Wisconsin Administrative Code › Department of Safety and Professional Services › SPS 301-399 - Safety, Buildings, and Environment › SPS 320-325 - Uniform Dwelling Code › Chapter SPS 325 - Plumbing › Appendix A - UDC Appendix

Current through June 24, 2024
Chapter 320
Dwelling Separations
92
Model Ordinance
93
Sample Forms
95
Sanitary Permit Requirements
105
Chapter 321
Use of Span & Species Tables
106
Span & Species Tables
113
Handrail Diagrams
139
Erosion & Sediment Control Procedures &
								Standards
140
Frost-Protected Shallow Foundations
225
HUD Roof-Load Zone Map
229
Chapter 322
Slab-On-Grade Insulation Details
230
Chapter 323
Outdoor Design Temperatures
231
320.04 (6) - Dwelling Separations
Normally, for 3 or more attached dwelling units, the
					 Commercial Building Code (CBC) applies. Attached means some construction (other
					 than footings and their bearing material) is shared by the units.
Where 3 or more adjacent but unattached dwelling units are
					 each built with the outside walls that comply with the Uniform Dwelling Code
					 (UDC), the UDC applies throughout and the CBC does
not
apply,
					 even if those outside walls are adjacent to or adjoin each other. If flashing
					 is added over the top of two such adjoining walls, the UDC would still
					 apply.
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Model Ordinance for Adoption of Wisconsin Uniform
					 Dwelling Code
It is intended that this model will assist local
					 jurisdictions, working with corporation counsel, through regular procedures, in
					 adopting a local ordinance. The Wisconsin Division of Industry Services also
					 offers an electronic version of this model ordinance and a more comprehensive
					 model building code on our website at
http://dsps.wi.gov/programs/industry-services
,
					 on the One- and Two-Family (Uniform Dwelling Code) program page. Upon adoption
					 of a new building code, send a certified copy to the Division of Industry
					 Services, P.O. Box 2658, Madison, WI 53701-2658, or fax it to (608) 283-7457,
					 along with the name of your certified inspector(s).
Town, Village, City, County of
					 ______________________.
ORDINANCE #
CONTENTS
1.1 Authority
1.2 Purpose
1.3 Scope
1.4 Adoption of Wisconsin Uniform Dwelling Code
1.5 Building Inspector
1.6 Building Permit Required
1.7 Building Permit Fees
1.8 Penalties
1.9 Effective Date
1.1 AUTHORITY. These regulations are adopted under the
					 authority granted by s.
					 101.65,
					 Wisconsin Statutes
[IF COUNTY ORDINANCE]
This ordinance shall
					 apply in any municipality of over 2,500 population without a Uniform Dwelling
					 Code enforcement program and the following other municipalities requesting
					 county enforcement: _____________ ________ and in the following other
					 municipalities that the Wisconsin Department of Safety and Professional
					 Services has delegated enforcement to our county.
1.2 PURPOSE. The purpose of this ordinance is to promote
					 the general health, safety and welfare and to maintain required local
					 uniformity with the administrative and technical requirements of the Wisconsin
					 Uniform Dwelling Code.
1.3 SCOPE. The scope of this ordinance includes the
					 construction and inspection of one- and two-family dwellings built since June
					 1, 1980.
[OPTIONAL]
Not withstanding s.
					 SPS 320.05, the scope
					 also includes the construction and inspection of alterations and additions to
					 one- and two-family dwellings built before June 1, 1980. Because such projects
					 are not under state jurisdiction, petitions for variance and final appeals
					 under ss.
					 SPS 320.19
					 and
					 320.21, respectively, shall be
					 decided by the municipal board of appeals. Petitions for variance shall be
					 decided per s.
					 SPS 320.19
					 (intro.) so that equivalency is maintained to the intent of the rule being
					 petitioned. As the board of appeals approves petitions for variance, the chief
					 inspector is granted the power to apply the results to similar circumstances by
					 precedent.
[OPTIONAL]
Not withstanding s.
					 SPS 320.05, the scope
					 also includes the construction and inspection of detached garages serving one
					 and two family dwellings. The building structure and any heating, electrical or
					 plumbing systems shall comply with the Uniform Dwelling Code. Petitions for
					 variance and appeals shall be handled as in the previous paragraph.
1.4 WISCONSIN UNIFORM DWELLING CODE ADOPTED. The Wisconsin
					 Uniform Dwelling Code, Chs.
					 SPS
					 320 -
					 325
					 of the Wisconsin Administrative Code, and all amendments thereto, is adopted
					 and incorporated by reference and shall apply to all buildings within the scope
					 of this ordinance.
1.5 BUILDING INSPECTOR. There is hereby created the
					 position of Building Inspector, who shall administer and enforce this ordinance
					 and shall be certified by the Department of Safety and Professional Services,
					 as specified by Wisconsin Statutes, Section
					 101.66(2),
					 in the category of Uniform Dwelling Code Construction Inspector. Additionally,
					 this or other assistant inspectors shall possess the certification categories
					 of UDC HVAC, UDC Electrical, and UDC Plumbing. (
NOTE
: Contact the
					 Department of Safety and Professional Services at (608) 261-8500 for
					 certification information.)
1.6 BUILDING PERMIT REQUIRED. If a person alters a building
					 in excess of
[INSERT AMOUNT]
$ _____value in any 12-month period,
					 adds onto a building in excess of
[INSERT VALUE or AREA
					 AMOUNT]
____________ in any 12-month period, or builds or installs a new
					 building, within the scope of this ordinance, they shall first obtain a
					 building permit for such work from the building inspector. Any structural
					 changes or major changes to mechanical systems that involve extensions shall
					 require permits if over the foregoing thresholds. Restoration or repair of an
					 installation to its previous code-compliant condition as determined by the
					 building inspector is exempted from permit requirements. Residing, re-roofing,
					 finishing of interior surfaces and installation of cabinetry shall be
[CHOOSE OPTION]
included/exempted from permit requirements.
(
NOTE
: Fill in the threshold amount above
					 which permits are required. Also decide whether new interior and exterior
					 surfaces or cabinetry shall be included or exempted.)
1.7 BUILDING PERMIT FEE. The building permit fees shall be
					 determined by resolution and shall include $25.00 to be forwarded to the
					 Wisconsin Department of Safety and Professional Services for a UDC permit seal
					 that shall be assigned to any new dwelling.
1.8 PENALTIES. The enforcement of this section and all
					 other laws and ordinances relating to building shall be by means of the
					 withholding of building permits, imposition of forfeitures and injunctive
					 action. Forfeitures shall be not less than $25.00 nor more than $1,000.00 for
					 each day of noncompliance.
1.9 EFFECTIVE DATE. This ordinance shall be effective
					 _________, upon passage and publication as provided by law.
1.10 The building inspector(s) shall keep a log of all
					 inspections completed.
Adopted this __________, day of __________,
_____________________________________
(Mayor, President, Chairperson)
Attest: _________________________
Published: ______________________
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INSTRUCTIONS
The owner, builder or agents shall complete the application
					 form down through the Signature of Applicant block and submit it and building
					 plans and specifications to the enforcing jurisdiction, which is usually your
					 municipality or county. Permit application data is used for statewide
					 statistical gathering on new one- and two-family dwellings, as well as for
					 local code administration.
Please type or use ink and press firmly with
					 multi-ply form.
PERMIT REQUESTED
* Check off type of Permit Requested, such as structural,
					 HVAC, Electrical or Plumbing.
* Fill in owner's current Mailing Address and Telephone
					 Number
* If the project will disturb one acre or more of soil, the
					 project is subject to the additional erosion control and stormwater provisions
					 of ch. NR 151 of the WI Administrative Code. Checking this box will satisfy the
					 related notification requirements of ch. NR 216.
* Fill in Contractor and Contractor Qualifier Information.
					 Per s.
					 101.654(1)
					 WI Stats., an individual taking out an erosion control or construction permit
					 shall enter his or her dwelling contractor certificate number, and name and
					 certificate number of the dwelling contractor qualifier employed by the
					 contactor, unless they reside or will reside in the dwelling. Per s.
					 101.63(7)
					 Wis. Stats., the master plumber name and license number must be entered before
					 issuing a plumbing permit.
PROJECT LOCATION
* Fill in Building Address (number and street or sufficient
					 information so that the building inspector can locate the site.
* Local zoning, land use and flood plain requirements must
					 be satisfied before a building permit can be issued. County approval may be
					 necessary.
* Fill in Zoning District, lot area and required building
					 setbacks.
PROJECT DATA - Fill in all numbered project data blocks
					 (1-14) with the required information. All data blocks must be filled in,
					 including the following:
2. Area (involved in project):
Basements - include unfinished area only
Living area - include any finished area including finished
					 areas in basements
Two-family dwellings - include separate and total combined
					 areas
3. Occupancy - Check only "Single-Family" or "Two-Family"
					 if that is what is being worked on. In other words, do not check either of
					 these two blocks if only a new detached garage is being built, even if it
					 serves a one or two family dwelling. Instead, check "Garage" and number of
					 stalls. If the project is a community based residential facility serving 3 to 8
					 residents, it is considered a single-family dwelling.
9. HVAC Equipment - Check only the major source of heat,
					 plus central air conditioning if present. Only check "Radiant Baseboard" if
					 there is no central source of heat.
10. Plumbing - A building permit cannot be issued until a
					 sanitary permit has been issued for any new or affected existing private onsite
					 wastewater treatment system.
14. Estimated Cost - Include the total cost of
					 construction, including materials and market rate labor, but not the cost of
					 land or landscaping.
SIGNATURE - The owner or the contractor's authorized agent
					 shall sign and date this application form. If you do not possess the Dwelling
					 Contractor certification, then you will need to check the owner-occupancy
					 statement for any erosion control or construction permits.
CONDITIONS OF APPROVAL - The authority having jurisdiction
					 uses this section to state any conditions that must be complied with pursuant
					 to issuing the building permit.
ISSUING JURISDICTION: This must be completed by the
					 authority having jurisdiction.
* Check off Jurisdiction Status, such as town, village,
					 city, county or state and fill in Municipality Name
* Fill in State Inspection Agency number only if working
					 under state inspection jurisdiction.
* Fill in Municipality Number of Dwelling Location
* Check off type of Permit Issued, such as construction,
					 HVAC, electrical or plumbing.
* Fill in Wisconsin Uniform Permit Seal Number, if project
					 is a new one- or two-family dwelling.
* Fill in Name and Inspector Certification Number of person
					 reviewing building plans and date building permit issued.
INSPECTORS: PLEASE RETURN SECOND PLY WITHIN 30 DAYS AFTER
					 ISSUANCE TO (You may fold along the dashed lines and insert this form into a
					 window envelope.):
Industry Services Division
PO Box 7302
Madison WI 53707-7302
(Part of Ply 4 for Applicants)
Cautionary Statement to Owners Obtaining Building
					 Permits
101.65(lr) of the Wisconsin Statutes requires
					 municipalities that enforce the Uniform Dwelling Code to provide an owner who
					 applies for a building permit with a statement advising the owner that:
If the owner hires a contractor to perform work under the
					 building permit and the contractor is not bonded or insured as required under
					 s.
					 101.654(2)
					 (a), the following consequences might
					 occur:
(a) The owner may be held liable for any bodily injury to
					 or death of others or for any damage to the property of others that arises out
					 of the work performed under the building permit or that is caused by any
					 negligence by the contractor that occurs in connection with the work performed
					 under the building permit.
(b) The owner may not be able to collect from the
					 contractor damages for any loss sustained by the owner because of a violation
					 by the contractor of the one- and two- family dwelling code or an ordinance
					 enacted under sub. (1) (a), because of any bodily injury to or death of others
					 or damage to the property of others that arises out of the work performed under
					 the building permit or because of any bodily injury to or death of others or
					 damage to the property of others that is caused by any negligence by the
					 contractor that occurs in connection with the work performed under the building
					 permit.
Cautionary Statement to Contractors for Projects
					 Involving Building Built Before 1978
If this project is in a dwelling or child-occupied
					 facility, built before 1978, and disturbs 6 sq. ft. or more of paint per room,
					 20 sq. ft. or more of exterior paint, or involves windows, then the
					 requirements of ch. DHS 163 requiring Lead-Safe Renovation Training and
					 Certification apply. Call (608)261-6876 or go to the Wisconsin Department of
					 Health Services' lead homepage for details of how to be in compliance
Wetlands Notice to Permit Applicants
You are responsible for complying with state and federal
					 laws concerning the construction near or on wetlands, lakes, and streams.
					 Wetlands that are not associated with open water can be difficult to identify.
					 Failure to comply may result in removal or modification of construction that
					 violates the law or other penalties or costs. For more information, visit the
					 Department of Natural Resources wetlands identification web page or contact a
					 Department of Natural Resources service center.
Additional Responsibilities for Owners of Projects
					 Disturbing One or More Acre of Soil
I understand that this project is subject to ch. NR 151
					 regarding additional erosion control and stormwater management and will comply
					 with those standards. Owner's Signature:______________
Contractor Credential Requirements
All contractors shall possess an appropriate contractor
					 credential issued by the Wisconsin Division of Industry Services. Contractors
					 are also required to only subcontract with contractors that hold the
					 appropriate contractor credentials.
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INSPECTION REPORT AND NOTICE OF NONCOMPLIANCE
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Industry Services Division
Petition for Variance
Information and Instructions SPS 303
In instances where exact compliance with a particular code
					 requirement cannot be met or alternative designs are desired, the division has
					 a petition for variance process in which it reviews and considers acceptance of
					 alternatives which are not in strict conformance with the letter of the code,
					 but which meet the intent of the code.
A variance is not a waiver from a
					 code requirement.
The petitioner must
provide an equivalency which
					 meets the intent
of the code section petitioned to obtain a variance.
					 Documentation of the rationale for the equivalency is required. Failure to
					 provide adequate information may delay a decision on the petition. Pictures,
					 sketches, and plans may be submitted to support equivalency. If the proposed
					 equivalency does not adequately safeguard the health, safety, and welfare of
					 building occupants, frequenters, firefighters, etc., the variance request will
					 be denied. NOTE: A SEPARATE PETITION IS REQUIRED FOR EACH BUILDING AND EACH
					 CODE ISSUE PETITIONED (i.e., window issue cannot be processed on the same
					 petition as stair issue). It should be noted that
a petition for variance
					 does not take the place of any required plan review submittal.
The division is unable to process petitions for variance
					 that are not properly completed. Before submitting the application, the
					 following items should be checked for completeness in order to avoid
					 delays:
* Petitioner's name (typed or printed)
* Petitioner's signature
* The application must be signed by the owner of the
					 building or system unless a Power of Attorney is submitted.
* Notary Public signature with affixed seal
* Analysis to establish equivalency, including any
					 pictures, illustrations or sketches of the existing and proposed conditions to
					 clearly convey your proposal to the reviewer.
* Proper fee
* Any required position statements by fire chief or
					 municipal official
A position statement from the chief of the local fire
					 department is required for fire or life-safety issues. No fire department
					 position statement is required for topics such as plumbing, private onsite
					 sewage systems, or energy conservation. Submit a municipal building inspection
					 department position for SPS 316 electrical petitions, or if SPS 361-366
					 commercial building plan review is by the municipality or orders are written on
					 the building under construction. (Submit a copy of the orders.) For rules
					 relating to one- and two-family dwellings, only a position statement is
					 required only if the local municipality is the enforcing body. Position
					 statements must be completed and signed by the appropriate fire chief or
					 municipal enforcement official. Signatures or seals on all documents must be
					 originals. Photocopies are not acceptable.
Contact numbers and fees for the division's review of
					 the petition for variance are as follows:
Chapter (circle appropriate
								  category)
Revenue Code
Review Office
Contact Number
Fee
*Revision Fee
SPS316,
								  Electrical.................................................................
7631..................
Waulkesha...............
(262)548-8606
..........$300
.............
$100
SPS 318,
								  Elevators.................................................................
8260..................
Waukesha...............
(262) 521-5444
..........$300
.............
$100
SPS 320-325 Uniform Dwelling
								  Code.......................................
