIEW FOR
—LOCATION OF ROUGH CUT STREET CONTROL MEASURES.
2. ROUGH CUT STREET CONTROL SHALL BE INSTALLED AFTER A ROAD HAS BEEN CUT IN,
AND WILL NOT BE PAVED FOR MORE THAN 14 DAYS OR FOR TEMPORARY CONSTRUCTION
ROADS THAT HAVE NOT RECEIVED ROAD BASE.
ROUGH CUT STREET CONTRaL INSPECTION AND MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONOITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND A�WAYS WITHIN 24 HOURS) FOLLOWING A STORM THA7 CAUSES SURFACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
(DETAILS AOAPiED fROM AURORA, COLORADO, NOT AVAILABLE IN AUTOCAD)
NOTE: MANY JURISDIC710NS HAVE BMP OETAILS THAT VARY FROM u�Fco srarvoaRo oEr,a��s.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
Noveinber 2010 Urban Drainage and Flood Control District RCS-3
Urban Starm Draiilage Criteria Manual Volume 3
Earth Dikes and Drainage Swales (ED/DS) EC-10
Description
Earth dikes and drainage swales are
temporary storm conveyance channels
constructed either to divert runoff around
slopes or to convey runoff to additional
sediment coiltrol BMPs prior to discharge
of runoff from a site. Drainage swales
may be lined or unlined, but if an unlined
swale is used, it must be well compacted
and capable of resisting erosive velocities.
Appropriate Uses
Earth dikes and drainage swales are
rypically used to control the flow path of
runoff at a construction site by diverting
runoff around areas prone to erosion, such
as steep slopes. Earth dikes and drainage
swales may also be constructed as
temporary conveyance features. This will
direct runoff to additional sediment control
treatment BMPs, such as sediment traps or
basins.
Design and Installation
_. ,
- q .; ��,�y( _
i I���� � c2.=.r _ !� � ';i. '�.;.~�..` .� ��`Y+ _"�i-__
1�� �r' , N�����}'j• `�� ? , t� t'��
. ..,� � fi
�`' 3'„�—
� �� . F
, �',•��� �#i„E„-.�s,� -
�
•.-- _ - ��_,', '� : ���. '• "'� �: ° ' .
:::"9't. . +�_- ''�i• � _t-a��'1!t�..��,_��N
��i ,' r Y �rY,�.
��;-!t'� � .. .
�� ` �:�
_ h� �� ; ;�
< ��=�
- . ,�,:_, , :, -'+�.
: ti.
�� :: ��'�.``� '.r
-�}��w�' s�;�..s�
When earth dikes are used to divert water for slope protection, the earth dike typically consists of a
horizontal ridge of soil placed perpendicular to the slope and angled slightly to provide drainage along the
contour. The dike is used in conjunction with a swale ar a small chamlel upslope of the berm to convey
the diverted water. Temporary diversion dikes can be constructed by excavation of a V-shaped trencl� or
ditch and placement of the fill on the downslope side of the cut. There are two types of placement for
temporary slope diversion dikes:
■ A dike located at the top of a slope to divert upland runoff away from the disturbed area and convey it
in a temporary or permanent channel.
■ A diversion dike located at the base or inid-slope of a disturbed area to iiltercept runoff and reduce the
effective slope length.
Depending on the project, either an earth dike or drainage swa
need far cut on the project, then an excavated drainage
swale may be better suited. When the project is primarily
fill, then a conveyance constructed using a benn may be the
better option.
All dikes or swales receiving runoff from a disturbed
area should direct stormwater to a sediment control
BMP such as a sediment trap or basin.
e may be more appropriate. If there is a
Earth Dikes and Drainage Swales
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Mana ement No
Noveinber 2010 Urban Drainage and Flood Control District ED/DS-1
Urban Starm Draiilage Criteria Manual Volume 3
Photograph ED/DS-]. Example of an earth dike used to divert
flows at a construc[ion site. Photo courtesy of CDOT.
EC-10 Earth Dikes and Drainage Swales (ED/DS)
Unlined dikes or swales should only be used for intercepting sheet flow runoff and are not intended
for diversion of concentrated flows.
Details with notes are provided for severa] design variations, including:
ED-1. Unlined Earth Dike formed by Berm
DS-1. Unlined Excavated Swale
DS-2. Unlined Swale Formed by Cut and Fill
DS-3. ECB-lined Swale
DS-4. Synthetic-lined Swale
DS-5. Riprap-lined Swale
The details also include guidance on permissible velocities for cohesive channels if unlined approaches
will be used.
Maintenance and Removal
Inspect earth dikes for stability, compaction, and signs of erosion and repair. Inspect side slopes for
erosion and damage to erosion control fabric. Stabilize slopes and repair fabric as necessary. If there is
reoccurring extensive damage, consider installing rock check dams or lining the channel with riprap.
If drainage swales are not permanent, remove dikes and fill channels when the upstream area is stabilized.
Stabilize the fill or disturbed v-ea immediately followiilg reinoval by revegetation or other permanent
stabilization method approved by the local jurisdiction.
ED/DS-2 Urban Drainage and Flood Control District November 2010
Urbail Storm Drainage Criteria Manual Voluine 3
Earth Dikes and Drainage Swales (ED/DS) EC-10
" M
�� �
ir-
ED-1 . COMPACTED UNLINED EARTH DIKE FORMED BY BERM
TRANSVERSE FLOW
�^ �"` TO�ALE
�-- �� '^ � EXISTING GRADE
15" MIN.
>3 >3
DS-1. COMPACTED UNLINED EXCAVATED SWALE
r�w
>3
� �3 r� �3 � EXISTING GRADE
15�� MIN
DS-2. COMPACTED UNLINED SWALE FORMED BY CUT AND
FILL
W (5' MIN.
GEOTEXTILE OR MAT
(SEE ECB)
INTERMEOIATE ANCHOR TRENCH AT
ONE-HALF ROLL LENGTH
(SEE ECB)
ED/
DS
TRANSV SE
�� �` FLOW TO SWALE
� EXISTING GRADE
STAKES (SEE ECB)
D (10" MIN.)
ANCHOR TRENCH AT
PERIMETER OF
BLANKET AND AT
OVERLAPPING JOINTS
WITH ANY ADJACENT
ROLLS OF BLANKET
{SEE ECB)
TRANSVERSE ANCHOR TRENCHES AT
PERIMETER OF BLANKET AND AT
OVERLAPPING JOWTS WITH ANY ADJACENT
ROLLS OF BLANKET (SEE ECB)
�
DS-3. ECB LINED SWALE (CUT AND FILL OR BERM�
November 2010 Urban Drainage and Flood Control District ED/DS-3
Urban Starm Draiilage Criteria Manual Volume 3
EC-10 Earth Dikes and Drainage Swales (ED/DS)
30 MIL MIN.
THICKNESS
NO
W (5' MIN.) � ` STAKING
�u (�u MIN.f ANCHOR TRENCH AT PERIMETER
OF BLANKET AND AT
OVERLAPPING JOINTS WITH ANY
ADJACENT ROLLS OF BLANKET,
INTERMEDIATE ANCHOR � � � SIMILAR TO ECB, 8UT NO
TRENCH AT ONE-HALF ROLL � STAKING
LENGTH SIMILAR TO ECB, TRANSVERSE ANCHOR TRENCHES AT PERIMETER OF
BUT NO STAKING BLANKET AND AT OVERLAPPING JOINTS WITH ANY
ADJACENT ROLLS OF BLANKET, SIMILAR TO ECB, 8UT
NO STAKING
DS-4. SYNTHETIC LINED SWALE
THICKNESS=2 X D50 �, W(5' MIN.
- --�
D {10" MIN.)
- > ,;,,
-`I;i
LINE WITH AASHTO
#3 ROCK (CDOT SECT.
703, j%3) OR RIPRAP
CALLED FOR IN THE
PLANS
I�I.�.�:�1,:7_\��I\I���.y�1%1��
EARTH DIKE AND DRAINAGE SWALE INSTALLATION NOTES
1. SEE SITE PLAN FOR:
- LOCATION OF DIVERSION SWALE
- TYPE OF SWALE (UNUNED, COMPACTED AND/OR LWED).
- LENGTH OF EACH SWALE.
- DEPTH, D, AND WIOTH, W DIMENSIONS.
- FOR ECB/TRM LINED DITCH, SEE ECB DETAIL.
- FOR RIPRAP LINED DITCH, SIZE OF RIPRAP, D50.
2. SEE DRAINAGE PLANS FOR DETAILS OF PERMANENT CONVEYANCE FACILITIES AND/OR
DIVERSIQN SWALES EXCEEDING 2-YEAR FLOW RATE OR 10 CFS.
3. EARTH DIKES AND SWALES INDICA7ED ON SWMP PLAN SHALL BE INSTALLED PRIOR TO
LAND-DISTURBING ACTIVITIES IN PROXIMITY.
4. EMBANKMENT IS TO BE COMPACTED TO 90% OF MAXIMUM DENSITY AND WITHIN 2% OF
OPTIMUM MOISTURE CONTENT ACCOR�ING Ta ASTM D698.
5. SWALES ARE TO DRAIN TO A SEDIMENT CONTRO� BMP.
6. FOR LINED DITCHES, INSTALLATION OF ECB/TRM SHALL CONFORM TO THE REQUIREMENTS
OF THE ECB DETAIL.
7. WHEN CONSTRUCTION TRAFFIC MUSr CROSS A DIVERSIaN SWALE, INSTALL A TEMPORARY
CULVERT WITH A MINIMUM DIAMETER OF 12 INCHES.
ED/DS-4 Urban Drainage and Flood Control District November 2010
Urbail Storm Drainage Criteria Manual Voluine 3
Earth Dikes and Drainage Swales (ED/DS) EC-10
EARTH DIKE AND DRAINAGE SWALE MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREOUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPS IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. SWALES SHALL REMAIN IN PLACE UNTIL THE END OF CONSTRUCTION; IF APPROVED BY
LOCAL JURISDICTION, SWALES MAY BE LEFT IN PLACE.
5. WHEN A SWALE IS REMOVED, THE DISTURBED AREA SHALL BE COVERED WITH TOP501L,
SEEDED AND MULCHED OR OTHERWISE STABILIZED IN A MANNER APPROVED BY LOCAL
JURISDICTION.
(DETPIL ADAPTED fROM OOUGL4S COUNTY, COLORADO ANO THE CITY OF COLORPDO SPRINCS, COLORADO, NOT AVAILABLE IN
AUiOCAD)
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
Noveinber 2010 Urban Drainage and Flood Control District ED/DS-5
Urban Starm Draiilage Criteria Manual Volume 3
Terracing (TER) EC-11
Description
Terracing involves grading steep slopes
into a series of relatively flat sections, or
terraces, separated at intervals by steep
slope se�ments. Terraces shorten the
uninterrupted flow lengths on steep
slopes, helping to reduce the
development of rills and gullies.
Retaining walls, gabioils, cribbing,
deadman anchars, rock-filled slope
mattresses, and other types of soil
retention systems can be used in
Y�-
. - � -
_
•:= - � �
r �, a w �'".�!'h �< -
�,_
I�?.� �{,, _...���. � ��
�� �Fv.� -'Y.�.
�''4;'�'.'! -�. ' � --
`�;•�' ..
_ �
.����� ` r��� �
��, -. �.�
�• -�,� '�-�r, -
�,�-�-�• �-
�. 4 �
r�t�f�i11�' r � i•%•
,� �.
+..�.,�.,.
�'�J..
.. ""'+`�;i ;
teiTaCing. Photograph TER-1. Use of a terrace to reduce erosion by controlling
slope length on a long, steep slope. Pl�oto courtesy of Douglas
Appropriate Uses c°u"`�.
Terracing techniques are most typically used to control erosion on slopes that are steeper than 4: l.
Design and Installation
Design details with notes are provided in Detail TER-1.
The type, number, and spaciiig of terraces will depend on the slope, slope length, and other factors. The
Revised Universal Soil Loss Equation (RUSLE) may be helpful in determining spacing of terraces on
slopes. Terracing should be used in combination with other stabilization measures that provide cover far
exposed soils such as mulching, seeding, surface roughening, or other measures.
Maintenance and Removal
Repair rill erosion on slopes and remove accumulated sediment, as needed. Terracing may be temporary
or permanent. If terracing is temporary, the slope should be topsoiled, seeded, and mulched when the
slope is graded to its fina] configuration and terraces are removed. Due to the steepness of the slope, once
terraces are graded, erosion control blankets or other stabilization measures are rypically required. If
tei7aces are permanent, vegetation should be established on slopes ancl terraces as soon as practical.
Terracing
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Mana ement No
Noveinber 2010 Urban Drainage and Flood Control District TER-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-11 Terracing (TER)
�--�
� �
TER
W
(8' MIN.)
EXISTING
-� � � GRADE
"H" VARIES ��
(15' MAX.) ~ `~-
SEE GRADING PLAN '` �
��
�
FINISHED 1� `
GRADE � 3% MIN.,
��
TER-1 . TERRACING
�
TERRACING INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
—LOCATION OF TERRACING
—WIDTH {W), AND SLOPE (Z).
2. TERRACING IS TYPICALLY NOT REQUIRED FOR SLOPES OF 4:1 OR FLATTER.
3. GRAOE TERRACES TO DRAIN BACK TO SLOPE AT A MINIMUM OF 3% GRADE.
TERRACING MAINTENANCE NOTES
1. INSPECi BMPs EACH WORKDAY, ANO MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BA�Ps AS SQON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERQSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTNE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULO BE
DOCUMENTEO THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIArED UPON
DISCOVERY OF THE FAILURE.
4. RILL EROSION OCCURRING ON TERRACEO SLOPES SHALL BE REPAIRED, RESEEDEO,
MULCHED OR SiABIL12ED IN A MANNER APPROVED BY LOCAL JURISDICTION.
5. TERRACING MAY NEED TO BE RE—GRADED TO RETURN THE SLOPE TO THE FINAL DESIGN
GRADE. THE SLOPE SHALL THEN BE COVERED wITH TOPSOIL, SEEDED AND MULCHED, OR
OTHERWISE STABILIZED AS APPROVED BY LOCAL JURISDICTION.
(DETAIL ADAPTEO FRON OOUGLAS COUNTY, COLORA�O ANO TOWN OF PARKER, COLORA00, NOT AVAILABLE IN AUTOCA�)
NOTE: MANY JURISDIC710NS HAVE BMP DETAIIS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE N07ED.
TER-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Check Dams (CD) EC-12
Description , �
>,
� a ` '' _
��tr �
� � 9- k r I�dd `.s - ,:.�
Check dams are temparary grade control �' --�=-•r� ''� ����`�'� �
structures placed in drainage channels to �"__
limit ihe erosivity of stormwater by ��` � -� �� _
reducing flow velocity. Check dams are �ti�, �� �' �� � � � ��,;��
typically coilstructed from rock, gravel ='� � � �������„ -: a -".-��,,,, � --
pit .1 �I,Y� � :�, u`fi,�-'� i r. � f 7'' :�,��� f'�+w.:^m �� �""1.�ti
bags, sand bags, or sometimes, '���t�;;;���� :_?��� r f��= �: :x.:
proprictary devices. Reinforced check � � �;�� s �� ,.- _ '' " �' �.,�-�r� -
,
dams are typically constructed from rock X+�} �i� `� � �'„°y �'�' �" ��
, .n f .. 1,
and wire abion. Althou h tl�e rimar � A �� �� ' � ���'`� � `�'°`� �� > `'` �� �- �
g g P Y t,x ,, �k , � � � h �. . , [l . .� ��W �
function of check dams is to reduce the ,,;: �; � �-=�.r
t � iY
velocity of concentrated flows, a
secondary benefit is sediment trapping
upstream of the siructure.
Appropriate Uses
Photograph CD-1. Rock check dains in a roadside ditch. Photo
courtesy of WWE.
Use as a grade control for temporary drainage ditches or swales unril final soil stabilization measures are
established upstream and downstream. Check dams can be used on mild or moderately steep slopes.
Check dains may be used uildei• the following conditions:
■ As temporary grade control facilities along waterways until final stabilizaTion is established.
■ Along permanent swales that need protectioi� prior to installation of a non-erodible lining.
■ Along temparary channels, ditches or swales that need protection where construction of a non-
erodible lining is not practicable.
■ Reinforced check dams should be used in areas subject to high flow velocities.
Design and Installation
Place check dams at regularly spaced intervals along the drainage swale or ditch. Check dams heights
should allow for pools to develop upstream of each check dam, extending to the downstream toe of the
check dam immediately upstream.
When rock is used for the check dam, place rock mechanically or by l�and. Do not dump rocks into the
drainage chaimel. Where multiple check dams are used, the top of the lower dain should be at the same
elevation as the toe ofi the upper dam.
Wl�en reinforced check dains are used, install erosion control fal
prevent erosion on the upstream and downstream sides. Each
section of the dam should be keyed in to reduce the potential
for washout ar undermining. A rock apron upstream and
downstream of the dam may be necessary to further control
erosion.
�ric under and around t11e check dam to
Check Dams
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management No
Noveinber 2010 Urban Drainage and Flood Control District CD-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-12 Check Dams (CD)
Design details with notes are provided for the following rypes of check dams:
■ Rock Check Dams (CD-1)
■ Reinforced Check Dams (CD-2)
Sediment control logs may also be used as check dains; however, silt fence is not appropriate for use as a
check dam. Many jurisdictions also prohibit or discourage use of straw bales for this purpose.
Maintenance and Removal
Replace missing rocks causing voids in the check dam. If gravel bags or sandbags are used, replace or
repair torn or displaced bags.
Remove accumulated sediment, as needed to maintain BMP effectiveness, typically before the sediment
depth upstream of the check dam is within lh of the crest height. Remove accumulated sediinent priar to
mulching, seeding, or chemical soil stabilization. Removed sediment can be incorporated into the
earthwork with approval from the Project Engineer, or disposed of at an alternate ]ocation in accordance
with the standard specifications.
Check dams constructed in pennanent swales should be removed when perennial grasses have become
established, or immediately prior to installation of a non-erodible lining. All of the rocic and accumulated
sediment should be removed, and the area seeded and mulched, or otherwise stabilized.
CD-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Check Dams (CD)
COMPACTED J
BACKFILL,
( TYP. )
LENGTH, L
CREST LENGTH, CL
SECTION
3 (NP.) SECTION
D q
��, 6„
� MIN��) 1' 6"
'�� � (MIN)
CHANNEL GRADE
UPSTREAM AND
DOWNSTREAM
2
1�
TOP OF CHECK DAM
EC-12
CD
CHECK DAM ELEVATION VIEW
2' 6'
CHANNEL
� � GRADE
�, 6„
FLOW � MIN.
1 � MIN.
050 = 12" RIPRAP, NPE M OR
TYPE L D50= 9" (SEE TABLE
MD-7, MAJOR DRAINAGE, VOL. 1
FOR GRADATION)
EXCAVATION TO NEAT
LINE, AVOID aVER-EXCAVATION,
(TYP. )
SECTION A
FLOW � I I CHANNEL GRADE
— �
-� -� � -e ,y��y..�,, � -� .� .-�
1' MIN. -� ''� Y�r�r-�Yy r� r��.�� r��f=i' EXCAVATION TO NEAT
� 1., :.; Y Y� Y�' f w� �,� w� Y Y, �'`'�� LINE, AVOID OVER-EXCAVATION
050 = 12" RIPRAP, TYPE M OR �NP��
TYPE � D50=9" (SEE T'ABLE MD-7,
MAJOR DRAINAGE, VOL. 1 FOR
GRADATION) SECTION B
SPaCiNG BETwEEN CHECK DAMS SUCH THaT
�-, .-.�.:,� q A AND B ARE EQUAL ELEVATION
_ -: �•`i�-, Yy= t''-!'. .
� `lM1�'^�'(-l�r� ='` -i.
� '� B
��_.i�_:.�: Yy .,t_.�, _��; _.
�l J� � �� �" ��
�' � ~ i` ' -V Y -
CHANNEL GRADE � % { � `� � � .`� ,
..+ y.:y..: .
PROFILE ��`�'�``�``{" �j�
CD-1. CHECK DAM
November 2010 Urban Drainage and Flood Control District CD-3
Urban Starm Draiilage Criteria Manual Volume 3
EC-12
. � �„ ► � •► ..
Check Dams (CD)
1. SEE PLAN VIEW FOR:
—LOCA710N OF CHECK �AMS.
—CHECK DAM TYPE (CHECK OAM OR REINFORCED CHECK DAM).
—LENGTH (L), CREST LENGTH (CL), AND DEPTH (D).
2. CHECK DAMS INDICATED ON INITIAL SWMP SHALL BE INSTALLED AFTER CONSTRUCTION
FENCE, BUT PRIQR TO ANY UPSTREAM LAND DISTURBING ACTIVITIES.
3. RIPRAP UTILIZED FOR CHECK DAMS SHOULD BE OF APPROPRIATE SIZE FOR THE
APPLICATION. TYPICAL TYPES OF RIPRAP USED FOR CHECK DAMS ARE TYPE M(D50 12")
OR TYPE L (�50 9").
4. RIPRAP PAD SHALL BE TRENCHED INTO THE GROUND A MINIMIUM OF 1'.
5. THE ENOS OF THE CHECK DAM SHALL 8E A MINIMUM OF 1� 6" HIGHER THAN THE CENTER
OF THE CHECK DAM.
CHECK DAM MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKOAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE Of BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
P0551BLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
OOCUMENTE� THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. SEDIMENT ACCUMULATED UPSTREAM OF THE CHECK DAMS SHALL BE REMOVEO WHEN THE
SEDIMENT DEPTH IS WITHIN YZ OF THE HEIGHT OF THE CREST.
5. CHECK DAMS ARE TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS
STABILIZED ANO APPRaVED BY THE LOCAL JURISOICTION.
6. WHEN CHECK DAMS ARE REMOVED, EXCAVATI�NS SHALL BE FILLED WITH SUITABLE
COMPACTEO BACKFILL. DISTURBED AREA SHALL BE SEEDEO AND MULCHED AND COVERED WITH
GEOTEXTILE OR OTHERWISE STA8ILIZED IN A MANNER APPROVED BY THE LOCAL JURISDICTION.
(DETAlLS ADAPTEO FROM OOUGLAS COUNTY, COLORADO, NOT AVAILABLE IN AUTOCAD)
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
OIFFERENCES ARE NOTED.
CD-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Check Dams (CD)
� ��
ALTERNATIVE TO STEPS ON BANKS ABOVE CREST:
DEFORM GABIONS AS NECESSARY TO ALIGN TOP OF GABIONS
wITH GROUNO SURFACE: AVOiO GAPS BETwEEN GABiOrvS
MAX. STEP
HEIGHT i'6"
1�
<4
1 �6�� MIN
EC-12
RCD
COMPACTED � L� ROCK FILLED GABION
BACKFILL HOG RINGS MIN. BURY SECURED TO
(TYP) DEPTH 1'6" AOJACENT GABION
REINFORCED CHECK DAM ELEVATION VIEW
3' D50=6" RIPRAP
��� ENCLOSEO IN GA810N
1 6'� ,: �-� `���t-' �,6�, 6„ MIN.
FLOW � ` :_ � MIN
- - � � + -� :-�
i �6�� , � � CHANNEL GRADE
{
COMPACTED BACKFILL r'� ���-- GEOTEXTILE BLANKET
SECTION A
REINFORCED CHECK DAM INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-LOCATIONS OF CHECK DAMS.
-CHECK DAM TYPE (CHECK DAM OR REINFORCED CHECK DAM).
-LENGTH (L), CREST LENGTH (CL), AND DEPTH (D).
2. CHECK DAMS INDICATED ON THE SWMP SHALL BE INSTALLED PRIOR TO AN UPSTREAM
LAND-DISTURBING ACTIVITIES.
3. REINFORCED CHECK DAMS, GABIONS SHA�L HAVE GALVANIZED TWISTED WIRE NETTING
WITH A MAXIMUM OPENING DIMENSION OF 4}�" AND A MINIMUM WIRE THICKNESS OF 0.10��.
WIRE "HOG RINGS" AT 4" SPACING OR OTHER APPROVEO MEANS SHALL 8E USED AT ALL
GA810N SEAMS AND TO SECURE THE GABION TO THE ADJACENT SECTION.
4. THE CHECK DAM SHALL BE TRENCHED INTO THE GROUND A MINIMUM OF 1' 6".
5. GEOTEXTILE BLANKET SHALL BE PLACED IN THE REINFORCED CHECK DAM TRENCH
EXTENDING A MINIMUM OF 1' 6" ON BOTH THE UPSTREAM AND DOWNSTREAM SIDES OF THE
REINFORCED CHECK DAM.
CD-2. REINFORCED CHECK DAM
CREST LENGTH, CL
Noveinber 2010 Urban Drainage and Flood Control District CD-5
Urban Starm Draiilage Criteria Manual Volume 3
EC-12
. .: � . . •_,, ,_ ► ►_. •
Check Dams (CD)
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPS SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPS AS SOON AS
POSSIBLE (ANO ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
EROSION, AN� PERfORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY r0 MAINTAIN BMPs IN
EFFECTIVE OPERATWG CONOITION. INSPECTIONS ANO CORRECTNE MEASURES SHOULO 8E
DOCUMENTED THOROUGH�Y.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. SEDIMENT ACCUMULATED UPSTREAM Of REINFaRCED CHECK DAMS SHALL BE REM�VED AS
NEEDED TO MAINTAIN THE EFFECTIVENESS OF BMP, TYPICALLY wHEN THE UPSTREAM SEDIMENT
DEPTH IS WITHIN Y� THE HEIGHT OF THE CREST.
5. REPAIR OR REPLACE REINfORCEO CHECK DAMS WHEN THERE ARE SIGNS OF DAMAGE SUCH
AS HOLES IN THE GA810N OR UNOERCUTTING.
6. REINFORCED CHECK DAMS ARE TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED
AREA IS STABILIZED AND APPROVED BY THE LOCAL JURISDICT�ON.
7. WHEN REINFORCED CHECK DAMS ARE REMOVED, ALL DISTURBED AREAS SHALL BE
COVEREO WITH TOPSOIL, SEEDED ANO MULCHEO, AND COVERED WITH A GEOTEXTILE BLANKET,
OR OTHERWISE STABILIZED AS APPROVED BY LOCAL JURISDICTION.
{DETFUL AOAPTEO fROM DOUGLAS COUNTY, COLORA00 AND CITY OF AURORA, COLORA00, NOi AVAILABLE IN AUTOCAD)
NOTE: MANY JURISD�CTIONS HAVE BMP DETAILS THAT VARY FROM UOFCD STANDARD DETAI�S.
CONSU�T WITH LOCA� JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
CD-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Streambank Stabilization (SS)
Description
Streambank stabilization involves a
combination of erosion and sediment
control practices to protect streams,
ba»ks, and in-stream habitat from
accelerated erosion. BMPs associated
with streambank stabilization may
include protection of existing
vegetation, check dams/grade control,
temporary and permanent seeding,
outlet protection, rolled erosion control
products, temparary diversions,
dewatering operations and
bioengineering practices such as brush
]ayering, live staking and fascines.
.,� T���`�\s r "'�in*;�
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- �i �'�; r
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_ _�--:- ,
�
Appropriate Uses
_ a
, � �
EC-13
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Photograph SS-l. Sh�eambank stabilizatio� using geotexriles
following installation oP a permanent in-stream grade confrol structure.
Streambank stabilization may be a construction activity in and of itself, or it may be in conjunction with a
broader construction project that discharges to a waterway that is susceptible to accelerated erosion due to
increases in the rate and volume of stormwater runoff. Depending on the health of the stream, water
quality sampling and testing may be advisable prior to and/or during construction to evaluate health and
stabiliry of the stream and potential effects from adjacent construction activities.
Design and Installation
Streambank stabilization consists of protecting the stream in a variety of ways to minimize negative
effects to the stream environment. The following lists the minimum requirements necessary for
construcrion streambank stabilization:
■ Protect existing ve�etation along the stream bank in accordance with the Vegetated Buffiers and
Protection of Existing Vegetation Fact Sheets. Preserving a riparian buffer along the streambank will
help to remove sediment and decrease runoff rates from the disturbed area.
■ Outside the riparian buffer, provide sediment control in the form of a silt fence or equivalent sediment
control practice along the entire length of the stream that will receive runoff from the area of
disturbance. Ii� some cases, a double-layered perimeter control may be justified adjacent to sensitive
receiving waters and wetlands to provide additional protection.
■ Stabilize all areas that will be draining to Che stream. Use rolled erosion control products, temporary
or permanent seeding, or other appropriate measures.