7655..................
Madison...................
(608) 267-5113
..........$175
...............
$50
SPS 334, Amusement Rides
								  ...................................................
8266..................
Madison...................
(608) 267-4434
..........$300
.............
$100
SPS 340, Gas
								  Systems.................................... .....
8253..................
Waukesha...............
(262)548-8617
..........$300
.............
$100
SPS 341 Boilers and Pressure
								  Vessels....................................
8258..................
Waukesha...............
(262) 548-8617
..........$300
.............
$100
SPS 343, Aniiydrous
								  Ammonia................................................
8258..................
Waukesha...............
(262)548-8617
..........$300
.............
$100
SPS 345, Mechanical
								  Refrigeration..........................................
8258..................
Waukesha...............
(262) 548-8617
..........$300
.............
$100
SPS 360-366, Commercial Building Code
								  ...............................
(For fire system Petitions for Variance - Contact
								  the Green
7648..................
Bay or Waukesha
All Offices ...............
offices)
See Numbers Below
..........$550
.............
$100
SPS 367, Rental Unit Energy Efficiency Code
								  .........................
7646..................
Madison...................
(608) 267-2240
........$175
...............
$50
SPS 381-387, General
								  Plumbing.............................................
7657..................
All Offices ...............
See Numbers Below
........$300
...............
$75
SPS 390, Swimming
								  Pools...............................................
7650 ..................
Madison...................
(608) 267-5265
........$300
...............
$75
SPS 383
								  POWTS..................................................................
7657..................
All Offices ...............
See Numbers Below
........$300
...............
$75
All Other
								  Chapters........................................................
..................
..................
.....
...........$300
.............
$100
*Revisions are accepted only for one year after action on
					 original petition.
Priority Review:
The department will schedule
					 Petitions for Variance at the earliest available date, or the date requested at
					 time of scheduling, whichever is later. Therefore, priority reviews are not
					 generally available. In special circumstances, the section chief of the
					 reviewing office may permit review prior to the scheduled date upon request by
					 the submitter. If earlier review is permitted by the section chief, the
					 petition review fees will be doubled.
Except for special cases. Industry Services will review and
					 make a determination on a petition for variance within 30 business days of the
					 scheduled beginning date, provided all calculations, documents, and fees
					 required for the review have been received.
Appointment and Scheduling Information
It is strongly recommended that an appointment be made in
					 advance by fax. Industry Services has a 24-hour, toll free number dedicated to
					 receiving faxed plan review appointment requests. The dedicated fax number is
					 877-840-9172. The petition review will be scheduled with the same office where
					 the plan Was/will be reviewed. The submitter will receive a letter back with an
					 appointment date-transaction ID number, and the name of the assigned reviewer.
					 The petition and accompanying documents must be received in the office of the
					 appointment no later than two working days before the confirmed appointment.
					 Unscheduled submittals or submittals received without a confirmed appointment
					 date and transaction number may be assigned to offices other than the receiving
					 office depending on reviewer availability. Some petitions may be limited to
					 specific offices depending on the petition issues, see above table for
					 appropriate offices.
Madison - industry Services
1400 E Washington Ave Madison, Wl 53703
Hayward - Industry Services
10541 N Ranch Rd Hayward Wl 54843
La Crosse Area - Industry
								  Services
3824 Creekside La Holmen Wl 54636
Green Bay- Industry Services
2331 San Luis Place Green Bay, W 1 54304
WaulKesha - industry Services
141 NW Barstow St 4th Floor Waukesha Wl
								  53188-3789
PC Box 7162
Madison Wl 53707-7162
715-634-4870
608-785-9334
920-492-5601
262-548-8600
608-266-3151
Fax: (for sending questions or additional info to
								  reviewers) 608-267-9566
Fax: (for sending questions or additional info to
								  reviewers) 715-634-5150
Fax: (for sending questions or additional info to
								  reviewers) 608-785-9330
Fax: (for sending questions or additional info to
								  reviewers) 920-492-5604
Fax: (for sending questions or additional info to
								  reviewers) 262-548-8614
TTY: Contact Through Relay
Email: DspsSbPlanSchedule @ wi.gov
Email: DspsSbPlanSchedule @ wi. gov
Email: DspsSbPlanSchedule @ wi.gov
Email: DspsSbPlanSchedule @ wi.gov
Email: DspsSbPlanSchedule @ wi.gov
SANITARY PERMIT REQUIREMENTS
Section
					 SPS
					 320.09(9) (c) refers to s.
					 SPS
					 383.25(2), which reads as
					 follows:
SPS
					 383.25(2)
Issuance of
					 building permits. (a)
General.
Pursuant to s.
					 145.195,
					 Stats., the issuance of building permits by a municipality for unsewered
					 properties shall be in accordance with this subsection.
Note:
See appendix for a reprint of s.
					 145.195,
					 Stats.
(b)
New construction.
A municipality may
					 not issue a building permit to commence construction or installation of a
					 structure that necessitates the use of a POWTS to serve the structure,
					 unless:
1. The owner of the property possesses a sanitary permit
					 for the installation of a POWTS in accordance with s.
					 SPS 383.21;
					 or
Note:
Section
					 SPS 383.21
					 outlines the procedures for the issuance of sanitary permits. Section
					 145.19, Stats.,
					 mandates that no private sewage system may be installed unless the owner of the
					 property holds a valid sanitary permit.
2. A POWTS of adequate capability and capacity to
					 accommodate the wastewater flow and contaminant load already exists to serve
					 the structure.
Note:
See ss.
					 SPS 383.02 and
					 383.03 concerning the application of
					 current code requirements to existing POWTS.
(c)
Construction affecting wastewater flow or
					 contaminant load.
1. A municipality may not issue a building permit to
					 commence construction of any addition or alteration to an existing structure
					 when the proposed construction will modify the design wastewater flow or
					 contaminant load, or both, to an existing POWTS, unless the owner of the
					 property:
a. Possesses a sanitary permit to either modify the
					 existing POWTS or construct a POWTS to accommodate the modification in
					 wastewater flow or contaminant load, or both; or
b. Provides documentation to verify that the existing POWTS
					 is sufficient to accommodate the modification in wastewater flow or contaminant
					 load, or both.
2. For the purpose of this paragraph, a modification in
					 wastewater flow or contaminant load shall be considered to occur:
a. For commercial facilities, public buildings, and places
					 of employment, when there is a proposed change in occupancy of the structure;
					 or the proposed modification affects either the type or number of plumbing
					 appliances, fixtures or devices discharging to the system; and
b. For dwellings, when there is an increase or decrease in
					 the number of bedrooms.
(d)
Documentation of existing
					 capabilities.
Documentation to verify whether an existing POWTS can
					 accommodate a modification in wastewater flow or contaminant load, or both,
					 shall include at least one of the following:
1. A copy of the plan for the existing POWTS that
					 delineates minimum and maximum performance capabilities and which has been
					 previously approved by the department or the governmental unit.
2. Information on the performance capabilities for the
					 existing POWTS that has been recognized through a product approval under ch.
					 SPS 384.
3. A written investigative report prepared by an architect,
					 engineer, designer of plumbing systems, designer of private sewage systems,
					 master plumber, master plumber-restricted service or certified POWTS inspector
					 analyzing the proposed modification and the performance capabilities of the
					 existing POWTS.
(e) Where the performance capability of the existing POWTS
					 serving a dwelling is not based on the number of bedrooms within the dwelling,
					 information documenting that design condition shall be recorded as a covenant
					 running with the deed for the property.
(f)
Setbacks.
1. A municipality may not issue a building permit for
					 construction of any structure or addition to a structure on a site where there
					 exists a POWTS, unless the proposed construction conforms to the applicable
					 setback limitations under s.
					 SPS 383.43(8)
					 (i).
2. The applicant for a building permit shall provide
					 documentation to the municipality issuing the building permit showing the
					 location and setback distances for the proposed construction relative to all of
					 the following:
a. Existing POWTS treatment components.
b. Existing POWTS holding components.
c. Existing POWTS dispersal components.
Note:
A municipality which issues building
					 permits may delegate to the governmental unit responsible for issuing sanitary
					 permits the determination of whether the proposed construction will affect or
					 interfere with an existing POWTS relating to capability or location of the
					 existing POWTS.
UDC Floor & Ceiling Joist and Roof Rafter Span
					 Tables and Design Value Tables
Use the following Span Tables to determine the maximum
					 spans for floor and ceiling joists and roof rafters. These spans are based
					 on:
* Simple, single spans (although the tables may be safely
					 used for continuous two-span floor joists)
* Uniformly distributed loads
* Fully supported members with one edge properly sheathed
					 and nailed
* For floor joists and roof rafters, the top edge shall be
					 properly sheathed and nailed
* Rafters with a minimum 3:12 slope
The criteria for each Span Table is given in the upper left
					 hand corner and is also summarized in the table of Span Tables below. Choose
					 the appropriate Span Table based on the member type and required loading.
					 Select your desired member depth, member spacing and span to determine the
					 minimum Fb value. Note that these tables include recommended deflection
					 criteria. However, for strict code compliance, only the Fb strength
					 requirements must be satisfied. The modulus of elasticity (E) values, would be
					 met for serviceability purposes only.
Note that straight-line interpolation is permitted for
					 intermediate spans and design values. Span is measured from face to face of
					 supports plus one-half of the required bearing of 1.5" on wood or metal and 3"
					 on masonry or concrete at each end. For sloping rafters, the span is measured
					 along the horizontal projection.
Section
					 SPS
					 321.27 allows reduction of the snow live load for roof
					 slopes greater than 30 degrees (7/12 slope) based on the formula Cs = 1-
					 (a-30)/40, where "a" is the slope of the roof expressed in degrees. Following
					 is a table of tabulated values for certain roof slopes.
Slope
Angle in Degrees
Zone 1 Live Load (psf)
Zone 2 Live Load (psf)
7/12
30
40
30
10/12
40
30
22.5
12/12
45
25
18.8
14/12
50
20
15
Use the Design Value tables following the Span Tables to
					 determine the acceptable species and grades to satisfy minimum Fb values
					 obtained from the Span Tables. The Design Value tables assume at least three
					 members spaced no more than 24" on center Use the Normal Duration column Fb
					 values for joists and the Snow Loading column Fb values for rafters.
See the following examples for further guidance.
Tables are reprinted courtesy of American Forest
					 & Paper Association.
Table No.
Member Type
Live Load (psf)
Dead Load (psf)
Condition
(Deflection)*
F-2
Floor Joists
40
10
-
L/360
C-1
Ceiling Joists
10
5
Drywall ceiling, no attic storage
L/240
C-2
Ceiling Joists
20
10
Attic storage
L/240
R-2
Roof Rafters
30 (Zone 2)
10
Maximum 2 layers of asphalt shingles or wood
								  shakes/shingles
L/240
R-3
Roof Rafters
40 (Zone 1)
10
Maximum 2 layers of asphalt shingles or wood
								  shakes/shingles
L/240
R-10
Roof Rafters
30 (Zone 2)
20
Heavy roof covering (clay tile)
L/240
R-11
Roof Rafters
40 (Zone 1)
20
Heavy roof covering (clay tile)
L/240
R-14
Roof Rafters
30 (Zone 2)
10
Maximum 2 layers of asphalt shingles or wood
								  shakes/shingles
L/180
R-15
Roof Rafters
40 (Zone 1)
10
Maximum 2 layers of asphalt shingles or wood
								  shakes/shingles
L/180
R-22
Roof Rafters
30 (Zone 2)
20
Heavy roof covering (clay tile)
L/180
R-23
Roof Rafters
40 (Zone 1)
20
Heavy roof covering (clay tile)
L/180
*Deflection criteria are optional. For roof rafters with
					 drywall on the underside, use the stricter L/240 tables to limit
					 deflection.
Example 1. Floor Joists.
Assume a required
					 single span of 12'-9", dead load of 10 psf and joists spaced 16" on center
					 Table F-2 (see following highlighted tables) shows that one solution is a grade
					 of 2x8 having an Fb value of 1255 would allow a span of 12'-10" which satisfies
					 the condition. (Note that the recommended E value to limit deflection would be
					 1,600,000.) Going to the Design Value Tables, we find that as an example, 2x8
					 Hem Fir grade No.1 has an Fb value of 1310 for normal duration. (It also has an
					 E value of 1,500,000 which does not satisfy the recommended deflection
					 criteria.)
Example 2. Rafters.
Assume a horizontal
					 projected span of 13'-0", a live load of 40 psf, dead load of 10 psf, a roof
					 slope of 4/12 and rafters spaced 16" on center Since the slope is shallower
					 than 7/12, there is no allowable reduction of the snow live load. Table R-3
					 shows that a 2x8 having an Fb value of 1300 would allow a span of 13'-1" which
					 satisfies the condition. (Note that the recommended E value to limit deflection
					 would be 1,120,000.) Going to the Design Value Tables, we find that as an
					 example, 2x8 Douglas Fir-Larch grade No.2 has an Fb value of 1390 for snow
					 loading. (It also has an E value of 1,600,000 which satisfies the recommended
					 deflection criteria.)
Click to
					 view image
Example 1
Click to
					 view image
Click
					 to view image
Example 2
Species and Grade
Size
Design Value in Bending, "Fb"
Modulus of Elasticity "E"
Grading Rules Agency
Normal Duration
Snow Loading
Cottonwood
Select Structural
2x4
1510
1735
1,200,000
NSLB
No.1
1080
1240
1,200,000
No.2
1080
1240
1,100,000
No.3
605
695
1,000,000
Stud
600
690
1,000,000
Construction
805
925
1,000,000
Standard
460
530
900,000
Utility
200
230
900,000
Select Structural
2x6
1310
1505
1,200,000
No.1
935
1075
1,200,000
No.2
935
1075
1,100,000
No.3
525
600
1,000,000
Stud
545
630
1,000,000
Select Structural
2x8
1210
1390
1,200,000
No.1
865
990
1,200,000
No.2
865
990
1,100,000
No.3
485
555
1,000,000
Select Structural
2x10
1105
1275
1,200,000
No.1
790
910
1,200,000
No.2
790
910
1,100,000
No.3
445
510
1,000,000
Select Structural
2x12
1005
1155
1,200,000
No.1
720
825
1,200,000
No.2
720
825
1,100,000
No.3
405
465
1,000,000
Douglas Fir-Larch
Select Structural
2x4
2500
2875
1,900,000
WCLIB
WWPA
No. 1 & Btr
1985
2280
1,800,000
No.1
1725
1985
1,700,000
No.2
1510
1735
1,600,000
No.3
865
990
1,400,000
Stud
855
980
1,400,000
Construction
1150
1325
1,500,000
Standard
635
725
1,400,000
Utility
315
365
1,300,000
Select Structural
2x6
2170
2495
1,900,000
No.1 &Btr
1720
1975
1,800,000
No.1
1495
1720
1,700,000
No.2
1310
1505
1,600,000
No.3
750
860
1,400,000
Stud
775
895
1,400,000
Select Structural
2x8
2000
2300
1,900,000
No.1 &Str
1585
1825
1,800,000
No.1
1380
1585
1,700,000
No.2
1210
1390
1,600,0001
No.3
690
795
1,400,000
Select Structural
2x10
1835
2110
1,900,000
No.1 &Btr
1455
1675
1,800,000
No.1
1265
1455
1,700,000
No.2
1105
1275
1,600,000
No.3
635
725
1,400,000
Select Structural
2x12
1670
1920
1,900,000
No.1 & Btr
1325
1520
1,800,000
No.1
1150
1325
1,700,000
No.2
1005
1155
1,600,000
No.3
575
660
1,400,000
TABLE F- 2 FLOOR JOISTS WITH L/360 DEFLECTION
					 LIMITS
Click
					 to view image
TABLE C-1 CEILING JOISTS WITH L/240 DEFLECTION
					 LIMITS
Click
					 to view image
TABLE C-2 CEILING JOISTS WITH L/240 DEFLECTION
					 LIMITS
Click
					 to view image
TABLE R-2 RAFTERS WITH L/240 DEFLECTION
					 LIMITATION
Click to
					 view image
TABLE R-3 RAFTERS WITH L/240 DEFLECTION
					 LIMITATION
Click to
					 view image
TABLE R-10 RAFTERS WITH L/240 DEFLECTION
					 LIMITATION
Click
					 to view image
TABLE R-11 RAFTERS WITH L/240 DEFLECTION
					 LIMITATION
Click
					 to view image
TABLE R-14 RAFTERS WITH L/180 DEFLECTION
					 LIMITATION
Click
					 to view image
TABLE R-15 RAFTERS WITH L/180 DEFLECTION
					 LIMITATION
Click
					 to view image
TABLE R-22 RAFTERS WITH L/180 DEFLECTION
					 LIMITATION
Click
					 to view image
TABLE R-23 RAFTERS WITH L/180 DEFLECTION
					 LIMITATION
Click
					 to view image
Design Values for Joists and Rafters
These "Fb" values are for use where repetitive members are
					 spaced not more than 24 inches. Values for surfaced dry or surfaced green
					 lumber apply at 19% maximum moisture content in use.