■ Ensure all point discharges entering the stream are
adequately armored with a velocity dissipation device and
appropriate outlet protection.
See individual design details and notes for the various BMPs
referenced in this practice. Additional information on
bioengineering techniques for stream stabilization can be
Streambank Stabilization
Functions
Erosion Control Yes
Sediment Control No
Site/Material Management No
Noveinber 2010 Urban Drainage and Flood Control District SS-1
Urban Starm Draiilage Criteria Manual Volume 3
EC-13
Streambank Stabilization (SS)
found in the Major Urainage chapter of Volume 1 and additional guidance on BMPs far working in
waterways can be found in UDFCD's Best Manngement Practices for• Constru�ctior2 in Wnterways
Ti�aining Mantral.
Maintenance and Removal
Inspect BMPs protecting the stream for damage on a daily basis. Maintaiil, repair, or replace damaged
BMPs following the guidance provided in individual BMP Fact Sheets for practices that are implemented.
Some streambank stabilization BMPs are intended to remain in place as vegetation matures (e.g. erosion
control blankets protecting seeded stream banks and turf reinforcement inats).
For BMPs that are not to remain in place as a part of fii�al stabilization such as silt fence and other
temparary measures, BMPs should be removed when all land disturbing activities have ceased and areas
have been penn�nently stabilized.
SS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Wind Erosion/Dust Control (DC)
Description
Wind erosion and dust control BMPs
help to keep soil particles from entering
the air as a result of ]and disturbing
construction activities. These BMPs
include a variety of practices generally
focused on either graded disturbed areas
or construction roadways. For graded
areas, practices such as seeding and
mulching, use of soil binders, site
watering, or other practices that provide
prompt surface cover sllould be used.
For construction roadways, road
watering and stabilized surfaces should
be considered.
Appropriate Uses
EC-14
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.�!` �t: _- ; �s:.� �• ,..,. _,i�."� j,
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Photograph DC-1. Water truck used for dust suppression. Pl�oto
courtesy of Douglas County.
Dust control measures should be used on any site where dust poses a problem to air quality. Dust control
is important to control for the health of consti•uction workers and surrounding waterbodies.
Design and Installation
The following construction BMPs can be used for dust control:
■ An irrigation/sprinkler system can be used to wet the top layer of disturbed soil to help keep dry soil
particles from becoming airborne.
■ Seeding and mulching can be used Co stabilize disturbed surfaces and reduce dust emissions.
■ Protecting existing vegetation can help to slow wind velocities across the ground surface, thereby
limiting the likelihood of soil particles to become airborne.
■ Spray-on soil binders farm a bond between soil particles keeping them grounded. Chemical
treatments may require additional pennitting requirements. Potential impacts to surrounding
waterways and habitat must be considered prior to use.
■ Placing rock on construction roadways and entrances will help keep dust to a miniinum across the
constrl�ction site.
■ Wind fences can be installed oi1 site to reduce wind
speeds. Install fences perpendicular to the prevailing
wind direction for maximum effectiveness.
Maintenance and Removal
When using an irrigation/sprinkler control system to aid in
dust control, be careful not to overwater. Overwatering will
cause construction vehicles to track mud off-site.
Wind Erosion Control/
Dust Control
Functions
Erosion Control Yes
Sediment Control I�10
Site/Material Management Moderate
November 2010 Urban Drainage and Flood Control District DG1
Urban Starm Draiilage Criteria Manual Volume 3
Concrete Washout Area (CWA)
Description
Concrete waste management involves
designating and properly mailaging a
specific area of the construction site as a
concrete washout area. A concrete
washout area can be created using one of
several approaches designed to receive
wash water from washing of tools and
coi�crete mixer chutes, liquid concrete
waste from dump trucks, mobile batch
mixers, or pump trucks. Three basic
approaches are available: excavation of a
pit in the ground, use of an above ground
storage area, or use of prefabricated haul-
away concrete washout containers.
Surface discharges of concrete washout
water from construction sites are prohibited.
Appropriate Uses
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iu ru-��
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Photograph CWA-1. Example of concrete washout area. Note gravel
tracking pad for access and sign.
Concrete washout areas must be designated on all sites that will generate concrete wash wlter or liquid
concrete waste from onsite concrete mixing or concrete delivery.
Because pH is a pollutant of concern for washout activiries, when unlined pits are used for concrete
washout, the soil must have adequate buffering capacity to result in protection of state groundwater
standards; otherwise, a liner/co��tainment must be used. The following manageme��t practices are
recommended to prevent an impact from unlined pits to groundwater:
■ The use of the washout site should be temporary (less than 1 year), and
The washout site should be not be located in an area where shallow groundwater may be present, such
as near natural drainages, springs, or wetlands.
Design and Installation
Concrete washout activities must be conducted in a manner that does not contribute pollutants to surface
waters ar starmwater runoff. Concrete washout areas may be lined ar unlined excavated pits in the
ground, com�nercially manufactured prefabricated washout containers, or aboveground holding areas
co»structed of berms, sandbags or straw bales with a plastic liner.
Although unlined washout areas may be used, lined pits may be required to protect groundwater under
certain conditions.
Concrete Washout Area
Functions
Erosion Control No
Sediment Control No
Site/Material Management Yes
Do not locate an unlined washout area within 400 feet
of any natural drainage pathway or waterbody or
within 1,000 feet of any wells or drinking water
sources. Even far lined concrete washouts, it is
advisable to locate the facility away from waterbodies
and drainage paths. If site constraints make these
Noveinber 2010 Urban Drainage and Flood Control District CWA-1
Urban Starm Draiilage Criteria Manual Volume 3
�u Nu ��
Concrete Washout Area (CWA)
setbacks infeasible or if highly permeable soils exist in the area, then the pit must be installed with an
impermeable liner (16 mil minimum thickness) or surface storage alternatives using prefabricated
concrete washout devices or a lined aboveground starage area should be used.
Design details with notes are provided in Detail CWA-1 for pits and CWA-2 for aboveground storage
areas. Pre-fabricated concrete washout container information can be obtained from vendars.
Maintenance and Removal
A key consideration for concrete washout areas is to ensure that adequate signage is in place identifying
the location of the washout area. Part of inspecting and maintaining washout areas is ensuring tl�at
adequate signage is provided and in good repair and that the washout area is being used, as opposed to
washout in non-designated areas ofi the site.
Remove concrete waste in the washout area, as needed to maintain BMP funcrion (typically when filled to
about two-thirds of its capacity). Collect concrete waste and deliver offsite to a designated disposal
location.
Upon termination of use of the washout site, accumulated solid waste, including concrete waste and any
contaminated soils, must be removed from the site to prevent on-site disposal of solid waste. If the wash
water is allowed to evaporate and the concrete hardens, it may be recycled.
3
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Photograph CWA-2. Prefabricated concrete washout. Photo
cow-tesy of CDOT.
, _.
�r _� .� �,�,�i,�,l�}.�3`j - ' , -
� ! CbHCRETE `.� - .1�'��- ,ti � r ' �-
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. ' . . ,s � �. ��-.�� C�}�
- , - =•,t ��s�'�'_ �'' ' �'
Photograph CWA-3. Earthen concrete washout. Pholo
cow-tesy of CDOT.
CWA-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Concrete Washout Area (CWA)
�
12" TYP
>4
1�
iu ru-��
CWA
VEHICLE TRACKING
CONTROL (SEE
VTC DETAIL) OR
OTHER STABLE
SURFACE
IY�.3.9[�71�
- -� - - -
�� �3� MIN. _J�
UNDISTURBED OR � >3 >3
COMPACTED SOIL VEHICLE TRACKING
S X 8 MIN. CON7ROL (SEE VTC
SECTION A DETAIL �
CWA-1 . CONCRETE WASHOUT AREA
CWA INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-CWA INSTALLATION LOCATION.
2. DQ NOT LOCATE AN UNLINED CWA WITHIN 400' OF ANY NATURAL DRAINAGE PATHWAY OR
WATERBODY. DO NOT LOCATE WITHIN 1,000' OF ANY WELLS OR DRINKING WATER SOURCES. IF
SITE CONSTRAINTS MAKE THIS INFEASIBLE, OR IF HIGHLY PERMEABLE SOILS EXIST ON SITE,
THE CWA MUST BE INSTALLED WITH AN IMPERMEABLE LINER (16 MIL MIN. THICKNESS) OR
SURFACE STORAGE ALTERNATIVES USING PREFABRICATED CONCRETE WASHOUT DEVICES OR A
LINEO A80VE GROUND STORAGE ARE SHOULD BE USEO.
3. THE CWA SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT ON SITE.
4. CWA SHALL INCLU�E A FLAT SUBSURFACE PIT THAT IS AT LEAST 8' BY S' SLOPES
LEADING OUT OF THE SUBSURFACE PIT SHALL BE 3:1 OR FLATTER. THE PIT SHALL BE AT
LEAST 3' OEEP.
5. BERM SURROUNDING SIDES AND BACK OF THE CWA SHALL HAVE MINIMUM HEIGHT OF 1'.
6. VEHICLE TRACKING PAD SHALL BE 5LOPE0 2% TOWARDS THE CWA.
7. SIGNS SHALL BE PLACEO AT THE CONSTRUCTION ENTRANCE, AT THE CWA, AND
ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CWA TO OPERATORS
OF CONCRETE TRUCKS AND PUMP RIGS.
8. USE EXCAVATED MATERIAL FOR PERIMETER BERM CONSTRUCTION.
November 2010 Urban Drainage and Flood Control District CWA-3
Urban Starm Draiilage Criteria Manual Volume 3
CONCRETE WASHOUT AREA PLAN
� COMPACTED BERM AROUND
� rHE PERIMETER
MM-1 Concrete Washout Area (CWA)
CWA MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (ANO ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAIN7ENANCE.
2. FREQUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS ANO CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGNLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. THE CWA SHALL BE REPAIRED, CLEANED, OR ENLARGED AS NECESSARY TO MAINTAIN
CAPACITY FOR CONCRETE WASTE. CONCRETE MATERIALS, ACCUMULATED IN PIT, SHALL BE
REMOVED ONCE THE MATERIALS HAVE REACHED A DEPTH OF 2'.
5. CONCRETE WASHOUT WA7ER, WASTED PIECES OF CONCRETE AND ALL OTHER DEBRIS
IN THE SUBSURFACE PIT SHALL BE TRANSPORTED FROM THE JOB SITE IN A WATER-TIGHT
CONTAINER AND DISPOSED OF PROPERLY.
6. THE CWA SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FOR THE PROJECT IS PLACED.
7. WHEN THE CWA IS REMOVED, COVER THE DISTURBE� AREA WITH TOP SOIL, SEED AND
MULCH OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE LOCAL JURISDICTION.
(DETAIL ADAPTED fROM OOUGLAS COl1NTY, COLORADO AN� THE CITY aF PARKER, COLORA00, NOT AVAILABLE IN AUTOCAD).
NOTE: MANY JURISDICriONS HAVE BMP OETAILS THAT VARY FROM UDFCO STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
CWA-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Stockpile Management (SP) MM-2
Description
Stockpile management includes
measures to minimize erosion and
sediment transport from soil stockpiles.
Appropriate Uses
Stockpile management should be used
when soils or other erodible materials
are stored at the coustrucrion site.
Special attention should be given to
stockpiles in close proximity to natural
or manmade storm systems.
Design and Installation
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r
Photograph SP-1. A topsoil stocl.pile that has been partially
revegetated and is protected by silt fence perimeter control.
Locate stockpiles away from all drainage system components inclLiding storm sewer inlets. Where
practical, choose stockpile locarions that that will remain undisturbed for the longest period of time as the
phases of construction progress. Place sedimei�t control BMPs around the perimeter of the stockpile, such
as sediment control logs, rock socks, silt fence, straw bales and sand bags. See Detail SP-1 for guidance
on proper establishment of perimeter controls around a stockpile. For stockpiles in active use, provide a
stabilized designated access point on the upgradient side of the stockpile.
Stabilize the stockpile surface with surface roughening, temparary seeding and mulching, erosion control
blankets, ar soil binders. Soils stockpiled for an extended period (typically for more than 60 days) should
be seeded and mulched with a temporary grass cover once the stockpile is placed (typically within 14
days). Use of mulch only or a soil binder is acceptable if the stockpile will be in place for a more limited
time period (typically 30-60 days). Timeframes for stabilization of stockpiles noted in this fact sheet are
"typical" guidelines. Check permit requirements for specific federal, state, andJar local requirements that
may be more prescriptive.
Stockpiles should not be placed in streets or paved areas unless no other practical alternative exists. See
the Stabilized Staging Area Fact Sheet far guidance when staging ii1 roadways is unavoidable due to
space or right-of-way constraints. For paved areas, rock socks must be used for perimeter control and all
inlets with the potential to receive sediment from the stockpile (even from vehicle tracking) must be
protected.
Maintenance and Removal
Iilspect perimeter controls and inlet protection in accordance with their respective BMP Fact Sheets.
Wl�ere seeding, inulch and/or soil binders are used, reseeding or reapplication of soil binder may be
necessary.
When temparary removal of a perimeter BMP is necessary
to access a stockpile, ensure BMPs are reinstalled in
accordance with their respective design detail section.
Stock ile Mana ement
Functions
Erosion Control Yes
Sediment Control Yes
Site/Material Management Yes
Noveinber 2010 Urban Drainage and Flood Control District SP-1
Urban Starm Draiilage Criteria Manual Volume 3
MM-2 Stockpile Management (SM)
When the stockpile is no longer needed, properly dispose of excess materials and revegetate or otherwise
stabilize the ground surface where the stockpile was located.
SP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Stockpile Management (SP) MM-2
%� ��
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�
/ INSTALLATION REQUIREMENTS)
�
STOCKPILE PROTECTION PLAN
MAXIMUM
1�/
SILT FENCE (SEE SF DETAIL FOR
INSTALLATION REQUIREMENTS)
SECTION A
SP-1 . STOCKPILE PROTECTION
STOCKPILE PROTECTION INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-LOCATION OF STOCKPILES.
-TYPE OF STOCKPILE PROTECTION.
2. INSTALL PERIMETER CONTROLS IN ACCOROANCE WITH THEIR RESPECTIVE DESIGN DETAILS.
SILT FENCE IS SHOWN IN THE STOCKPILE PROTECTION DETAILS; HOWEVER, OTHER TYPES OF
PERIMETER CONTROLS INCLUDING SEOIMENT CONTROL LOGS OR ROCK SOCKS MAY BE
SUITABLE IN SOME CIRCUMSTANCES. CONSIDERATIONS FOR DETERMINING THE APPROPRIATE
TYPE OF PERIMETER CONTROL FOR A STOCKPILE INCLUDE WHETHER THE STOCKPILE IS
LOCATED ON A PERVIOUS OR IMPERVIOUS SURFACE, THE RELATIVE HEIGHTS OF THE
PERIMETER CONTROL AND STOCKPILE, THE ABILITY OF THE PERIMETER CONTROL TO CONTAIN
THE STOCKPILE WITHOUT FAILING IN THE EVENT THAT MATERIAL FROM THE STOCKPILE SHIFTS
OR SLUMPS AGAINST THE PERIMETER, AND OTHER FACTaRS.
3. STABILIZE THE STOCKPILE SURFACE WITH SURFACE ROUGHENING, TEMPORARY SEEDING AND
MULCHING, EROSION CONTROL BLANKETS, OR SOIL BINDERS. SOILS STOCKPILED FOR AN
EXTENOED PERIOD (TYPICALLY FOR MORE THAN 60 DAYS) SHOULO BE SEE�ED ANO MULCHED
WITH A TEMPORARY GRASS COVER ONCE THE STOCKPILE IS PLACED (TYPICALLY WITHIN 14
DAYS). USE OF MULCH ONLY OR A SOIL BINDER IS ACCEPTABLE IF THE STOCKPILE WILL BE
IN PLACE FOR A MORE LIMITED TIME PERIOD (TYPICALLY 30-6fl DAYS).
4. FOR TEMPORARY STOCKPILES ON THE INTERIOR PORTION OF A CONSTRUCTION SITE, WHERE
OTHER OOWNGRAOIENT CONTROLS, INCLUDING PERIMETER CONTROL, ARE IN PLACE, STOCKPILE
PERIMETER CONTROLS MAY NOT BE REQUIRED.
November 2010 Urban Drainage and Flood Control District SP-3
Urban Starm Draiilage Criteria Manual Volume 3
MM-2 Stockpile Management (SM)
STOCKPILE PROTECTION MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (ANO ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAIN7ENANCE.
2. FREQUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS ANO CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGNLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
STOCKPILE PROTECTION MAINTENANCE NOTES
4. IF PERIMETER PROTECTION MUST BE MOVED TO ACCESS SOIL STOCKPILE, REPLACE
PERIMETER CONTROLS BY THE END OF THE WORKDAY.
5. STOCKPILE PERIMETER CONTROLS CAN BE REMOVED ONCE ALL THE MATERIAL FROM THE
STOCKPILE HAS BEEN USED.
(DE7NLS ADAPTEO FROM PARKER, COLORA00, N07 AVNLABLE IN AUTOCAD}
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOiED.
SP-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Stockpile Management (SP) MM-2
0
ORANGE SAFETY
C�NE
TARP ANCHOR
�
�
RQAD CL
�
ROADWAY � I
A PaLY LINER
BERM
� m
� m
m POLY TARP �
POLY TARP
6' MAX.
SSA—
� R
SOIL/LANDSCAPE
MATERIAL
6" PVC PIPE
FOR DRAINAGE
IN FLOWLINE
CURB LINE
TARP ANCHOR (CINDER
BLOCK, OR 5 GALLON
BUCKET OF WATER)
POLY LINER
BERM MATERIAL `�
(TRIANGULAR SILT DIKE, 6"MIN. �
SEDIMENT CONTROL LOG, 6' MAX., MUST NOT 6" PVC PIPE
ROCK SOCK, OR OTHER BE LOCATED WITHIN
WRAPPED MATERIAL) A DRIVE LANE
SP-2. MATERIALS STAGING IN ROADWAY
MATERIALS STAGING IN R�ADWAYS INSTALLATION N�TES
1. SEE PLAN VIEW FOR
-LOCATION OF MATERIAL STAGING AREA(S).
-CONrRACTOR MAY ADJUST LOCATION AND SIZE OF STAGING AREA WITH APPROVAL
FROM THE LOCAL JURISOICTION.
2. FEATURE MUST BE INSTALLEO PRIOR TO EXCAVATION, EAR7HWORK OR DELIVERY OF
MATERIALS,
3. MATERIALS MUST BE STATIONEO ON THE POLY LINER. ANY INCIDENTAL MATERIALS
DEPOSITED ON PAVEQ SECTION OR ALONG CURB LINE MUST BE CLEANED UP PROMPTLY.
4. POLY LINER AND 7ARP COVER SHOULD BE OF SIGNIFICANT THICKNESS TO PREVENT
DAMAGE OR LOSS OF INTEGRITY.
5. SANO BAGS MAY BE SUBSTITUTED TO ANCHOR THE COVER TARP OR PROVIDE BERMING
UNOER THE BASE LINER.
6. FEa,TURE IS NOT iNTENDE� FOR uSE wiTH WET MATERIAL THAT WILL BE DRAINING AND/OR
SPREADING OUT QN THE POLY LINER OR FOR DEMOLITION MATERIALS.
7. THIS FEATURE CAN BE USED FOR:
—UTILITY REPAIRS.
—WHEN OTHER STAGING LOCATIONS AND OPTIONS ARE LIMITEO.
—OTHER LIMITED APPLICATION AND SHORT DURATION STAGING.
Noveinber 2010 Urban Drainage and Flood Control District SP-5
Urban Starm Draiilage Criteria Manual Volume 3
MM-2 Stockpile Management (SM)
MATERIALS STAGING IN ROADWAY MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (ANO ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS ANO CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGNLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. INSPECT PVC PIPE ALONG CURB LINE FOR CLOGGING AND DEBRIS. REMOVE OBSTRUCTIONS
PROMPTLY.
5. CLEAN MATERIAL FROM PAVED SURFACES BY SWEEPING OR VACUUMING.
NOTE: MANY JURISDIC710NS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
(DETAILS AOAPiEO fROM AURORA, COLORADO)
SP-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Good Housekeeping Practices (GH) MM-3
Description
Implement construction site good housekeepin� practices to
prevent poll�ution associated with solid, liquid and hazardous
construction-related materials and wastes. Stormwater
Manageme»t Plans (SWMPs) should clearly specify BMPs
including these good housekeeping practices:
■ Provide for waste management.
■ Establish proper building material staging areas.
■ Designate paint and concrete washout areas.
■ Establish proper equipment/vehicle fueling and
maintenance practices.
• Control equipment/vehicle washing and allowable non-
stormwater discharges.
■ Develop a spill prevention and response plan.
Acknowledgement: This Fact Sheet is based directly on
EPA guidance provided in Developing Your Stormwater
Pollution Prevent Plan (EPA 2007).
Appropriate Uses
=---
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Photographs GH-1 and GH-2. Proper materials
storage and secondary containment for fuel tanks
are important good housekeeping practices. Photos
cour[esy of CDOT and City of Aurora.
Good housekeeping practices are necessary at all construction sites.
Design and Installation
The following principles and actions should be addressed in SWMPs:
■ Provide for Waste Management. Implement� management procedures and practices to prevent or
reduce the exposure aild transport of pollutatlts in stormwater from solid, liquid and sanitary wastes
that will be generated at the site. Practices such as trash disposal, recycling, proper material handling,
and cleanup measures can reduce the potential for stormwater runoff to pick up construction site
wastes and discharge them to surface waters. Implement a comprehensive set of waste-management
practices far llazardous or toxic materials, such as paiilts, solvents, petroleum products, pesticides,
wood preservatives, acids, roofing tar, and other materials. Practices should include storage,
handling, inventory, and cleanup procedures, in case of spills. Specific practices that should be
considered include:
Solid or Construction Waste
o Designate trash and bulk waste-collection areas on-
site.
Good Housekeeping
Functions
Erosion Control No
Sediment Control No
Site/Material Mana ement Yes
Noveinber 2010 Urban Drainage and Flood Control District GH-1
Urban Starm Draiilage Criteria Manual Volume 3
MM-3 Good Housekeeping Practices (GH)
o Recycle materials whenever possible (e.g., paper, wood, concrete, oil).
o Segregate and provide proper disposal options for hazardous material wastes.
o Clean up litter and debris from the construction site daily.
o Locate waste-collection areas �way from streets, gutters, watercourses, and storm drains. Waste-
collection areas (dumpsters, and sucl�) are often best located near construction site entrances to
minimize traffiic on disturbed soils. Consider secondary containment around waste collection
areas to minimize the likelihood of contaminated discharges.
o Empty wasie containers before they are full and overflowing.
Sanitary and Septic Waste
o Provide convenient, well-maintained, and properly located toilet facilities on-site.
o Locate toilet facilities away from storm drain inlets and waterways to prevent accidental spills
aild contamination of starinwater.
o Maintain clean restroom facilities and empty portable toilets regularly.
o Where possible, provide secondary containment pans under partable toilets.
o Provide tie-downs or stake-downs for portable toilets.
o Educate employees, subcontractors, and suppliers on locations of facilities.
o Treat or dispose of sanitary and septic waste in accordance with state or local regulations. Do not
discharge or bury wastewater at the construction site.
o Inspect facilities for leaks. If found, repair or replace unmediately.
o Special care is necessary during maintenance (pump out) to ensure that waste and/or biocide are
not spilled on the ground.
Hazardous Materials and Wastes
o Develop and implement employee and
subcontractor education, as needed, on
hazardous and toxic waste handling,
storage, disposal, and cleanup.
o Designate haaardous waste-collection
areas on-site.
o Place all hazardous and toxic material
wastes in secondary containment.
Photograph GH-3. Locate �ortable toilet lacilities on level
surfaces away from waferways and s[orm drains. Photo
courtesy of WWE.
GH-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Voluine 3
Good Housekeeping Practices (GH) MM-3
o Hazardous waste containers should be inspected to ensure that all containers are labeled properly
and that no leaks are present.
Establish Proper Building Material Handling and Staging Areas. The SWMP should include
comprehensive handling and management procedures for building materials, especially those that are
hazardous or toxic. Paints, solvents, pesticides, fuels and oils, other hazardous materials or building
materials that have the potential to contaminate stormwater should be stared indoors or under cover
whenever possible or in areas with secondary containment. Secondary containment measures prevent
a spill from spreading across the site and may include dikes, berms, curbing, or other containment
methods. Secondary containment techniques should also ensure the protection of groundwater.
Designate staging areas for activities such as fueling vehicles, mixing paints, plaster, mortar, and
other potential pollutants. Designated staging areas enable easier monitoring of the use of materials
and clean up of spills. Training employees ancl subcontractars is essential to the success of this
pollution prevention principle. Consider the following specific materials handling and staging
practices:
o Train employees and subcontractors in proper handling and storage practices.
o Clearly designate site areas for staging and storage with signs and on construction drawings.
Staging areas should be located in areas central to the construction site. Segment ihe staging area
into sub-areas designated far vehicles, equipment, or stockpiles. Construction entrances and exits
should be clearly marked so that delivery vehicles enter/eXit through stabilized areas with vehicle
[racking controls (See Vehicle Tracking Control Fact Sheet).
o Provide starage in accardance with Spill Protection, Control and Countermeasures (SPCC)
requirements and plans and provide cover and impermeable perimeter control, as necessary, for
hazardous materials and contaminated soils that must be stored on site.
o Ensure that storage containers are regularly inspected for leaks, con�osion, support or foundation
failure, or other signs of deterioration and tested for soundness.
o Reuse and recycle construction materials when possible.
Designate Conerete Washout Areas. Concrete contractors should be encouraged to use the washout
facilities at their own plants or dispatch facilities when feasible; however, concrete washout
commonly occurs on construction sites. If it is necessary to provide far concrete washout areas on-
site, designaie specific washout areas and design facilities to handle anticipated washout water.
Washout areas should also be provided for paint and stucco operations. Because washout areas can
be a source of pollutants fi•om leaks or spills, care must be taken with regard to their placement and
proper use. See the Concrete Washout Area Fact Sheet for detailed guidance.
Both self-constructed and prefabricated washout containers can fill up quickly when concrete, paint,
and stucco work are occurring on large portions of the site. Be sure to check for evidence that
contractors are using the washout areas and not dumping materials onto the ground or into drainage
facilities. If the washout areas are not being used regularly, consider posting additional signage,
relocating the facilities to more convenient locations, or providing training to workers and
contractors.
When concrete, paint, ar stucco is part of the consri-uction process, consider these practices which will
help prevent contamination of stormwater. Include the locations of these areas and the maintenance
and inspection procedures in the SWMP.
November 2010 Urban Drainage and Flood Control District GH-3
Urban Starm Draiilage Criteria Manual Volume 3
MM-3 Good Housekeeping Practices (GH)
o Do not washout concrete trucks or equipment into storm drains, streets, gutters, uncontained
areas, or streams. Only use designated washout areas.
o Establish washout areas and advertise their locations with si�ns. Ensure that signage remains in
good repair.
o Provide adequate containment far the amount of wash water that will be used.
o Inspect washout structures daily to detect leaks or tears and to identify when materials need to be
removed.
o Dispose of materials properly. The preferred method is to allow the water to evaporate and to
recycle the hardened concrete. Full service companies may provide dewatering services and
should dispose of wastewater properly. Coilcrete wash water can be highly polluted. It should
not be discharged to any surface water, storm sewer system, or allowed to infiltrate into fl�e
ground in the vicinity of waterbodies. Washwater should not be discharged to a sanitary sewer
system without first receiving written permission from the system operator.
Establish Proper Equipment/Vehicle Fueling and Maintenance Practices. Create a clearly
designated on-site fueling and maintenance area that is clean and dry. The on-site fueling area should
have a spill kit, and staff should know how to use it. If possible, conduct vehicle fueling and
maintenance activities in a covered area. Consider the following practices to help prevent the
discharge of pollutants to stormwater from equipment/vehicle fueling and maintenance. Include the
locations of designated fueling and maintenance areas and inspection and maintenance procedures in
the SWMP.
o Train employees and subcontractors in proper fueling procedures (stay with vehicles during
fueling, proper use of pumps, emergency shutoff valves, etc.).
o Inspect on-site vehicles and equipment regularly for leaks, equipment damage, and other service
problems.
o Clearly designate vehicle/equipment service areas away from drainage facilities and watercourses
to prevent stormwater run-on and runoff.
o Use drip pans, drip cloths, or absorbent pads when replacing spent fluids.
o Collect all spent fluids, store in appropriate labeled containers in the proper storage areas, and
recycle fluids whenever possible.