Species and Grade
Size
Design Value in Bending,
								  ''Fb"
Modulus of Elasticity ''E"
Grading Rules Agency
Normal Duration
Snow Loading
Cottonwood
Select Structural
2x4
1510
1735
1,200,000
NSLB
No.1
1080
1240
1,200,000
No.2
1080
1240
1,100,000
No.3
605
695
1,000,000
Stud
600
690
1,000,000
Construction
805
925
1,000,000
Standard
460
530
900,000
Utility
200
230
900,000
Select Structural
2x6
1310
1505
1,200,000
No.1
935
1075
1,200,000
No.2
935
1075
1,100,000
No.3
525
600
1,000,000
Stud
545
630
1,000,000
Select Structural
2x8
1210
1390
1,200,000
No.1
865
990
1,200,000
No.2
865
990
1,100,000
No.3
485
555
1,000,000
Select Structural
2x10
1105
1275
1,200,000
No.1
790
910
1,200,000
No.2
790
910
1,100,000
No.3
445
510
1,000,000
Select Structural
2x12
1005
1155
1,200,000
No.1
720
825
1,200,000
No.2
720
825
1,100,000
No.3
405
465
1,000,000
Douglas Fir-Larch
Select Structural
2x4
2500
2875
1,900,000
WCLIB
WWPA
No.1 & Btr
1985
2280
1,800,000
No.1
1725
1985
1,700,000
No.2
1510
1735
1,600,000
No.3
865
990
1,400,000
Stud
855
980
1,400,000
Construction
1150
1325
1,500,000
Standard
635
725
1,400,000
Utility
315
365
1,300,000
Select Structural
2x6
2170
2495
1,900,000
No.1 & Btr
1720
1975
1,800,000
No.1
1495
1720
1,700,000
No.2
1310
1505
1,600,000
No.3
750
860
1,400,000
Stud
775
895
1,400,000
Select Structural
2x8
2000
2300
1,900,000
No.1 & Str
1585
1825
1,800,000
No.1
1380
1585
1,700,000
No.2
1210
1390
1,600,000
No.3
690
795
1,400,000
Select Structural
2x10
1835
2110
1,900,000
No.1 & Btr
1455
1675
1,800,000
No.1
1265
1455
1,700,000
No.2
1105
1275
1,600,000
No.3
635
725
1,400,000
Select Structural
2x12
1670
1920
1,900,000
No.1 & Btr
1325
1520
1,800,000
No.1
1150
1325
1,700,000
No.2
1005
1155
1,600,000
No.3
575
660
1,400,000
Douglas Fir-Larch (North)
Select Structural
2x4
2245
2580
1,900,000
NLGA
No.1 /No.2
1425
1635
1,600,000
No.3
820
940
1,400,000
Stud
820
945
1,400,000
Construction
1095
1255
1,500,000
Standard
605
695
1,400,000
Utility
290
330
1,300,000
Select Structural
2x6
1945
2235
1,900,000
No.1 /No.2
1235
1420
1,600,000
No.3
710
815
1,400,000
Stud
750
860
1,400,000
Select Structural
2x8
1795
2065
1,900,000
No.1 /No.2
1140
1310
1,600,000
No.3
655
755
1,400,000
Select Structural
2x10
1645
1890
1,900,000
No.1 /No-2
1045
1200
1,600,000
No.3
600
690
1,400,000
Select Structural
2x12
1495
1720
1,900,000
No.1 /No.2
950
1090
1,600,000
No.3
545
630
1,400,000
Douglas Fir-South
Select Structural
2x4
2245
2580
1,400,000
WWPA
No.1
1555
1785
1,300,000
No.2
1425
1635
1,200,000
No.3
820
940
1,100,000
Stud
820
945
1,100,000
Construction
1065
1225
1,200,000
Standard
605
695
1,100,000
Utility
290
330
1,000,000
Select Structural
2x6
1945
2235
1,400,000
No.1
1345
1545
1,300,000
No.2
1235
1420
1,200,000
No.3
710
815
1,100,000
Stud
750
860
1,100,000
Select Structural
2x8
1795
2065
1,400,000
No.1
1240
1430
1,300,000
No.2
1140
1310
1,200,000
No.3
655
755
1,100,000
Select Structural
2x10
1645
1890
1,400,000
No.1
1140
1310
1,300,000
No.2
1045
1200
1,200,000
No.3
600
690
1,100,000
Select Structural
2x12
1495
1720
1,400,000
No.1
1035
1190
1,300,000
No.2
950
1090
1,200,000
No.3
545
630
1,100,000
Eastern Hemlock-Tamarack
Select Structural
2x4
2155
2480
1,200,000
NELMA
NSLB
No.1
1335
1535
1,100,000
No.2
990
1140
1,100,000
No.3
605
695
900,000
Stud
570
655
900,000
Construction
775
895
1,000,000
Standard
430
495
900,000
Utility
200
230
800,000
Select Structural
2x6
1870
2150
1,200,000
No.1
1160
1330
1,100,000
No.2
860
990
1,100,000
No.3
525
600
900,000
Stud
520
595
900,000
Select Structural
2x8
1725
1985
1,200,000
No.1
1070
1230
1,100,000
No.2
795
915
1,100,000
No.3
485
555
900,000
Select Structural
2x10
1580
1820
1,200,000
No.1
980
1125
1,100,000
No.2
725
835
1,100,000
No.3
445
510
900,000
Select Structural
2x12
1440
1655
1,200,000
No.1
890
1025
1,100,000
No.2
660
760
1,100,000
No.3
405
465
900,000
Eastern Softwoods
Select Structural
2x4
2155
2480
1,200,000
NELMA
NSLB
No.1
1335
1535
1,100,000
No.2
990
1140
1,100,000
No.3
605
695
900,000
Stud
570
655
900,000
Construction
775
895
1,000,000
Standard
430
495
900,000
Utility
200
230
800,000
Select Structural
2x6
1870
2150
1,200,000
No.1
1160
1330
1,100,000
No.2
860
990
1,100,000
No.3
525
600
900,000
Stud
520
595
900,000
Select Structural
2x8
1725
1985
1,200,000
No.1
1070
1230
1,100,000
No.2
795
915
1,100,000
No.3
485
555
900,000
Select Structural
2x10
1580
1820
1,200,000
No.1
980
1125
1,100,000
No.2
725
835
1,100,000
No.3
445
510
900,000
Select Structural
2x12
1440
1655
1,200,000
No.1
890
1025
1,100,000
No.2
660
760
1,100,000
No.3
405
465
900,000
Eastern White Pine
Select Structural
2x4
2155
2480
1,200,000
NELMA
NSLB
No.1
1335
1535
1,100,000
No.2
990
1140
1,100,000
No.3
605
695
900,000
Stud
570
655
900,000
Construction
775
895
1,000,000
Standard
430
495
900,000
Utility
200
230
800,000
Select Structural
2x6
1870
2150
1,200,000
No.1
1160
1330
1,100,000
No.2
860
990
1,100,000
No.3
525
600
900,000
Stud
520
595
900,000
Select Structural
2x8
1725
1985
1,200,000
No.1
1070
1230
1,100,000
No.2
795
915
1,100,000
No.3
485
555
900,000
Select Structural
2x10
1580
1820
1,200,000
No.1
980
1125
1,100,000
No.2
725
835
1,100,000
No.3
445
510
900,000
Select Structural
2x12
1440
1655
1,200,000
No.1
890
1025
1,100,000
No.2
660
760
1,100,000
No.3
405
465
900,000
Hem Fir
Select Structural
2x4
2415
2775
1,600,000
WCLIB
WWPA
No.1 & Btr
1810
2085
1,500,000
No.1
1640
1885
1,500,000
No.2
1465
1685
1,300,000
No.3
865
990
1,200,000
Stud
855
980
1,200,000
Construction
1120
1290
1,300,000
Standard
635
725
1,200,000
Utility
290
330
1,100,000
Select Structural
2x6
2095
2405
1,600,000
No.1 & Btr
1570
1805
1,500,000
No.1
1420
1635
1,500,000
No.2
1270
1460
1,300,000
No.3
750
860
1,200,000
Stud
775
895
1,200,000
Select Structural
2x8
1930
2220
1,600,000
No.1 & Btr
1450
1665
1,500,000
No.1
1310
1510
1,500,000
No.2
1175
1350
1,300,000
No.3
690
795
1,200,000
Select Structural
2x10
1770
2035
1,600,000
No.1 & Btr
1330
1525
1,500,000
No.1
1200
1380
1,500,000
No.2
1075
1235
1,300,000
No.3
635
725
1,200,000
Select Structural
2x12
1610
1850
1,600,000
No.1 & Btr
1210
1390
1,500,000
No.1
1095
1255
1,500,000
No.2
980
1125
1,300,000
No.3
575
660
1,200,000
Hem-Fir (North)
Select Structural
2x4
2245
2580
1,700,000
NLGA
No.1 /No.2
1725
1985
1,600,000
No.3
990
1140
1,400,000
Stud
980
1125
1,400,000
Construction
1325
1520
1,500,000
Standard
720
825
1,400,000
Utility
345
395
1,300,000
Select Structural
2x6
1945
2235
1,700,000
No.1 /No.2
1495
1720
1,600,000
No.3
860
990
1,400,000
Stud
890
1025
1,400,000
Select Structural
2x8
1795
2065
1,700,000
No.1 /No.2
1380
1585
1,600,000
No.3
795
915
1,400,000
Select Structural
2x10
1645
1890
1,700,000
No.1 /No.2
1265
1455
1,600,000
No.3
725
835
1,400,000
Select Structural
2x12
1495
1720
1,700,000
No.1 /No.2
1150
1325
1,600,000
No.3
660
760
1,400,000
Mixed Maple
Select Structural
2x4
1725
1985
1,300,000
NELMA
No.1
1250
1440
1,200,000
No.2
1210
1390
1,100,000
No.3
690
795
1,000.000
Stud
695
Boo
1,000,000
Construction
920
1060
1,100,000
Standard
520
595
1,000,000
Utility
260
300
900,000
Select Structural
2x6
1495
1720
1,300,000
No.1
1085
1245
1,200,000
No.2
1045
1205
1,100,000
No.3
600
690
1,000,000
Stud
635
725
1,000,000
Select Structural
2x8
1380
1585
1,300,000
No.1
1000
1150
1,200,000
No.2
965
1110
1,100,000
No.3
550
635
1,000,000
Select Structural
2x10
1265
1455
1,300,000
No.1
915
1055
1,200,000
No.2
885
1020
1,100,000
No.3
505
580
1,000,000
Select Structural
2x12
1150
1325
1,300,000
No.1
835
960
1,200,000
No.2
805
925
1,100,000
No.3
460
530
1,000,000
Mixed Oak
Select Structural
2x4
1985
2280
1,100,000
NELMA
No.1
1425
1635
1,000,000
No.2
1380
1585
900,000
No.3
820
940
800,000
Stud
790
910
800,000
Construction
1065
1225
900,000
Standard
605
695
800,000
Utility
290
330
800,000
Select Structural
2x6
1720
1975
1,100,000
No.1
1235
1420
1,000,000
No.2
1195
1375
900,000
No.3
710
815
800,000
Stud
720
825
800,000
Select Structural
2x8
1585
1825
1,100,000
No.1
1140
1310
1,000,000
No.2
1105
1270
900,000
No.3
655
755
800,000
Select Structural
2x10
1455
1675
1,100,000
No.1
1045
1200
1,000,000
No.2
1010
1165
900,000
No.3
600
690
800,000
Select Structural
2x12
1325
1520
1,100,000
No.1
950
1090
1,000,000
No.2
920
1060
900,000
No.3
545
630
800,000
Mixed Southern Pine
Select Structural
2x4
2360
2710
1,600,000
SPIB
No.1
1670
1920
1,500,000
No.2
1500
1720
1,400,000
No.3
865
990
1,200,000
Stud
890
1020
1,200,000
Construction
1150
1320
1,300,000
Standard
635
725
1,200,000
Utility
315
365
1,100,000
Select Structural
2x6
2130
2450
1,600,000
No.1
1490
1720
1,500,000
No.2
1320
1520
1,400,000
No.3
775
895
1,200,000
Stud
775
895
1,200,000
Select Structural
2x8
2010
2310
1,600,000
No.1
1380
1590
1,500,000
No.2
1210
1390
1,400,000
No.3
720
825
1,200,000
Select Structural
2x10
1730
1980
1,600,000
No.1
1210
1390
1,500,000
No.2
1060
1220
1,400,000
No.3
605
695
1,200,000
Select Structural
2x12
1610
1850
1,600,000
No.1
1120
1290
1,500,000
No.2
1010
1160
1,400,000
No.3
575
660
1,200,000
Northern Red Oak
Select Structural
2x4
2415
2775
1,400,000
NELMA
No.1
1725
1985
1,400,000
No.2
1680
1935
1,300,000
No.3
950
1090
1,200,000
Stud
950
1090
1,200,000
Construction
1265
1455
1,200,000
Standard
720
825
1,100,000
Utility
345
395
1,000,000
Select Structural
2x6
2095
2405
1,400,000
No.1
1495
1720
1,400,000
No.2
1460
1675
1,300,000
No.3
820
945
1,200,000
Stud
865
990
1,200,000
Select Structural
1930
2220
1,400,000
No.1
2x8
1380
1585
1,400,000
No.2
1345
1545
1,300,000
No.3
760
875
1,200,000
Select Structural
2x10
1770
2035
1,400,000
No.1
1265
1455
1,400,000
No.2
1235
1420
1,300,000
No.3
695
800
1,200,000
Select Structural
2x12
1610
1850
1,400,000
No.1
1150
1325
1,400,000
No.2
1120
1290
1,300,000
No.3
635
725
1,200,000
Northern Species
Select Structural
2x4
1640
1885
1,100,000
NLGA
No.1 /No.2
990
1140
1,100,000
No.3
605
695
1,000,000
Stud
570
655
1,000,000
Construction
775
895
1,000,000
Standard
430
495
900,000
Utility
200
230
900,000
Select Structural
2x6
1420
1635
1,100,000
No. 1 / No.2
860
990
1,100,000
No.3
525
600
1,000,000
Stud
520
595
1,000,000
Select Structural
2x8
1310
1510
1,100,000
No.1/No.2
795
915
1,100,000
No.3
485
555
1,000,000
Select Structural
2x10
1200
1380
1,100,000
No.1 /No.2
725
835
1,100,000
No.3
445
510
1,000,000
Select Structural
2x12
1095
1255
1,100,000
No.1 /No.2
660
760
1,100,000
No.3
405
465
1,000,000
Northern White Cedar
Select Structural
2x4
1335
1535
800,000
NELMA
No.1
990
1140
700,000
No.2
950
1090
700,000
No.3
560
645
600,000
Stud
540
620
600,000
Construction
720
825
700,000
Standard
405
465
600,000
Utility
200
230
600,000
Select Structural
2x6
1160
1330
800,000
No.1
860
990
700,000
No.2
820
945
700,000
No.3
485
560
600,000
Stud
490
560
600,000
Select Structural
2x8
1070
1230
800,000
No.1
795
915
700,000
No.2
760
875
700,000
No.3
450
515
600,000
Select Structural
2x10
980
1125
800,000
No.1
725
835
700,000
No.2
695
800
700,000
No.3
410
475
600,000
Select Structural
2x12
890
1025
800,000
No.1
660
760
700,000
No.2
635
725
700,000
No.3
375
430
600,000
Red Maple
Select Structural
2x4
2245
2580
1,700,000
NELMA
No.1
1595
1835
1,600,000
No.2
1555
1785
1,500,000
No.3
905
1040
1,300,000
Stud
885
1020
1,300,000
Construction
1210
1390
1,400,000
Standard
660
760
1,300,000
Utility
315
365
1,200,000
Select Structural
2x6
1945
2235
1,700,000
No.1
1385
1590
1,600,000
No.2
1345
1545
1,500,000
No.3
785
905
1,300,000
Stud
805
925
1,300,000
Select Structural
2x8
1795
2065
1,700,000
No.1
1275
1470
1,600,000
No.2
1240
1430
1,500,000
No.3
725
835
1,300,000
Select Structural
2x10
1645
1890
1,700,000
No.1
1170
1345
1,600,000
No.2
1140
1310
1,500,000
No.3
665
765
1,300,000
Select Structural
2x12
1495
1720
1,700,000
No.1
1065
1225
1,600,000
No.2
1035
1190
1,500,000
No.3
605
695
1,300,000
Red Oak
Select Structural