■ Control Equipment/Vehicle Washing and Allowable Non-Stormwater Discharges. Implemenc
practices to prevent conCamination of surface and groundwater from equipment and vehicle wash
water. Representative pracrices include:
o Educate employees and subcontractors on proper washing procedures.
o Use off-site washing facilities, when available.
o Clearly inark the washing areas and inform workers that all washing inust occur in this area.
o Contain wash water and treat it using BMPs. Infiltrate washwater when possible, but maintain
separation from drainage paths and waterbodies.
GH-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Voluine 3
Good Housekeeping Practices (GH) MM-3
o Use high-pressure water spray at vehicle washing facilities without detergents. Water alone can
remove most dirt adequately.
o Do not conduct other activities, such as vehicle repairs, in the wash area.
o Include the location of the washing facilities and the inspection and maintenance procedures in
the SWMP.
Develop a Spill Prevention and Response Plan. Spill prevention and response procedures must be
identified in the SWMP. Representative procedures include identifying ways to reduce the chance of
spills, stop the source of spills, contain and clean up spills, dispose of materials contaminated by
spills, and train personnel responsible for spill prevention and response. The plan should also specify
material handling procedures and storage requirements and ensure tliat clear and concise spill cleanup
procedures are provided and posted for areas in which spills may potenrially occur. When developing
a spill preve»tion plan, include the following:
o Note the locations of chemical storage areas, storm drains, tributary drainage areas, surface
waterbodies on or near the site, and measures to stop spills froin leaving the site.
o Provide proper handlin� and safety procedures for each rype of waste. Keep Material Safety Data
Sheets (MSDSs) for chemical used on site with the SWMP.
o Establish an education program for employees and subcontractars on the potential hazards to
humans and the environment from spills and leaks.
o Specify how to notify appropriate authorities, such as police and fire departments, hospitals, or
municipal sewage tream�ent facilities to reqLiest assistance. Emergency procedures and contact
numbers should be provided in the SWMP and posted at storage locations.
o Describe the procedures, equipment and materials for immediate cleanup of spills ancl proper
disposal.
o Identify personnel responsible for implementing the plan in the event of a spill. Update the spill
prevention plan and clean up materials as changes occur to the types of chemicals stored and used
at the facility.
Noveinber 2010 Urban Drainage and Flood Control District GH-5
Urban Starm Draiilage Criteria Manual Volume 3
MM-3 Good Housekeeping Practices (GH)
Spill Prevention, Control, and Countermeasure (SPCC) Plan
Construcrion sites may be subject to 40 CFR Part 112 regulations that require the preparation and
implementation of a SPCC Plan to prevent oil spills from aboveground and underground storage tanks.
The faciliry is subject to this rule if it is a non-transportation-related facility that:
■ Has a Cotal storage capacity greater than 1,320 gallons or a coinpletely buried storage capacity
greater than 42,000 gallons.
■ Could reasonably be expected to discharge oil in quantiries that may be harmful to navigable waters
of the United States and adjoining sl�orelines.
Furthennore, if the facility is subject to 40 CFR Part 112, the SWMP should reference the SPCC Plan.
To find out more about SPCC Plans, see EPA's website on SPPC at www.epa.gov/oilspill/spcc.htm.
Reporting Oil Spills
In the event of an oil spill, contact the National Respoizse Center toll free at 1-800-424- 8802 far
assistance, or for more details, visit their website: www.nrc.usc .mil.
Maintenance and Removal
Effective implementation of good housekeeping practices is dependent on clear designation of personnel
responsible for supervising and implementing good housekeeping programs, such as site cleanup and
disposal of trash and debris, hazardous material inanageinent and disposal, vehicle and equipment
maintenance, and other practices. Emergency response "drills" may aid in emergency preparedness.
Checklists may be helpful in good housekeeping efforts.
Staging and storage areas require penn�nent stabilization when the areas are no longer being used far
construction-related activities.
Construction-related materials, debris and waste must be removed from the construction site once
construction is complete.
Design Details
See the following Fact Sheets for related Design Details:
MM-1 Concrete Washout Area
MM-2 Stockpile Management
SM-4 Vehicle Tracking Control
Design details are not necessary for other good housekeeping pracrices; however, be sure to designate
where specific practices will occur on the appropriate construction drawings.
GH-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Voluine 3
Silt Fence (SF)
Description
A silt fence is a woven geotexrile fabric
attached to wooden posts and trenched
into the ground. It is designed as a
sediment barrier to intercept sheet flow
runoff from disturbed areas.
Appropriate Uses
A silt fence can be used where runoff is
conveyed from a disturbed area as sheet
flow. Silt fence is not designed to
receive concentrated flow or to be used
as a filter fabric. Typical uses include:
■ Down slope ofi a disturbed area to
accept sheet flow.
■ Along the perimeter of a receiving
water such as a stream, pond or
wetland.
■ At the perimeter of a construction site.
Design and Installation
SC-1
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Photograph SF-1. Silt fence creates a sec�iment barrier, forcing
sheet Ilow runoff ro evaparate or infiltrate.
Silt fence should be installed along the contour of slopes so that it intercepts sheet flow. The maximum
recom�nended tributary drainage area per 1001ineal feet of silt fence, installed along the contour, is
approximately 0.25 acres with a disturbed slope length of up to 150 feet and a tributary slope gradient no
steeper than 3: l. Longer and steeper slopes require additional measures. This recommendarion only
applies to silt fence installed along the contour. Silt fence installed for other uses, such as perimeter
control, should be installed in a way that will not produce concentrated flows. For example, a"7-hook"
installation may be appropriate io force runoff to pond and evaporate or infiltrate in multiple areas rather
than concentrate and cause erosive condirions parallel to tl�e silt fence.
See Detail SF-1 for proper silt fence installation, which involves proper trenching, staking, securing the
fabric to the stakes, and backfilling the silt fence. Properly installed silt fence should not be easily pulled
out by hand and there should be no gaps between the groiuld and the fabric.
Silt fence must meet ihe minimum allowable strength requiremei�ts, depth of installation requirement, and
other specifications in the design details. Improper installation
of silt fence is a common reason for silt fence failure; however, Silt Fence
when properly installed and used for the appropriate purposes, it
can be highly effective. Functions
Erosion Control No
Sediment Control Yes
Site/Material Mana ement No
Noveinber 2010 Urban Drainage and Flood Control District SF-1
Urban Starm Draiilage Criteria Manual Volume 3
SC-1
Maintenance and Removal
Inspection of silt fence includes observing the
material for tears or holes and checking for slumping
fence and undercut areas bypassing flows. Repair of
silt fence typically involves replacin� the damaged
section with a new section. Sediment accumulated
behind silt fence should be removed, as needed to
maintain BMP effectiveness, rypically before it
reaches a depth of 6 inches.
Silt fence may be removed when the upstream area
has reached final stabilization.
Silt Fence (SF)
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Photograph SF-2. When silt fence is not installed along
the contour, a"J-hook" installation may be appropriate
to ensure thaf the BMP does not create concentrated
flow parallei to the silt fence. Photo courtesy of Tom
Gore.
SF-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
-_--�- ',�
_ � ���
Silt Fence (SF)
�_�_�
SILT FE�
GEOTEXT
COMPACI
BACKF
F� W ---�,
EXISTING � _� `
GROUND
s" Mir
AT LEAST 10"
OF SILT FENCE
"TAIL'� SHALL BE
BURIED
SILT FENCE
,Y2.,X,�„
(RECOMMENDED) WOODEN
"ENCE POST WITH 10' MAX
�PACING
36 -48"
- TYP�
SC-1
SF
POSTS SHALL OVERLAP
AT JOINTS SO THAT NO GAPS
EXIST IN SILT FENCE
POSTS SHALL BE JOINED AS
SHOWN, THEN ROTATED 180 DEG. THICKNESS OF GEOrEXTILE HAS
IN DIRECTION SHOWN ANO DRIVEN BEEN EXAGGERATE�, TYP
INTO THE GROUND
SECTION A
SF-1 . SILT FENCE
November 2010 Urban Drainage and Flood Control District SF-3
Urban Starm Draiilage Criteria Manual Volume 3
SC-1
Silt Fence (SF)
SILT FENCE INSrALLATION NOrES
1. SILT FENCE MUST BE PLACED AWAY FROM THE TOE OF THE SLOPE TO ALLOW FOR WATER
PaNDING. SILT FENCE AT THE TOE OF A SLOPE SHOULD BE INSTALLED IN A FLAT LOCATION
AT LEAST SEVERAL FEET (2-5 FT) FROM THE TOE OF THE SLOPE TO ALLOW ROOM FOR
P�NDING AND �EPOSITIaN.
2. A UNIFORM 6" X 4" ANCHOR TRENCH SHALL 8E EXCAVATED USING TRENCHER OR SILT
FENCE INSTALLATION OEVICE. NO ROAO GRADERS, BACKHOES. OR SIMILAR EQUIPMENT SHALL
BE USED.
3. COMPACT ANCHOR TRENCH BY HAND WITH A"JUMPING JACK'� OR BY WHEEL RaLLING.
COMPACTIQN SHALL BE SUCH THAT SILT FENCE RESISTS BEING PULLED OUT OF ANCHOR
TRENCH BY HAND.
4. SILT FENCE SHALL BE PULLED TIGHT AS IT IS ANCHORED TO THE STAKES. THERE SHOULD
BE NO NOTICEABLE SAG BETWEEN STAKES AFTER IT HAS BEEN ANCHORED TO THE STAKES.
5. SILT FENCE FABRIC SHALL BE ANCHORED TO THE STAKES USING 1" HEAVY DUTY STAPLES
OR NAILS WITH 1° HEADS. STAPLES AND NAILS SHOULD BE PLACED 3�� ALONG THE FABRIC
DOWN THE STAKE.
6. AT THE END OF A RUN OF SILr FENCE A�ONG A CONTOUR, THE SILT FENCE SHOULD 8E
TURNED PERPENDICULAR TO THE CONTOUR TO CREATE A'�J—HOOK." THE "J—HOOK"
EXTENOING PERPENDICUTAR TO THE CONTOUR SHOULD 8E OF SUFFICIENT LENGTH TO KEEP
RUNaFF FROM FLOWING AROUND THE END OF THE SILT FENCE {TYPICALLY 10' — 20').
7. SILT FENCE SHALL 8E INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES.
SILT FENCE MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTEO THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. SEDIMENT ACCUMULATED UPSTREAM OF THE SILT FENCE SHALL BE REMOVED AS NEEDED
TO MAINTAIN THE FUNCTIONALITY OF THE BMP, TYPICALLY WHEN DEPTH OF ACCUMULATEO
SEDIMENTS IS APPROXIMATELY 6".
5. REPAIR OR REPLACE SILT FENCE WHEN THERE ARE SIGNS OF WEAR, SUCH AS SAGGING,
TEARING, OR COLLAPSE.
6. SILT FENCE IS TO REMAIN IN PIACE UNTIL THE UPSTREAM DISTURBED AREA IS STABIIIZED
ANO APPROVED BY THE LOCAL JURISOICTION, OR IS REPLACEO BY AN EQUIVALENT PERIMETER
SEDIMENT CONTROL BMP.
7. WHEN SILT FENCE IS REMOVED, ALL DISTURBED AREAS SHALL BE COVERED WITH TOPSOIL,
SEEDED AND MULCHED OR OTHERWISE STABILIZED AS APPROVED BY LOCAL JURISDICTION.
(DETAIL ADAPTED FROM TOWN OF PARKER, COLORADO AND CITY OF AURORA, NOT AVWLABLE IN AUTOCAD)
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDfCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIfFERENCES ARE NOTEO.
SF-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Control Log (SCL) SC-2
Description
A sediment control log is a linear roll
made of natural materials such as
straw, coconut fiber, or other fibrous
material trenched into the ground and
held with a woodeil stake. Sedimei7t
control logs are also often referred to
as "straw wattles." They are used as a
sediment barrier to iiltercept sheet flow
runoff from disturbed areas.
Appropriate Uses
Sediment control logs can be used in
the following applications to trap
sediment:
■ As perimeter control for stockpiles
and the site.
■ As part of inlet protection designs.
■ As d�eck dams in small drainage
ditches. (Sediment control logs
are not intended for use in
channels with high flow
velocities.)
■ On disturbed slopes to shorten flow
lengths (as an erosion control).
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�; �,�.,>;..� r` � , ' �. ,, - -%"�`
�e. �'�i _ � r •� _ �c�'�, �lRj r J -
� � ��� .ia"+ �r � . - . s-. �.
x . �`S'a.�a2� 'y'_-- . . ' �� ' _ - . '
F �' . g� �� -" �� _ :
.� a ''1" `�'"� -='i ,��� ` s
,.� ���,. � �,, ,ser _; t - . � : �
�32� -�� �' - `�s �.``�•��"`� �','��
s� � _ -�w � � -=• �:> � f��, e„� � +�e �
t - . i���L s _ i . r- _ ", • .
Photographs SCL-1 and SCL-2. Sediment control logs used as 1) a
perimeler contro] around a soil stockpile; and, 2) as a"J-hook"
perimeter control at the corner of a conscruction site.
■ As part of multi-layered perimeter control along a receiving water such as a stream, pond or wetland.
Sediment control logs work well in combination with other layers of erosioil aild sediment controls.
Design and Installation
Sediment control logs should be installed along the contour to avoid concentrating flows. The maximum
allowable tributary drainage area per 100 lineal feet of sediment control log, installed alon� the contour, is
approximately 0.25 acres with a disturbed slope lengih of up to 150 feet and a tributary slope gradient no
steeper than 3: l. Longer and steeper slopes require additional measures. This recommendation only
applies to sediment control logs installed along the contour. When installed far other uses, sucl� as
perimeter control, it should be installed in a way that will not
produce concentrated flows. For example, a"7-hook" Sediment Control Lo
installation may be appropriate to force runoff to pond and Functions
evaporate or infiltrate in multiple areas rather than concentrate
and cause erosive conditions parallel to the BMP. Erosion Control Moderate
Sediment Control Yes
Site/Material Management No
November 2010 Urban Drainage and Flood Control District SCL-1
Urban Starm Draiilage Criteria Manual Volume 3
. .. � --
.: _ _ .
SC-2 Sediment Control Log (SCL)
Although sediment contro] logs initially allow runoff to flow through the BMP, they can quickly become
a barrier and should be installed is if they are impermeable.
Design details and notes for sediment control logs are provided in Detail SCL-1. Sediment logs must be
properly trenched and staked into the ground to prevent undercutting, bypassing and displacement. When
installed on slopes, sediment control logs should be installed along the contours (i.e., perpendicular to
flow).
Improper installation can lead to poor performance. Be sure that sediment control logs are properly
trenched, anchored and tightly jointed.
Maintenance and Removal
Be aware that sediment control logs will eventually degrade. Remove accumulated sediment before the
depth is one-half the height of the sediment log and repair damage to the sediment log, rypically by
replacing the damaged section.
Once the upstream area is stabilized, remove and properly dispose of the logs. Areas disturbed beneath
the logs may need to be seeded and mulched. Sediment control lo�s that are biodegradable may
occasionally be left in place (e.g., when logs are used in conjunction with erosion control blankets as
permanent slope breaks). However, removal of sediment control logs after final stabilization is rypically
recommended when used in perimeter control, inlet protection aiid check dam applications.
SCL-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Control Log (SCL) SC-2
- Sa-Sq, - SC�-
1�" x 1�" x 18" (MIN)
WOODEN STAKE
SCL
9" DIAMETER {MIN)
} SEDIMENT CONTROI. I.OG
L 3�� 4' MAX.
CENTER (TYP.)
6"
i'3 DIAM. �
FLOW � OF SCL OIAM. �j�i�i,,�
���/� NOTE: LARGER
(TYP.) � SC� ��i���iyi ; : pIAMETER SEDIMENT
��!���y'�" CONTROL LOGS MAY
� NEED TO BE
�����������
�������/,���i�!%!%��i�i�!i��i✓i����r;��/:\�i�!i�!i�!i�!iv�(i'��!X�iY� EM BEOOED OEEPER.
SEDIMENT CONTROL LOG
� CENTER STAKE IN CONTROL LOG
COMPACTED EXCAVATED 3�� 9" DIAMETER (MIN)
TRENCH SOIL � SEDIMENT CONTROL LOG
FLOW r � DIAM. SCL (TYP.)
f
6„�J f
SECTION A
9" DIAMETER (MIN)
SEDIMENT CONTROL LOG
12" OVERLAP
(MIN.)
1J�i" x 115" x 18" (MINI
SEDIMENT CONTROL LOG JOINTS
SCL-1. SEDIMENT CONTROL LOG
November 2010 Urban Drainage and Flood Control District SCL-3
Urban Starm Draiilage Criteria Manual Volume 3
SC-2 Sediment Control Log (SCL)
COMPACTE� EXCAVATED
TRENCH SOIL
FLOW ----.�.
3� � CENTER STAKE IN CONTROL LOG
9" DIAMETER tMIN)
\ � SEDIMENT CONTROL LOG
\� PLACE LOG AGAINST BACK OF CURB
Y3 DIA�1. SCL {TYP.)
6" MIN.
SCL-2. SEDIMENT CONTROL LOG AT BACK OF CURB
CENTER STAKE
� IN CQNTROL LOG
3�� 9" DIAMETER (MIN)
1 SEGIMENT CONTROL LOG TREE LAWN (TYPICAL)
Ya DIAM. SCL {TYP.) �-- CURB
FLOW -
i,
� w�,�,� �� ,.. . . .. . . _ .. . i; i .-%i�� . � : , �� -�: "% : ��.s�i��; _
MIN��` ���-7:�� ���.��'- �:
� ��� ��fN�'K".
; �, , ,:�� ,. � ,
� ,�:- �,
>��.
�
SCL-3. SEDIMENT CONTROL LOG AT SIDEWALK 1NITH
TR E E LA1N N
STAKING AT 4 MAX.
ON CENTER (TYP.)
VERTICAL SPACIN�
VARIES DEPENDING
ON SLOPE j�
�, .,
/\\ ��;�" -;�<
',`.�.'��.;� ,-.
'�>> .�;�; ��; ;�.
. �i�;:. � ��' \i/ '� � � -- .
� �\ ., �
� � �� �''� CONTINUOUS SCL
:� ; �� : �� � � , ;
, � ��� � ; , AT PERIMETER OF
��;; /, �,=� � ; '-
�� , � � . _��;� CONSTRUCTION SITE
SCL-4. SEDIMENT CONTROL LOGS T� CONTROL
SLOPE LENGTH
SCL-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Control Log (SCL) SC-2
SEDIMENT CONTROL LOG INSrALLATION NOTES
1. SEE PLAN VIEW FOR LOCATION AND LENGTH OF SEDIMENT CONTROL LOGS.
2. SEDIMENT CONTROL LOGS rHAT ACT AS A PERIMETER CONTROL SHALL BE INSTALLED PRIOR
TO ANY UPGRADIENT LAND-DISTUR8ING ACTIVITIES.
3. SEDIMENT CONTROL LOGS SHALL CONSIST OF STRAW, COMPOST, EXCELSIOR OR CaCONUT
FIBER, AND SHALL BE FREE OF ANY NOx10US WEED SEEDS OR DEFECTS INCLUDING RIPS,
HOLES AND OBVIDUS WEAR.
4. SEDIMENT CONTRaL LOGS MAY BE USED AS SMALL CHECK OAMS IN OITCHES AND SWALE5.
HOWEVER, THEY SHOULD NOT BE USED IN PERENNIAL STREAMS OR HIGH VELOCITY DRAINAGE
WAYS.
5. IT IS RECOMMENDED THAT SEDIMENT CONTROL LOGS BE TRENCHED INTO THE GROUND TO
A DEPTH OF APPROXIMATELY Y3 OF THE DIAMETER OF THE LOG. IF TRENCHING TO THIS
DEPTH IS NOT FEASIBLE ANO/OR DESIRABLE (SHORT TERM INSTALLATION WITH DESIRE NOT TO
DAMAGE LANDSCAPE) A LESSER TRENCHING DEPTH MAY BE ACCEPTABLE WITH MORE RaBUST
STAKING
6. THE UPHILL SIQE OF THE SEDIMENT CONTROL LOG SHALL BE BACKFILLED WITH SOIL THAT
IS FREE OF ROCKS AND DEBR15. THE SOIL SHALL BE TIGHTLY COMPACTED INTO THE SHAPE
OF A RIGHT TRIANGLE USING A SHOVEL OR WEIGHTED LAWN ROLLER.
7. FOLLOW MANUFACTURERS' GUIDANCE FOR STAKING. IF MANUFACTURERS' INSTRUCTIONS
OQ NOT SPECIFY SPACING, STAKES SHA�L BE PLACED ON 4' CENTERS AND EMBEODED A
MINIMUM OF 6" INTO THE GROUND. 3" OF THE STAKE SHALL PROTRUDE FROM THE TOP OF
THE LOG. STAKES THAT ARE BROKEN PRIOR TO INSTALLATION SHALL BE REPLACED.
SEDIMENT CONTRaL LOG MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSI�N, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTNE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. SEOIMENT ACCUMULATED UPSTREAM OF SEDIMENT CONTROL LOG SHALL BE REMOVED AS
NEEOEO TO MAINTAIN FUNCTIONALITY OF THE BMP, TYPICALL.Y WHEN OEPTH OF ACCUMULATEO
SEOIMENTS IS APPROXIMATELY 1� OF THE HEIGHT OF THE SEDIMENT CONTROL LOG.
5. SEDIMENT CONTROL LOG SHALL BE REMOVED AT THE END OF CONSTRUCTION. IF
DISTUR6ED AREAS EXIST AFTER REMOVAL, THEY SHALL BE COVERED WITH TOP SOIL, SEEDED
AND MULCHED OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE LOCAL
JURISDICTION.
�DETaILS PDAPTEO fROM TOWN Of PARKER, COLORADO, JEFFERSaN COUNTY, COLORA00, DOUGLAS COUNN, COLORA00,
AND CI7Y OF AURORA, COLORADO, NOT AVAILABLE IN AUTOCAD)
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCO STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
November 2010 Urban Drainage and Flood Control District SCL-5
Urban Starm Draiilage Criteria Manual Volume 3
Brush Barrier (BB)
Description
A brush ban�ier is a perimeter sediment
coiltrol constructed with stacked shrubs,
tree limbs, and bushy vegetation that has
been cleared from a construction area.
Brush barriers reduce sediment loads by
intercepting and slowing sheet tlow
from disturbed areas.
Appropriate Uses
A brush barrier is an appropriate BMP at
sites where there is adequate brush from
the clearing and grubbing of the
construction site to construcT an
effective brush barrier. Brush barriers
are typically used at the toe of slopes and
should be implemented in combination
with other BMPs such as surface
SC-4
. . � �� 4 �. . . .. �
_ .t ' �.
.',a;%. � • �f �. � ���x ,�:..
" �= , `���
;� ., ,
,-i � .s� �..� p x �:y � �-
;,,� � � .,��'•;
,� � M:.� �"�
,Y r �.
y"'. � �;,��� ��`���"'�,- �
roughening and reseeding. Brush barriers should be considered short-term, supplemental BMPs because
they are constructed of materials that naturally decompose. Brush barriers are not acceptable as a sole
means of perimeter conirol, but they may be used inten�ally within a site to reduce slope length or at the
site perimeter in combination with other perimeter control BMPs for multi-layered protection.
Brush barriers are not appropriate for high-velocity flow areas. A large ainount of material is needed to
co»struct a L�seful brush barrier; therefore, alternative perimeter controls such as a fabric silt fence may be
more appropriate for sites with little material from clearing.
Design and Installation
The drainage area for brush barriers should be no greater than 0.25 acre per 100 feet of barrier length.
Additionally, the drainage slope leading down to a brush bai�rier must be no greater than 3:1 and no longer
than 150 feet.
To construct an effective brush bariier, use only small shrubs and limbs with diameters of 6 inches or less.
Larger materials (such as a tree stump) can create void spaces in the barrier, making it ineffective. The
brush barrier inound should be at least 3 feet high and 5 feet wide at its base.
In order to avoid significant movement of the brush and improve effectiveness, a filter fabric can be
placed over the top of the brush pile, keyed in on the upstream side, and anchored on the downstream
side. On the upgradient side, the filter fabric cover should be
buried in a trench 4 inches deep and 6 inches wide.
Brush Barrier
Functions
Erosion Control Moderate
Sediment Control Moderate
Site/Material No
Noveinber 2010 Urban Drainage and Flood Control District BB-1
Urban Starm Draiilage Criteria Manual Volume 3
Photograph BB-l. Brush batrier constructed with chipped wood.
Photo courtesy of EPA.
SC-4
Maintenance and Removal
Brush Barrier (BB)
Inspect the brush barrier for voids where concentrated flow ar erosion is occurring. Voids in the brush
barrier should be filled with additional brush. Accumulated sediment should be removed from the uphill
side of the barrier when sediment height reaches one-third of the height ofi the barrier.
If filter fabric is used, inspect the filter fabric for damage; replace and properly secure it, as needed.
Once the upstream area has been vegetated or stabilized, the brush barrier should be removed and the
underlying area revegetated.
BB-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rock Sock (RS)
Description
A rock sock is constructed of gravel
that has been wrapped by wire mesh or
a geotextile to form an elongated
cylindrical filter. Rock socks are
typically used either as a perimeter
control or as part of inlet protection.
When placed at angles in the curb line,
rock socks are typically referred to as
curb socks. Rock socks are intended to
trap sediment from stormwater runoff
that flows onto roadways as a result of
construction activities.
Appropriate Uses
Rock socks can be used at the perimeter
of a disturbed area to control localized
SC-5
Photograph RS-l. Rock socks placed at regular intervals in a curb
line can help reciuce sediment loading to storm sewer inlets. Rock
socks can also be used as perimeter controls.
sediment loading. A benefit of rock
socks as opposed to other perimeter controls is that they do not have to be trenched or staked into the
ground; therefore, they are often used on roadway construction projects where paved surfaces are present.
Use rock socks in inlet protection applications when the construction of a roadway is substantially
complete and the roadway has been directly connected to a receiving storm systein.
Design and Installation
Wl�en rock socks are used as perii�neter controls, the maximum recommended tributary drainage area per
1001ineal feet of rock socks is approximately 0.25 acres witl� disturbed slope lengtl� of up to 150 feet and
a tributary slope gradient no steeper than 3:1. A rock sock design detail and notes are provided in Detail
RS-1. Also see the Inlet Protection Fact Sheet for design and installation guidance when rock socks are
used for inlet protection and in the curb line.
When placed in the gutter adjacent to a curb, rock socks should protrude no more than two feet from the
curb in order for traffic to pass safely. If located in a high traffic area, place construction markers to alert
drivers and street maintenance workers of their presence.
Maintenance and Removal
Rock socks are susceptible to displacement and breaking due to vehicle traffic. lnspect rock socks for
damage and repair ar replace as necessary. Remove sediment by sweeping or vacuuming as needed to
maintain the functionality of the BMP, rypically when sediment
has accumulated behind the rock sock to one-half of the sock's Rock Sock
height.
Once upstream stabilization is complete, rock socks and
accumulated sediment should be removed and properly disposed.
Functions
Erosion Control No
Sediment Control Yes
Site/Material Mana ement No
Noveinber 2010 Urban Drainage and Flood Control District RS-1
Urban Starm Drainage Criteria Manual Volume 3
SC-5
`.Y;:y�� .. .�. �'.s'.�.:'y�'.
lY�" (MINUS) CRUSHED ROCK
:LaSED iN wiRE MESH
WIRE TIE ENDS
!
L 0" ON BEDROCK OR
HARD SURFACE, 2"
IN SOIL
`- GROUND SURFACE
ROCK SOCK SECTION
Rock Sock (RS)
RS
1J�" {MINUSj CRUSHED ROCK
ENCLOSED IN WIRE MESH
4" TO 6" MAX AT
CURBS, OTHERWISE
6"-10" DEPENDING
ON EXPECTEO
SEDIMENT LOADS
ROCK SOCK PLAN
ANY GAP AT JOINT SHALL BE FILLED WITH AN AOEQUATE
AMOUNT OF 1N�" (MINUS) CRUSHED ROCK ANO WRAPPED
WITH ADDITIONAL WIRE MESH SECURED TO ENDS OF ROCK
ROCK SOCK, REINFORCE� S�CK. AS AN ALTERNATIVE TO FILLING JOINTS
nP BETWEEN ADJOINING ROCK SOCKS WITH CRUSHEO ROCK AND
12" 12" ADDITIONAL WIRE WRAPPING, ROCK SOCKS CAN BE
OVERLAPPED {TYPICALLY 12-INCH OVERLAP) TO AVOID GAPS.