2x4
1985
2280
1,400,000
NELMA
No.1
1425
1635
1,300,000
No.2
1380
1585
1,200,000
No.3
820
940
1,100,000
Stud
790
910
1,100,000
Construction
1065
1225
1,200,000
Standard
605
695
1,100,000
Utility
290
330
1,000,000
Select Structural
2x6
1720
1975
1,400,000
No.1
1235
1420
1,300,000
No.2
1195
1375
1,200,000
No.3
710
815
1,100,000
Stud
720
825
1,100,000
Select Structural
2x8
1585
1825
1,400,000
No.1
1140
1310
1,300,000
No.2
1105
1270
1,200,000
No.3
655
755
1,100,000
Select Structural
2x10
1455
1675
1,400,000
No.1
1045
1200
1,300,000
No.2
1010
1165
1,200,000
No.3
600
690
1,100,000
Select Structural
2x12
1325
1520
1,400,000
No.1
950
1090
1,300,000
No.2
920
1060
1,200,000
No.3
545
630
1,100,000
Redwood
Clear Structural
2x4
3020
3470
1,400,000
RIS
Select Structural
2330
2680
1,400,000
Select Structural, open grain
1900
2180
1,100,000
No.1
1680
1935
1,300,000
No.1, open grain
1335
1535
1,100,000
No.2
1595
1835
1,200,000
No.2, open grain
1250
1440
1,000,000
No.3
905
1040
1,100,000
No.3, open grain
735
845
900,000
Stud
725
835
900,000
Construction
950
1090
900,000
Standard
520
595
900,000
Utility
260
300
800,000
Clear Structural
2x6
2615
3010
1,400,000
Select Structural
2020
2320
1,400,000
Select Structural, open grain
1645
1890
1,100,000
No.1
1460
1675
1,300,000
No.1, open grain
1160
1330
1,100,000
No.2
1385
1590
1,200,000
No.2, open grain
1085
1245
1,000,000
No.3
785
905
1,100,000
No.3, open grain
635
730
900,000
Stud
660
760
900,000
Clear Structural
2x8
2415
2775
1,400,000
Select Structural
1865
2140
1,400,000
Select Structural, open grain
1520
1745
1,100,000
No.1
1345
1545
1,300,000
No.1, open grain
1070
1230
1,100,000
No.2
1275
1470
1,200,000
No.2, open grain
1000
1150
1,000,000
No.3
725
835
1,100,000
No.3, open grain
585
675
900,000
Clear Structural
2x10
2215
2545
1,400,000
Select Structural
1710
1965
1,400,000
Select Structural, open grain
1390
1600
1,100,000
No.1
1235
1420
1,300,000
No.1, open grain
980
1125
1,100,000
No.2
1170
1345
1,200,000
No.2, open grain
915
1055
1,000,000
No.3
665
765
1,100,000
No.3, open grain
540
620
900,000
Clear Structural
2x12
2015
2315
1,400,000
Select Structural
1555
1785
1,400,000
Select Structural, open grain
1265
1455
1,100,000
No.1
1120
1290
1,300,000
No.1, open grain
890
1025
1,100,000
No.2
1065
1225
1,200,000
No.2, open grain
835
960
1,000,000
No.3
605
695
1,100,000
No.3, open grain
490
560
900,000
Southern Pine
Dense Select Structural
2x4
3510
4030
1,900,000
SPIB
Select Structural
3280
3770
1,800,000
Non-Dense Select Structural
3050
3500
1,700,000
No.1 Dense
2300
2650
1,800,000
No.1
2130
2450
1,700,000
No.1 Non-Dense
1950
2250
1,600,000
No.2 Dense
1960
2250
1,700,000
No.2
1720
1980
1,600,000
No.2 Non-Dense
1550
1790
1,400,000
No.3
980
1120
1,400,000
Stud
1010
1160
1,400,000
Construction
1270
1450
1,500,000
Standard
720
825
1,300,000
Utility
345
395
1,300,000
Dense Select Structural
2x6
3100
3570
1,900,000
Select Structural
2930
3370
1,800,000
Non-Dense Select Structural
2700
3110
1,700,000
No.1 Dense
2010
2310
1,800,000
No.1
1900
2180
1,700,000
No.1 Non-Dense
1720
1980
1,600,000
No.2 Dense
1670
1920
1,700,000
No.2
1440
1650
1,600,000
No.2 Non-Dense
1320
T520
1,400,000
No.3
865
990
1,400,000
Stud
890
1020
1,400,000
Dense Select Structural
2x8
2820
3240
1,900,000
Select Structural
2650
3040
1,800,000
Non-Dense Select Structural
2420
2780
1,700,000
No.1 Dense
1900
2180
1,800,000
No.1
1730
1980
1,700,000
No.1 Non-Dense
1550
1790
1,600,000
No.2 Dense
1610
1850
1,700,000
No.2
1380
1590
1,600,000
No.2 Non-Dense
1260
1450
1,400,000
No.3
805
925
1,400,000
Dense Select Structural
2x10
2470
2840
1,900,000
Select Structural
2360
2710
1,800,000
Non-Dense Select Structural
2130
2450
1,700,000
No.1 Dense
1670
1920
1,800,000
No.1
1500
1720
1,700,000
No.1 Non-Dense
1380
1590
1,600,000
No.2 Dense
1380
1590
1,700,000
No.2
1210
1390
1,600,000
No.2 Non-Dense
1090
1260
1,400,000
No.3
690
795
1,400,000
Dense Select Structural
2x12
2360
2710
1,900,000
Select Structural
2190
2510
1,800,000
Non-Dense Select Structural
2010
2310
1,700,000
No.1 Dense
1550
1790
1,800,000
No.1
1440
1650
1,700,000
No.1 Non-Dense
1320
1520
1,600,000
No.2 Dense
1320
1520
1,700,000
No.2
1120
1290
1,600,000
No.2 Non-Dense
1040
1190
1,400,000
No.3
660
760
1,400,000
Spruce-Pine-Fir
Select Structural
2x4
2155
2480
1,500,000
NLGA
No.1 /No.2
1510
1735
1,400,000
No.3
865
990
1,200,000
Stud
855
980
1,200,000
Construction
1120
1290
1,300,000
Standard
635
725
1,200,000
Utility
290
330
1,100,000
Select Structural
2x6
1870
2150
1,500,000
No.1 /No.2
1310
1505
1,400,000
No.3
750
860
1,200,000
Stud
775
895
1,200,000
Select Structural
2x8
1725
1985
1,500,000
No. 1 / No.2
1210
1390
1,400,000
No.3
690
795
1,200,000
Select Structural
2x10
1580
1820
1,500,000
No.1/No.2
1105
1275
1,400,000
No.3
635
725
1,200,000
Select Structural
2x12
1440
1655
1,500,000
No.1 /No.2
1005
1155
1,400,000
No.3
575
660
1,200,000
Spruce-Pine-Fir (South)
Select Structural
2x4
2245
2580
1,300,000
NELMA
NSLB
WCLIB
WWPA
No.1
1465
1685
1,200,000
No.2
1295
1490
1,100,000
No.3
735
845
1,000,000
Stud
725
835
1,000,000
Construction
980
1125
1,000,000
Standard
545
630
900,000
Utility
260
300
900,000
Select Structural
2x6
1945
2235
1,300,000
No.1
1270
1460
1,200,000
No.2
1120
1290
1,100,000
No.3
635
730
1000,000
Stud
660
760
1,000,000
Select Structural
2x8
1795
2065
1,300,000
No.1
1175
1350
1,200:000
No.2
1035
1190
1,100,000
No.3
585
675
1,000,000
Select Structural
2x10
1645
1890
1,300,000
No.1
1075
1235
1,200,000
No.2
950
1090
1,100,000
No.3
540
620
1,000,000
Select Structural
2x12
1495
1720
1,300,000
No.1
980
1125
1,200,000
No.2
865
990
1,100,000
No.3
490
560
1,000,000
Western Cedars
Select Structural
2x4
1725
1985
1,100,000
WCLIB
WWPA
No.1
1250
1440
1,000,000
No.2
1210
1390
1,000,000
No.3
690
795
900,000
Stud
695
800
900,000
Construction
920
1060
900,000
Standard
520
595
800,000
Utility
260
300
800,000
Select Structural
2x6
1495
1720
1,100,000
No.1
1085
1245
1,000,000
No.2
1045
1205
1,000,000
No.3
600
690
900,000
Stud
635
725
900,000
Select Structural
2x8
1380
1585
1,100,000
No.1
1000
1150
1,000,000
No.2
965
1110
1,000,000
No.3
550
635
900,000
Select Structural
2x10
1265
1455
1,100,000
No.1
915
1055
1,000,000
No.2
885
1020
1,000,000
No.3
505
580
900,000
Select Structural
2x12
1150
1325
1,100,000
No.1
835
960
1,000,000
No.2
805
925
1,000,000
No.3
460
530
900,000
Western Woods
Select Structural
2x4
1510
1735
1,200,000
WCLIB
WWPA
No.1
1120
1290
1,100,000
No.2
1120
1290
1,000,000
No.3
645
745
900,000
Stud
635
725
900,000
Construction
835
960
1,000,000
Standard
460
530
900,000
Utility
230
265
800,000
Select Structural
2x6
1310
1505
1,200,000
No.1
970
1120
1,100,000
No.2
970
1120
1,000,000
No.3
560
645
900,000
Stud
575
660
900,000
Select Structural
2x8
1210
1390
1,200,000
No.1
895
1030
1,100,000
No.2
895
1030
1,000,000
No.3
520
595
900,000
Select Structural
2x10
110
1275
1,200,000
No.1
820
945
1,100,000
No.2
820
945
1,000,000
No.3
475
545
900,000
Select Structural
2x12
1005
1155
1,200,000
No.1
750
860
1,100,000
No.2
750
860
1,000,000
No.3
430
495
900,000
White Oak
Select Structural
2x4
2070
2380
1,100,000
NELMA
No.1
1510
1735
1,000,000
No.2
1465
1685
900,000
No.3
820
940
800,000
Stud
820
945
800,000
Construction
1095
1255
900,000
Standard
605
695
800,000
Utility
290
330
800,000
Select Structural
2x6
1795
2065
1,100,000
No.1
1310
1505
1,000,000
No.2
1270
1460
900,000
No.3
710
815
800,000
Stud
750
860
800,000
Select Structural
2x8
1655
1905
1,100,000
No.1
1210
1390
1,000,000
No.2
1175
1350
900,000
No.3
655
755
800,000
Select Structural
2x10
1520
1745
1,100,000
No.1
1105
1275
1,000,000
No.2
1075
1235
900,000
No.3
600
690
800,000
Select Structural
2x12
1380
1585
1,100,000
No.1
1005
1155
1,000,000
No.2
980
1125
900,000
No.3
545
630
800,000
Yellow Poplar
Select Structural
2x4
1725
1985
1,500,000
NSLB
No.1
1250
1440
1,400,000
No.2
1210
1390
1,300,000
No.3
690
795
1,200,000
Stud
695
800
1,200,000
Construction
920
1060
1,300,000
Standard
520
595
1,100,000
Utility
230
265
1,100,000
Select Structural
2x6
1495
1720
1,500,000
No.1
1055
1245
1,400,000
No.2
1045
1205
1,300,000
No.3
600
690
1,200,000
Stud
635
725
1,200,000
Select Structural
2x8
1380
1585
1,500,000
No.1
1000
1150
1,400,000
No.2
965
1110
1,300,000
No.3
550
635
1,200,000
Select Structural
2x10
1265
1455
1,500,000
No.1
915
1055
1,400,000
No.2
885
1020
1,300,000
No.3
505
580
1,200,000
Select Structural
2x12
1150
1325
1,500,000
No.1
835
960
1,400,000
No.2
805
925
1,300,000
No.3
460
530
1,200,000
321.04 (3) (b) 5. HANDRAIL SHAPES
Click
					 to view image
321.125 (3) CONTROL STANDARDS
The following are designs acceptable by the department to
					 achieve compliance with the control standards of acceptable soil loss or
					 percent reduction of sediment load in runoff from a site.
Less than one acre disturbance (regardless of the lot
					 or property size).
A. Mandated practices:
1. A method to prevent or reduce soil from leaving a site
					 via entries or roads
.
This may include a tracking pad or tire
					 washing stand designed and installed to meet DNR Standard 1057. Other means of
					 compliance include a gravel mulch, frozen soil, bedrock or some other physical
					 means to prevent soil from leaving the site on vehicle tires which is
					 equivalent to the tracking pad or tire washing stand.
2. Storm water inlet protection. Inlet protection may be
					 accomplished by using DNR Technical Standard, number 1050, "Storm Drain Inlet
					 Protection for Construction Sites". The protection of stormwater inlets in the
					 code is specific to "on-site" inlets; however an off-site inlet may create a
					 direct conduit to a water of the state, which links any inlet that leads to a
					 water of the state to the #3 mandated practice. In that case, special care
					 should be taken to protect both types of inlets from sediment in runoff from a
					 construction site.
3. Protection of adjoining waters of the state. The
					 installation of practices is necessary if runoff from the disturbance could
					 impact a water of the state. Practices may include channel erosion mats, silt
					 fences, vegetative buffers or any other practices applicable to the specific
					 site.
4. Drainage way protection. Any ditches or drainage ways
					 that flow off-site must be protected with appropriate best management practices
					 (BMPs). This may include but is not limited to ditch checks, channel erosion
					 control mats or riprap.
5. Dewatering activity sediment reduction
.
Any
					 dewatering necessary on the construction site must include measures to reduce
					 the sediment in the water leaving the site. Dewatering BMPs may include
					 filters, fiber rolls or gravel bag berms.
6. Stockpile protection. Any soil stockpiles which are left
					 more than 7 days must be protected by seeding and mulching, erosion mat, silt
					 fencing, covering or other methods. This does not include fill or topsoil piles
					 that are in active use.
B. In addition to mandated practices, the owner/contractor
					 or designer must choose one or more of the following methods in order to
					 achieve compliance with the standards.
1. The Revised Universal Soil Loss Equation may be used to
					 determine the amount of soil lost from a site in order to stay below the 5
					 tons/acre/year for sand, loamy sand, sandy loam, loam, sandy clay loam, clay
					 loam, sandy clay, silty clay or clay textures or the 7.5 tons/acre/year soil
					 loss for silt, silty clay loam or silt loam textures. The Department-accepted
					 version of an Excel worksheet that is used to calculate the soil loss is
					 available at:
http://dsps.wi.gov/Default.aspx?Page=224e686e-b2b6-44ac-b79d-d8ad3d3cb560
.
2. Silt fence may be placed in accordance with the DNR
					 Technical Standard 1056 and remain on the site until the pervious area is
					 stabilized. This practice, in addition to the mandated practices in part "A" is
					 accepted by the Department of Safety and Professional Services as compliant
					 with the 40% reduction in sediment load goal.
3. The site may be seeded and mulched, erosion control mat
					 may be installed or polymers may be applied. The erosion control BMPs must be
					 applied within one week of disturbance. Seeding must be accomplished in
					 accordance with DNR Technical Standard 1059 and mulching with DNR Technical
					 Standard 1058. Erosion control mat must be installed in accordance with DNR
					 Technical Standards 1052 and 1053. Polymer application must be done in
					 accordance with DNR Technical Standard 1051. This method is only acceptable
					 when the maximum slope length is 300 feet and the maximum slope is no more than
					 that specified in Table A-321.125-1 and Table A-321.125-2.
4. Practices may be included in the erosion and sediment
					 control plan for the site that achieve compliance with the 40% reduction in
					 sediment load in the runoff from the site. Table A-321.125-3 lists several
					 erosion and sediment control BMPs and the USEPA (United States Environmental
					 Protection Agency) efficiency rating for that BMP.
5. A unique design may be submitted with the UDC permit
					 application for review.
Table A-321.125-1
Slope Limitations for Permissible Soil Loss with max.
					 300' slope length1
When sites are seeded, mulched or otherwise
					 stabilized within one week of
					 disturbance2
Soil Texture
Jan
Feb
Mar
Apr
May
June
July
Aug
Sept
Oct
Nov
Dec
7.5 tons/acre/year allowable soil
								  loss
Silt loam or Silty clay loam
20%
20%
16%
9%
6%
5%
6%
8%
12%
17%
20%
20%
5 tons/acre/year allowable soil
								  loss
Sand
20%
20%
20%
14%
10%
8%
9%
12%
19%
20%
20%
20%
Loamy sand
20%
20%
20%
13%
9%
8%
9%
11%
17%
20%
20%
20%
Sandy loam
20%
20%
16%
9%
7%
5%
6%
8%
16%
17%
20%
20%
Loam,
Sandy clay loam,
Clay loam,
Sandy clay
20%
20%
13%
8%
5%
4%
5%
6%
10%
17%
20%
20%
Silty clay
20%
20%
16%
9%
7%
5%
6%
8%
13%
17%
20%
20%
Clay
20%
20%
15%
9%
6%
5%
5%
7%
12%
16%
20%
20%
1 The information in the table
					 is derived from Grant County rainfall information and the use of the Revised
					 Universal Soil Loss Equation. The slope limitation refers to the maximum slope
					 permitted in order to achieve code compliance for the site specifics in the
					 table. Opening date is the 15th of each month and closing is the 22nd. End date
					 is 60 days past closing date.
2 Stabilization may be
					 accomplished by temporary seeding and mulching, permanent seeding and mulching,
					 application of polymers or placement of erosion control mats. Additionally, the
					 mandated practices specific to the site must be in place.
Table A-321.125-2
Slope Limitations for Permissible Soil Loss with max.
					 300' slope length1
When sites are seeded, mulched or otherwise
					 stabilized within 4 weeks of
					 disturbance2
Soil Texture
Jan
Feb
Mar
Apr
May
June
July
Aug
Sept
Oct
Nov
Dec
7.5 tons/acre/year allowable soil
								  loss
Silt loam or Silty clay loam
18%
11%
8%
4%
3%
2%
3%
4%
6%
10%
15%
20%
5 tons/acre/year allowable
								  soi
l loss
Sand
20%
20%
17%
12%
7%
5%
4%
4%
6%
10%
15%
20%
Loamy sand
20%
20%
16%
11%
6%
4%
4%
4%
5%
9%
14%
20%
Sandy loam
20%
18%
11%
8%
4%
3%
2%
3%
4%
6%
10%
16%
Loam,
Sandy clay loam,
Clay loam,
Sandy clay
20%
9%
6%
4%
2%
2%
4%
3%
5%
8%
13%
20%
Silty clay
18%
11%
8%
4%
3%
2%
4%
6%
6%
10%
15%
20%
Clay
17%
11%
7%
4%
3%
2%
4%
6%
6%
9%
14%
20%
1 The information in the table
					 is derived from Grant County rainfall information and the use of the Revised
					 Universal Soil Loss Equation. The slope limitation refers to the maximum slope
					 permitted in order to achieve code compliance for the site specifics in the
					 table. Opening date is the 15th of each month and closing is the 15th of the
					 following month End date is 60 days past closing date.
2 Stabilization may be
					 accomplished by temporary seeding and mulching, permanent seeding and mulching,
					 application of polymers or placement of erosion control mats. Additionally, the
					 mandated practices specific to the site must be in place.
Erosion and sediment control for construction sites
					 having a land-disturbance area of one acre or more is regulated by the
					 Department of Natural Resources
Table A-321.125-3 Erosion/Sediment Control BMP
					 Efficiency1
Practice
Type of Practice
Standard
								  Number2
Recognized Efficiency
Straw Bales
Sediment Control
1055
10%4
Fiber Rolls
Sediment Control
40%
Sediment Traps
Sediment Control
1063
40%
Silt Fence
Sediment Control
1056
Sand 80% Other soils 40%
Compost Blankets
Erosion Control
See std 1058 for Wisconsin
80%
Polymers
Erosion Control
1050
80%
Sodding
Erosion Control
80%
Seeding
Erosion Control
1059
80%
Mulching
Erosion Control
1058
80%
Non channel control mat
Erosion Control
1052
80%3
1 BMP efficiency is derived from
					 information provided on the Environmental Protection Construction Erosion
					 Control website in August, 2006 and only when the BMP is installed per the
					 listed standard.
2 Standard number refers to the
					 Wisconsin Department of Natural Resources Conservation Practice Standard
					 number.
3 This efficiency measure is
					 provided by the Department of Safety and Professional Services, Industry
					 Services Division.
4 This efficiency measure is
					 provided by the Department of Safety and Professional Services, Industry
					 Services Division, and only for a short duration as described in the
					 standard.
There are several BMPs that do not have an efficiency
					 assigned by the EPA. These include mandatory controls such as inlet protection,
					 drainage way protection (riprap) and tracking pads. Diversions, both temporary
					 and permanent are also not included in Table A-321.125-2. Diversions impact the
					 erosion on a site by shortening the length of slope in the Revised Universal
					 Soil Loss Equation (RUSLE).
Following is an example of an erosion and sediment control
					 plan (Figure A-321.125). This plan may be used for reference, however each site
					 is unique and each plan will address the site-specific issues.
Figure A-325.125-1
Click
					 to view image
Figure A-325.125-2 Sample Page from Erosion Control
					 Checklist
Y
N
N/A
Seeding for Erosion Control -
								  1059
Topsoil depth 2 inches for temporary
										  seeding?
Topsoil depth 4 inches for permanent
										  seeding?
Rocks, twigs and foreign material
										  removed?
Clods < 2 inch?
Seed sown < 1/4 inch deep?
Temporary species and rates per
										  table?
Species
Lbs/Acre
% Purity
Season
Oats
131
98
Spring & Summer
Cereal Rye
131
97
Fall
Winter Wheat
131
95
Fall
Annual Ryegrass
80
97
Fall
Y
N
N/A
Mulching for Construction Sites
								  1058
Area under mulch free of gullies and
										  rills?
Mulch not in concentrated flow
										  channels?
Erosion occurring in mulched areas?
Natural biodegradable materials?
Free of toxic, noxious or diseased
										  substances?
Marsh hay only on upland sites?
Crimped straw or hay fiber length > 6
										  inches?
No bark or wood chips on seeded
										  sites?
Mulch covers 80% of unseeded areas?
Mulch covers 70% of seeded areas?
Mulch 1/2 to 1-1/2 inches thick in seeded
										  areas?
Mulch 1-1/2 to 3 inches thick for unseeded
										  areas?
Wood chips 1/2 to 1-1/2 inches
										  thick?
Mulch anchors w/crimping, matting and
										  tackifier?
Note:
The entire checklist can be found at:
http://dsps.wi.gov/Default.aspx?Page=224e686e-b2b6-44ac-b79d-d8ad3d3cb560
.
Click
					 to view image
Also see Standard 1060 for additional information.
Click
					 to view image
Following are reprints of the DNR Erosion Control Technical
					 Standards, also available at
					 http://www.dnr.state.wi.us/runoff/stormwater/techstds.htm
STANDARD
Number
Effective Date
Page
Channel Erosion Mat
1053
08/05
156
De-watering
1061
04/07
159
Ditch Checks
1062
03/06
166
Construction Site Diversion
1066
03/06
170
Dust Control
1068
03/04
172
Grading Practices for Erosion Control -
								  Temporary
1067
03/04
173
Interim Sediment Control: Water Application of
								  Polymers
1051
11/02
175
Land Application of Anionic Polyacrylamide
1050
07/01
185
Mulching for Construction Sites
1058
06/03
188
Non-channel Erosion Mat
1052
08/03
191
Sediment Bale Barrier
1055
08/03
194
Sediment Basin
1064
03/06
196
Sediment Trap
1063
09/05
205
Seeding
1059
11/03
209
Silt Fence
1056
03/06
213
Silt Curtain
1070
09/05
218
Stone Tracking Pad and Tire Washing
1057
08/03
221
Storm Drain Inlet Protection for Construction
								  Sites
1060
10/03
223
Turbidity Barriers
1069
09/05
227
Vegetative Buffer for Construction Sites
1054
05/03
232
Channel Erosion Mat
1053 (8/05)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in XI. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A protective soil cover of straw, wood, coconut fiber or
					 other suitable plant residue, or plastic fibers formed into a mat, usually with
					 a plastic or biodegradable mesh on one or both sides. Erosion mats are rolled
					 products available in many varieties and combination of materials and with
					 varying life spans.
II. Purpose
The purpose of this practice is to protect the channel from
					 erosion or act as turf reinforcement during and after the establishment of
					 grass or other vegetation in a channel. This practice applies to both
Erosion Control Revegative Mats (ECRM1) and
					 Turf-Reinforcement Mats (TRM)
.
III. Conditions Where Practice Applies
This standard applies where runoff channelizes in
					 intermittent flow and vegetation is to be established. Some products may have
					 limited applicability in projects adjacent to navigable waters.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of erosion mat. This standard does not contain
					 the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements. To complete the shear calculations,
					 a 2 year, 24 hour storm event shall be used to calculate depth of flows for an
					 ECRM. For sizing a TRM, use the depth of flow corresponding to the maximum
					 design capacity of the channel.
Only mats listed in the Wisconsin Department of
					 Transportation (WisDOT) Erosion Control Product Acceptability List (PAL) will
					 be accepted for use in this standard.
To differentiate applications WisDOT organizes erosion mats
					 into three classes of mats, which are further broken down into various
					 Types.
A. Class I: A short-term duration (minimum of 6 months),
					 light duty, organic ECRM with plastic or biodegradable netting.
1. Type A - Only suitable for slope applications, not
					 channel applications.
2. Type B - Double netted product for use in channels where
					 the calculated (design) shear stress is 1.5 lbs/ft2
					 or less.
B. Class II: A long-term duration (three years or greater),
					 organic ECRM.
1. Type A - Jute fiber only for use in channels to
					 reinforce sod.
2. Type B - For use in channels where the calculated
					 (design) shear stress is 2.0 lbs/ft2 or less. Made
					 with plastic or biodegradable mat.
3. Type C - A woven mat of 100% organic material for use in
					 channels where the calculated (design) shear stress is 2.0
					 lbs/ft2 or less. Applicable for use in
					 environmentally sensitive areas where plastic netting is inappropriate.
C. Class III: A permanent 100% synthetic ECRM or TRM. Class
					 I, Type B erosion mat or Class II, Type B or C erosion mat must be placed over
					 a soil filled TRM.
1. Type A - An ECRM for use in channels where the
					 calculated (design) shear stress of 2.0 lbs/ft2 or
					 less.
2. Type B - A TRM for use in channels where the calculated
					 (design) shear stress of 2.0 lbs/ft2 or less.
3. Type C - A TRM for use in channels where the calculated
					 (design) shear stress of 3.5 lbs/ft2 or less.
4. Type D - A TRM for use in channels where the calculated
					 (design) shear stress of 5.0 lbs/ft2 or less.
VI. Installation
A. ECRM shall be installed after all topsoiling,
					 fertilizing, liming, and seeding is complete.
B. Erosion mats shall extend for whichever is greater:
					 upslope one-foot minimum vertically from the ditch bottom or 6 inches higher
					 than the design flow depth.
C. The mat shall be in firm and continuous contact with the
					 soil. It shall be anchored, overlapped, staked and entrenched per the
					 manufacturer's recommendations.
D. TRM shall be installed in conjunction with the
					 topsoiling operation and shall be followed by ECRM installation.
E. At time of installation, document the manufacturer and
					 mat type by saving material labels and manufacturer's installation
					 instructions. Retain this documentation until the site is stabilized.
VII. Considerations
A. Erosion mats shall be selected so that they last long
					 enough for the grass or other vegetation to become densely established.
B. Consider using Class II, Type C mats adjacent to
					 waterways where trapping small animals is to be avoided.
C. Class III TRM may be appropriate as a replacement for
					 riprap as a channel liner. Check the shear stress criteria for the channel to
					 determine mat applicability.
D. Once a gully has formed in a channel, it is difficult to
					 stabilize due to loss of soil structure. Even when the gully is filled with
					 topsoil and reseeded, the soil has a tendency to dislodge in the same pattern.
					 If gully formation continues to be a problem the design should be reevaluated,
					 including other mat classes or riprap.
E. It may be difficult to establish permanent vegetation
					 and adequate erosion protection in a channel with continuous flow. Consider
					 riprap or planting wetland species with an ECRM.
F. Documentation of materials used, monitoring logs,
					 project diary, and weekly inspection forms including erosion and stormwater
					 management plans, should be provided to the authority charged with long term
					 maintenance of the site.
G. Channel cross sections may be parabolic, v-shaped or
					 trapezoidal. The use of "V" channels is generally discouraged due to erosion
					 problems experienced.
H. To help determine the appropriate channel liner,
					 designers can refer to the design matrix in the back of the WisDOT PAL.
					 However, for channels not conforming to the typical section shown in the
					 channel matrix or having a depth of flow greater than 6 inches (150 mm), the
					 designer will need to design for an appropriate channel liner. One way to do
					 this is to use the "tractive force" method presented in FHWA's Hydraulic
					 Engineering Circular (HEC) No. 15. This method requires that the calculated
					 maximum shear stress of a channel is not to exceed the permissible shear stress
					 of the channel liner. To use this method, permissible shear stress values are
					 stated next to each device listed in the channel matrix.
VIII. Plans and Specifications
A. Plans and specifications for installing erosion mat
					 shall be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose. The plans and
					 specifications shall address the following:
1. Location of erosion mat
2. Installation sequence
3. Material specification conforming to standard
B. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
IX. Operation and Maintenance
A. Erosion mats shall at a minimum be inspected weekly and
					 within 24 hours after every precipitation event that produces 0.5 inches of
					 rain or more during a 24-hour period.
B. If there are signs of rilling under the mat, install
					 more staples or more frequent anchoring trenches. If rilling becomes severe
					 enough to prevent establishment of vegetation, remove the section of mat where
					 the damage has occurred. Fill the eroded area with topsoil, compact, reseed and
					 replace the section of mat, trenching and overlapping ends per manufacturer's
					 recommendations. Additional staking is recommended near where rilling was
					 filled.
C. If the reinforcing plastic netting has separated from
					 the mat, remove the plastic and if necessary replace the mat.
D. Maintenance shall be completed as soon as possible with
					 consideration to site conditions.
X. References
WisDOT "Erosion Control Product Acceptability List" is
					 available online at
					 http://www.dot.wisconsin.gov/business/engrserv/pal.htm.