��� ,��n!�
ROCK SOCK JOINTING
ROCK SOCK INSTALLATION NOTES
1. SEE PIAN VIEW FOR:
-LOCATION(S) OF ROCK SOCKS.
GRADATION TABLE
SIEVE SIZE MASS PERCENT PASSING
SQUARE MESH SIEVES
N0. 4
2 100
�kz�. 90 - 100
1 �� 20 - 55
��" 0 - 15
3�.� � - 5
MATCHES SPECIFICATIQNS FOR N0. 4
COARSE AGGREGATE FOR CONCRETE
PER AASHTO M43. ALL ROCK SHALL BE
FRACTUREO FACE, ALL SIOES.
2. CRUSHED ROCK SHALL 8E tY2" (MINUS) IN 51ZE WITH A FRACTUREO FACE (ALL SIDES)
ANO SHALL COMPLY WITH GRADATION SHOWN ON THIS SHEET {1J¢" MINUS).
3. WIRE MESH SHALL BE FABRICATED OF 10 GAGE POULTRY MESH, QR EQUIVA�ENT, WITH A
MAXIMUM OPENING OF 1�", RECOMMENDED MINIMUM ROLL WIDTH OF 48"
4. WIRE MESH SHALL BE SECURED USING °HOG RINGS" OR WIRE TIES AT 6'� CENTERS
ALONG ALL JOINTS AND AT 2" CENTERS ON ENDS OF SOCKS.
5. SOME MUNICIPALITIES MAY ALLOW THE USE OF FILTER FABRIC AS AN ALTERNATIVE TO WIRE
MESH FOR THE RaCK ENCLOSURE.
RS-1 . ROCK SOCK PERIMETER CONTROL
RS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Rock Sock (RS)
:• . • u: ► ►:. ►+
SC-5
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREOUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPS IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. ROCK SOCKS SHALL 8E REPLACED IF THEY BECOME HEAVILY SOILED, OR DAMAGED
BEYOND REPAIR.
5. SEDIMENT ACCUMULATED UPSTREAM �F ROCK SOCKS SHALL BE REMOVED AS NEEDED TO
MAINTAIN FUNCTIQNALITY OF THE BMP, TYPICALLY WHEN DEPTH OF ACCUMULATED SEDIMENTS
IS APPROXIMATELY k� �F THE HEIGHT OF THE ROCK SaCK.
6. RaCK SOCKS ARE TO REMAIN IN PLACE UNTIL 7HE UPSTREAM OISTURBED AREA IS
STABILIZED AND APPROVED BY THE LOCAL JURISDICTION.
7. WHEN ROCK SOCKS ARE REMOVEO, ALL OISTUR6ED AREAS SHALL BE COVERED WITH
TOPSOIL, SEEDED AND MULCHED OR OTHERWISE STABILIZED AS APPROVED BY LOCAL
JURISDICTION.
(DETML ADAPTED fROM TOWN OF PARKER, COLORADO AND CITY OF AURORA, COLORADO, NOT AVAILABLE IN AUTOCA�)
NOTE: MANY JURISDICTIONS HAVE BMP OETAILS THAT VARY FROM UDFCO STANDARD DETAILS.
CONSULT WITH L�CAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
NOTE: THE DETAILS INCLUDED WITH THIS FACT SHEET SHOW COMMONLY USED, CONVENTIONAL
METH005 OF ROCK SOCK INSTALLATION IN THE DENVER METROPOLITAN AREA. THERE ARE
MANY OTHER SIMILAR PROPRIETARY PROOUCTS ON THE MARKEf. UDFCD NEITHER NDORSES
NOR DISCOURAGES USE OF PROPRIETARY PROTECTION PRODUCTS; HOWEVER, IN THE EVENT
PROPRIETARY METHODS ARE USED, THE APPROPRIATE DETAIL FROM THE MANUFACTURER MUST
BE INCLUOED IN THE SWMP AND THE BMP MUST 8E INSTALLED AND MAINTAINED AS SHOWN
IN THE MANUFACTURER�S DETAILS.
Noveinber 2010 Urban Drainage and Flood Control District RS-3
Urban Starm Drainage Criteria Manual Volume 3
Inlet Protection (IP)
Description
Inlet protection consists of permeable
barriers installed around an inlet to
filter runoff and remove sediment prior
to entering a storm drain inlet. Inlet
protection can be constructed froin rock
socks, sediment control logs, silt fence,
block and rock socks, or other materials
approved by the local jurisdiction.
Area ii�lets can also be protected by
over-excavating around the inlet to
form a sediment trap.
Appropriate Uses
Install protection at storm sewer inlets
that are operable during construction.
Consider the potential for tracked-out
SC-6
�....,�� �-;.�,L..�"""�W._. _..�.. �.�. _ —' —
�;;,,� .«.;,-----""' -- �'"'YtlE'� `..-�, .
� w�,.:�--'f�,��-�"--*
sediment or temporary stockpile areas to contribute sediment to inlets when determining which inlets
must be protected. This may include inlets in the general proximiCy of the construction area, not limited
to downgradient inlets. Inlet protection is not a stand-alone BMP and should be used in conjunction with
other upgradient BMPs.
Design and Installation
To function effectively, inlet protection measures must be installed to ensure Chat tlows do not bypass the
inlet protection and enter the storm drain without treatment. However, designs �nust also enable the inlet
to function without compleT�ely blocking flows into the inlet in a manner tl�at causes localized flooding.
When selecting the type of inlet protection, consider factars such as type of inlet (e.g., curb or area, sump
or on-grade conditions), traffic, anticipated ilows, ability to secure the BMP properly, safety and other
site-specific conditions. For example, block and rock socks will be better suited to a curb and gutter
along a roadway, as opposed to silt fence or sediment control logs, which cannot be properly secured in a
curb and �utter setting, but are effective area inlet protection measures.
Several inlet protection designs are provided in the Design Details. Additionally, a variety of proprietary
products are available for inlet protection that may be approved for use by local governments. If
proprietary products are used, design details and installation procedures from the manufacturer must be
followed. Regardless of the type of inlet protection selected, inlet protection is most effective when
combined with other BMPs such as curb socks and check dams. Inlet protection is often the last barrier
before runoff enters the stonn sewer ar receiving water.
Inlet Protection
(various forms)
Functions
Erosion Control No
Sediment Control Yes
Site/Material Management No
Design details with notes are provided for these forms of inlet
protection:
IP-1. Block and Rock Sock Inlet Protection for Sump or On-grade
Inlets
IP-2. Curb (Rock) Socks Upstream of Inlet Protection, On-grade
Inlets
Noveinber 2010 Urban Drainage and Flood Control District IP-1
Urban Starm Draiilage Criteria Manual Volume 3
Photograph IP-1. lnlet prolection for a curb opening inlet.
SC-6
1P-3. Rock Sock Inlet Protection for Sump/Area Inlet
IP-4. Silt Fence Ii11et Protection for Sump/Area Inlet
IP-5. Over-excavation Inlet Protection
IP-6. Straw Bale Inlet Protectioil for Suinp/Area Inlet
CIP-1. Culvert Inlet Protection
Inlet Protection (IP)
Propriety inlet protection devices should be installed in accordance with manufacturer specifications.
More information is provided below on selecting inlet protection far sump and on-grade locations.
Inlets Located in a Sump
When applying inlet protection in sump conditions, it is important that the inlet contirnie to function
during larger runoff events. For curb inlets, the maximum height of the protective barrier should be lower
than the top of the curb opening to allow overtlow into the inlet during larger storms without excessive
localized flooding. If the inlet protection height� is greater than the curb elevation, particularly if the filter
becomes clogged with sediment, runoff will not enter the inlet and may bypass it, possibly causing
localized flooding, public safety issues, and downstream erosion and damage from bypassed flows.
Area inlets located in a swnp setting can be protected through the use of silt fence, concrete block and
rock socks (on paved surfaces), sediment control logs/straw wattles embedded in the adjacent soil and
stacked around Che area inlet (on pervious surfaces), over-excavation around the inlet, and proprietary
products providing equivalent functions.
Inlets Located on a Slope
For curb and gutter inlets on paved sloping streets, block and rock sock inlet protection is recommended
in conjunction with curb socks in the gutter leading to the inlet. For inlets located along unpaved roads,
also see the Cl�eck Dam Fact Sheet.
Maintenance and Removal
Inspect inlet protection frequently. Inspection and maintenance guidance includes:
■ Inspect for tears that can result in sediment directly entering the inlet, as well as result in the contents
of the BMP (e.g., gravel) washing into the i»let.
■ Check for improper installation resulting in untreated flows bypassing the BMP and directly entering
the inlet or bypassing to an unprotected downstream inlet. For example, silt fence that has not been
properly trenched around the inlet can result in flows under the silt fence and directly into the inlet.
■ Look for displaced BMPs that are no longer protecting the inlet. Displacement may occur following
larger storm events that wash away or reposition the inlet protection. Traffic or equipment may also
crush or displace the BMP.
■ Monitor sedimei�t accumulation upgradient of the inlet protection.
IP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Inlet Protection (IP)
SC-6
Remove sediment accumulation from the area upsiream of the inlet protection, as needed to maintain
BMP effectiveness, typically when it reaches no more than half the storage capacity of the inlet
protection. For silt fence, remove sediment when it accwr�ulates to a depth of no more than 6 inches.
Remove sediment accumulat�ion from the area upstream of the inlet protectioi� as needed to maintain
the functionality of the BMP.
■ Propriety inlet protection devices should be inspected and maintained in accordance with
manufacturer specifications. If proprietary inlet insert devices are used, sediment should be removed
in a timely manner to prevent devices from breaking and spilling sediment into the storm drain.
Inlet protection must be removed and properly disposed of when the drainage area for the inlet has
reached final stabilization.
November 2010 Urban Drainage and Flood Control District IP-3
Urban Starm Draiilage Criteria Manual Volume 3
SC-6
���
�
IP
SEE ROCK SOCK �ESIGN
ROCK DETAIL FOR JOINTING ROCK
SOCKS 16" CINDER 16" CINDER SOCKS
_ BLOCKS BLOCKS
;�` �` - '�` FLOW - '
_ � ",� 0
� , = 2"x4' WOOD STUD
'-+:.'�.: �?-%=J � :�. ;.:.Y � ..,� 1' MIN. ,.
" CURB INLET
2"x4" WOOD - SECTION A -
STUD
IP-1. BLOCK AND ROCK SOCK SUMP OR ON GRADE
INLET PROTECTION
BLOCK AND CURB SOCK INLEr PROTECTION INSTALLATION NOTES
1. SEE ROCK SOCK DESIGN DETAIL FOR INSTALLATION REQUIREMENTS.
2. CONCRETE "CINDER" BLOCKS SHALL 8E LAID ON THEIR SIDES AROUND THE INLET IN A
SINGLE ROW, ABUTTING ONE ANOTHER WITH THE OPEN END FACING AWAY FROM THE CURB.
3. GRAVEL BAGS SHALL BE PLACED AROUND CONCRETE BLOCKS, CLOSELY ABUTTING ONE
ANOTHER AND JOINTED TOGETHER IN ACCORDANCE WITH ROCK SOCK DESIGN DETAIL.
MINIMUM OF
rwo cuRa
� SOCKS APPROX 30 DEG. BLOCK AND ROCK SaCK INLET ^
0
� � s
CURB SOCK �(?
PROTECTION(SEE DETAIL IP-1)
FLOW --- �, .=� :y,] � \-� =-'t`=�] �
' Runi I z'_�'
IP-2. CURB ROCK SOCKS UPSTREAM OF
INLET PROTECTION
CURB ROCK SOCK INLET PROTECTION INSTALLATION NOTES
1. SEE ROCK SOCK OESIGN OETAIL INSTALLATION REQUIREMENTS.
2. PLACEMENT OF THE S�CK SHALL BE APPROXIMATELY 30 DEGREES FROM PERPENDICULAR
IN THE OPPOSITE OIRECTION OF FLOW.
3. SOCKS ARE TO 8E FLUSH WITH THE CURB AND SPACEO A MINIMUM OF 5 FEET APART.
4. AT LEAST TWO CURB SOCKS IN SERIES ARE REQUIRED UPSTREAM OF ON-GRADE INLETS.
Inlet Protection (IP)
IP-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Inlet Protection (IP)
;� 7r
i
�_
ROCK SOCK
=T GRATE
SC-6
IP
SEE ROCK SOCK DETAIL
FOR JOINTING
IP-3. ROCK SOCK SUMPfAREA INLET PROTECTION
ROCK SOCK SUMP/AREA INLET PROTECTION INSTALLATIaN NOTES
1. SEE ROCK SOCK DESIGN DETAIL FOR INSTALLATION REQUIREMENTS.
2. STRAW WATTLES/SEOIMENT CONTROL LOGS MAY 8E U5ED IN PU�,CE OF ROCK SOCKS FOR
INLETS IN PERVIOUS AREAS. INSTALL PER SEOIMENT CONTROL LOG DETAIL.
� SF�
���
� SFJ
'"" rT GRATE
SILT FENCE (SEE SILT
FENCE DESIGN DETAIL )
IP-4. SILT FENCE FOR SUMP INLET PROTECTION
SILT FENCE INLET PROTECTI�N INSTALLATION NOTES
1. SEE SILT FENCE DESIGN DETAIL FOR INSTALLATION REQUIREMENTS.
2. POSTS SHALL BE PLACED AT EACH CORNER OF THE INLET AND AROUND THE EDGES
AT A MAXIMUM SPACING OF 3 FEET.
3. STRAW WATTLES/SEDIMENT CONTROL LOGS MAY BE USED IN PLACE OF SILT FENCE FOR
INLETS IN PERVIOUS AREAS. INSTALL PER SEDIMENT CONTROL LaG DETAIL.
Noveinber 2010 Urban Drainage and Flood Control District IP-5
Urban Starm Draiilage Criteria Manual Volume 3
SC-6
SHEET
FLOW
Inlet Protection (IP)
���
���
C�7
1�1
I��
SILT
FENCE
AREA
INLET
SILT
% FENCE
ECB �� 2:1 MAX
IP
1� 1' MIN
- �3 AREA 2' MAX
{ ECB INLET 4
ROCK FILTER L CONCENTRATED
FLOW
OR ROCK SOCK
(USE IF FLOW
IS CONCENTRATED)
IP-5. OVEREXCAVATION INLET PROTECTION
OVEREXCAVATION INLEr PROTECTION INSTALLATION N�TES
1. THIS FORM OF INLET PROTECTION IS PRIMARILY APPLICABLE FOR SITES THAT HAVE NOT
YET REACHED FINAL GRA�E AND SHOULD BE USED ONLY FOR INLETS WITH A RELATIVELY
SMALL CONTRIBUTING DRAINAGE AREA.
2. WHEN USING FOR CONCENTRATED FLOWS, SHAPE BASIN IN 2:1 RATIO WITH LENGTH
ORIENTED TOWARDS DIRECTIQN OF FLOW.
3. SEDIMENT MUST BE PERIODICALLY REMOVED FROM THE OVEREXCAVATED AREA.
0 0 0 o INLET GRATE
o a
STRAW BALE (SEE SiRAW
BALE DESIGN OETAIL)
IP-6. STRAW BALE FOR SUMP INLET PROTECTION
STRAW BALE BARRIER WLET PROTECTIQN INS7ALLATION NOTES
1. SEE STRAW BALE DESIGN DETAIL FOR INSTALLATION REQUIREMENTS.
2. BALES SHALL BE PLACED IN A SINGLE ROW AROUND THE INLET WITH ENDS OF BALES
TIGHTLY ABUTTING ONE ANOTHER.
IP-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Inlet Protection (IP)
, ► :: ► •:. •► ► .. ,•
1. SEE PLAN VIEW FOR:
—LOCATION OF INLET PROTECTION.
—TYPE OF INLET PROTECTION (IP.1, IP.2, IP.3, IP.4, IP.S, IP.6)
SC-6
2. INLET PROTECTION SHALL BE INSTALLED PROMPTLY AFTER IN�ET CONSTRUCTION OR PAVING
IS COMPLETE (TYPICALLY WITHIN 48 HOURS). IF A RAINFALL/RUNOFF EVENT IS FORECAST,
INSTA�L INLET PROTECTION PRIOR TQ ONSET OF EVENT.
3. MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
INLET PROTECTION MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT 08SERVATIONS ANO MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CaNDIT10N. INSPECTIONS AND CORRECTNE MEASURES SHOULD 8E
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATEO UPON
DISCOVERY OF THE FAILURE.
4. SEDIMENT ACCUMULATED UPSTREAM OF INLET PROTECTION SHALL BE REMOVED AS
NECESSARY TO MAINTAIN BMP EFFECTIVENESS, TYPICALLY WHEN STORAGE VOLUME REACHES
50% OF CAPACITY, A DEPTH OF b" WHEN SILT FENCE IS USEO, OR Yti OF THE HEIGHT FOR
STRAW BALES.
5. INLET PROTECTION IS TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS
PERMANENTLY STABIUZED, UNLESS THE LOCAL JURISDICTION APPRaVES EARLIER REMOVAL OF
INLET PROTECTION IN STREETS.
6. WHEN INLET PROTECTION AT AREA INLETS IS REMOVEO, THE DISTURBED AREA SHALL BE
COVERED WITH TOP SOIL, SEEDED ANO MULCHED, OR OTHERWISE STABILIZED IN A MANNER
APPROVED BY THE LOCAL JURISDICTION.
�DETAIL P,�APTEO fROM TOWN OF PaRKER, COLORA00 AN� CIN Of AURORA, COLORallO, NOT AVAILABLE IN AUTQC.40)
NOTE: MANY JURISDICTIONS HAVE 8MP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISOICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
NOTE THE DETAILS INCWDED WITH THIS FACT SHEET SHOW CaMM�NLY USED, C�NVENTIONAL
METHODS OF INLET PROTECTION IN THE DENVER METROPOLITAN AREA. THERE ARE MANY
PROPRIETARY INLET PROTECTION METHODS ON THE MARKET. UOFCD NEITHER ENDORSES NOR
DISCOURAGES USE OF PROPRIETARY INLET PROTECTION; HOWEVER, IN THE EVENT
PROPRIETARY METHODS ARE USED, THE APPROPRIATE DETAIL FROM THE MANUFACTURER MUST
BE INCLUOED IN THE SWMP AND THE BMP MUST BE INSTALLED AND MAINTAINED AS SHOWN
IN THE MANUFACTURER'S DETAILS.
NOTE: SOME MUNICIPALITIES DISCOURAGE OR PROHIBIT THE USE OF STRAW BALES FOR IN�ET
PROTECTION. CHECK WITH LOCAL JURISOICTION TO DETERMINE IF STRAW BALE INLET
PRQTECTION IS ACCEPTABLE.
November 2010 Urban Drainage and Flood Control District IP-7
Urban Starm Draiilage Criteria Manual Volume 3
Sediment Basin (SB)
Description
A sediment basin is a temporary pond
built on a construction site to capture
eroded or disturbed soil transported in
storm runoff prior to discharge from the
site. Sediinent basins are designed to
capture site runoff and slowly release it to
allow tiine for settling of sediment prior
to discharge. Sediment basins are often
constructed in locarions that will later be
modified to serve as post-construction
starmwater basins.
Appropriate Uses
Most large construction sites (typically
�reater than 2 acres) will require one or
more sediment basins for effective
SC-7
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Photograpl� SB-l. Sediment basin at the toe of a slope. Photo
courtesy of WWE.
mana�ement of construction site runoff. On linear construction projects, sediment basins may be
impractical; instead, sediment traps or other combinations of BMPs may be inare appi-opriate.
Sediment basins should not be used as stand-alone sediment controls. Erosion and other sediment
controls should also be implemented upstream.
When feasible, the sediment basin should be installed in the same location where a permanent post-
construction detention pond will be located.
Design and Installation
The design procedure for a sediment basin includes these steps:
Basin Storage Volume: Provide a storage volume of at least 3,600 cubic feet per acre of drainage
area. To the extent practical, undisturbed and/or off-site areas should be diverted around sediment
basins to prevent "clean" runoff from mixing with runoff from disturbed areas. For undisturbed areas
(both on-site and off-site) that cannot be diverted around the sediment basin, provide a minimum of
500 ft�/acre of storage far undeveloped (but stable) off-site areas in addition to the 3,600 ft�/acre far
disturbed areas. For stable, developed areas that cannot be diverted around the sediment basin,
storage volume requirements are summarized in Table SB-1.
Basin Geometry: Design basiil witl� a minimum length-to-width rario of 2:1 (L:W). If this cannot be
achieved because of site space coi�straints, baffling in�y
be required to extend the effective distance between the
inflow point(s) and the outlet to minimize short-circuiting. Sediment Basins
■ Dam Embankment: It is recommended that
embankment slopes be 4:1 (H:V) or f7atter and no steeper
than 3:1 (H:V) in any location.
Functions
Erosion Control No
Sediment Control Yes
SiCe/Material Management No
November 2010 Urban Drainage and Flood Control District SB-1
Urban Starm Draiilage Criteria Manual Volume 3
SC-7
Sediment Basin (SB)
■ Inflow Structare: For concentrated flow entering the basin, provide energy dissipation at the point
of inflow.
Table SB-1. Additional Volume Requirements for Undisturbed and Developed TributaryAreas
Draining through Sediment Basins
Additional Storage Volume (ft3)
Im erviousness % Per Acre of Tributar Area
Undevelo ed 500
10 800
20 1230
30 1600
40 2030
50 2470
60 2980
70 3560
80 4360
90 5300
100 6460
Outlet Works: The outlet pipe shall exteild through the emb�nkment at a minimum slope of 0.5
percent. Outlet works can be designed using one of the following approaches:
o Perforated Riser/Plate: Follow the design criteria for Full Spectrum Detention oLitlets in the
EDB BMP Fact Sl�eet provided in Chapter 4 of this manual for sizing of outlet perforations with
an emptying time of approximately 72 hours. In lieu of the well-screen trash rack, pack
uniformly siaed l�/z - to 2-inch gravel in front of the plate. This gravel will need to be cleaned out
frequently during the construction period as sediment accuinulates within it. The gravel pack will
need to be removed and disposed of following construction to reclaiin tl�e basin far use as a
permanent detention facility. If the basin will be used as a permanent extended detention basin
far the site, a well-screen trash rack will ileed to be installed once coiltributiilg drainage areas
have been stabilized and the gravel pack and accumulated sediment have been removed.
o Floating Skimmer: If a floating skimmer is used, install it using ma�lufacturer's
recommendations. Illustration SB-1 provides an illustration of a Faircloth Skimmer Floating
OutletTM, one of the more commonly used floating skimmer ouilets. A skimmer sho�ild be
designed to release the design volume in no less than 48 hours. The use of a floating skimmer
outlet can increase the sediment capture efficiency of a basin significantly. A floating ouflet
continually decants cleanest water off the surface of the pond and releases cleaner water than
would discharge from a perforated riser pipe or plate.
SB-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Basin (SB)
SC-7
Illustration SB-1. Outle[ structure for a temporary sedirnent basin - Faircloth Skimmer Floafing Outlel. Illustration courtesy
of J. W. Faircloth & Sons, Inc., FairclothSkimmer.com.
o Outlet Protection: Outlet protection should be provided where the velocity of flow will exceed
the maximum permissible velociry of the material of the waterway into which discharge occurs.
This may require the use of a riprap apron at the outlet location and/or other �neasures to keep the
waterway from eroding.
o Emergency Spillway: Provide a stabilized einergency overflow spillway foi• rainstonns that
exceed the capacity of che sediment basin volume and its outlet. Protect basin emba»kments from
erosion and overtopping. If the sediment basin will be converted to a pennanent detention basin,
design and construct the emergency spillway(s) as required for the permailent facility. If the
sediment basin will not become a permane»t detention basin, it may be possible to substitute a
heavy polyvinyl membrane or properly bedded rock cover to line the spillway and downstream
embankment, depending on the height, slope, and width of the embankments.
Maintenance and Removal
Maintenance activities include the following:
• Dredge sediment from ihe basin, as needed to maintain BMP effectiveness, rypically when the design
storage volume is no �nore than one-third filled with sediment.
• Inspect the sediment basin embankments for stability and seepage.
• Inspect the inlet and outlet of the basin, repair damage, and remove debris. Remove, clean and
replace the gravel around the olitlet on a regular basis to remove the accumulated sediment within it
and keep the outlet functioning.
• Be aware that removal of a sediment basin may require dewatering and associated pernut
requirements.
• Do not remove a sediment basin until the upstream area has been stabilized with vegetation.
November 2010 Urban Drainage and Flood Control District SB-3
Urban Starm Draiilage Criteria Manual Volume 3
SC-7
Sediment Basin (SB)
Final disposition of the sediment basin depends on whether the basin will be converted to a permanent
post-construction starmwater basin ar whether tl�e basin area will be returned to grade. Far basins being
converted to perinanent detention basins, remove accumulated sediment and reconfigure the basin and
outlet to meet the requirements of the final design far the detention facility. If the sediment basin is not to
be used as a permanent detention facility, fill the excavated area with soil and stabilize with vegetation.
SB-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Basin (SB)
��
�
��
I 7I1:71»\�l
HOLE
DIAMETER,
HD
� � �, �
EL. 03.00
� a SINGLE
4" COLUMN
Typ OF FIVE
HOLES• ,
SCHEDULE 40
PVC OR GREATER
INLETS TO SEDIMENT BASIN
5HALL ENTER AT FURTHE57
DISTANCE TO QUTLET ANO SHALL
CONSIST OF A TEMPORARY SLOPE
DRAIN
Y� o
a �
3
�
L=2 x W MIN. �
BOTTOM LENGTH �
01
J2
J3
)4
C�l ��7����,1�i1�1�1�,��,�,,
SPILLWAY
«EXCEPT WHERE THE HOLES EXCEED 1"
DIAMETER, THEN UP T� TWO COLUMNS
OF SAME SIZED HOLES MAY BE USED
� 4�
� —�
'/ l;� i� \�1 —�12
4 "��:Y _:1 -: �<_� � . � —
1� 1<���"������=.
EL 00.00 � v "� ;�-� " " ;. � � 4. Y-� ``,i � � �6,�
EXCAVATION
D50=9" RIPRAP Y { �` ��` � `
TYPE L. (SEE TABLE RIPRAP BEODING
MD-7, MAJ�R
DRAINAGE, VOL. 1) 12"
SECTION A
CL
raccr i rti�ru
EMBANK
MAT
SC-7
, �� Ta 2�� S B
CRUSHED ROCK
�RISER PIPE
r- 6" PVC
Noveinber 2010 Urban Drainage and Flood Control District SB-5
Urban Starm Draiilage Criteria Manual Volume 3
(SEE TABLE MD-7, MAJOR ORAINAGE, VOL.1)
SECTION B
SB-1 . SEDIMENT BASIN
SC-7
Sediment Basin (SB)
7ABLE SB-1. SIZING INFORMATION FOR STANDARD SEOIMENT BASIN
Upstream Drainage Basin Bottom Width Spillwoy Crest Hoie
Areo {rounded to �yy�, {ft) Length (CL), {ft) Diameter
nearest acre), (ac) (HD), (in)
, , z y2 2 9r32
2 21 3 '�is
3 28 5 Yz
4 33 Yz 6 9/s
5 38 S'z 8 2Yss
6 43 9 23`s2
7 47 Y4 11 ZS/32
8 51 12 27/32
9 55 13 �/8
10 58 i's 15 ��g
1 1 fi 1 16 3y�2
12 64 18 1
13 67 1� 19 1 1f 6
� 4 7p }� 2 t 1 ifi
15 73 ya 22 1 3/s
SEOIMENT BASIN INSTALLATION NOTES
SEE PIAN VIEW FOR:
—LOCATION OF SEDIMENT BASIN.
—TYPE OF BASIN (STANDARD BASIN OR NONSTANDARD BASIN�.
—FOR STAN�ARD BASIN, BOTTOM WIDTH W, CREST LENGTH CL, AND HOLE
DIAMETER, HD.
—FaR NONSTANDARD BASIN, SEE CONSTRUCTION DRAWINGS FOR �ESIGN OF BASIN
INCLUOING RISER HEIGHT H, NUMBER OF COLUMNS N, HOLE DIAMETER HD AND PIPE
DIAMETER �.
2. FaR STANDARD BASIN, BOTTOM DIMENSION MAY BE MOOIFIED AS LONG AS BOTTOM AREA
IS NOT REDUCED.
3. SEDIMENT BASINS SHALL 8E INSTALLED PRIOR TO ANY OTHER LANO—OISTURBING ACTIVITY
THAT RELIES ON ON BASINS AS AS A STaRMWATER CONTROL.
4. EMBANKMENT MATERIAL SHALL CONSIST OF SOIL FREE OF DEBRIS, ORGANIC MATERIAL, AND
ROCKS OR CONCRETE GREATER THAN 3 INCHES ANO SHALL HAVE A MINIMUM OF 15
PERCENT BY WEIGHT PASSING THE N0. 200 SIEVE.
5. EMBANKMENT MATERIAL SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM
DENSITY IN ACCORDANCE WITH ASTM D698.
6. PIPE SCH 40 OR GREATER SHALL BE USED.
7. THE DETAILS SHOWN ON THESE SHEETS PERTAIN TO STANDARO SEOIMENT BASIN(S)
FaR DRAINAGE AREAS LESS THAN 15 ACRES. SEE CONSTRUCTION DRAWINGS FOR
EMBANKMENT, STORAGE VOLUME, SPILLWAY, OUTLET, AND OUTLET PROTECTION DETAILS FOR
ANY SEDIMENT BASIN(S) THAT HAVE BEEN INDIVIDUALLY DESIGNEO FOR ORAINAGE AREAS
LARGER THAN 15 ACRES.
SB-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Basin (SB)
�. •„ . ► „� . ►'► ►•
SC-7
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPS SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPS AS SOON AS
POSSIBLE (ANO ALWAYS WITH�N 24 HOURS) FOLLOWING A STORM THAT CAUSES SURfACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTE� THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATEO UPON
DISCOVERY OF THE FAILURE.
4. SEDIMENT ACCUMULATED IN BASIN SHALL BE REMOVE� AS NEEDED TO MAINTAIN BMP
EFFECTIVENESS, TYPICALLY WHEN SEDIMENT DEPTH REACHES ONE FOOT {I.E., T4Wa FEET
BELOW THE SPILLWAY CREST).
5. SEDIMENT BASINS ARE TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA
IS STABILIZED AND GRASS COVER IS ACCEPTED BY THE LOCAL JURISDICTION.
6. WHEN SEOIMENT BASINS ARE REMOVEO, ALL DISTURBED AREAS SHALL BE COVEREO
WITH TOPSOIL, SEEDED AND MULCHED OR OTHERWISE STABILIZED AS APPROVEO 8Y
LOCAL JURISDICTION.
(DETAIIS ADAPTEO FROM �OUGLAS COUNTY, COLORA�O)
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT wITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
November 2010 Urban Drainage and Flood Control District SB-7
Urban Starm Draiilage Criteria Manual Volume 3
Sediment Trap (ST) SC-8
Description
Sediment traps are farmed by excavating
an area or by placing an earthen
embankment across a low area or
draina�e swale. Sediment traps are
designed to capture drainage from
disturbed areas less than one acre and
allow settli��g of sediment.
Appropriate Uses
Sediment traps can be used in
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:�. � . . _ _ . � ��
Cot7lbltlaf1011 With OtheT layel'S Of etOslOn photograph ST-1. Sediinent traps are useci to collect sediinent-laden
arid Sedlm0l7t COri1TO1S t0 tI'ap SOdlmerit runo�ff from disturbed area. Photo courtesy oP EPA Menu of BMPs.
from small drainage areas (less than one
acre) or areas with localized hi�h sediment loading. For example, sediment traps are often provided in
conjuncrion with vehicle tracking controls and wheel wash facilities.
Design and Installation
A sediment trap consists of a small excavated basin with an earthen berm and a riprap outlet. The berm
of the sediment trap may be constructed from the excavated material and must be compacted to
95 percent of the maximum density in accordance with ASTM D698. An overflow outlet must be
provided at an elevation at least 6 inches below the top of the benn. See Detai] ST-1 for additional design
and installation informatioil.
Maintenance and Removal
Inspect the sediment trap embankments fior stability and seepage.
Remove accumulated sediment as needed to maintain the effectiveness of the sediment trap, typically
when the sediment depth is approximately one-half the height of ihe outflow embankment.
Inspect the outlet for debris and damage. Repair damage to the outlet, and remove all obstructions.
A sediment trap should not be removed until the upstream area is sufficiently stabilized. Upon removal of
the trap, the disturbed area should be covered with topsoil and stabilized.
Sediment Trap
Functions
Erosion Control No
Sediment Control Yes
Site/Materia] Management No
November 2010 Urban Drainage and Flood Control District ST-1
Urban Starm Draiilage Criteria Manual Voluine 3
SC-8 Sediment Trap (ST)
:�;
FLOw �-
RIPRAP, TYPE M(D50=12") TYP.SMALLER ROCK
SIZE MAY BE ALLOWABLE FOR SMALLER TRAPS
IF APPROVED BY LOCAL JURISDICTION
TOP OF EARTHEN BERM
A
2.1 MAX.
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SEDIMENT TRAP ' :'
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SEDIMENT TRAP PLAN
6" (CENTER OF RIPRAP 6"
LOWER THAN ENDS
6" MINIMUM 12' MIN. 30'
FREEBOARD � �
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SECTION A
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MIN. � f ?
FLOW �
CHANNEL GRADE
� 8 J RIPRAP, TYPE M(D50=12") TYP.
MIN. SMALLER ROCK SIZE MAY 8E
ALLOWABLE FOR SMALLER TRAPS IF
APPROVED BY LOCAL JURISDICTION
SECTION B
ST-1. SEDIMENT TRAP
ST
F�ow �-
ST-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Trap (ST) SC-8
SEDIMENT TRAP INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-LOCATION, LENGTH AND WIDTH OF SEDIMENT TRAP.
2. aNLY U5E FOR DRAINAGE AREAS LESS THAN 1 ACRE.
3. SEDIMENT TRAPS SHALL 8E INSTALLED PRIOR TO ANY UPGRA�IENT LAND-DISTURBING
ACTIVITIES.
4. SEDIMENT TRAP BERM SHALL BE CONSTRUCTED FROM MATERIAL FROM EXCAVATION. THE
BERM SHALL 8E COMPACTED TO 95� OF THE MAXIMUM DENSITY IN ACCORDANCE WITH ASTM
D698.
5. SEDIMENT TRAP OUTLET TO BE CaNSTRUCTED OF RIPRAP, TYPE M(D50=12") TYP.SMALLER
ROCK SIZE MAY BE ALLOWABLE FOR SMALLER TRAPS IF APPROVED BY LOCAL JURISDICTION.
6. THE TOP OF THE EARTHEN BERM SHALL BE A MINIMUM OF &" HIGHER THAN THE TOP OF
THE RIPRAP OUTLET STRUCTURE.
7. THE ENDS OF THE RIPRAP OUTLET STRUCTURE SHALL BE A MINIMUM OF 6" HIGHER THAN
THE CENTER OF THE OUTLET STRUCTURE.
SEDIMENT TRAP MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKOAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONOITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SaON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAr CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREOUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULO BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. REMOVE SEDIMENT ACCUMULATED IN TRAP AS NEEDED TO MAINTAIN THE FUNCTIONALITY OF
THE BMP, TYPICALLY WHEN THE SEDIMENT QEPTH REACHES J� rHE HEIGHT OF THE RIPRAP
our�ET.
5. SEDIMENT TRAPS SHALL REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS
STABILIZED ANO APPROVED 8Y THE LOCAL JURISDICTION.
6. WHEN SEDIMENT TRAPS ARE REMOVED, THE DISTURBE� AREA SHALL BE COVERED WITH
TOPSOII., SEEDEO ANO MULCHED OR OTHERwISE STABILIZEO IN A MANNER APPROvED BY THE
LOCAL JURISDICTION.
(DETAILS aOAPiEO fROM OOUGIAS COUNTY, COLORADO, NOi AVAILABLE IN AUTOCAD�
NQTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FR�M UDFCD STANDARO DETAILS.
CONSULT WITH L�CAL JURISDICTIONS AS T4 WHICH DETAIL SH�ULD BE USED WHEN
DIFFERENCES ARE NOTED.
November 2010 Urban Drainage and Flood Control District ST-3
Urban Starm Draiilage Criteria Manual Voluine 3
Vegetated Buffers (VB) SC-9
Description
Buffer strips of preserved natural
vegetation or grass help protect
waterways and wedands from land
disturbing activities. Vegetated buffiers
improve stormwater ruiloff quality by
straining sediment, promoting
infiltration, and slowing runoff
velocities.
Appropriate Uses
Vegetated buffers can be used to
separate land disturbing acrivities and
natural surface waters or conveyances.
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- - -�._
Photograph VB-1. A vegetated buffer is maintained beYween the
area of acYive construction and the drainage swale. Photo courtesy
of WWE.
In many jurisdictions, loca] governments
require some type of setback from natural waterways. Concentrated flow should not be directed through
a buffer; instead, runoff should be in the form of sheet flow. Vegeiated buffers are typically used in
combination with other perimeter control BMPs such as sediment control logs or silt fence for multi-
layered protection.
Design and Installation
Minimum buffer widths may vary based on local regulations. Clearly delineate the boundary of the
natural buffer area using construction fencing, silt fence, or a comparable technique. In areas that have
been cleared and graded, vegetated buffers such as sod can also be installed to create or restore a
vegetated buffer around the perimeter of the site.
Maintenance and Removal
Inspect buffer areas for signs of erosion such as gullies or rills. Stabilize eroding areas, as needed. If
erosion is due to concentrated flow conditions, it may be necessary to install a level spreader or other
technique to restore sheet flow conditions. Inspect perimeter controls delinearing the vegetative buffer
and repair or replace as needed.
Vegetated Buffers
Functions
Erosion Control Moderate
Sediment Control Yes
Site/Material Management Yes
Noveinber 2010 Urban Drainage and Flood Control District VB-1
Urban Starm Draiilage Criteria Manual Volume 3
Chemical Treatment (CT)
Description
Chemical treatment far erosion and
sediment control can take several forms
1. Applying chemicals to disriirbed
surfaces to reduce erosion (these uses
are discussed in the Soil Binders Fact
Sheet).
2. Adding flocculants to sedimentation
ponds or tanks to enhance sediment
removal prior.
SC-10
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3. USing pTOpI'letat'y bat'riers OI' tlow- Photograph CT-1. Proprietary chemical treatment system being
�hCOUgl1 deVlCes COnta1171ng �OCCul111ts used on a construchon site with sensitive receiving waters. Photo
courtesy of WWE.
(e.g., "floc logs ).
The use of flocculants as described in No. 2 and No. 3 above will likely require special permitting.
Check with the state permitting agency. See the Soil Binder BMP Fact Sheet for information on
surface application of chemical treatments, as described in No. 1.
Appropriate Uses
At sites with fine-grained materials such as clays, chemical addition to sedimentation ponds or tanks can
enhance settling of suspended materials through t1occulation.
Prior to selecting and using cheinical treatments, it is important to check state and local permit
requirements related to their use.
Design and Installation
Due to variations among proprietary chemical treatment methods, design details are not provided for this
BMP. Chemical feed systems for sedimentation ponds, settling tanks and dewatering bags should be
installed and operated in accordance with manufacturer's recommendations and applicable regulations.
Alum and chitosan are two common chemicals used as flocculants. Because the potential long-term
impact of these chemicals to natural drainageways is not yet fully understood, t�he state does not currently
allow chemical addition under the CDPS General Stormwater Construction Discharge Permit. Additional
permitting may be necessary, which may include sampling requirements and numeric dischar�e limits.
Any devices or barriers containing chemicals should be installed following manufacturer's guidelines.
Check for state and local jurisdiction usage restrictions and requirements befare including these practices
in the SWMP and implementing them onsite.
Chemical Treatment
Functions
Erosion Control Moderate
Sediment Control Yes
Site/Material Mana ement No
November 2010 Urban Drainage and Flood Control District CT-1
Urban Starm Draiilage Criteria Manual Volume 3
SC-10
Maintenance and Removal
Chemical Treatment (CT)
Chemical feed systems for sedimentation ponds ar tanks should be maintained in accordance with
manufacturer's recommendations and removed when the systems are no longer being used. Accumulated
sediment should be dried and disposed ofi either at a landfill or in accordance with applicable regulations.
Barriers and devices containing chemicals should be removed and replaced when tears or other damage to
the devices are observed. These barriers should be removed and properly disposed of when the site has
been stabilized.
CT-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Voluine 3
Construction Phasing/Sequencing (CP) SM-1
Description
Effective construction site mana�ement
to minimize erosion and sediment
transport includes attention to
construction phasing, scheduling, and
sequencing of land disturbing activities.
On most construction projects, erosion
and sediment controls will need to be
adjusted as the project progresses and
should be documented in the SWMP.
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Construction phasing refers to ��.,;�,� ���_ ..-.��._ � � �!' -� ''�'_ _�'I
disturbing only part of a site at a time to ' � �� ��
limit the potential for erosion from ��- � _, :;_ m� _= r�
dormant parts of a site. Grading ��'r�� ��� -a _
activities and construction are completed Photograph CP-1. Consrruction phasing to avoid disrurbing tl�e
a11d soils are effectively stabilized on one entire area at one time. Photo courtesy of WWE.
part of a site before grading and
construction begins on another portion of the site.
Construction sequencing or scheduling refers to a specified work schedule that coordinates the timing of
land disturbing activities and the installation of erosion and sediment control practices.
Appropriate Uses
All consiruction projects can benefit from upfront planning to phase and sequence construction activities
to minimize the extent and duration of disturbance. Larger projects and linear construction projects may
benefit most from construction sequencing or phasing, but even small projects can benefit from
construction sequencing that ininimizes the duration of disturbance.
Typically, erosion and sediment controls needed at a site will change as a site progresses through the
major phases of construction. Erosion and sediment control practices corresponding to each phase of
construction must be documented in the SWMP.
Design and Installation
BMPs appropriate to the major phases of developmeilt should be idenrified on construction drawings. In
some cases, it will be necess�ry to provide several dr�wings showing construction-phase BMPs placed
according to stages of development (e.g., clearing and grading, utiliry installation, active construction,
fiilal stabilization). Some municipalities in the Denver area set maximutn sizes for disturbed area
associated with phases of a construction project. Additionally, requirements far phased construction
drawings vary among local governments within the UDFCD boundary. Some local governments reyuire
separate erosion and sediment control drawings far initial Construction Scheduling
BMPs, interim conditions (in active construction), and final
stabilization. Functions
Erosion Control Moderate
Sediment Control Moderate
Site/Material Mana�ement Yes
November 2010 Urban Drainage and Flood Control District CP-1
Urban Starm Draiilage Criteria Manual Volume 3
SM-1 Construction Phasing/Sequencing (CP)
Typical construction phasing BMPs include:
■ Limit the amount of disturbed area at any given time on a site to tl�e extent pracrical. For example, a
100-acre subdivision might be constructed in five phases of 20 acres each.
■ If there is carryover of stockpiled material from one phase to the next, position carryover material in a
location easily accessible for the pending phase that will not require disturbance of stabilized areas to
access the stockpile. Particularly with regard to efforts to balance cut and fill at a site, careful
planning for location of stockpiles is important.
Typical construction seyuencing BMPs include:
■ Sequence construction activities to ininimize duration of soil disturbance and exposure. Far example,
when multiple utilities will occupy the same trench, schedule installation so that the trench does not
have to be closed and opened multiple times.
■ Schedule site stabilization activities (e.g., landscaping, seeding and mulching, installation of erosion
control blankets) as soon as feasible following grading.
■ Install initial erosion and sediment control practices befare construction begins. Promptly install
additiona] BMPs for inlet protection, stabilization, etc., as construction activities are completed.
Table CP-1 provides typical sequencing of construction activities and associated BMPs.
Maintenance and Removal
When the construction schedule is altered, erosion and sediment control measures in the SWMP and
construcrion drawin�s should be appropriately adjusted to ref7ect acttial "on the ground" condirions at the
construction site. Be aware that changes in construction schedules can have sigilifica�lt iinplications for
site stabiliaation, particularly with regard to establishment of vegetative cover.
CP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Construction Phasing/Sequencing (CP) SM-1
Table CP-1. Typical Phased BMP Installation for Construction Projects
Project
Phase
Pre- ■
disturbance, ■
Site Access
Site Clearing
and Grubbing
BMPs
Install sediment controls downgradient of access point (on paved streets this may consist
of inlet protection).
Establish vehicle tracking control at entrances to paved streets. Fence as needed.
Use construction fencing to define tl�e boundaries of the project and limit access to a�-eas of
the site that are not to be disturbed.
Note: it may be necessary to protect inlets in the general vicinity of the site, even if not
downgradient, if there is a possibility that sediment tracked from the site could contribute
to the inlets.
• Install perimeter controls as needed on downgradient perimeter of site (silt fence, wattles,
etc).
■ Limit disturbance to those areas planned for disturbance and protect undisturbed areas
within the site (construction fence, flagging, etc).
■ Preserve vegetative buffer at site perimeter.
■ Create stabilized staging area.
■ Locate portable toilets on flat surfaces away from drainage paths. Stake in areas
susceptible to high winds.
■ Construct concrete washout area and provide signage.
■ Establish waste disposal areas.
■ Install sediment basins.
� Create dirt perimeter berms and/or brush barriers during grubbing and clearing.
■ Separate and stockpile topsoil, leave roughened and/or cover.
■ Protect stockpiles with perimeter control BMPs. Stocl��iles should be located away from
drainage paths and should be accessed from the upgradient side so that perimeter controls
can remain in place on the downgradient side. Use erosion control blankets, temporary
seeding, and/ar mulch for stockpiles that will be inactive for an extended period.
� Leave disturbed area of site in a roughened condition to limit erosion. Consider temparary
revegetation for areas of the site that have been disturbed but that will be inactive for an
extended period.
■ Water to minimize dust but not to the point tl�at watering creates runoff.
November 2010 Urban Drainage and Flood Control District CP-3
Urban Starm Draiilage Criteria Manual Volume 3
SM-1 Construction Phasing/Sequencing (CP)
Project BMPs
Phase
In Addition to the Above BMPs:
■ Close trench as soon as possible (generally at the end of the day).
Utiliry And ' Use rough-cut street control or apply road base for streets that will not be promptly paved.
Infrastructure
lnstallation ' Provide inlet protection as streets are paved and inlets are constructed.
■ Protect and repair BMPs, as necessary.
■ Perform street sweeping as needed.
In Addition to the Above BM Ps:
■ Implement materials management and good housekeeping practices for home building
activities.
Building
Construction . Use perimeter controls for teimporary stockpiles from foundation excavarions.
■ For lots adjacent to streets, lot-line perimeter controls may be necessary at the back of
curb.
In Addition to the Above BMPs:
Fina] Grading ' Remove excess or waste materials.
■ Remove stored materials.
In Addition to the Above BMPs:
■ Seed and mulch/tackify.
Final
Stabilization . Seed and install blankets on steep slopes.
■ Remove all temporary BMPs when site has reached final stabilization.
CP-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Protection of Existing Vegetation (PV) SM-2
Description
Protection of existing vegetation on a
coilstruction site can be accomplished
through installation of a construction
fence around the area requiring protection.
In cases where upgradient areas ai•e
disturbed, it may also be necessary to
install periineter controls to minimize
sediment loading to sensitive areas such as
wetlands. Existing vegetarion may be
designated for protection to maintain a
stable surface cover as part of construction
phasing, or vegetation nlay be protected in
areas desigi�ated to remain in natural
condition under post-development
conditions (e.g., wetlands, mature trees,
riparian areas, open space).
Appropriate Uses
t -.�4
r�
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z�
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9 . �1
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, _ - � - � � _`rJ.
Photograph PV-1. Protection of existing vegetation and a sensilive
area. Photo courtesy of CDOT.
Existing vegetation should be preserved for the maximum practical durarion on a const�uction site
through the use of effective construction phasing. Preserving vegetation helps to minimize erosion and
can reduce revegetation costs following construction.
Protection of wetland areas is required under the Clean Water Act, uilless a permit has been obtained from
the U.S. Army Corps of Engineers (USACE) allowing impacts in li�mited areas.
If trees are to be protected as part of post-developinent landscaping, care must be taken to avoicl several
types of damage, some of which may not be apparent at the time of injury. Potential sources of injury
include soil compaction duri»g gradii�g or due to construction traffic, direct equipment-related injury such
as bark reinoval, branch breakage, surface grading and trenching, and soil cut and filL In order to
minimize injuries that may lead to immediate ar later death of the tree, tree protection zones should be
developed during site design, implemented at the beginning of a construction project, as well as continued
during active construction.
Design and Installation
General
Once an area has been designated as a preservation area, there should be no construction activity allowed
within a set distance of the area. Clearly mark the area with construction fenci��g. Do not allow
stockpiles, equipment, trailers or parking within the
protected area. Guidelines to protect various types of
existing vegetation follow. Protection of Existing Vegetation
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Materia] Management Yes
November 2010 Urban Drainage and Flood Control District PV-1
Urban Starm Draiilage Criteria Manual Volume 3
SM-2 Protection of Existing Vegetation (PV)
Surface Cover During Phased Construction
Install construction fencing or other periineter controls arouild areas to be protected from cleariilg and
grading as part of construction phasing.
Maintaining surface cover on steep slopes far the maxiinum pracrical duration during construcrion is
recommended.
Open Space Preservation
Where natural open space areas will be preserved as part of a development, it is important to install
construction fencing around these areas to protect them from compaction. This is particularly important
when areas with soils with high infiltration rates are preserved as part of LID designs. Preserved open
space areas should not be used for staging and equipment storage.
Wetlands and Riparian Areas
Install a co»struction fence around the perimeter of the wetland or riparian (streamside vegetation) area to
prevent access by equipment. In areas downgradient of disturbed areas, install a perimeter control such as
silt fence, sediment control logs, or similar measure to minimize sediment loading to the wetland.
Tree Protectionl
Before beginning construction operations, establish a tree protection zone around trees to be
preserved by installin� construction fences. Allow enough space from the trunk to protect the root�
zone from soil compaction and mechanical damage, and the branches from mechanical damage (see
Table PV-1). If low branches will be kept, place the fence outside of the drip line. Where this is not
possible, place fencing as far away from the trunk as possible. In arder to maintain a healthy tree, be
aware that about 60 percent of the tree's root zone extends beyond the drip line.
Table PV-1
Guidelines for Determining the Tree Protection Zone
(Source: Matheny and Clark, 1998; as cited in GreenCO and WWE 2008)
Distance from Trunk (ft) per inch of DBH
Species Tolerance to Damage Young Mature Over matu�re
Good 0.5' 0.75' 1.0'
Moclerute 0.75' 1.0' 1.25'
Poo�- 1.0' 1.25' 1.5'
Notes: DBH = diameter at breast height (4.5 ft above grade); Young =<20% of
life expectancy; Mature = 20%-80% of life expectancy; Over mature =>80°Io of
life expectancy
■ Most tree roots grow within the top 12 to 18 inches of soil. Grade changes within the tree protection
zone should be avoided where possible because seemingly minor grade changes can either smother
� Tree Protecfion guidelines adapied from GreenCO and WWE (2008). Gr�een Irzdu,shy Best Management Practice,c (BMPs) for
the Co��se�-vation and Protection of Water Resources in Colorado: Mo��ing Towm-d Sustainabiliry. Third Release. See
www. greenco.org for more detai]ed guidance on tree preservaYion.
PV-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Protection of Existing Vegetation (PV) SM-2
roots (in fill situations) or damage roots (in cut situations). Consider small walls where needed to
avoid grade changes in the tree protection zone.
■ Place and maintain a layer of mulch 4 to 6-inch thick from the tree trunk to the fencing, keeping a
6-inch space between the mulch and the trunk. Mulch helps to preserve moisture and decrease soil
compaction if construction traffic is unavoidable. When planting operations are completed, the mulch
may be reused throughout planting areas.
■ Limit access, if needed at all, and appoint one route as the main entrance and exit to the tree
protection zone. Within the tree protection zone, do not allow any equipir�ent to be stored, chemicals
to be dumped, or construction activiries to take place except fine grading, irrigation system
installation, and planting operations. These activities should be conducted in consultation with a
landscaping professional, following Green Industry BMPs.
■ Be aware that soil compaction can cause extreme damage to tree health that may appear gradually
over a period of years. Soil compaction is easier to prevent than repair.
Maintenance and Removal
Repair or replace damaged or displaced fencing or other protective barriers around the vegetated area.
If damage occurs to a tree, consult an arborist for guidance on how to care for the tree. If a tree in a
designated preservation area is dainaged beyond repair, remove and replace with a 2-inch diameter tree of
the same or similar species.
Construction equipment must not eilter a wetland area, except as pennitted by the U.S. Army Corps of
Engineers (USACE). Inadvertent placement of till in a wetland is a 404 permit violation and will require
notification of the USACE.
If damage to vegetation occurs in a protected area, reseed the area with the same ar similar species,
following the recommendations in the USDCM Revegetation chapter.
November 2010 Urban Drainage and Flood Control District PV-3
Urban Starm Draiilage Criteria Manual Volume 3
Construction Fence (CF)
Description
A construction fence restricts site access
to designated eiltrances and exits,
delineates cons[ruction site boundaries,
and keeps construction out of sensitive
areas such as natural areas to be
preserved as open space, wetlands and
riparian areas.
Appropriate Uses
A construction fence can be used to
delineate the site perimeter and locations
within the site where access is restricted
to protect natural resources such as
wetlands, waterbodies, trees, and other
natural areas of the site that should not be
disturbed.
SM-3
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'r'' � ; i . t ,` � ! .:a t���Y Y ' !. 4 :J'' �� . � � ' . v4r' ,/
� , � � ,
� � �'�.�• � , . �; ,�. � �,,;� : ,
F' e �i i��''� � � �; �� ,, , 1,
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Photograph CF-l. A construction fence helps delineate areas where
existing vegetation is being protected. Photo courtesy of Douglas
County.
If natural resource protection is an objective, then the construction fencing should be used in combination
with other perimeter control BMPs such as silt fence, sediment control logs or similar measures.
Design and Installation
Construction fencing may be chain link ar plastic mesh and should be installed following manufaciurer's
recommendations. See Detail CF-1 for typical installarions.
Do not place construction fencing in areas within work limits of machinery.
Maintenance and Removal
[nspect fences for damage; repair or replace as necessary.
Fencing should be tight and any areas with slumping or fallen posts should be reinstalled.
Fencing should be removed once construction is complete.
Construction Fence
Functions
Erosion Control No
Sediment Control No
Site/Material Management Yes
November 2010 Urban Drainage and Flood Control District CF-1
Urban Starm Draiilage Criteria Manual Volume 3
SM-3
CF — CF — CF
Construction Fence (CF)
oi nc�rir rno rvo
n r
CONSTRUCTION FENCE INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-LOCATION OF CONSTRUCTION FENCE.
2. C�NSTRUCTION FENCE SHOWN SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING
ACTIVITIES.
3. CONSTRUCTION FENCE SHALL BE COMPOSED OF ORANGE, CONTRACTOR-GRADE MATER�AL
THAT IS AT LEAST 4' HIGH. METAL POSTS SHOULD HAVE A PLASTIC CAP FOR SAFETY.
4. STUODED STEEL TEE POSTS SHALL 8E UTILIZED TO SUPPORT THE CONSTRUCTION FENCE.
MAXIMUM SPACING FOR STEEL TEE POSTS SHALL BE 10'.
5. CONSTRUCTION FENCE SHALL BE SECURELY FASTENED TO THE TOP, MIDD�E, AND
BOTTOM OF EACH POST.
CF-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
CF-1. PLASTIC MESH CONSTRUCTION FENCE
Construction Fence (CF)
,• ., , ,:, •
SM-3
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREOUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPS IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. CONSTRUCTION FENCE SHALL BE REPAIRED OR REPLACED WHEN THERE ARE SIGNS OF
DAMAGE SUCH AS RIPS OR SAGS. CQNSTRUC710N FENCE IS TO REMAIN IN PLACE UNTIL THE
UPSTREAM DISTURBED AREA IS STABIL12ED AND APPROVEO BY THE LOCAL JURIS�ICTION.
5. WHEN CONSTRUCTION FENCES ARE REMOVED, ALL DISTURBED AREAS ASSaCIATED WITH THE
INSTALLATION, MAINTENANCE, AND�OR REMOVAL OF THE FENCE SHALL BE COVEREO WITH
TOPSOIL, SEEDED AND MULCHED, OR OTHERWISE STABILIZED AS APPROVED BY LOCAL
JURISDICTION.
NOTE: MANY JURISDIC710NS HAVE 8MP OETAILS THAT VARY FROM UDFCO STANDARD DETAILS.