XI. Definitions
Channel Erosion:
The deepening and
					 widening of a channel due to soil loss caused by flowing water. As rills become
					 larger and flows begin to concentrate, soil detachment occurs primarily as a
					 result of shear.
Erosion Control Revegative Mats (ECRM)
(II): Erosion control revegetative mats are designed to be placed on top of
					 soil.
Turf-Reinforcement Mats (TRM)
(II):
					 Turf-reinforcement mats are permanent devices constructed from various types of
					 synthetic materials and buried below the surface to help stabilize the soil.
					 TRMs must be used in conjunction with an ECRM or an approved soil stabilizer
					 Type A (as classified in the WisDOT PAL)
Dewatering
1061 (4/07)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A compartmented container, settling basin, filter, or other
					 appropriate best management practice through which sediment-laden water is
					 conveyed to trap and retain the sediment.
II. Purposes
The purpose of this standard is to determine appropriate
					 methods and means to remove sediment from water generated during dewatering
					 activities prior to discharging off-site or to waters of the state. Practices
					 identified in this standard shall be deemed to meet the de-watering performance
					 standard to prevent the discharge of sediment to the maximum extent practicable
					 (MEP) as defined in s.
					 NR
					 151.11(6) (c).
III. Conditions where Practice Applies
This practice applies where sediment laden water needs to
					 be removed for construction or maintenance activities. Dewatering practices
					 shall be in keeping with the effective operating and applicability criteria
					 listed on Figure 2, Dewatering Practice Selection Matrix.
This practice does not apply to:
* Water being discharged directly to groundwater or
karst features1
. Refer to
					 NR140
* Well dewatering systems. Refer to NR 812
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of this practice. This may include activities
					 performed under NR 216 and Chapter 30 permits, for water bodies with
targeted performance standards
per
					 NR
					 151.004, 303d waterbodies or others. This standard
					 does not contain the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum allowable limits for
					 design parameters, installation and performance requirements.
Dewatering practices shall be selected based on the
					 predominant soil texture encountered at the dewatering site with consideration
					 given to pumping or flow rates, volumes and device effectiveness. Refer to
					 Figure 1 USDA Soil textural triangle to assist with soil classifications at the
					 site. Figure 2, Dewatering Practice Selection Matrix illustrates acceptable
					 dewatering options and their effective ranges. Practices selected that are not
					 on the matrix must provide an equivalent level of control, with justification
					 provided to the reviewing authority.
A. Site Assessment - A site assessment shall be conducted
					 and documented to determine the physical site characteristics that will affect
					 the placement, design, construction and maintenance of dewatering activities.
					 The site assessment shall identify characteristics such as ground slopes, soil
					 types, soil conditions, bedrock, sinkholes, drainage patterns, runoff
					 constituents, proximity to regulated structures, natural resources, and
					 specific land uses. The site assessment shall include the following:
* Sanitary and storm sewer locations
* Potential contamination - Odor or discoloration other
					 than sediment, or an oily sheen on the surface of the sediment laden water If
					 contamination is present, notify DNR Spills Reporting
* Soil textural class for areas where dewatering will occur
					 Soil investigation shall extend below grading and trenching activities
* Depth to the seasonally highest water table
* Discharge outfall locations
* Distance and conveyance method to receiving waters
B. General Criteria Applicable To All Dewatering
					 Activities
1. Contact the WDNR when the discharge from a dewatering
					 practice will enter a WDNR listed
Exceptional Resource Water (ERW),
					 Outstanding Resource Water (ORW)
, or a wetland in an area of special
					 natural resource interest as identified in NR 103.
2. Contact the owner or operator of the municipal separate
					 stormwater system if the discharge is to a municipal storm water conveyance
					 system. The allowable discharge rate shall be limited by the capacity of the
					 system or requirements of the system owner.
3. When practical, dewatering effluent shall be collected
					 in a pump truck for transport to a
treatment facility
or
					 discharged directly to a treatment facility.
4. For surface dewatering, utilize a floating suction hose,
					 or other method, to minimize sediment being sucked off the bottom.
5. For discharges that will be directed to locations
					 on-site verify that the anticipated volume of water can be fully
					 contained.
6. The topography and condition of the ground cover between
					 the pump discharge point and potential receiving waters shall be evaluated for
					 potential erosion. Appropriate stabilization measures shall be incorporated to
					 prevent erosion.
7. When discharge to a karst feature or other direct
					 groundwater connection can not be avoided, the dewatering system must be
					 designed and operated to maintain compliance with the groundwater quality
					 standards contained in applicable regulations, including ch. NR 140 Wis. Adm.
					 Code.
8. If the discharge directly or indirectly enters a stream,
					 the discharge flow rate shall not exceed 50 percent of the peak flow rate of
					 the 2-year 24-hour storm event.
C. Geotextile Bags
1. Geotextile bags shall meet the criteria listed in Table
					 1.
Table 1: Properties for Geotextile Bags
Property
Test Method
Type I Value
Type II Value
Maximum Apparent Opening Sizes
ASTM D-4751
0.212 mm
0.212 mm
Grab Tensile Strength
ASTM D-4632
200 lbs.
300 lbs.
Mullen Burst
ASTM D-3786
350 psi
580 psi
Permeability
ASTM D-4491
0.28 cm/sec
0.2 cm/sec
Fabric
Nominal Representative Weight
8 oz
12 oz
2. Geotextile bags shall be sized according to the particle
					 size being trapped, expected flow or pumping rate (gallons per minute) per
					 square foot of fabric and a 50% clogging factor. The footprint of the bag shall
					 be no smaller than 100 square feet.
3. Geotextile bags shall be securely attached to the
					 discharge pipe.
4. Polymers can be used to enhance the efficiency of
					 geotextile bags. If polymer is used, the polymer shall be approved by the WDNR
					 and meet the criteria stipulated in WDNR Conservation Practice Standard 1051,
					 Sediment Control Water Application of Polymers. The polymer supplier or
					 applicator shall provide certifications showing that products have met the
					 performance requirements of Standard 1051. If the manufacturer has not
					 completed the required testing, the project may be used to gain that
					 certification provided it meets the site requirements of Standard 1051. Any
					 such testing will be monitored by DNR or WisDOT, with testing done by a
					 qualified third party.
D. Gravity Based Settling Systems
Gravity based systems rely on settling of particles as the
					 primary means of treatment. To effectively accomplish this, quiescent
					 conditions should exist with sufficient detention time. Practices include
					 portable sediment tanks, sediment traps, sediment basins and wet detention
					 basins.
If polymer is used to enhance settling, the polymer shall
					 be approved by the WDNR and meet the criteria stipulated in WDNR Conservation
					 Practice Standard 1051, Sediment Control Water Application of Polymers. The
					 polymer supplier or applicator shall provide certifications showing that
					 products have met the performance requirements of Standard 1051. If the
					 manufacturer has not completed the required testing, the project may be used to
					 gain that certification provided it meets the site requirements of Standard
					 1051. Any such testing will be monitored by DNR or WisDOT, with testing done by
					 a qualified third party.
1. Portable Sediment Tank: These tanks are intended to
					 settle only sands, loamy sands, and sandy loams. If polymer is added, these
					 tanks will also be appropriate for settling loams, silt loams and silts.
					 Portable sediment tanks shall have a minimum of two baffled compartments, and
					 be a minimum of three feet deep. The inlet and outlet pipe shall be a minimum
					 diameter of three inches. Use one of the following methods to size a
					 tank:
a. Settling: Account for settling of the suspended
					 sediments with the following equation:
Sa = 1.83 * Q;
where
Sa = Tank surface area (sq ft)
Q = Pumping rate (gallons per minute)
Note:
1.83 is a factor that includes the
					 conversion from gpm to cfs (1 gpm = 0.0022 cfs) and the particle settling
					 velocity for Soil Class 1 (0.0012 ft/sec) from WDNR Conservation Practice
					 Standard 1064 Sediment Basin.
b. Filtration: Build the first chamber as large as possible
					 to aid in settling. Flow capacity shall be determined by the end area of the
					 filter media (fabric) and the flow rate (gallons per minute) per square foot of
					 the finest filter media and a 50% clogging factor.
2. Sediment Trap or Sediment Basin: This device is a
					 temporary sediment control device. The design, installation, and operation of
					 the sediment trap or basin shall meet the requirements stipulated in WDNR
					 Conservation Practice Standard 1063 Sediment Trap or Standard 1064 Sediment
					 Basin.
3. Wet Detention Basin: This device is generally a
					 permanent structure designed to address post-construction pollutant reduction
					 requirements. The design, installation, and operation of the wet detention
					 basin shall meet the requirements stipulated in WDNR Conservation Practice
					 Standard 1001 Wet Detention Basin.
E. Passive Filtration Systems
Passive filtration systems rely on filtration as the
					 primary method of removing particles. Sediment removal efficiency will be
					 related to the particle size distribution in the stormwater. Practices include
					 manufactured filters, filter tanks, filter basins, vegetative filters, grass
					 swales, and filtration fabric.
Filter fabric sediment removal efficiency shall be based on
					 the properties specified in Table 1.
1. Manufactured Filters: Filters shall be sequenced from
					 the largest to the smallest pore opening. Sand media filters are available with
					 automatic backwashing features that can filter to 50 m m particle size. Screen
					 or bag filters can filter down to 5 m m. Fiber wound filters can remove
					 particles down to 0.5 µm.
2. Filter Tank (portable): Install, operate and maintain
					 according to manufacturer recommendations.
3. Filter Basin: Install, operate and maintain according to
					 Wisconsin Department of Transportation technical guidance.
4. Vegetative Filter: Refer to WDNR Conservation Practice
					 Standard 1054 Vegetated Buffer for Construction Sites.
F. Pressurize Filtration Systems
Pressurized filtration systems differ from passive systems
					 in that the water flowing through the media is pressurized and the filter media
					 is designed to handle higher flow rates. Practices include portable sand
					 filters, wound cartridge units, membranes and micro-filtration units.
Pressurized filters typically have automatic backwash
					 systems that are triggered by a pre-set pressure drop across the filter. If the
					 backwash water volume is small or substantially more turbid than the stormwater
					 stored in the holding pond or tank, returning backwash water to the pond or
					 tank may be appropriate. However, land application or another means of
					 treatment and disposal may be necessary.
Screen, bag, and fiber filters must be cleaned and/or
					 replaced when they become clogged.
1. Portable Sand Filter: Install, operate and maintain
					 according to manufacturer recommendations.
2. Wound Cartridge Units: Secondary filtration of sediments
					 using high efficiency filter cartridges may be necessary to remove fine
					 particles such as clays. Install, operate and maintain according to
					 manufacturer recommendations.
3. Membranes and Micro-filtration: Install, operate and
					 maintain according to manufacturer recommendations.
4. If polymer is used to enhance settling, the polymer
					 shall be approved by the WDNR and meet the criteria stipulated in WDNR
					 Conservation Practice Standard 1051, Sediment Control Water Application of
					 Polymers. The polymer supplier or applicator shall provide certifications
					 showing that products have met the performance requirements of Standard 1051.
					 If the manufacturer has not completed the required testing, the project may be
					 used to gain that certification provided it meets the site requirements of
					 Standard 1051. Any such testing will be monitored by DNR or WisDOT, with
					 testing done by a qualified third party.
VI. Considerations
A. It may be necessary to clean the municipal storm
					 drainage system prior to and after discharging to the system to prevent
					 scouring solids from the drainage system.
B. Geotextile bags are generally not appropriate when
					 discharging to ORW, ERW, waterbodies supporting cold water communities, trout
					 streams, or to
highly susceptible
and
less susceptible
					 wetlands
.
C. Pressurized filtration systems are the most efficient
					 for removing fine sediments.
D. Portable sediment tanks may be appropriate when other
					 sediment trapping practices cannot be installed due to lack of space or other
					 reasons.
E. Filtration is not an efficient treatment of water with
					 heavy sediment loads. Use a settling tank or sand filter as pretreat-ment when
					 possible.
F. It may be necessary to use a combination of dewatering
					 practices to achieve the intended results.
VII. Plans and Specifications
All plans, standard detail drawings, or specifications
					 shall include the schedule for installation, inspection, and maintenance and
					 shall be kept on-site with the erosion control plan.
VIII. Operation and Maintenance
A. Sediment shall be removed from devices to maintain
					 effectiveness. All sediment collected in dewatering devices shall be properly
					 disposed of to prevent discharge to waters of the state.
B. The following monitoring shall be conducted. Test
					 results shall be recorded on a daily log kept on site:
1. Discharge duration and specified pumping rate
2. Observed water table at time of dewatering
3. If used, type and amount of chemical used for pH
					 adjustment
4. If used, type and amount of polymer used for
					 treatment
5. Maintenance activities
IX. References
The American Association of State Highway Officials
					 (AASHTO) Soil Classification System
X. Definitions
Exceptional Resource Waters
(ERW) (V.B.1):
					 are waters listed in s.
					 NR
					 102.11.
Highly susceptible wetland
(VI.B): include
					 the following types: fens, sedge meadows, bogs, low prairies, conifer swamps,
					 shrub swamps, other forested wetlands, fresh wet meadows, shallow marshes, deep
					 marshes and seasonally flooded basins.
Karst feature
(III): are an area or
					 geologic feature subject to bedrock dissolution so that it is likely to provide
					 a conduit to ground-water, and may include caves, enlarged fractures, mine
					 features, exposed bedrock surfaces, sinkholes, springs, seeps or
					 swallets.
Less susceptible wetland
(VI.B): include
					 degraded wetlands dominated by invasive species such as reed canary
					 grass.
Outstanding Resource Waters (ORW)
(V.B.1):
					 are waters listed in s.
					 NR
					 102.10.
Targeted performance standard
(IV): means
					 a performance standard that will apply in a specific area, where additional
					 practices beyond those contained in NR 151 are necessary to meet water quality
					 standards.
Treatment facility
(V.B.3): includes
					 wastewater treatment plants or wet detention basins constructed in accordance
					 with WDNR Conservation Practice Standard 1001 Wet Detention Basin or other
					 approved land application sites.
Figure 1: USDA Soil Textural Triangle
Click
					 to view image
Click
					 to view image
Figur* 3: Factors lnfluencing The Seltction of
					 Dewatering Practices
Click
					 to view image
If the dewateriag effluent is discolored, has an order, an
					 oily sheen. or other toxins are present notify the DNR immediately
24 Hours Spills Rporting Hotline
					 1-800-943-0003
Ditch Check (Channel) 1062 (3/06)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A temporary dam constructed across a swale or drainage
					 ditch to reduce the velocity of water flowing in the channel.
Ditch
					 checks1
can be constructed out of stone, a
					 double row of straw bales or from engineered products found on the Wisconsin
					 Department of Transportation (WisDOT) Erosion Control Product Acceptability
					 List (PAL).
II. Purpose
The purpose of this practice is to reduce flow velocity and
					 to pond water, thereby reducing active channel erosion and promoting settling
					 of suspended solids behind the ditch check.
III. Conditions Where Practice Applies
This Standard applies where grading activity occurs in
					 areas of channelized flows and a temporary measure is needed to control erosion
					 of the channel until permanent stabilization practices can be applied.
Under no circumstance shall ditch checks be placed in
					 intermittent or perennial stream without permission from WDNR. This Practice
					 may not be substituted for major perimeter trapping measures.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of ditch checks. This standard does not contain
					 the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A. Height
1. Installed, the minimum height of ditch checks shall be
					 10 inches and shall not exceed a maximum height of 16 inches for manufactured
					 or biodegradable materials and 36 inches for stone (or other inorganic
					 materials).
2. Ditch checks must be installed with the center lower
					 than the sides forming a weir. If this is not done stormwater flows are forced
					 to the edge of the ditch check thus promoting scour, or out of the channel
					 causing excessive erosion.
3. Stone ditch checks shall have a minimum top width of
					 2-feet measured in the direction of flow with maximum slopes of 2:1 (2
					 horizontal to 1 vertical) on the upslope side and 2:1 on the down slope
					 side.