CONSULT WITH LOCAL JURISOIC710NS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
(DETAIL ADAPTED FROM TOWN OF PARKER. COLORADO, NOT AVAILABLE IN AUiOCAD)
November 2010 Urban Drainage and Flood Control District CF-3
Urban Starm Draiilage Criteria Manual Volume 3
Vehicle Tracking Control (VTC) SM-4
Descr iption
Vehicle tracking controls provide
stabilized construcrion site access where
vehicles exit the site onto paved public
roads. An effective vehicle tracking
control helps remove sediment (mud or
dirt) from vehicles, reducing tracking onto
the paved surface.
Appropriate Uses
Implement a stabilized construction
entrance or vehicle tracking control where
frequent heavy vehicle traffic exits the
construction site onto a paved roadway. An
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Photograph VTC-l. A vehicle tracking conCrol pad consfructed wit�h
properly sized rock reduces off-site sediment tracking.
effective vehicle iracking control is
particularly impartant during the following conditions:
■ Wet weather periods w11en mud is easily tracked off site.
■ During dry weather periods where dust is a concern.
■ When poorly drained, clayey soils are present on site.
Although wheel washes are not required ii� designs of vehicle tracking controls, they may be needed at
particularly �nuddy sites.
Design and Installation
Construct the vehicle tracking control on a level surface. Where feasible, grade the tracking control
towards the construction site to reduce off-site runoff. Place signage, as needed, to direct construction
vehicles to the designated exit ihrough the vehicle tracking control. There are several different types of
stabilized construction entrances including:
VTC-1. Aggregate Vehicle Tracking Control. This is a coarse-aggregate surfaced pad underlain by a
geotextile. This is the most common vehicle tracking control, and when properly maintained can be
effective at removing sediment from vehicle tires.
VTC-2. Vehicle Tracking Control with Construction Mat or Turf Reinforcement Mat. This type of
control may be appropriate for site access at very small construction sites with low traffic volume over
vegetated areas. Although this application does not typically remove sedinlent froin vehicles, it helps
protect existing vegetation and provides a stabilized entrance.
Vehicle Tracking Control
Functions
Erosion Control Moderate
Sediment Conirol Yes
Site/Material Management Yes
November 2010 Urban Drainage and Flood Control District VTG1
Urban Starm Draiilage Criteria Manual Volume 3
SM-4 Vehicle Tracking Control (VTC)
VTC-3. Stabilized Construction Entrance/Exit with Wheel Wash. This is an aggregate pad, similar
to VTC-1, but includes equipment for tire washing. The wheel wash equipment may be as simple as
hand-held power washing equipment to inare advance proprietary systems. When a wheel wash is
provided, it is important to direct wash water to a sediment trap priar to discharge from the site.
Vehicle tracking controls are somerimes installed in combination with a sediment trap to treat runoff.
Maintenance and Removal
Inspect the area for degradation and
replace aggregate or material used for a
stabilized entrance/exit as needed. If the
area becomes clogged and ponds water,
remove and dispose of excess sediment
or replace material with a fresh layer of
aggregate as necessary.
With aggregate vehicle tracking controls,
ensure rock and debris from this area do
not enter t11e public right-of-way.
Remove sediment tl�at is tracked onto the
public right of way daily or more
frequently as needed. EXcess sediment
in the roadway indicates that the
stabilized construction entrance needs
mamtenance.
Ensure that drainage ditches at the
entrance/exit area remain clear.
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A stabilized entrance should be removed only when there is no longer ihe potential for vehicle tracking to
occur. This is typically after the site has been stabilized.
When wheel wash equipment is used, be sure that the wash water is discharged to a sediment trap prior to
dischai•ge. Also inspect channels conveying the water from the wash area to Che sediment trap and
stabilize areas that may be eroding.
When a construction entrance/exit is removed, excess sediment from the aggregate should be removed
and disposed of appropriately. The entrance should be promptly stabilized with a permanent surface
following removal, typically by paving.
VTC-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Photograph VTG2. A vehicle tracking control pad with wheel wash
facility. Photo courtesy of Tom Gore.
Vehicle Tracking Control (VTC) SM-4
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vTc
20 FOOT
(WIDTH CAN BE
LESS IF CONST.
VEHICLES ARE
PHYSICALLY
CONFINED ON
BOTH SIOES)
SIDEWALK OR QTHER
PAVED SURfACE
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PUBLIC
RaADwnY
50 FOOT (MIN.
UNLESS OTHERWISE SPECIFIED
BY LOCAL JURISDICTION, USE
COOT SECT. /J703, AASHTO #3
\ COARSE AGGREGATE OR 6"
MINUS ROCK
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NON-WOVEN GEaTEXTILE FABRIC
BETWEEN SOIL AND ROCK
INSTALL ROCK FLUSH WITH
aR BELOW TOP OF PAVEMENT
UNLESS OTHERWISE SPECIFIED BY LOCAL
JURISOICTION, USE COOT SECT. #703. AASHTO
#3 COARSE AGGREGATE
r 9" (MIN.)
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NON-WOVEN GEOTEXTILE
FABRIC
VTC-1. AGGREGATE VEHICLE TRACKING CONTROL
November 2010 Urban Drainage and Flood Control District VTC-3
Urban Starm Draiilage Criteria Manual Volume 3
COMPACTED SUBGRADE -� SECTION A
SM-4 Vehicle Tracking Control (VTC)
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PUBLIC
ROADW/
NOTE: WASH WATER
MAY NOT CONTAIN
CHEMICALS OR SOAPS
WITHOUT OBTAINING
A SEPARATE PERMIT
7" MIN.
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REINFORCEO CONCRETE RA�K Y���� 1�� t� ��� ��
(MAY SUBSTITUTE STEEL CATTLE DRAIN SPACE
GUARO FOR CONCRETE RACK)
SECTION A
VTC-2. AGGREGATE VEHICLE TRACKING CONTROL WITH
WAS H RAC K
VTC-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
TC
WW
' DITCH TO CARRY
wASH wATER TO
Vehicle Tracking Control (VTC) SM-4
t 0% MAX��
EXISTING
PAVED
ROADwAY
�TC/ VTC/
CM TR
DISTURBED AREA,
CONSTRUCTION SITE,
STABILIZED STORAGE AREA
OR STAGING AREA
CONSTRUCTION MATS, WOVEN OR TRM
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SPIKES OR
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SPIKES OR STAKES
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CONSTRUCTION MAT END
RESTRICT CONST. VEHICLE OVERLAP INTERLOCK WITH
ACCESS TO SIOES OF MAT � STRAP CONNECTORS
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20' OR AS REQUIRED
TO ACCOMMODATE
ANTICIPATED
7RAFFIC {WIDTH
CAN BE LESS IF
CONST. VEHICLES
ARE PHYSICALLY
CONFINEO ON BOTH
SIDES)
VTC-3. VEHICLE TRACKING CONTROL WJ CONSTRUCTION
MAT OR TURF REINFORCEMENT MAT (TRM�,
November 2010 Urban Drainage and Flood Control District VTGS
Urban Starm Draiilage Criteria Manual Volume 3
SM-4 Vehicle Tracking Control (VTC)
SrA81LIZE0 CONSTRUCTION ENrRANCE/EXIT INSTALLATION NOTES
1. SEE PLAN VIEW FOR
-LOCATION OF CONSTRUCTIQN ENTRANCE(S)/EXIT(S).
-TYPE OF CONSTRUCTION ENTRANCE(S)/EXITS(S) (WITN/WITHOUT WHEEL WASH,
CONSTRUCTION MAT OR TRM).
2. CONSTRUCTION MAT OR TRM STABILIZED CONSTRUCTION ENTRANCES ARE ONLY TO BE
USED ON SHORT DURATION PROJECTS (TYPICALLY RANGING FROM A WEEK TO A MONTH)
WHERE THERE WILL BE LIMITED VEHICULAR ACCESS.
3. A STABILIZED CONSTRUCTION ENTRANCE/EXIT SHALL BE LOCATED AT ALL ACCESS POINTS
WHERE VEHICLES ACCESS THE CONSTRUCTION SITE FROM PAVED RIGHT-OF-WAYS.
4. STABILIZED CONSTRUCTION ENTRANCE/EXIT SHALL BE INSTALLED PRIOR TO ANY LAND
DISTURBING ACTIVITIES.
5. A NON-WOVEN GEOTEXTILE FABRIC SHALL BE PLACED UNDER THE STABILI2ED
CONSTRUCTION EN7RANCE/EXIT PRIOR TO THE PLACEMENT OF ROCK.
6. UNLESS OTHERWISE SPECIFIED BY LOCAL JURISDIC710N, ROCK SHALL CONSIST OF DOT
SECT. #703, AASHTO fj3 COARSE AGGREGATE OR fi" (MINUS) ROCK.
srAewzEo coNsrRucnor, ENTRANCE/ExIT MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS� FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AN� PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. ROCK SHALL BE REAPPLIED OR REGRADED AS NECESSARY TO THE STABILIZED
ENTRANCE/EXIT TO MAINTAIN A CONSI5TENT DEPTH.
5. SEOIMENT tRACKED ONTO PAVED ROADS IS TO BE REMOVE� THROUGHOUT THE DAY AND
AT THE END OF THE DAY BY SHOVELING aR SWEEPING. SEDIMENT MAY NOT BE WASHED
OaWN STORM SEWER DRAINS.
NOTE; MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCO STANDARD DETAILS,
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD 8E USED WHEN
DIFFERENCES ARE NOTED.
(DETAILS ADAPiEO FRaM CITY OF BROOMFIELO. COLORADO, NOT AVAILABLE IN AUiOCAD)
VTC-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Stabilized Construction Roadway (SCR) SM-5
Description
A stabilized construction roadway is a
temporary method to control sediment
runoff, vehicle tracking, and dust from ._
_ � ,.�� i ,
roads during construction activities. I�~� �"
Appropriate Uses
Use on high traffic construction roads to
minimize dust and erosion.
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Stabilized construction roadways are
used instead of rough-cut street controls
on roadways with frequent construction �;
traffic. -
Design and Installation
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Photograph SCR-1. Stabilized construction roadway.
Stabilized construcrion roadways typically involve two key components: 1) stabilizing the road surface
with an aggregate base course of 3-inch-diameter granular material and 2) stabilizing roadside ditches, if
applicable. Early application of road base is generally suitable where a layer of coarse aggregate is
specified far final road construction.
Maintenance and Removal
Apply additional gravel as necessary to ensure roadway integrity.
Inspect drainage ditches along the roadway far erosion and stabilize, as needed, through the use of check
dams or rolled erosion control products.
Gravel may be removed once the road is ready to be paved. Prior to paving, the road should be inspected
for grade changes and damage. Regrade and repair as necessary.
Stabilized Construction Roadway
Functions
Erosion Control Yes
Sediment Control Moderate
Site/Material Management Yes
Noveinber 2010 Urban Drainage and Flood Control District SCR-1
Urban Starm Draiilage Criteria Manual Volume 3
Stabilized Staging Area (SSA) SM-6
Description
A stabilized staging area is a clearly
designated area where construcrion
equipment and vehicles, stockpiles, waste
bins, and other construction-related
materials are stored. The contractor
office trailer may also be located in this
area. Depending on the size of the
construction site, more tha11 oi�e staging
area may be necessary.
Appropriate Uses
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Most construction sites will require a
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Stagtilg ai'ea, Wh1C�1 ShOu�C� be Cleai'ly Photograph SSA-1. Example of a staging area with a gravel surface to
deSlgilate(i lfl SWIVIP diaWll�gs. Tile �dy0ut prevent mud tracking and reduce runoff. Photo courtesy of Douglas
of the staging area may vary depending on County.
the type of construction activity. Staging areas located in roadways due to space constraints require
special measures to avoid materials being washed into storm inlets.
Design and Installation
Stabilized staging areas should be completed prior to other constniction activities beginning on the site.
Major components of a stabilized staging area include:
■ Appropriate space to contain starage and provide for loading/unloading operations, as well as parking
if necessary.
■ A stabilized surface, either paved ar covered, with 3-incl� diameter aggregate or larger.
■ Perimeter controls such as silt fence, sediment control logs, or other measures.
■ Construction fencing to prevent unauthorized access ro construction materials.
■ Provisions far Good Housekeeping practices related to materials storage aild disposal, as described in
the Good Housekeeping BMP Fact Sheet.
■ A stabilized construction entrance/exit, as described in the Vehicle Tracking Control BMP Fact Sheet,
to accammodate traffic associated with material delivery and waste disposal vehicles.
Over-sizing the stabilized staging area may result in disturbance of existing vegetation in excess of that
required far the project. This increases costs, as well as
requirements for long-term stabilization following the Stabilized Staging Area
construction period. When designing the stabilized staging area,
mini�niae the area of disturbance to the extent practical. F'unctions
Erosion Control Yes
Sediment Control Moderate
Site/Material Yes
Noveinber 2010 Urban Drainage and Flood Control District SSA-1
Urban Starm Draiilage Criteria Manual Volume 3
SM-6 Stabilized Staging Area (SSA)
Minimizing Long-Term Stabilization Requirements
■ Utilize off-site parking and restrict vehicle access to the site.
■ Use construction mats in lieu of rock when staging is provided in an area that will not be disturbed
othe�-wise.
■ Consider use of a bermed contained area for materials and equipment that do not require a
stabiliaed surface.
■ Consider phasing of staging areas to avoid disturbance in an area that will not be otherwise
disturbed.
See Detail SSA-1 for a typical stabilized staging area and SSA-2 for a stabiliaed staging area when
materials staging in roadways is requu-ed.
Maintenance and Removal
Maintenance ofi stabilized staging areas includes maintaining a stable surface cover of gravel, repairing
perimeter controls, and following good housekeeping practices.
When construction is complete, debris, unused stockpiles and materials should be recycled or properly
disposed. In soine cases, this will require disposal of coiltaininated soil froin equipment leaks in ai1
appropriate landfill. Staging areas should then be permanently stabilized with vegetation or other surface
cover planned for the development.
SSA-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Stabilized Staging Area (SSA) SM-6
Y � SF/CF SF/CF �
, � �ONSITE c
� CON�TRUCTION �
" vEHI��.E '
{sARKING (iF �
I = NE,EDED) ,
CONSTRUCTION \ �-
SITE ACCESS \ ` � ' , - , o � „ n �
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, "
1 I . „ IUATERIAL •
STABILIZED � STDRAGE •
CONSTRUCTION
ENTRANCE (SEE
DETAILS vTC-1
TO VTC-3)
CONSTRUCTION
TRAILERS
SSA
3" MIN. THICKNESS
GRANULAR MATERIAL
AR EA . �
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SF/CF SF/CF ��— SILT FENCE OR CONSTRUCTION
FENCING AS NEEDED
EXISTING ROADWAY
SSA-1. STABILIZED STAGING AREA
STABILIZEO STAGING AREA INSTALLATION NOTES
1. SEE PLAN VIEW FOR
—LOCATION aF STAGING AREA(S).
—CONTRACTOR MAY A�JUST LOCATION AND SIZE OF STAGING AREA WITH APPROVAL
FROM THE LOCAL JURISDICTION.
2. STABILIZED STAGING AREA SHOULD BE APPROPRIATE FOR THE NEEDS OF THE SITE.
OVERSIZING RESULTS IN A LARGER AREA TO STABILIZE FOLLOWING CONSTRUCTION.
3. STAGING AREA SHALL BE STABILIZED PRIOR TO OTHER OPERATIQNS ON THE SITE.
4. THE STABILIZEO STAGING AREA SHALL CONSIST OF A MINIMUM 3" THICK GR,4NULAR
MATERIAL.
5. UNLESS OTHERWISE SPECIFIED 8Y LOCAL JURISOICTION, ROCK SHALL CONSIST OF OOT
SECT. #703, AASHTO �j3 COARSE AGGREGATE OR 6" (MINUS) ROCK.
6. ADDITIONAL PERIMETER BMPs MAY BE REQUIRED INCLUDING BUT NOT LIMITED TO SILT
FENCE AND CONSTRUCTION FENCING.
STABILIZED STAGING AREA MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. ROCK SHALL BE REAPPLIED OR REGRADED AS NECESSARY IF RUTTING OCCURS OR
UNDERLYING SUBGRADE 6ECaMES EXPOSEO.
November 2010 Urban Drainage and Flood Control District SSA-3
Urban Starm Draiilage Criteria Manual Volume 3
SM-6 Stabilized Staging Area (SSA)
STABILIZED STAGING AREA MAINTENANCE NOTES
5. STABILIZED STAGING AREA SHALL BE ENLARGED IF NECESSARY TO CONTAIN PARKING,
STORAGE, ANO UNLOAOING/LOAOING OPER,4TIONS.
6. THE STA8ILIZED STAGING AREA SHALL 6E REMOVED AT THE END OF CONSTRlJC710N THE
GRANULAR MATERIAL SHALL BE REMOVED OR, IF APPROVED BY THE LOCAL JURISDICTION,
uSEO ON SITE, AND THE AREA COvEREO wITH TOPSOIL, SEEDEO AND MUI.CHED OR
OTHERWISE STABILIZED IN A MANNER APPROVED BY LOCAL JURISDICTION.
NOTE: MANY MUNICIPALITIES PROHIBIT THE USE OF RECYCLED CaNCRETE AS GRANULAR
MATERIAL FOR STABILIZED STAGING AREAS DUE TQ DIFFICULTIES WITH RE-ESTABLISHMENT OF
VEGETATION IN AREAS WHERE RECYCLED CONCRETE WAS PLACED.
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH OETAIL SHOULD BE USED WHEN
OIFFERENCES ARE NOTED.
(DETniLS AOAPTEO FROM OOUGVS COUNiY, COLORnDO, NOT AVau�BLE IN AUTOCnD)
SSA-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Street Sweeping and Vacuuming (SS) SM-7
Description
Street sweeping and vacuuming remove
sediment that has been tracked onto
roadways to reduce sediment transport
into storm drain systems or a surface
waterway.
Appropriate Uses
Use this practice at construction sites
where vehicles may track sediment
offsite onto paved roadways.
Design and Installation
Street sweeping or vacuuming should be
conducted when there is noticeable
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Photograph SS-1. A sh-eet sweeper removes sediment and potential
pollutants along the curb line at a construction site. Photo courtesy of
Tom Gore.
sediment accumulation on roadways adjacent to the construction site. Typically, this will be concentrated
at the entrance/exit to the construction site. Well-maintained stabilized construcrion entrances, vehicle
tracking controls and tire wash facilities can help reduce the necessary frequency of street sweeping and
vacuum�ng.
On smaller construction sites, street sweeping can be conducted manually using a sl�ovel and broom.
Never wash accumulated sediment on roadways into storm drains.
Maintenance and Removal
■ Inspect paved roads around the perimeter of the construction site on a daily basis and more
frequently, as needed. Remove accumulated sediment, as needed.
■ Following street sweeping, check inlet protecrion that may have been displaced during street
sweeping.
■ Inspect area to be swept for materials that may be hazardous prior to begimling sweeping operations.
Street Sweeping/ Vacuuming
Functions
Erosion Control No
Sediment Control Yes
Site/Materia] Management Yes
Noveinber 2010 Urban Drainage and Flood Control District SS-1
Urban Starm Draiilage Criteria Manual Volume 3
Temporary Diversion Channel (TDC) SM-8
Description
A temporary diversion channel diverts
water from a stream to allow for
construction activities to take place
underneath or in the stream. Diversion
channels are often required during the
construction of detention ponds, dams,
in-stream grade control structures,
utility installation and other activities
that require working in waterways.
Appropriate Uses
Temporary diversion channels vary
with the size of the waterway that is
,
•r-_�
betng d]v0I'ted. FoC lacge Stre�t7ls, a to enable installation of a grade control structure (left side). Photo
temporary diversion may consist of courtesy of W WE.
berms or coffer dams constructed in the
stream to confine flow to one side of the stream while work progresses on the dry side of the berm. For
smaller streams and often far construction of dams and detenCion basins, a temporary diversion channel
may divert the entire waterway, as illustrated in Figure TDG1. For very shart duration projects (typically
less than 4 weeks) during dry periods with low base flows, a pump and bypass pipe may serve as a
temporary diversion. Whenever a temporary diversion is used, construction should be scheduled during
drier times of tl�e year if possible (October 1 through April 1), and construction in the waterway should
progress as quickly as possible to reduce the risk of exceeding the temporary diversion channel capacity.
Some construction activities within a waterway are very short ]ived, namely a few hours or days in
duration, and are minor in nature. These are typically associated with maintenance of utilities and stream
crossings and minor repairs to outfalls and eroded banks. In these cases, construction of temporary
diversion channels can often cause more soil disturbance a��d sediment movement than the maintenance
activity itself. If it can be reasonably determined based on area and duration of disturbance that channel
work will result in less disturbance and movement of sediment than would be done through installation of
a temporary diversion channel, it is reasonable to exempt these activities from the requirement to
construct a temparary diversion.
Design and Installation
Temporary Diversion Channel siaing procedures typically include the following steps:
Using the tributary area, A(in acres), determine the design peak flow rate according to Figure TDG2.
Note: For long duration projects, or where the consequences of diversion failure warrant, a larger
design t1ow may be necessary.
Tem orar Diversion Channel
Functions
Erosion Control Yes
Sediment Contro] No
Site/Material Management No
■ Determine depth of flow, 1-foot maximum for flows
less than 20 cfs and 3 feet maximum for t1ows less
than 100 cfs. (Flows in excess of 100 cfs should be
designed in accordance with the Major Dr-ain�age
chapter in Volume 1).
August 2011 Urban Drainage and Flood Control District TDG1
Urban Starm Draiilage Criteria Manual Volume 3
Photograph TDC-l. Use of a temporary diversion channel (right side)
SM-8 Temporary Diversion Channel (TDC)
■ Determine channel slope based on existing and proposed site conditions.
■ Perfarm initial channel sizing calculations using Manning's Equation. Determine maximum
permissible velocities based on lining material.
■ Determii�e the channel geometry and check the capacity Lising Manning's Equation and the "n" value
given in Table TDC-1. The steepest side slope allowable far a temporary channel is two horizontal to
one vertical (2:1), unless vertical walls are installed using sheet piling, concrete or stacked stone.
Temporary diversion channels should have a minimum freeboard of 0.5 feet above the design water
surface elevation.
Figure TDG2 may be used to estimate the design discharge for the sizing of temporary diversion
channels and pipes. The curves in this figure were developed using annual peak flow data collected from
17 watersheds within the UDFCD boundary. These data were collected over extended periods of time (up
to eleven years) and, as a result, provide a sound statistical basis for the figure. The data supporting
Figure TDG2 were taken during the high flood potential period of April through September. The valLies
from Figure TDC-2 represent approximately the 95T� percentile event that can occur, on the average, any
given year, which means that it is likely that about 95 percent of runoff peaks during an average year will
be less than values from this chart. This may not be the case in wetter-than-average seasons. Figure
TDC-2 provides estimated 2-year peak flow rates based on watershed imperviousness for small
waterways (< 12 square miles). Because Figure TDG2 was developed using data from small watersheds,
it is not appropriate to extrapolate fram this figure far larger, more complex watersheds. For larger
waterways (e.g., South Platte River, Sand Creek, Bear Creek, etc.), including ones controlled by t7ood
control reservoirs (e.g. Chatfield Dam, Cherry Creek Dain, etc.), site specific risk assessment may be
necessary to evaluate the appropriate level of protection to be provided by the temporary diversion. It is
also important to recognize that larger floods can and do occur. It is the responsibility of the designer and
the contractar to assess their risk of having the temparary diversion being exceeded and to evaluate the
damages such an event may cause to the project, adjacent properties and others. Consider larger capacity
diversions to protect a project if it will require a temporary diversion for more than one year.
Because temporary diversion channels typically are not in service long enough to establish adequate
vegetative lining, they must be designed to be stable far the design flow with the channel shear stress less
than ihe critical tractive shear stress for the channel lining material. This stability criterion applies not
only to diversion channels, but also to the stream-side of berms when berms are used to isolate a work
area within a stream. Unlined channels should not be used. Table TDC-1 gives Manning's "n" values far
lining materials. Design procedures for temporary channels are described in detail in the Hydraulic
Engineering Circular No. IS published by the Federal Highway Administration. The methods presented
in this Fact Sheet are greatly simplified and are based on information developed using the most
commonly used erosion control materials.
TDC-2 Urban Drainage and Flood Control District August 2011
Urban Storm Drainage Criteria Manual Volume 3
Temporary Diversion Channel (TDC) SM-8
Former Location of
Stream Bank
FLOW
1
PI.ACE
RIPRAP AT
TRANSITION
FLOW
BARRIERlDIVERSION
(RIPRAP, SANDBAGS,
JERSEY BARRIERS
OR SHEET PILING)
ORIGINAL
STREAM BED
FLOW BARRIER
Former Location of
Stream Bank
��
�o�
�
PLACE RIPRAP Al
TRANSITION
Figure TDC-l. Typical Temporary Diversion Channel
August 2011 Urban Drainage and Flood Control District TDC-3
Urban Starm Draiilage Criteria Manual Volume 3
SM-8 Temporary Diversion Channel (TDC)
1000
900
800
700
Vi 600
U
� 500
�
0
� 400
300
200
100
Imp. = 60%
♦
Imp. = 40%
"- ' "u'
..� ' � •
43.� • 46.5 /o
0
Imp. = 30% .
_���_�
� � —
�
♦ 55.4 /o � � �33.3% �mp. = 2�%
�
� v
• : .1 °o i 0. % � .� � ' � � 1�3.0%
♦ o . �
� ` 10.,%� 15. %
i
�, . o
� � �26.8%
� 4�3 %
0
2 4 6 8 10
TRIBUTARY AREA (SQUARE MILES)
12
Figure TDG2. Temporary Diversion Facility Sizing Nomograph Based on 2-year Peak Flows -
Denver Metropolitan and Adjacent Areas
TDC-4 Urban Drainage and Flood Control District August 2011
Urban Storm Drainage Criteria Manual Volume 3
Temporary Diversion Channel (TDC) SM-8
Table TDGL Temporary Diversion Channel Design Criteria
Manning's n for Manning's n for Manning's n for
Lining Material Flow Depth Flow Depth Flow Depth
Ofttol.Oft 1.Oftto3.Oft 3.OfttoS.Oft
Plastic Membrane O.011 OA10 0.009
Straw or Curled Wood 0.035 0.025 0.020
Mats
Riprap, Type VL 0.070 0.045 0.035
Riprap, Type L 0.100 0.070 0.040
Riprap, Type M 0.125 0.075 0.045
Notes: Use manufact�irer's Manning's n when available.
See the Major- Drainage chapter of Volume 1 for riprap gradatio».
Erosion protecrion should extend a miilimum of 0.5 feet above the design water depth.
Maintenance and Removal
Because temporary diversion channels are one of the most critical BMPs for wark in waterways, they
must be inspected and maintained frequently to remain in effective operating condition. Flow b�rriers
should be inspected at the start and end oti each workday and at any time that excess water is noted in dry
work areas. The diversion channel itself should be inspected for signs of erosion, and the lining should be
repaired or replaced if there are signs of failure. Check armoring at the diversion return point to the
waterway, and add additional arinorii�g if erosioil is noted.
Water should not be allowed to flow back through the natural stream until all construction is completed.
After redirecting the flow through the natural channel, lining materials should be removed from the
temporary diversion channeL The diversion channel should then be bacicfilled and stabilized. Points of
tie-in to the natural channel should be protected with riprap sized in accordance with the Major Drainage
chapter in Volwne l.