B. Placement
1. At a minimum install one ditch check for every two feet
					 of drop in the channel.
2. Ditch checks shall be placed such that the resultant
					 ponding will not cause inconvenience or damage to adjacent areas.
C. Material Specifications
1. Stone ditch checks shall be constructed of a well-graded
					 angular stone, a
D50
of 3 inch or
					 greater, sometimes referred to as breaker run or shot rock.
2. Ditch checks may be constructed of other approved
					 materials but must be capable of withstanding the flow velocities in the
					 channel. Manufactured products listed in WisDOT's PAL are also acceptable for
					 temporary ditch checks.
Note:
Silt fence and single rows of straw
					 bales are ineffective as ditch checks and are not permitted.
D. Construction - Refer to Figure 1 & 2
1. Ditch checks shall be utilized during rough grading and
					 shall be removed once the final grading and channel stabilization is applied,
					 unless intended to be part of a permanent stormwater management plan.
2. Channel erosion mat or other non-erodible materials
					 shall be placed at the base of a ditch check, and extended a minimum of 6 feet,
					 to prevent scour and washing out the toe of the ditch check. DNR Conservation
					 Practice Channel Erosion Mat (1053) contains criteria for the placement of
					 erosion mat in this location.
3. Chink or seal stone and rock ditch checks to minimize
					 the flow through the ditch check.
VI. Considerations
A. For added stability, the base of a stone or rock ditch
					 check should be keyed into the soil to a depth of 6-inches.
B. Stone ditch checks may be underlain by a nonwoven
					 geotextile fabric to ease installation and removal. If the geotextile fabric is
					 extended, it can serve purpose specified in section V.D.2
C. Ditch checks installed in grass lined channels may kill
					 the vegetation if water is ponded for extended periods or excessive siltation
					 occurs. Proper maintenance is required to keep areas above and below the ditch
					 check stabilized.
D. The best way to prevent sediment from entering the storm
					 sewer system is to stabilize the disturbed area of the site as quickly as
					 possible, preventing erosion and stopping sediment transport at its
					 source.
E. When placing ditch checks in swales adjacent to roadways
					 consider designating a 'clear zone' free of obstacles posing a threat to out of
					 control vehicles.
F. Mowing operations may throw stones from ditch checks
					 causing a potential safety hazard.
VII. Plans and Specifications
A. Plans and specifications for installing ditch checks
					 shall be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose. The plans and
					 specifications shall address the following:
1. Location and spacing of ditch check
2. Schedules and sequence of installation and
					 removal
3. Standard drawings and installation details
4. Rock gradation
B. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
A. Ditch checks shall, at a minimum, be inspected weekly
					 and within 24 hours after every precipitation event that produces 0.5 inches of
					 rain or more during a 24 hour period.
B. Unless incorporated into a permanent stormwater
					 management system, ditch checks shall be removed once the final grading and
					 channel stabilization is applied.
C. Sediment deposits shall be removed when deposits reach
					 0.5 the height of the barrier. Removal of sediment may require replacement of
					 stone. Maintenance shall be completed as soon as possible with consideration to
					 site conditions.
IX. References
WisDOT "Erosion Control Product Acceptability List" is
					 available online at: http://www.dot.wisconsin.gov/business/engrserv/pal.htm.
					 Printed copies are no longer distributed.
X. Definitions
D50
(V.C.1): The
					 particle size for which 50% of the material by weight is smaller than that
					 size.
Ditch Checks
(I) Are commonly referred to
					 as temporary check dams. Stone ditch checks refer to those made out of either
					 stone or rock.
Click
					 to view image
Figure 2. Stone Ditch Ctieck
Click
					 to view image
Construction Site Diversion
1066 (03/06)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in IX. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A
temporary
1
					 berm or channel constructed across a slope to collect and divert runoff.
II. Purpose
To intercept, divert, and safely convey runoff at
					 construction sites in order to divert clean water away from disturbed areas, or
					 redirect sediment laden waters to an appropriate sediment control
					 facility.
III. Conditions Where Practice Applies
A. This practice is applicable to construction sites where
					 temporary surface water runoff control or management is needed. Locations and
					 conditions include:
1. Above disturbed areas, to limit runoff onto the
					 site.
2. Across slopes to reduce slope length.
3. Below slopes to divert excess runoff to stabilized
					 outlets.
4. To divert sediment-laden water to sediment control
					 facilities.
5. At or near the perimeter of the construction area to
					 keep sediment from leaving the site.
B. This standard does not pertain to permanent diversions.
					 Refer to appropriate design criteria and local regulations when designing
					 permanent diversions.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of this practice. This standard does not
					 contain the text of federal, state, or local laws.
V. Criteria
A. The diversion shall have stable side slopes and shall
					 not be overtopped during a 2-year frequency, 24-hour duration storm. The
					 minimum berm cross section shall be as follows:
1. Side slopes of 2:1 (horizontal:vertical) or
					 flatter.
2. Top width of two feet.
3. Berm height of 1.5 feet.
B. Sediment-laden runoff from disturbed areas shall be
					 diverted into a sediment control practice. For typical sediment control
					 practices see WDNR Conservation Practice Standards Sediment Trap (1063) or
					 Sediment Basin (1065) for design criteria.
C. When diverting clean water the diversion channel and its
					 outfall shall be immediately
stabilized
for the 2-year
					 frequency, 24-hour duration storm. Build and stabilize clean water diversions
					 before initiating down slope land-disturbing activities.
D. Diversions shall be protected from damage by
					 construction activities. At all points where diversion berms or channels will
					 be crossed by construction equipment, the diversion shall be stabilized or
					 shaped appropriately. Temporary culverts of adequate capacity may be
					 used.
E. For diversions that are to serve longer than 30 days,
					 the side slopes including the ridge, and down slope side the diversion shall be
					 stabilized as soon as they are constructed. The diversion channel should be
					 stabilized (i.e. erosion mat) or a larger sediment control practice shall be
					 needed. For diversions serving less than 30 days, the down slope side of the
					 diversion shall be stabilized as soon as constructed.
VI. Considerations
A. The channel cross section may be parabolic, v-shaped or
					 trapezoidal. The use of "V" channels is generally discouraged due to potential
					 erosion problems.
B. Ditch checks may be used to enhance sediment removal.
					 Ditch checks shall be designed in accordance with WDNR Conservation Practice
					 Standard Ditch Check (1062).
C. For diversion berms consider designing an emergency
					 overflow section or bypass area to limit damage from storms that exceed the
					 2-year frequency 24-hour duration storm. The overflow section may be designed
					 as a stabilized weir with riprap protection.
VII. Plans and Specifications
A. Plans and specifications for installing diversions shall
					 be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose. The plans and
					 specifications shall address the following:
1. Diversion location.
2. Channel grade or elevations.
3. Typical cross section.
4. Channel stabilization if required.
B. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
A. Diversions shall, at a minimum, be inspected weekly and
					 within 24 hours after every precipitation event that produces 0.5 inches of
					 rain or more during a 24-hour period.
B. Maintenance shall be completed as soon as possible with
					 consideration to site conditions.
C. Accumulated sediment shall be removed when it reaches
					 one half the height of the diversion berm. Properly dispose of any sediment
					 removed from the diversion.
D. Diversions shall be removed and the area stabilized
					 according to construction plans.
IX. Definitions
Temporary
(I): an erosion control measure
					 that is utilized during construction and grading operations prior to final
					 stabilization.
Stabilized
(V.C): means protecting
					 exposed soil from erosion.
Dust Control On Construction Sites
1068 (03/04)
Wisconsin Department of Natural Resources
Conservation Practice Standard
I. Definition
Dust control includes practices used to reduce or prevent
					 the surface and air transport of dust during construction.
Dust control measures for construction activities include
					 minimization of soil disturbance, applying mulch and establishing vegetation,
					 water spraying, surface roughening, applying polymers, spray-on tackifiers,
					 chlorides, and barriers.
II. Purpose
This practice may be used to:
* Reduce wind erosion and dust.
* Minimize deposition of dust and wind transported soils
					 into water bodies through runoff or wind action.
* Reduce respiratory problems.
* Minimize low visibility conditions caused by airborne
					 dust.
III. Conditions Where Practice Applies
Dust control measures may be applied at any construction
					 site, but is particularly important for sites with dry exposed soils which may
					 be exposed to wind or vehicular traffic.
IV. Federal, State, and Local Laws
Users of this standard shall comply with applicable
					 federal, state and local laws, rules, regulations or permit requirements
					 governing this practice. This standard does not contain the text of federal,
					 state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A. The implementation of dust control shall limit the area
					 exposed for dust generation.
B. Asphalt and petroleum based products cannot be used for
					 dust control.
C. Mulch and Vegetation - Mulch or seed and mulch may be
					 applied to protect exposed soil from both wind and water erosion.
Refer to WDNR Conservation Practice Standards Mulching for
					 Construction Sites (1058) and Seeding for Construction Site Erosion Control
					 (1059) for criteria.
D. Water - Water until the surface is wet and repeat as
					 needed. Water shall be applied at rates so that runoff does not occur.
Treated soil surfaces that receive vehicle traffic require
					 a stone tracking pad or tire washing at all point of access. Refer to WDNR
					 Conservation Practice Standard Stone Tracking Pad and Tire Washing (1057) for
					 criteria.
E. Tillage - A control measure performed with chisel type
					 plows on exposed soils. Tillage shall begin on the windward side of the site.
					 Tillage is only applicable to flat areas.
F. Polymers - Polymers can be an effective practice for
					 areas that do not receive vehicle traffic. Dry applied polymers must be
					 initially watered for activation to be effective for dust control. Refer to
					 WDNR Conservation Practice Standard Erosion Control Land Application of
					 Polymers (1050) for application criteria.
G. Tackifiers and Soil Stabilizers Type A - Products must
					 be selected from and installed at rates conforming to the Wis-DOT Erosion
					 Control PAL. See Section IX for reference. Example products include Latex-based
					 and WDNR, WI
Temporary Grading Practices For Erosion
					 Control
(Surface Roughening and Temporary Ditch
					 Sumps)
1067 (03/04)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
Temporary1 grading practices
					 used to minimize construction site erosion. These practices include, but are
					 not limited to surface roughening (directional tracking and tillage) and
					 temporary ditch sumps.
II. Purpose
The purpose of these practices are to minimize erosion and
					 sediment transport during grading operations on construction sites.
III. Conditions Where Practice Applies
These practices apply where land disturbing activities
					 occur on construction sites. These practices shall be used in conjunction with
					 other erosion control practices.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing these practices. This standard does not contain the text of federal,
					 state, or local laws.
V. Criteria
These interim practices may be employed in addition to the
					 approved grading plan to reduce erosion and sediment transport.
A. Surface Roughening - Surface roughening is abrading the
					 soil surface with horizontal ridges and depressions across the slope to reduce
					 runoff velocities.
1. Directional Tracking - The process of creating ridges
					 with tracked vehicles on unvegetated slopes. This method is used for short
					 durations on sites actively being grad and shall be used in conjunction with
					 other practices. This practice shall be in place at the end of each
					 workday.
Directional tracking involves driving a tracked vehicle up
					 and down a slope. The tracks create horizontal grooves and ridges. The rough
					 surface slows sheet runoff and helps to prevent rills from forming.
					 (Conversely, if the tracked vehicle is driven along the contour the tracks
					 create vertical grooves and ridges for the water to follow, increasing
					 erosion.)
2. Tillage - Utilizing conventional tillage equipment to
					 create a series of ridges and furrows on the contour no more than 15 inches
					 apart.
B. Temporary Ditch Sump - Temporary ditch sumps are
					 ½ to 5 cubic yard excavations made in a drainageway during earthmoving
					 operations. Their purpose is to slow and pond runoff during the time that
					 drainageways are being graded. Sumps shall be in place prior to anticipated
					 rain events.
Construction involves excavating sumps (holes) in the rough
					 ditch grade, and using the excavated material to form a dike on the downstream
					 side of the sump.
Temporary ditch sumps are not effective perimeter controls.
					 Other sediment control practices shall be utilized prior to channels
					 discharging into public waterways.
VI. Considerations
A. Directional tracking may compact the soil, therefore
					 additional seedbed preparation may be required. Refer to WDNR Conservation
					 Practice Standard Seeding for Construction Site Erosion Control (1059) for
					 seedbed preparation and seeding criteria.
B. When constructing a temporary ditch sump, compacting the
					 dike provides additional stability.
C. Consider at a minimum excavating ½ cubic yard per
					 1% gradient, for every 500 feet of channel when constructing temporary ditch
					 sumps.
VII. Plans and Specifications
Due to the interim nature of these practices, and the fact
					 that location determinations are made in the field, they need only be
					 referenced in the erosion control plan narration or general notes.
VIII. Operation and Maintenance
These practices shall be inspected and repaired or
					 reinstalled after every runoff event.
IX. References
Virginia Department of Conservation and Recreation. 1992.
					 Virginia Erosion and Sediment Control Handbook, Third Edition. Chapter 3 - 3.29
					 Surface Roughening.
Dane County. 2002. Dane County Erosion Control and
					 Stormwater Manual, First Edition. Appendix Surface Roughening S-16.1.
X. Definitions
Temporary (I): An erosion control measure that is utilized
					 during construction site grading activities.
Interim Sediment Control
Water Application of Polymers
1051 (11/02)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in IX. Definitions. The words are italicized the first
					 time they are used.
I. Definition
The application of products containing
polymers
1 to
sediment
					 control structures.
II. Purpose
The purpose of this practice is to settle out or remove
					 suspended
sediment
from water within sediment control
					 structures.
III. Conditions Where Practice Applies
This practice shall be used with self-contained sediment
					 control structures, on a temporary basis for construction sites, in an
					 emergency for post-construction sites and only continually at sites holding an
					 individual permit, if needed to improve the sediment removal efficiency of the
					 structure. Polymers shall not be directly applied to
surface waters of
					 the state
. Sediment control structures may be within, or discharge to,
					 surface waters of the state.
IV. Federal, State and Local Laws
Water applications of polymer shall comply with all
					 federal, state, and local laws, rules or regulations governing polymers. The
					 operator is responsible for securing required permits. This standard does not
					 contain the text of the federal, state, or local laws governing
					 polymers.
V. Criteria
A. Toxicity Criteria
If used in accordance with the use restriction, the polymer
					 mixture shall meet an acceptable level of risk such that the product can be
					 used without significant harm to organisms that inhabit or come in contact with
					 the aquatic environment. Every attempt shall be made to eliminate the use of
					 any chemicals known to be environmentally toxic within a polymer mixture.
					 Polymer mixtures shall be non-combustible.
The manufacturer shall supply toxicity testing data to the
					 Wisconsin Department of Natural Resources (WDNR) based on the polymer mixture,
					 including any binding or buffering agents, catalyst or any other
					 additives.
1. The use of cationic
polyacrylamide
shall be avoided where there is danger of impacting aquatic organisms because
					 its toxicity to aquatic test species occurs at very low concentrations.
2. Anionic polymer mixtures shall have
<
.05% free acrylamide monomer by weight as established by the Food
					 and Drug Administration (FDA) and the Environmental Protection Agency
					 (EPA).
3. Each manufacturer shall provide to the WDNR toxicity
					 information (including acute and chronic water column toxicity test data) from
					 a certified lab, as defined in ch. NR 149 Wis.Adm.Code, for the polymer
					 mixture.
This data shall include all raw and statistical data
					 regarding death, sub-lethal observations such as immobility, and any other test
					 observations.
Standardized toxicity testing
procedures should
					 be used and referenced. A
use restriction
will be calculated
					 by WDNR using the information in Appendix I.
4. Users of polymer mixtures shall obtain and follow all
Material Safety Data Sheet (MSDS)
requirements, manufacturer's
					 recommendations, and WDNR use restrictions.
B. Application Criteria
1. Maximum application rates, per storm event, in pounds
					 per acre-feet shall be the lesser of WDNR's use restriction multiplied by 1.35
					 or the manufacturer's recommended application rate (1.35 is a conversion factor
					 that is used to change the use restriction from ppm to an application rate in
					 pounds per acre-feet).