August 2011 Urban Drainage and Flood Control District TDGS
Urban Starm Draiilage Criteria Manual Volume 3
SM-8 Temporary Diversion Channel (TDC)
30 MIL MIN
PLASTIC —
SILT FENCE, TYP (SEE SF DE7AIL D C
FOR INSTALlATION REQUIREMENTS) 7
/
W (VARIES
D (vARIES)
BW
NO ANCHOR TRENCH AT
STAKING PERIMETER OF BLANKET
AND AT OVERLAPPING
JOINTS WITH ADJACENT
R�LLS OF BLANKET,
SIMILAR TO ECB/TRM, BUT
NO STAKING
L/ �L�I r----'1 �
\
INTERMEDIATE ANCHOR TRENCH AT ` �
ONE—HALF ROLL—LENGTH SIMILAR � rRANSVERSE ANCHOR TRENCHES
EC8/TRM DETAIL, 8UT NO AT PERIMETER OF BLANKET AND
STAKING AT OVERLAPPING JOINTS WITH
AOJACENT ROLLS OF BLANKET,
SIMILAR TO ECB, BUT NO STAKING
DC-1. PLASTIC LINED DIVERSION CHANNEL
STAKES (SEE �ESIGN DETAIL EC-1fl)
EROSION CONTROL
BLANKET {ECB) OR TURF
REINFORCED MAT (TRM)
(SEE ECB/TRM)
\
INTERMEDIATE ANCHOR TRENCH AT
ONE—HALF ROLL—LENGTH
(SEE ECB/TRM)
SILT FENCE, TYP (SEE
SF DETAIL FOR
INSTALLATION
REQUIREMENTS)
W(5'-0" MIN.) I ANCHOR TRENCH AT
PERIMETER Of BLANKET
AND AT OVERLAPPING
�(10" MIN.) JOINTS WITH ANY
BW ADJACENT ROLLS OF
(VARIES) BLANKET. (SEE DETAIL
�"� ECB/TRM)
� '
�
TRANSVERSE ANCHOR TRENCHES AT
PERIMETER OF BLANKET AND AT
OVERLAPPING JOINTS WITH ANY ADJACENT
ROLLS OF BLANKET. {SEE EC8/TRM)
DC-2. GEOTEXTILE OR MAT LINED DIVERSION CHANNEL
THICKNESS=2 x D5o
W (5'-0" MIN.)
r D (lQ" MIN)
+ BW
\ (VARIES)
\ �`�
- _ f - -
SILT FENCE, TYP (SEE
SF FOR INSTALLATION
REQUIREMENTS)
LINE WITH VL RIPRAP (D50 = 6")
OR AS OTHERWISE CALLED FOR IN
THE PLANS
DC-3. RIPRAP LINED DIVERSION CHANNEL
TDC-6 Urban Drainage and Flood Control District August 2011
Urban Storm Drainage Criteria Manual Volume 3
Temporary Diversion Channel (TDC) SM-8
CHANNEL DIVERSIQN INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
—LOCATION OF DIVERSION CHANNEL
—TYPE OF CHANNEL (UNLINED, GEOTEXTILE OR MAT LINED, PLASTIC LINE, OR RIPRAP
LINED).
—LENGTH OF EACH NPE OF CHANNEL.
—OEPTH, 0, WIDTH, W, AND BOTTOM WIDTH, 8W.
—FaR RIPRAP LINED CHANNEL, SIZE OF RIPRAP, D50, SHALL BE SHOWN ON PLANS.
2. SEE DRAINAGE PLANS FOR DETAILS OF PERMANENT CONVEYANCE FACILITIES.
3. OIVERSION CHANNELS INDICATED ON THE SWMP PLAN SHALL 8E INSTALLED PRIQR TO
WORK IN DOWNGRADIENT AREAS OR NATURAL CHANNELS.
4. FOR GEOTEXTILE OR MAT LINED CHANNELS, INSTALLATION OF GEOTEXTILE OR MAT SHALL
CONFORM TO THE REQUIREMENTS OF DETAIL ECB, FOR PLASTIC LINEO CHANNELS,
INSTALLATION OF ANCHOR TRENCHES SHALL CONFORM TO THE REQUIREMENTS OF OETAIL ECB.
5. WHERE CONSTRUCTION TRAFFIC MUST CROSS A DIVERSION CHANNEL, THE PERMITTEE SHALL
INSTALL A TEMPORARY STREAM CROSSING CONFORMING TO THE REQUIREMENTS OF DETAIL
TSC.
DIVERSION CHANNEL MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPS AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. DNERSION CHANNELS ARE TO REMAIN IN PLACE UNTIL WORK IN THE DOWNGRADIENT AREA
OR NATURAL CHANNEL 15 NO LONGER REQUIREO. IF APPROVED BY LOCAL JURISDICTION
DIVERSION CHANNEL MAY BE LEFT IN PLACE.
5. IF DIVERSION CHANNELS ARE REMOVED, THE DISTURBED AREA SHALL BE COVERED WITH
TOPSOIL, SEEDED AND MULCHEO OR OTHERWISE STABILIZED IN A MANNER APPROVED BY
LaCAL JURISDICTIaN.
(DETAILS AOAPiE� fR4M OOUGIAS COUNTY, COLORA00)
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
August 2011 Urban Drainage and Flood Control District TDC-7
Urban Starm Draiilage Criteria Manual Volume 3
Dewatering Operations (DW) SM-9
Description
The BMPs selected for construcrion
dewatering vary depending on site-
specific fieatures such as soils,
topograpl�y, anticipated discharge
quantities, and discharge locarion.
Dewatering typically involves pumpin�
water from an inundated area to a BMP,
and then downstream to a receiving
waterway, sediment basin, or well-
vegetated area. Dewatering typically
involves use of several BMPs in
sequence.
Appropriate Uses
DewaCering operations are used wheil an
area of the construction site needs to be
dewatered as the result of a large storm
event, groundwater, or existing poilding
conditions. This can occur during deep
excavation, utility trenching, and wetland
or pond excavation.
Design and Installation
- _;��.
0 i� �
K-•
,`� =�
Dewatering techniques will vary ' �;s ; ��;` 4"� _� "�;;; " . :�- ,,,.�,�r�-��*•��, .
depending on site conditions. However. , s� `� "� '� .` _ � ` ' x' `— �'� �
all dewatering discharges must be treated ��� `"" -
to remove sediment before discharging �!��
from the construction site. Discharging -� ��� � -+,w,� � � �� � � �,
water inio a sediment trap or basin is an ��� �
aCCeptab�e tt'eat171011t OptlOtl. Wat01' iTlay Pliotograph DW-2. Dewatering bags used f'or a relatively large
also be treated using a dewatering filter bag, dewatering operation.
and a series of straw bales or sediment logs. If these previous options are not feasible due to space ar the
ability to passively treat the discharge to remove sedimeilt, then a settling tank or an active treatment
system may need to be utilized. Settling tanks are manufactured tanks with a series of baffles to promote
settling. F7occulants can also be added to the tank to induce more rapid settling. This is an approach
sometimes used on highly urbanized construction sites. Contact the state agency for special requirements
prior to using flocculents and land application techniques.
Some commonly used methods to handle the pumped
water without surface discharge include land application
to vegetated areas through a perforated discharge hose
(i.e., the "sprinkler method") or dispersal from a water
truck for dust control.
S�FI`r{ � ` ' ie't �403 ' � � rdnt�'+� 0:d
1^jl��j}+ 1ti , -c4�p � �'�� d�'��'Vb's�4ti�♦
�`i i � .�. 1p��P1?�� �+r ��a� �',..fp�� `�q� �'e°eh�y qe.�y�R�
��� '1 ; ��,t ��s°� y�b,., �� 9�ka"-°'�01�27*!*ia�'b
..�cxar>�.�.:� __ .....�5. �� � � e:,^ e �M1`04�,
_ . y . �d�:�A�7M1!
�, 4-��A �
�
av
� ,
��i►-��if' . �.��,`� �F
`���f � : y � . •„' ~ ~ .
. ����'^f�•
��
- --� _ ��,�
Photograph DW-1. A relatively small dewatering operation using straw
bales and a dewatering bag.
Dewaterin O erations
Functions
Erosion Control Moderate
Sediment Control Yes
Site/Material Mana ement Yes
Noveinber 2010 Urban Drainage and Flood Control District DW-1
Urban Starm Draiilage Criteria Manual Volume 3
SM-9 Dewatering Operations (DW)
Dewatering discharges to non-paved areas must minimize the potential for scour at the discharge point
either usin� a velocity dissipation device or dewatering filter bag.
Design Details are provided for these rypes of dewatering situations:
DW-1. Dewatering for Pond Already Filled with Water
DW-2 Dewatering Sump far Submersed Pump
DW-3 Sump Discharge Settling Basin
DW-4 Dewatering Filter Bag
Maintenance and Removal
When a sediment basin or trap is used to enable settling of sediment from construction dewatering
discharges, iiispect the basin far sediment accumulation. Remove sediinent prior to the basin or trap
reaching half full. Inspect treatment facilities prior to any dewaterin� activity. If using a sediment�
control practice such as a sediment trap or basin, complete all inaintenance requirements as described in
the fact sheets prior to dewatering.
Properly dispose ofi used dewatering bags, as well as sediment removed from the dewatering BMPs.
Depending on the size of the dewatering operation, it inay also be necessary to revegetate or otherwise
stabilize the area where the dewatering operation was occurring.
DW-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Dewatering Operations (DW) SM-9
PUMP SUCTION LINE
OR SUBMERSIBLE PUMP
CENTERED IN BUCKET
12�� MIN.
eE�ow eucKEr
BUCKET FILLED WITH AASHTO �3
GRAVEL (C�OT SECT. 703, #3)
DW-1 . DEWATERING POND ALREADY FILLED WITH WATER
PUMP SUCTION LINE OR
SUBMERSIBLE PUMP
12" MIN. AROUND ON
ALL SIDES OF BUCKET
DW
LID WITH HOLE CUT
FOR SUCTION LINE
PLASTIC 5—GALLON BUCKET WITH
MANY 3/8" HOLES DRILLED
IN SIDES
LOWEST SUBGRADE
ELEVATION TO BE DEWATERED
LID WITH HOLE CUr 2' MIN.
FOR SUCTION LINE
'=-.; PLASTIC 5—GALLON BUCKET WITH
�`"`'�-- MANY 3/8" HOLES DRILLED IN SIDES
- - - AND BOTTOM
- j� AASHTO �3 GRAVEL
(coor sEcr. �os, �3)
DW-2. DEWATERING SUMP FOR SUBMERSED PUMP
DEWATERING PUMP
DISCHARGE �INE
STAKES TO
SECURE END OF
DISCHARGE LINE
4' (MIN.) S�UARE
RIPRAP PAD TO
DISSIPATE THE
ENERGY OF THE
FLOW EXITING THE
DISCHARGE LINE
4� MIN.
SETTLING POND � 2
SURFACE AREA, "A" MIN.
1 SF PER 1 GPM A
1
, RIPRAP
D50=fi"
,c � 12„
2� MIN. 2 X 050
MIN. {12" MIN)
STABILIZE FLOW PATH
TO OUTFALL OR
RECENING WATERS
2' MIN.
12 ��
12" � MIN.
MIN.
' `,� ,Y a a''y.'`,� �
-z- .,. w. � : � � ,,,'.�-
� RIPRAP
050=6"
DW-3. SUMP DISCHARGE SETTLING BASIN
SETTLING BASIN SECTION A
Noveinber 2010 Urban Drainage and Flood Control District
Urban Starm Draiilage Criteria Manual Volume 3
DW-3
SM-9 Dewatering Operations (DW)
,� � r _ � =•� � , � ���,�� � �,y� i i
} ili
_ f r+C � 1, t �,� ; ' i' I
i * �, t l
VEGETATION `�'r�\� ` -��� �� � � � \
_,� �-, r„i ; _�� �„
_�
ti�
�.ir� �_,_ ,
SEDIMENT CaNTROL LOG ,"a' :; � '���
(SEE SCL-1 DETAIL) r �'�� -d � ` i ` �
�' , n�,. j ; �,. �
��1'��� i�z . �
ROCK WILL BE INS7ALLE0, ��L'� '' D
AS NECESSARY, Ta r, �,V r: =`� ' �� --+ `
PREVENT EROSION � � � ��=�> �', ��i'i � ��
DISCHARGE PIPE
. ,�r L,�, , � i
' f �` �;�Y '' �i �� � 7p ��
: _ ; ( �_ . , � I
1�,�.. 1 '^l. +{ J t7 r �'" � I �F ' i �L
" rf� _ � � , _ =' `� D
�4.r� •
tl � ' i
r
� fi '.� , . . � �y �
r_t ,�; /
'1 ,
:� _ \
�' Y. �,� l
Y ' ,1
:��i.:�aJ.T . �JI�/�/;�. .
:� ir �,,
. �
`,�A` • ��1 �
z �� . ; � I, ',
�� _ �`? ,�-R+-r, ', '
� �%�. r>, "S 'i ' �I
.:�G} , I��i\� `;• i'
- �
� ��) ' i .� A : ��i=y i
. . - �r� ,R �g
�` \ , h�
,�
� � v�^ i,* �i
y
L•`�w���3
��I�.\'i"il,'� �1���.�
� ��� � - � � ;� . �. �%.
� �� - ` .
� - � _, 1
� �' �
; : ��, , , c �� • —� �- ii
��< ..:x ,..��. �e �.:. -4'.. i
FILTER BAG ON
STRAW BALES
OR ROCK PAD
DW-4. DEWATERING FILTER BAG
DEWATERING INSTALLATION NOTES
SEE PLAN VIEW FOR;
—LOCATION OF DEWATERING EQUIPMENT.
—TYPE OF DEWATERING OPERATION (DW-1 TO DW-4).
2. THE OWNER OR CONTRACTOR SHALL OBTAIN A CONSTRUCTION DISCHARGE (DEWATERING)
PERMIT FROM THE STATE PRIOR TO ANY DEWATERING OPERATIONS DISCHARGING FROM THE
SITE. ALL DEWATERING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE PERMIT.
3. THE OWNER OR OPERATOR SHALL PROVIDE, OPERATE, AND MAINTAIN OEWATERING SYSTEMS
OF SUFFICIENT SIZE AND CAPACITY TO PERMIT EXCAVAT10N AND SUBSEQUENT CONSTRUCTION
IN DRY CONDITIONS AND TO LOWER AND MAINTAIN THE GROUNDWATER LEVEL A MINIMUM OF
2-FEET BELOW THE LOWEST POINT OF EXCAVATION AND CONTINUOUSLY MAINTAIN EXCAVATIONS
FREE OF WATER UNTIL BACK-FILLED TO FINAL GRADE.
DW-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Dewatering Operations (DW) SM-9
DEWATERING INSTALLATION NOTES
4. DEWATERING OPERATIONS SHALL USE ONE OR MORE OF THE DEWATERING SUMPS SHOWN
ABOVE, WELL POINTS, OR OTHER MEANS APPROVED BY THE LOCAL JURISDICTION TO REDUCE
THE PUMPING OF SEDIMENT, AND SHALL PROVIDE A TEMPORARY SEDIMENT BASIN OR
FILTRATION BMP TO REDUCE SEDIMENT TO ALLOWABLE LEVELS PRIOR TO RELEASE OFF SITE
OR TO A RECEIVING WATER. A SEDIMENT BASIN MAY BE USED IN LIEU OF SUMP DISCHARGE
SETTLING BASIN SHOWN ABOVE IF A 4—FOOT—SQUARE RIPRAP PAD IS PLACED AT THE
OISCHARGE POINT ANO THE OISCHARGE END OF THE LINE IS STAKED IN PLACE TO PREVENT
MOVEMENT OF THE LINE.
DEWATERING MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AN� ALWAYS WITHIN 24 HOURS) FO�LOWING A STORM rr,a,r ca,usEs suRF,acE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPEC710NS AND CORRECTIVE MEASURES SHOULD BE
D�CUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPIACEMENT SHOULD BE INITIATEO UPON
DISCOVERY OF THE FAILURE.
4. DEWATERING BMPs ARE REQUIRED IN ADDITION TO ALL OTHER PERMIT REQUIREMENTS.
5. TEMPORARY SETTLING BASINS SHALL BE REMOVED WHEN N� L�NGER NEEDED FOR
DEWATERING OPERATIONS. ANY DISTURBED AREA SHALL BE COVERE� WITH TOPSOIL, SEEDED
AND MULCHED aR aTHERWISE STABILIZED IN A MANNER APPROVEO 8Y THE LOCAL
JURISDICTION.
NOTE: MANY JURISDICTIONS HAVE BMP OETAILS THAT VARY FROM UOFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
(DETAILS ADAPiEO FROM DOUGLAS COUNTY. COLORADO, NOT AVAILABLE IN AUTOCAD)
Noveinber 2010 Urban Drainage and Flood Control District DW-5
Urban Starm Draiilage Criteria Manual Volume 3
Temporary Stream Crossing (TSC) SM-10
Description
Where an actively flowing watercourse
must be crossed regularly by
construction vehicles, a temporary
crossing should be provided. Three
primary methods are available:
■ Culvert crossing
■ Stream ford
■ Temporary bridge
Culvert crossings and fords are the most
commonly used metl�ods. Due to the
expense associated wiih a temporary
bridge, these are used primarily on long-
term projects.
Appropriate Uses
�r. � .
; : �
-- �, �.�.: -
, �� � .
�:�
, �, y,.. _
, fe� --
�'t �, _''�'��;� � . r, -
�,'�'�J�-4�� T . .
� ?� .� u
� �
t�: �.��_.:� , + � -
,: _'��'3`'.-
� ,
"� � Y+ti.'� � ` �� "� �!
1
�+�s: � . � �
; k � �,,t
� ;,,� t, �i+
,;�,�1 �
� A � . � ���,� �r
._ -< - ��., .�
._ �= '�;'
r, �
" , C pr�� .� '!5� i1' '�.�e`,
,� � � i �'. �N► � . .� �
- s '�
���� y -- " .p� .
p� i��,� 1 n�� ` Y_ �
��` '� ��� • , .
f , r' f :-;
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Photograph TSC-1. A temporary strea�n crossing using culverts.
Photo courtesy of Tom Gore.
Construction vehicles shall be kept out of waterways to the maximum extent practicable. Use a
temparary stream crossing when it is absolutely necessary to cross a stream on a construction site.
Construct a temporary crossing even if the stream or drainageway is typically dry. Multiple stream
crossings should be avoided to minimize environmental impacts.
A permit� is required for placement of fill in a waterway under Section 404 of the Clean Water Act. The
local office of the U.S. Anny Corps of Engineers (USACE) should be contacied concerning the
requirements for obtainii�g a 404 permit. In addition, a permit from the U.S. Fish a»d Wildlife Service
(USFWS) may be needed if endangered species are ofi concern in the work area. Typically, the USF'WS
issues are addressed by a 404 permit, if one is required. The municipality of jurisdiction should also be
consulted, and can provide assistance. Other permits to be obtained may include a floodplain
development permit from the local jurisdiction.
Design and Installation
Design details are provided fior these rypes of stream crossings:
TSG1. Culvert Crossing
TSG2. Fard Crossing
TSC-3. Flume Crossing
Tem orar Stream Crossin
Functions
Erosion Control Yes
Sediment Control Yes
Site/Material Management No
November 2010 Urban Drainage and Flood Control District TSC-1
Urban Starm Draiilage Criteria Manual Volume 3
SM-10 Temporary Stream Crossing (TSC)
A culvert crossing should be designed to pass at least the 2-year design flow. Use Figure DC-2 from the
Temporary Cl�annel Diversion Fact Sheet to determine the 2-year peak flow rate. Culvert sizing must
account for the headwater a11d tailwatei• connols to properly size the culvert. For addirional discussion on
design of box culverts and pipes, see the Major• Dr•ainage chapter in Volume 1. The designer also needs
to confirm that the riprap selected is appropriate for the conditions in the channel being crossed.
When a ford must be used, namely when a culvert is not practical or the best solution, the ford should be
lined with at least a 12-ii�ch thick layer of Type VL (Dso = 6 inches) ar Type L(D5� = 9 inches) riprap
with void spaces filed with 1-1/2 inch diameter rock. Ford crossings are recommended primarily for
crossings of ephemeral (i.e. intermittently, briefly flowing) streams.
For a temporary bridge crossing, consult with a structural and/or geotechnical engineer for temporary
bridge design or consider pre-fabricated alten�atives.
Maintenance and Removal
Inspect stream for bank erosion and in-stream degradation. If bank erosion is occurring, stabilize banks
using erosion control practices such as erosion control blankets. If in-stream degradarion is occurring,
armor the culvert outlet(s) with riprap to dissipate energy (see Outlet Protection Fact Sheet). If sediment
is accumulating upstream of the crossing, remove excess sedi�nent as needed to mai�ltain the fu»ctionaliry
of the crossing.
Remove the temporary crossing when it is no longer needed far construction. Take care to minimize the
amount of sediment lost into the stream upon removal. Once the crossing has been removed, stabilize the
stream banks with seed and erosion control blankets.
TSG2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary Stream Crossing (TSC) SM-10
LENGTH L
TSC
CREST
LENGTH
z � CL
A �5 f
1 �..;, ,
�� M, r t � ��, AVOID BANK EXCAVATION
EXISTING � `.� y 'r ,� , , , , _ _ � - IF POSSIBLE
GRADE _..�_ ;t� %=t
DEPTH D -� CULVERT {AS SPECIFIED)
HEIGHT H J CULVERT DIAMETER CD
CULVERT CROSSING SECTION
1Y1" (MINUS) CRUSHED ROCK
12" MIN. COVER �
FLOW f :�_:=� i��;�
GEOTEXTILE FABRIC FOR
MATERIAL SEPARATION
S MIN
�
>2
�11
[�141�:iL�'L�'�9,Xy1�1�1�;
GE�TEXTILE OR MAT
SECTION A
TSC-1. CULVERT CROSSING
D50-12" TYP. RIPRAP
November 2010 Urban Drainage and Flood Control District TSC-3
Urban Starm Draiilage Criteria Manual Volume 3
SM-10 Temporary Stream Crossing (TSC)
���
�a.�Hr:■•
LENGTH CL
�
EXISTING CHANNEL GRADE
AVOID BANK EXCAVATION
IF POSSIBLE
i�7:��i�I:Z�I►'�►�I�il�`1�.��i�7�
8' MIN
I � EXISTING CHANNEL GRADE
>2 �
FLOW 1 ---�-
D50-6" RIPRAP VdIDS FILLED L 12" MIN
WITH 1Y2" (MINUS) CRUSHED ROCK
GEOTEXTILE OR MAT
SECTION A
TSC-2. FORD CROSSING
TSC-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary Stream Crossing (TSC) SM-10
EXCAVATED UTILITY
FLO�h
EMBANKMENT,
STREAM BANK
TSC
STREAM
sraBiuzEo
EMBANKMENT, TYP.
FLUME
PIPE
STREAM FLOW � I
STREAM BOTTOM
PROPOSED UTILITY � � EXCAVATED UTILITY TRENCH
SECTION A
TSC-3. FLUME CROSSING
November 2010 Urban Drainage and Flood Control District TSGS
Urban Starm Draiilage Criteria Manual Volume 3
FLUME CROSSING PLAN
SM-10 Temporary Stream Crossing (TSC)
TEMPORARY STREAM CROSSING INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-LOCA710NS OF TEMPORARY STREAM CROSSINGS.
-STREAM CROSSING TYPE (FORD, CULVERT, OR FLUME).
-FaR FORD CROSSING: LENGTH (L), CREST LENGTH (C�), AND DEPTH (D).
-FOR CULVERT CROSSING: LENGTH (L), CREST LENGTH (CL), CROSSING HEIGHT (H),
DEPTH (D), CULVERT DIAMETER (CO), AND NUMBER, TYPE AND CLASS OR GAUGE OF
CULVERTS.
2. TEMPORARY STREAM CROSSING DIMENSIONS, D50, ANO NUMBER OF CULVERTS INDICATED
(FOR CULVERT CROSSING) SHALL BE CONSIDERED MINIMUM DIMENSIONS; ENGINEER MAY
ELECT TO INSTALL LARGER FACILITIES. ANY DAMAGE TO STREAM CROSSING OR EXISTING
STREAM CHANNEL DURING BASEFLOW OR FL000 EVENTS SHALL BE PROMPTLY REPAIRED.
3. SEE MAJOR DRAINAGE CHAPTER FOR RIPRAP GRADATIONS.
4. WHERE FAILURE OF A STREAM CROSSING CAN RESULT IN SIGNIFICANT DAMAGE OR HARM IT
MUST BE DESIGNED BY A STRUCTURAL ENGINEER.
TEMPORARY STREAM CROSSING MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EfFECTIvE OPERATING CONOITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AN� CORRECTNE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. REMOVE SEOIMENT ACCUMULATED UPSTREAM OF CROSSING AS NEEDED TO MAINTAIN THE
FUNCTIONALITY OF THE CROSSING.
5. STREAM CROSSINGS ARE TO REMAIN IN PLACE UNTIL NO LONGER NEEDED ANO SHALL 8E
REMOVED PRIOR TO THE END OF CONSTRUCTION.
6. WHEN STREAM CROSSINGS ARE REMOVED, THE OISTURBED AREA SHALL BE COVERED WITH
TOPSOiL, SEEDED a,rvD Mu�CHED aND COVEREO wiTH GEOTExTi�E OR OTHERWiSE STABiLIZED
IN A MANNER APPROVED BY THE LOCAL JURISDICTION.
NOTE: MANY JURISDICTIONS HAVE BMP OETAILS THAT VARY FROM UDFCD STANOAR� OETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH OETAIL SHOULD 8E USED WHEN
DIFFERENCES ARE NOiED.
(�ETA1L ADAPTED FROM OOUGLAS COUNTY, COLORADO AND CITY OF AURORA, COLORADO (Va. DSWC), NOT AVAILABLE IN
AUTOCAD)
TSC-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Temporary Batch Plant (TBP) SM-11
Descr iption
Temparary batch plant management
includes implemenring multiple BMPs
such as perimeter controls, concrete
wasl�out area, stabilized construcrion
access, good housekeeping, and other
practices designed to reduce polluted
runoff from the batch plant area.
Appropriate Uses
��
Implement this BMP at temporary batch �,��;_,�_
plants and identify the location of the
0
.,,
, '.i � i�'�+ •'?^ �
.���. ��.�; �� -
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batCh plant in the SWMP. Photograph TBP-1. Effective stormwater management at temporary
Uatch plants requires implementation of multiple BMPs. Photo
Additional permitting may be required for courtesy of California sco�mwater BMP Handbook.
the operation of batch plants depending on their duration and location.
Design and Installation
The following lists temporary management st�ategies to mitigate runoff from batch plant operations:
■ When stockpiling materials, follow the Stockpile Management BMP.
■ Locate batch plants away from storm drains and natural surface waters.
■ A periineter control should be installed around the temporary batch plant.
■ b�stall run-on controls where fieasible.
■ A designated concrete washout should be located within the perimeter of the site following the
procedures in the Concrete Washout Area BMP.
■ Follow the Good Housekeeping BMP, including proper spill contaimnent ineasures, materials
storage, and waste starage practices.
■ A stabilized construction entrance or vehicle tracking control pad should be installed at the plant
entrance, in accardance with the Vehicle Tracking Control BMP.
Maintenance and Removal
Inspect the batch p]ant for proper functioning of the BMPs, with
attenrion to material and waste storage areas, integrity of
perimeter BMPs, and an effective stabiliaed construction
entrance.
Temporary Batch Plants
Functions
Erosion Control No
Sediment Control No
Site/Materia] Mana ement Yes
November 2010 Urban Drainage and Flood Control District TBP-1
Urban Starm Draiilage Criteria Manual Volume 3
SM-11 Temporary Batch Plant (TBP)
After the temporary batch plant is no longer needed, remove stockpiled materials and equipment, regrade
the site as needed, and revegetate ar otherwise stabilize the area.
TBP-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Paving and Grinding Operations (PGO) SM-12
Description
Manage runoff from paving and grinding
operations to reduce pollutants entering
storm drainage systems �nd natural
drainageways.
Appropriate Uses
Use runoff management practices during
all paving and grinding operations such
as surfacing, resurfacing, and saw
cutting.
Design and Installation
�
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, ,.
Photograph PGO-1. Paving o�erations on a Colorado highway. Photo
courtesy of CDOT.
There are a variery of management
strategies that can be used to manage runoff from paving and grinding operations:
■ Establish inlet protection for all inlets that could potentially receive runoff.
■ Schedule paving operations when dry weather is forecasted.
■ Keep spill kits onsite for equipment spills and keep drip pans onsite far stored equipinent.
■ Install perimeter controls when asphalt material is used on embankments or shoulders near
waterways, drainages, or inlets.
■ Do not wash any paved surface into receiving storm drain inlets or natural drainageways. filstead,
loose material should be swept or vacuumed following paving and grinding operations.
■ Store materials away froin drainages or waterways.
■ Recycle asphalt and pavement material when feasible. Material that cannot be recycled must be
disposed of in accordance with applicable regulations.
See BMP Fact Sheets far Inlet Protection, Silt Fence and other perimeter controls selected for use during
paving and grinding operations.
Maintenance and Removal
Perform maintenance and removal of inlet protection and perimeter controls in accordance with their
respective fact sheets.
Paving and Grinding Operations
Functions
Erosion Control No
Sediment Control No
Site/Material Mana ement Yes
Promptly respond to spills in accordai�ce with the spill
prevention and control plan.
Noveinber 2010 Urban Drainage and Flood Control District PGO-1
Urban Starm Draiilage Criteria Manual Volume 3
. -,.. �
�' ��
Grass Buffer
Description
Grass buffers are densely vegetated
strips of grass designed to accept sheet
flow from upgradient development.
Properly designed grass buffers play a
key role in LID, enabling infiltration and
slowing runoff. Grass buffers provide
filtration (straining) of sediment.
Buffers differ from swales in that they
are designed to accommodate overland
sheet flow rather than concentrated or
channelized flow.
Site Selection
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Grass buffers can be incorporated inro a �-- ' ����
Wide 1'ange Of development SetttngS. Photograph GB-1. A flush curb allows roadway runoff ro sheet flow
RUnOff Can be d1YeCtly aCCepted fI'Om a through the grass buffer. Flows are then further treated by the grass
parking lot, I'OadWay, or the roof ofi a swale. Photo com-tesy of Muller Engineering.
skructure, provided the flow is distributed in a uniform manner over the width of the buffer. This can be
achieved through the use of flush curbs, slotted curbs, or level spreaders where needed. Grass buffers are
often used in conjunction with grass swales. They are well suited for use in riparian zones to assist in
stabilizing channel banks adjacent to major drainageways and receiving waters. These areas can also
sometiines serve multiple functions such as recreatioii.
Grass Buffer
Functions
LID/Volume Red. Yes
WQCV Capture No
WQCV+FIood Conh-o] No
Fact Sheet Includes
EURV Guidance No
Typical Effectiveness for Targeted
Pollutants3
Sediment/Solids Good
Nutrients Moderate
Total Metals Good
Bacteria Poor
Other Considerations
Life-cycle Costs Low
3 Based primarily on data from the
International Stoi�rnwater BMP Database
(www.bmpdatabase. org).
Hydrologic Soil Groups A and B provide the best infiltration
capacity for grass buffers. For Type C and D soils, buffers still
serve to provide filtration (straining) although infiltration rates are
lower.
Designing for Maintenance
Recommended ongoin� maintenance practices for all BMPs are
provided in Chapter 6 of this manual. During design the
following should be considered to ensure ease of maintenance
over the long-term:
Where appropriate (where vehicle safety would not be
impacted), install the top of the buffer 1 to 3 inches below the
adjacent pavement so that growth of vegetation and
accumulation of sediment at the edge of the strip does not
prevent runoff from entering the buffer. Alterilatively, a
sloped edge can be used adjacent to vehicular traffic areas.
■ Amend soils to encourage deep roots and reduce irrigation
requirements, as well as promote infiltration.
November 2010 Urban Drainage and Flood Control District GB-1
Urban Storin Drainage Criteria Manual Voluine 3
T-1
■ Design and adjust the irrigation system (temporary or
permanent) to provide water in amounts appropriate for
the selected vegetation. Irrigation needs will change from
month to month and year to year.
Grass Buffer
Benefits
■ Filters (strains) sediment and
trash.
■ Protect the grass buffer from vehicular traffic when using ■ Reduces directly coilnected
this BMP adjacent to roadways. This can be done with a impervious area. (See Chapter 3
slotted curb (or other type of barrier) or by constructing a for quantifying benefits.)
reinforced grass shoulder (see Fact Sheet T-10.5).
Design Procedure and Criteria
The following steps outline the grass buffer design procedure
and criteria. Figllre GB-1 is a schematic of the faciliry and its
components:
1. Design Discharge: Use the hydrologic procedures
described in t�he Rr�noff chapter of Volume 1 to determine
ihe 2-year peak flow rate (Q�) of the area draining to the
grass bufifer.
2. Minimum Width: The width (4T�, norinal to flow of the
buffer, is typically Che same as the contributing basin (see
Figure GB-1). An exception to this is where flows become
concentrated. Concentrated flows require a level spreader
to distribute flows evenly across the width of the buffer.
Tl�e minimum width should be:
Q2
w 0.05
Where:
W = width of buffer (ft)
Qz = 2-year peak runoff (cfs)
Equation GB-1
3. Length: The recommended length (L), the distance along
the sheet flow direction, should be a minimum of 14 feet.
This value is based on the findings of Barrett et al. 2004 in
Stormwater Pollutant Removal in Roadside Vegetated
■ Can easily be incorporated into a
treatment train approach.
■ Provides green space available
for multiple uses including
recreation and snow storage.
■ Straightforward maintenance
requirements when the buffer is
protected from vehicular traffic.
Limitations
■ Frequently damaged by vehicles
when adjacent to roadways and
unprotected.
■ A thick vegetative cover is
needed for grass buffers to be
effective.
■ Nutrient removal in grass buffers
is typically low.
■ High loadii�gs of coarse solids,
trash, and debris require
pretreatment.
■ Space for grass buffers may not
be available in ultra urban areas
(lot-line-to-lot-line).
Strips ancl is appropriate for buffers with greater than 80°�0
vegetative cover and slopes up to 10°Io. The study found
that pollutant removal continues throughout a length of 14 feet. Beyond this length, a point of
diminishing retui7ls ii1 pollutant reduction was found. It is iir�portant to i�ote that shorter lengths or
slightly steeper slopes will also provide some level of removal where site coi�straints dictate the
geometry of the buffer.
GB-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Grass Buffer
4. Buffer Slope: The design slope of a grass buffer in the
direction of flow should not exceed ] 0%. Generally, a
minimum slope of 2% or mare in turf is adequate to
facilitate positive drainage. For slopes less than 2%0,
consider including an underdrain system to mitigate
nuisance drainage.
Flow Characteristics (sheet or concentrated):
Concentrated flows can occur when the width of the
watershed differs from that of the grass buffer.
Additionally, when the product of the watershed flow
length and the interface slope (the slope of the watershed
normal to flow at the grass buffer) exceeds approximately
one, flows inay become concentrated. Use the following
equations to determine flow characteristics:
Sheet Flow: FL(SI) < 1
Concentrated Flow: FL(SI) > 1
Where:
FL = watershed flow length (ft)
SI = interface slope (normal to flow) (ft/ft)
Equation GB-2
Equation GB-3
6. Flow Distribution: Flows delivered to a grass buffer must be sheet flows. Slotted ar flush curbing,
permeable pavements, or other devices can be used to spread flows. The grass buffer should have
relatively consistent slopes to avoid concentrating flows within the buffer.
A level spreader should be used when flows are concentrated. A level spreader can be a slotted drain
designed to discharge flow through the slot as shown in Photo GB-2. It could be an exfiltration
irench filled with gravel, which allows water to infiltrate prior to discharging over a level concrete ar
rock curb. There are many ways to design and construct a level spreader. They can also be used in
series when thc length of the
buffer allows flows to re-
concentrate. See Figure GB-2 foi•
various level spreader sections.
, �
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�
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t � —' 1
_�—.—�..�..�: ,:,� .� � _
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. �
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i r ' j_ i,
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��
X ���;�,�yI{�.��,'�����'�;�
,�4�� �1�� .
'� i ��������
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��:��: y` 11 ' `�y ; 4 :
�''� �� ����.�''.�� #
��1,� I�����E��
id �r
Photograph GB-2. This level spreader can-ies concentrated tlows into a
slotted pipe encased in concrete to distribute tlows eve�nly to the grass buffer
shown left in the pl�oto. Pl�oto courtesy of Bill Wenk.
T-1
Use of Grass Buffers
Sheet flow of stormwater through a
grassed area provides some benefit in
pollutant removal and volume
reduction even when Che geometry of
the BMP does not meet the criteria
provided in this Fact Sheet. These
criteria provide a design procedure
that should be used when possible;
however, when site constraints are
limiting, this treatment concept is
still encouraged.
November 2010 Urban Drainage and Flood Control District GB-3
Urban Storin Drainage Criteria Manual Voluine 3
T-1
Photos GB-3 and CB-4 show a level
spreader that includes a basin for
sedimentation. Concentrated flows
enter the basin via stormsewer. The
basin is designed to drain slowly
while overflow is spread evenly to
the downstream vegetation. A small
notch, orifice, or pipe can be used to
drain the leve] spreader completely.
The opening should be small to
encourage frequent flows to overtop
the level spreader but not so small
that it is frequently clogged.
7. Soil Preparation: In order to
encourage establishment and long-
term health of the selected vegetation,
it is essential that soil conditions be
properly prepared prior to
installation. Following site grading,
poor soil conditions often exist.
When possible, remove, strip,
stockpile, and reuse on-site topsoil.
If the site does not contain topsoil,
the soils should be amended prior to
vegetation. Typically 3 to 5 cubic
yards of soil amendment (compost)
per 1,000 square feet, tilled 6 inches
into the soil is required in ol•der for
vegetation to thrive, as well as to
enable infiltration of runoff.
Additionally, inexpensive soil tests
can be conducted to determine
required soil amendments. (Some
local governments may also require
proof of soil amendment in
landscaped areas for water
conservation reasons.)
Vegetation: This is the most critical
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Grass Buffer
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component for treatment within a grass buffer. Select durable, dense, and drought tolerant grasses to
vegetate the buffer. Also consider the size of the watershed as larger watersheds will experience
more frequent flows. The goal is to provide a dense mat of vegetative cover. Grass buffer
performance falls off rapidly as the vegetation coverage declines below 80°/0 (BaiYett et a1.2004).
GB-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Photograph GB-3. This level spreader includes the added benePit of a
sedimenCation basin prior tio even dist�ribution o9' concemrated �Plows
fi-om the roadway into the grass buffer. Photo courtesy of Bill Wenk.
Photograph GB-4. Maintenance access is provided via the ramp
located at the end of the basin. Phofo courtesy of Bill Wenk.
Grass Buffer
T-1
Turf grasses such as Kentucky bluegrass are often selected due to these qualities �. Dense native turf
grasses may also be selected where a more natural look is desirable. Once established, these provide
the benefit of lower irrigation requireinents. See the Revegetation chapter in Volume 2 of this manual
with regard to seed mix selection, planting and ground preparaCion. Depeilding on soils and
anticipated flows, consider erosioi� control measures until vegetation has been established.
Irrigation: Grass buffers should be equipped with irrigation systems to promote establishment and
survival in Colorado's semi-arid environment. Systems may be temporary or permanent, depending
on the rype ofi vegetation selected. Irrigation application rates and schedules should be developed and
adjusted throughout the establishment and growing season to meet the needs of the selected plant
species. Initially, narive grasses require the same irrigatioi� requirements as bluegrass. After the
grass is established, irrigation requirements fior native grasses can be reduced. Irrigation practices
have a significant effect on the function of the grass buffer. Overwatering decreases the permeability
of the soil, reducing the infiltrarion capacity and contributing to nuisance baseflows. Conversely,
under watering may result in delays in establishment of tlle vegetation in the short term and unhealthy
vegetation that provides less filtering ai�d increased susceptibiliry to erosion and rilling over the long
term.
10. Outflow Collection: Provide a ineans far downstream conveyance. A grass swale can be used for
this purpose, providing additional LID benefits.
Construction Considerations
Success of grass buffers depends not only on a good design and long-term maintenance, but also on
installing the faciliry in a manner that enables the BMP to function as designed. Construction
considerations include:
■ The final grade of the buffer is critical. Oftentimes, following soil amendment and placement of sod,
the final grade is too high to accept sheet flow. The buffer should be inspected prior to placement of
seed or sod to ensure appropriate grading.
■ Perform soil amending, fine grading, and seeding only after tributary areas have been stabilized and
utility wark crossing the buffer has been coinpleted.
■ When using sod tiles stagger the ends of the tiles to prevent the formation of channels along the
joints. Use a roller on the sod to ensure there are no air pockets between the sod and soil.
■ Avoid over compaction of soils in the buffer area during construction to preserve infiltration
capacities.
■ Erosion and sediment control measures on upgradient disturbed areas must be maintained to prevent
excessive sediment loading to grass buffer.
' Although Kentucky bluegrass has relatively high irrigation requirements to maintain a lush, green aesthetic, it also withstands
drought conditions by going dormant. Over-irrigation of Kentucky bluegrass is a common problem along the Colorado Front
Range, and it� can be healChy, although less lush, with much less irrigation than is typically applied.
November 2010 Urban Drainage and Flood Control District GB-5
Urban Storin Drainage Criteria Manual Voluine 3
T-1
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LEV�L SPREADE.R
PROFILE
Figure GB-1. Typical Grass Buffer Graphic by Adia Davis.
Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Grass Buffer
CORRUGATED SLOTfED DRAIN PIPE
GRASS BUFFER
✓
� 11�` � AGGREGATE BASE COURSE
SECTION �
LEVEL SPREADER FOR PIPE FLOWS
PIPE AND HEADWALL BEYOND
- GRASS BUFFER
SLOT7E0
CURB
DRAIN PAN WITH CURBS
SECTION n
LEVEL SPREADER FOR PIPE FLOWS
- GRASS BUFFER � r
- UNDERDRAIN, SEE SECTION 5
�OR PROVIOE SMA�L OPENING IN WALL)
SECTION �
L.EVEL SPREADER FOR SURFACE FLOWS `'
GRASS BUFFER
, :,
r- ,: ; ..'..;, ;. ..
UNDERDRAIN, SEE SECTION 5
(OPTIONAL}
SECTION �
LEVEL SPREADER FOR SMALL SURFACE FLOWS �
CDOT CLASS C FILTER MATERIAL
�OR OTHER COMPATIBLE MATERIAL
SUCH AS AASHTO #57 OR �67
CDOT " - � VARIES, MIN 8"
CLASS C
FILTER � 4,.
MATERIAL
PER TABLE SLOTTED PIPE PER TABLE GS-3�
GS-2'
1. SEE BMP FACT SHEEf T-2, GRASS SWALE
SECTION �
UNDERDRAIN `'
Figure GB-2. Typical Level Spreader Details
T-1
November 2010 Urban Drainage and Flood Control District GB-7
Urban Storin Drainage Criteria Manual Voluine 3
Grass Swale
Description
Grass swales are densely vegetated
trapezoidal or triangular channels with
low-pitched side slopes designed to
convey runoff slowly. Grass swales
have low longitudinal slopes and broad
cross-sections that convey tlow in a slow
and shallow manner, thereby facilitating
sedimentation aild filterii�g (straining)
while limiting erosion. Berms ar check
dams may be incorporated into grass
swales to reduce velocities and
encourage settling and infiltration.
When using ber�ns, an underdrain
system should be provided. Grass
swales are an integral part of the Low
Impact Development (LID) concept and
may be used as an alternative to a curb and
gutter system.
Site Selection
�-1a►�
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�yr1�R+dlYswe�:n, .
�i: `=, � ' - -- � �r4 -. �3�; ti_ • � -
_. �
Photobraph GS-1. This grass swale provides h�eahnent of roadway
runoff in a residential area. Photo courtesy of Bill Ruzzo.
Grass swales are well suited for sites with low to moderate slopes.
Drop structures or other features designed to provide the same
function as a drop structures (e.g., a driveway with a stabilized
grade differential at the downstream end) can be integrated into
the design to enable use of this BMP at a broader range of site
coi�ditioils. Grass swales provide conveyance so they can also be
used to replace curb and gutter systems making them well suited
for roadway projecis.
Designing for Maintenance
Recommended ongoing maintenance practices fior all BMPs are
provided in Chapter 6 of this manual. During design, the
following should be considered to ensure ease of ir►aintenance
over the long-term:
■ Consider the use as�d function of other site features so that the
swale fits into the landscape in a natural way. This cai�
encourage upkeep of the area, which is particularly important
in residential areas where a loss of aesthetics and/or function
can lead to homeowners filling in and/or piping reaches of
this BMP.
Grass Swale
Functions
LID/Volume Red. Yes
WQCV Ca ture No
WQCV+FIood Control No
Fact Sheet Includes
EURV Guidance No
Typical Ef%ctiveness %r Targeted
Pollutants3
Sediment/Solicls Good
Nutrients Moderate
Total Meta(s Good
Bacteria Poor
Other Considerations
Life-cycle Costs Low
� Based piiinarily on data from the
International StoiTnwater BMP Database
(www.bmpdatabase.org).
November 2010 Urban Drainage and Flood Control District GS-1
Urban Storm Drainage Criteria Manual Voluine 3
1 ��1
■ Provide access to the swale for mowing equipment and
design sideslopes flat enough far the safe operation of
equipinent.
■ Design and adjust the irrigation system (temporary or
permanent) to provide appropriate water far the selected
vegetation.
■ An underdrain systein wi]] reduce excessively wet areas,
which can cause ruttii�g and damage to the vegetation
during mowing operations.
■ When using an underdrain, do not put a filter sock on the
pipe. This is unnecessary and can cause the slots ar
perforations in the pipe to clog.
Design Procedure and Criteria
The following steps outline the design procedure and criteria
for stormwater treatment in a grass swale. Figure CS-I
shows trapezoida] and triangular swale configurations.
Grass Swale
Benefits
■ Removal of sediment and
associated constituents through
filtering (straining)
■ Reduces length of storm sewer
systems in the upper partions of a
watershed
■ Provides a less expensive and
mare attractive conveyance
element
■ Reduces directly connected
impervious area and can help
reduce runoff volumes.
Limitations
■ Requires more area than
traditional storm sewers.
1. Design Discharge: Determine the 2-year flow rate to be
conveyed in the grass swale under fully developed ' Underdrains are recommended for
conditions. Use the hydrologic procedures described in slopes under 2°Io.
ihe Run�off Chapter in Volume 1.
■ Erosion problems may occur if not
2. Hydraulic Residence Time: Increased hydraulic designed and constructed
resideilce tiine in a grass swale improves water quality properly.
treatment. Maximize the length of the swale when
possible. If the length of the swale is limited due to site
constraints, the slope can also be decreased or the cross-sectional area increased to increase hydraulic
residence tiine.
3. Longitudinal Slope: Establish a longitudinal slope that will meet Froude number, velocity, and
depth criteria while ensuring that the grass swale maintains positive drainage. Positive drainage can
be achieved with a minimum 2% longitudinal slope ar by including an underdrain system (see step 8).
Use drop structures as needed to accommodate site constraints. Provide for energy dissipation
downstream of each drop when using drop structures.
4. Swale Geometry: Select geometry for the grass swale. The cross section should be either
trapezoidal or triangular with side slopes not exceedin� 4:1 (horizontal: vertical), preferably flatter.
Increase the wetted area of the swale to reduce velocity. Lower velocities result in improved
pollutant removal efficiency and greater volume reduction. If one or both sides of the grass swale are
also to be used as a grass buffer, follow grass buffer criteria.
GS-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Grass Swale
�-1a►�
Vegetation: Select durable, dense, and drought tolerant grasses. Turf grasses, such as Kentucky
bluegrass, are often selected due to these qualities�. Native turf grasses may also be selected where a
mare natural look is desirable. Tlus will also provide the benefit of lower irrigation requirements,
once established. Turf grass is a general term for any
grasses that will form a turf or mat as opposed to bunch
grass, which will grow in clumplike fashion. Grass
selection should consider both short-tenn (for
establishment) and ]ong-term maintenance requirements,
given that some varieties have higher maintenance
requirements than others. Follow criteria in the
Revegetation Chapter of Volume 2, with regard to seed
mix selection, planting, and ground preparation.
Native grasses provide
a more natural aesthetic
and require less water
once established.
6. Design Velocity: Maximum flow velocity in the swale
should not exceed one foot per second. Use the Soil
Coilservation Service (now the NRCS) vegetal retardance �
curves for the Manning coefficient (Chow 1959).
Determining the retardance coefficient is an iterative
process that the UD-BMP workbook automates. When
starting the swale vegetation froin sod, curve "D" (low retardance) should be used. When starting
vegetation from seed, use t�he 'B" curve (very low vegetal retardance).
Design Flow Depth: Maximum flow depth should not exceed one foot at the 2-year peak flow rate.
Check the conditions for the 100-year flow to ensure that drainage is being handled without flooding
critical areas, structures, or adjacent streets.
Table GS-1. Grass Swale Design Summary for Water Quality
Design Flow Maximum Maximum Maximum
Froude Number Velocity Flow Depth
2-year event 0.5 1 ft/s 1 ft
Use of Grass Swales
Vegetated conveyance elements provide some benefit in pollutant removal and volume reducrioil
even when the geometry ofi the BMP does not meet the criteria provided in this Fact Sheet. These
criteria provide a design procedure that should be used when possible; however, when site
constraints are limiting, vegetated conveyance elements designed for stability are still encouraged.
' Al[hough Kentucky bluegrass has relatively high irrigation requirements to maintain a lush, green aesthetic, it also wiYhsfands
drought conditions by going doimant. Over-irrigation ol Kentucky bluegrass is a common problem along the Colorado Front
Range. It can be healthy, although less lush, with much less irrigation than is typically applied.
November 2010 Urban Drainage and Flood Control District GS-3
Urban Storm Drainage Criteria Manual Voluine 3
1 ��1
Grass Swale
8. Underdrain: An underdrain is necessary for swales with longitudinal slopes less than 2.0°Io. The
underdrain can drain directly into an inlet box at tl�e downstream end of the swale, daylight through
the face of a grade control structure or continue below grade through several grade control structures
as shown in Figure GS-1.
The underdrain system should be placed within an aggregate layer. If no underdrain is reyuired, this
layer is not required. The aggregate layer should consist of an 8-inch thick layer of CDOT Class C
filter material meetii�g the gradarion in Table GS-2. Use of CDOT Class C Filter material with a
slotted pipe that ineets the slot dimensions provided in Table GS-3 will eliminate the need for
geotextile fabrics. Previous versions of this manual detailed an underdrain system that consisted of a
3- to 4-inch perforated HDPE pipe in a one-foot trench section of AASHTO #67 coarse aggregate
surrounded by geotextile fabric. If desired, this system contiilues to provide an acceptable alterilative
for use in grass swales. Selection of the pipe size may be a function of capacity or of maintenance
equipment. Provide cleanouts at approximately 150 feet on center.
Table GS-2. Gradation Specifications for Class C Filter Material
(Source: CDOT Table 703-7)
Sieve Size Mass Percent Passing S uare Mesl� Sieves
19.0 mm (3/4") 100
4.75 inm (No. 4) 60 — 100
300 m(No. 50) 10 — 30
150 µm (No. 100) 0— 10
75 um (No. 200) 0- 3
Table GS-3. Dimensions for Slotted Pipe
Slot Maximum Slot Slot O en Area�
Pipe Diameter , , p
Length Width Centers (per foot)
4" 1-1/16" 0.032" 0.413" 1.90 in'`
6" 1-3/8" 0.032" 0.516" 1.98 in�
� Some variation in these values is acceptable and is expected from various pipe
manufacturers. Be aware that both increased slot leilgth and decreased slot centers
will be beneficial to hydraulics but detrimental to the structure of the pipe.
GS-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Grass Swale
�-1a►�
Soil preparation: Poor soi] conditions often exist following site grading. When the section includes
an underdrain, provide 4 inches of sandy loam at the invert of the swale extending up to the 2-year
water sui�ace elevation. This will improve infiltration and reduce pondi�7g. For all sections,
encourage establishment and long-term health of the bottom and side slope vegetation by properly
preparing the soil. if the existing site provides a good layer of topsoil, this should be striped,
srockpiled, aild then replaced just priar to seeding ar placing sod. If not available at the site, topsoil
can be imported or the existing soil may be amended. Inexpensive soil tests can be performed
following rough grading, to determine required soil amendments. Typically, 3 to 5 cubic yards of soil
amendment per 1,000 square feet, tilled 4 to 6 inches into the soil is required in order far vegetation to
thrive, as well as to enable infiltration of runoff.
] 0. irrigation: Grass swales should be equipped with irrigation systems to promote establishment and
survival in Colorado's semi-arid environment. Systems may be temporary or permanent, depending
on the type of grass selected. Irrigation practices have a significant effect on the function of the grass
swale. Overwatering decreases the permeability of the soil, reducing the infiltration capacity of the
soil and contributing to nuisance baseflows. Conversely, under watering may result in delays in
establishment of the vegetation in the short term and unhealthy vegetation that provides less filtering
(straining) and increased susceptibiliry to erosion and riling over the long term.
Construction Considerations
Success of grass swales depends not only on a good
design and maintenance, but also on construction
practices that enable the BMP to function as designed.
Construction considerations include:
■ Perform fine grading, soil amendment, and seeding
only after upgradient surfaces have been stabilized
and utility wark crossing the swale has been
coinpleted.
■ Avoid compaction of soils to preserve infiltration
capacities.
■ Provide irrigation appropriate to the grass type.
■ Weed the area during the establislunent of vegetation
by hand or mowing. Mechanical weed control is
preferred over chemical weed killer.
■ Protect the swale fro�n other coilstruction activities.
�ARKING
ON
SWALE
-��� -- _ .�_
Photograph CS-2. This community used
signage to mitigate coiropaction of soils post-
construction. Photo courtesy of Nancy Sryles.
■ When using an underdrain, ensure no filter sock is placed on the pipe. This is unnecessary and can
cause the slots or perforations in the pipe to clog.
November 2010 Urban Drainage and Flood Control District GS-5
Urban Storm Drainage Criteria Manual Voluine 3
1 ��1
RESIDUAL CAPACITY FOR
�;� LARCER FLOODS
2-YR WSE 6" MI
YR)<1.0 FPS
r:; -,� i .
4�� (MIN) SANDY LOAM
' � 1'" MIN
12" MIN
BOTTOM WIDTH (W)
��� � � ` �
✓,;�;�RESIDUAL CAPACITY FOR
I"> LARGER FLOODS
��! X
' J 12' MIN.
2-YR WSE �«-�
6" MIN �[� r'�'xt._ T I I
4' MIN. SANDY LOAM
Q t" MIN.
D (2oYR) 1.0 FPS ���N
TRIANGULAR SWALE SECTION
NTS
GRADE CONTROL STRUCTURE
BEYOND
• GRADE CONTROL STRUCTURE
BEYONO
O UNDERDRAIN AND SANDY LOAM RECOMMENDED FOR
LONGITUDINAL SLOPES < 2.OX. 4" SLOTTED PIPE
MEEfING TABLE GS-3 WfTH CDOT CLASS C FILTER
MATERIAL ALL AROUND OR PERFORATED HDPE
PIPE WITH AASHTO �67 ALL AROUND CONTAINED
WITHIN GEOTEXTILE FABRIC. ASTM D4751-A05 US
STD. SIEVE (�50 TO �70, ASTM D4533 MIN.
TRAPEZOIDAL TEAR STRENGTH 100 X 60 LBS,
MINIMUM COE SPECIFIED OPEN AREA QF 445.
CONCRETE COLLAR
i i ENERGY GRADE CONTROL EXTEND GRADE CONTRO�
DISSIPATION __ STRUCTURE � STRUCTURES INTO THE
•.,�;., i
- BANK A MIN. 0.5'
i�, ,� � ABOVE THE 2-YR WSE
�"`^��. _. . . . _ .. :r'G � ,..,,�v... , , , . . I I
PROVIDE DOUBLE CLEANOUTS L� 1�: �..
WITH WATER TIGHT CAPS �150' �
O.C. USE 90' SWEEP OR (Z)
45' BENDS (OFFSET FROM SWALE UNDER�RAIN
CENTERUNE TO AVOID IMPEOING
FLOW WHEN USING A TRIANGULAR ENSURE ACCESS TO OUTLET —
SECTION BY CLEAN OUT OR OTHER
ACCESSIBLE STRUCTURE
SWALE PROFILE
NTS
Figure GS-1. Grass Swale Profile and Sections
Design Example
The UD-BMP workbook, designed as a tool for both designer and reviewing agency is available at
www.udfcd.or�. This section provides a completed design form from this workbook as an example.
��
4 MIN.
Grass Swale
�1
4 MIN.
GS-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
NORTHERNENGINEERING.COM � 970.221.4158 SWMP: SNOW RIDGEAPARTMENTS
FORT COLLINS � GREELEY APPENDIX
/
�
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
��
SWMP: SNOW RIDGEAPARTMENTS
APPENDIX
NORTHERNENGINEERING.COM � 970.221.4158 SWMP: SNOW RIDGEAPARTMENTS
FORT COLLINS � GREELEY APPENDIX
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
10
STORM WATER MANAGEMENT PLAN Engines Energy Conversions Lab
INSPECTION TABLE
BMP Name/ Desc. Date Erosion Control Measures Effective Brief Revision Description
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
Yes No Yes (w/Rev)
11
NORTHERNENGINEERING.COM � 970.221.4158 SWMP: SNOW RIDGEAPARTMENTS
FORT COLLINS � GREELEY APPENDIX
NORTHERNENGINEERING.COM � 970.221.4158 SWMP: SNOW RIDGEAPARTMENTS
FORT COLLINS � GREELEY APPENDIX