2. Neither the manufacturer's written application rate
					 recommendations, nor the application rate shall exceed the WDNR use
					 restriction. The manufacturer or distributor shall provide for the
					 applicator:
a. Labels affixed to the polymer mixture containers that
					 indicate the recommended application rate and the maximum application rate
					 based on the use restriction.
b. A product expiration date for the polymer mixture based
					 on product expiration dates of the polymer
c. General written application methods.
d. Written instructions to provide proper safety, storage,
					 and mixing of their product.
3. The application method shall provide for uniform
					 distribution of the product in the sediment control structure and shall consist
					 of either:
a. Passive Applications
:
Polymers applied
					 by non-mechanically dosing the sediment-laden inflow prior to it entering the
					 impoundment area of the sediment control structure. The manufacturer shall base
					 passive application rates on the dissolution rate and/or the dead storage
					 volume of the sediment control structure.
or
b. Active or Mechanical Applications
:
Polymer applied by mechanically or hydraulically mixing directly into a
					 sediment control structure.
4. The applicator of the polymer mixture shall at the time
					 of application, document the following:
* Name of applicator
* Application rate in pounds per acre-feet of stormwater
					 runoff
* Date applied
* Product type
* Weather conditions during application
* Method of application
Copies of this documentation shall be entered into the
					 contractor's monitoring log or a project diary and made available upon
					 request.
C. Product Approval Criteria
The manufacturer shall certify, through independent
					 sampling and test results, that their product performs as per the following
					 requirements. (The product approval process is depicted in flow chart form in
					 Figure 1.)
1. The toxicity information required in section V.A.3. of
					 this standard shall be reviewed by the WDNR and used to generate a written
					 product use restriction for the polymer mixture. Appendix I outlines the
					 information that needs to be submitted as a part of this review, and states
					 where they must be submitted.
2. Polymer mixtures shall achieve = 95% sediment reduction
					 as measured by the standpipe method outlined in Appendix II.
3. Performance criteria - active and passive applications
					 shall be field tested and submitted separately:
a. The performance of polymer mixtures shall be verified
					 and field-tested in a body of water that is not discharging directly into the
					 waters of the state. The body of water shall be a minimum of 1/3-acre surface
					 area and an average depth of at least 3 feet.
b. The total suspended solids prior to the polymer
					 treatment must be tested and verified by an independent testing lab, and must
					 have a minimum value of 800 ppm or equivalent
Nephelometric Turbidity
					 Units (NTU)
and be visibly turbid. The relationship between total
					 suspended solids (TSS) and NTU is site-specific and the derivation of a unique
					 TSS-NTU relationship shall be conducted for each sediment control structure. A
					 minimum of two samples per acre-foot of water shall be taken from random
					 locations within the test site.
c. Within 48 hours from the initial treatment of the water
					 body, the total suspended solids must have a maximum of 80 ppm, or equivalent
					 NTU.
d. Testing sites may not be used for subsequent testing for
					 a period of 3 months from the time of initial application.
e. The Wisconsin Department of Transportation (WisDOT)
					 shall be notified at least 7 days prior to testing, and WisDOT and/or WDNR
					 staff shall be allowed to monitor any such testing.
4. The WisDOT Erosion Control Storm Water/Product
					 Acceptability List Committee will review and approve products as per the
					 process set forth in WisDOT's Product Acceptability List (PAL).
5. The polymer mixture must be resubmitted if any portion
					 of the mixture is altered subsequent to its approval. Such alterations may
					 include:
a. The amendment of base polymers and/or any other
					 additives
b. The ratios of individual components
VI. Considerations
The following are additional recommendations, which may
					 enhance the use of, or avoid problems with, the practice.
A. When using products in impoundments immediately adjacent
					 to, or within waters of the state, consider using products for which the
					 manufacturer's recommended application rate is considerably lower than the use
					 restriction.
B. The applicator should use the least amount of polymer
					 mixture to achieve optimal performance.
C. Polymer mixtures should be applied in conjunction with
					 other erosion control BMPs and under an erosion and sediment control or
					 stormwater management plan.
D. Test the pH of the water in the sediment control
					 structure and follow the manufacturer's recommended pH range for their polymer
					 mixture, as pH will impact the effectiveness of polymer mixtures.
E. Ethylene glycol, propylene glycol or any other known
					 environmental toxicants should not be included in the polymer mixture.
F. Care must be taken to prevent spills of polymer
					 mixtures. Follow the manufacturer's recommended cleanup procedures in the event
					 of a spill.
G. Inhaling granular polymer may cause choking or
					 difficulty breathing. Persons handling and mixing polymer should use personal
					 protective equipment of a type recommended by the manufacturer.
H. Polymer mixtures combined with water are very slippery
					 and can pose a safety hazard.
I. Polymer mixtures should be considered as an aid to
					 removing solids from dredge slurries.
J. Where polymer mixtures are used with sediment control
					 structures in the stream, such as during bridge construction, the structure
					 should not be removed until the water is clarified. If the resulting sediment
					 floc is more than a half a foot deep it should be excavated or filtered
					 out.
VII. Specifications
Erosion and sediment control and stormwater management
					 plans specifying polymer mixtures for sediment control shall be in keeping with
					 this standard and shall describe the requirements for applying the practice to
					 achieve its intended purpose.
VIII. Operation and Maintenance
Sediment levels on the bottom of the sediment control
					 structure shall be monitored to measure the loss of storage capacity over time
					 due to enhanced sedimentation by the polymer mixture.
IX. Definitions
Material Safety Data Sheets (MSDS)
(V.A.3)
					 Provide basic information on a material or chemical product intended to help
					 someone work safely with the material. This includes a brief synopsis of the
					 hazards associated with using a material, how to use it safely, and what to do
					 if there is an emergency. The retail distributor and/or manufacturer as per
					 OSHA's Hazard Communication Standard,
					 29 CFR
					 1910.1200, must provide MSDS, with the
					 purchase of potentially hazardous products.
Nephelometric Turbidity Units (NTU)
(V.C.3.b) A measure of the amount of light scattered by suspended and dissolved
					 materials in the sample.
Polyacrylamide
(V.A.1) A generic term for
					 polymers made up of many repeating units of the monomer acrylamide (a simple
					 organic compound).
Polymer
(I) Polymers are materials that
					 are either natural or synthetic and that have a chain of carbon molecules that
					 are identical, repeating units. Polymers can be positively charged (cationic),
					 negatively charged (anionic) or have no charge (non-ionic).
Polymer Mixture
(V.A) Any reference to
					 polymer mixtures refers to the whole manufactured product, including the
					 polymer and any additives. Additional calcium or lime may be added as a
					 buffering agent without being considered part of the whole manufactured
					 product.
Sediment
(II) refers to settleable soil,
					 rock fragments and other solids suspended in runoff.
Sediment control structure
(I.) A sediment
					 control structure is an impoundment designed to intercept and detain sediment
					 carried in runoff, prior to the runoff reaching the main channel of a waterway
					 or body of water. Placement of these structures must be outside of the main
					 channel of a waterway and shall not span opposing stream banks in channelized
					 flow. The sediment control structure must provide for dedicated sediment
					 storage to at least a depth of two feet, such that the sediment will not be
					 subject to re-suspension during high velocity flow conditions.
Impoundments may be created by a cofferdam, turbidity
					 barrier, earthen berm, sheet piling, self-contained filtering systems or
					 similar material. Examples include properly maintained construction or
					 post-construction sediment ponds, discharging directly or eventually to a water
					 body. They may also include surface water impoundments that are immediately
					 adjacent to a waterway, whose function is to treat stormwater or dredging
					 material. Another potential application is to isolate localized areas
					 surrounding bridge and culvert construction.
Standardized toxicity testing
(V.A.2)
					 Examples of such include, but are not limited to, those outlined in the State
					 of Wisconsin Aquatic Life Toxicity Testing Methods Manual (Fleming, et.al,
					 1996) or Short-term Methods for Estimating the Chronic Toxicity of Effluents
					 and Receiving Water to Freshwater Organisms (Lewis, et.al, 1994). The WDNR use
					 restriction shall be developed from this data.
Surface Waters of the State
(III)
					 "Surface" refers to the sub portion of the waters of the state that discharge
					 at the surface. Waters of the state, as defined by s.
					 283.01(20),
					 Wis. Stats means those portions of Lake Michigan and Lake Superior within the
					 boundaries of Wisconsin, all lakes, bays, rivers, streams, springs, ponds,
					 wells, impounding reservoirs, marshes, water courses, drainage systems and
					 other surface water or groundwater, natural or artificial, public or private
					 within the state or under its jurisdiction, except those waters which are
					 entirely confined and retained completely upon the property of the
					 person.
Use Restriction
(V.A.2) Identifies the
					 concentration below which a product is not expected to cause acute toxicity in
					 the aquatic environment.
X.
References
Voluntary Use Of Polymers In DNR Programs (A Field Guide)
					 For copies of this companion document contact Mary Anne Lowndes, Water
					 Resources Engineer Bureau of Watershed Management 101 S. Webster St., Box 7921,
					 Madison, WI 53707-7921 Phone (608) 261-6420
MaryAnne.Lowndes@dnr.state.wi.us
Fleming, K., P. Hubbard, N. Krause, R. Masnado, D. Piper,
					 W. Repavich, G. Searle, S. Thon, "State of Wisconsin Aquatic Life Toxicity
					 Testing Methods Manual, Edition 1." Bureau of Watershed Management, Wisconsin
					 Department of Natural Resources, Madison, 1996 (WI. PUBL-WW-033-96).
Lewis, P.A., D.J. Klemm, J.M. Lazorchak, T.J. Norberg-King,
					 W.H. Peltier, and M.A. Heber, "Short-Term Methods for Estimating the Chronic
					 Toxicity of Effluents and Receiving Waters to Freshwater Organisms, 3rd
					 Edition." Environmental Monitoring Systems Laboratory, U.S. Environmental
					 Protection Agency, Cincinnati, OH, 1994 (EPA/600/4-91/002).
Roa-Espinosa, A., Bubenzer, G.D. and Miyashita, E.,
					 "Sediment and Runoff Control on Construction Sites Using Four Application
					 Methods of Polyacrylamide Mix." National Conference on Tools for Urban Water
					 Resource Management and Protection, Chicago, pp. 278, February 7-10,
					 2000.
Roa, A., "Are there Safety Concerns or Environmental
					 Concerns with PAM?" Dane County Land Conservation Department, 1997.
Sojka, R.E. and Lentz, R.D., "A PAM Primer: A brief history
					 of PAM and PAM related issues." Kimberly, ID: USDA-ARS Northwest Irrigation and
					 Soils Research Lab, 1996. http://kimberly.ars.usda.gov.
Wirtz, J, R., "The Pros and Cons of the Use of Anionic
					 Polyacrylamides to Control Erosion and Sedimentation in the Lake Men-dota
					 Priority Watershed". University of Wisconsin-Madison, MS Thesis, 2000.
WisDOT's Product Acceptability List (PAL). State DOT web
					 site: http://www.dot.wisconsin.gov/business/engrserv/pal.htm. Questions
					 regarding product approvals may be sent to: New Products Engineer, WisDOT,
					 Technology Advancement, 3502 Kinsman Blvd., Madison, WI 53704.
Click to
					 view image
Interim Sediment Control
Water Application of Polymers
APPENDIX I
REQUIRED TOXICITY INFORMATION FOR WDNR
					 REVIEW
Toxicity information shall be reviewed by the WDNR and will
					 be used to generate a written product use restriction for the polymer. With
					 Chapter 1.7 of the
Whole Effluent Toxicity Program Guidance Document
(Fleming et. al., 2000) as a basis, the following toxicological
					 information/data is required:
a. Manufacturer of the polymer.
b. Chemical name of the polymer.
c. Active Ingredient(s) (if not proprietary
					 information).
d. Chemical Abstracts Service (CAS) #(s) of the polymer
					 and/or active ingredients.
e. Material Safety Data Sheet (MSDS) and/or official
					 toxicity test results listing available aquatic life toxicity data for the
					 WHOLE PRODUCT. Toxicity data for active ingredients is not acceptable for use
					 in calculating a use restriction. The following types of data is
					 acceptable:
Species
Endpoint of Concern
Ceriodaphnia dubia
(Cladoceran)
48-hour LC50 or
								  EC50/IC25
Daphnia magna
(Cladoceran)
48-hour LC50 or
								  EC50/IC25
Lepomis macrochirus
(Bluegill
								  Sunfish)
96-hour LC50 or
								  EC50/IC25
Pimephales promelas
(Fathead
								  Minnow)
96-hour LC50 or
								  EC50/IC25
Oncorhynchus mykiss
(Rainbow
								  Trout)
96-hour LC50 or
								  EC50/IC25
LC50 = the estimated concentration
					 of polymer that would cause 50% mortality to the test population following the
					 given time period
EC50 = the estimated concentration
					 of polymer that would cause a given effect in 50% of the test population
					 following a given time period
IC25 = the estimated concentration
					 of polymer that would cause a 25% reduction in some biological measurement of
					 the test population following a given time period
Note:
To calculate a use restriction it is
					 necessary to have data from at least one of the cladoceran species and at least
					 one of the fish species (according to s.
					 NR
					 106.10(1) ).
a. Complete listing of toxicity test conditions. Examples
					 to follow include Tables 11- 14 in Weber (1993).
b. Standardized test methodology (name of a specific method
					 & its reference may be listed for this, such as "Acute Toxic-ity Test
					 Procedures for
Daphnia magna
" in Weber (1993). If a
					 modification to a standardized method was used, provide the reference of the
					 specific method along with a specific listing of and reasons for the
					 modifications).
c. Any noted observations from the toxicity tests.
Toxicity test results shall be submitted to: Water Quality
					 Standards Section, WDNR, 101 South Webster Street, P.O. Box 7921, Madison, WI
					 53707, as one prequalification for field testing.
References:
Weber, C. 1993.
Methods for Measuring the Acute
					 Toxicity of Effluents and Receiving Waters to Freshwater and Marine Organisms,
					 4th Edition
. Environmental Monitoring
					 Systems Laboratory, U.S. Environmental Protection Agency, Cincinnati, OH.
					 EPA/600/4-90/027F.
Fleming, K., S. Geis, E. Korthals, R. Masnado, G. Searle.
					 2000.
Whole Effluent Toxicity Program Guidance Document, Revision
					 #3
. Wisconsin Department of Natural Resources, Chapter 1.7.
Interim Sediment Control
Water Application of Polymers
APPENDIX II
LABORATORY STANDPIPE TEST METHODOLOGY
1. Place 40 grams of oven dried "soil" in 2 liters of
					 distilled water within a 2 liter graduated cylinder with stopper The 40 grams
					 of "soil" represents a "realistic" runoff suspended solids load of 20,000 mg/L
					 (20,000 mg/L x 2 L) according to data collected from commercial and residential
					 construction sites (Owens, et. al. 2000). Repeat a minimum of four times so
					 that there are a minimum of five replicates. The "soil" used in the standpipe
					 test may be characterized by one of the following three options:
Clays
A clay "soil" is characterized as
					 having greater than 20% of its particles < 2 µm in size. This option
					 is appropriate for those seeking approval* of a polymer for use in any soil
					 condition (clay, silt, or other).
Silts
A silt "soil" is characterized as
					 having less than 20% of its particles <2 µm in size AND greater than
					 20% of its particles 2-25 µm in size. This option is appropriate for
					 those seeking approval* of a polymer for use only in silt soils. The 2-25
					 µm size is representative of fine to medium silt soils.
Site-Specific
Use of a site-specific
					 "soil" provides an alternative for those seeking approval* of a polymer that
					 may be customized for optimum performance (in both terms of suspended sediment
					 removal and amount of polymer used) at a particular site. The results of a
					 mechanical soil analysis characterizing the site soil sample particle size
					 composition must be provided. The results of this analysis should be submitted
					 with the results of the standpipe test entered on the "Standpipe Test Data
					 Sheet." This option is provided since each site will have at least slight
					 differences, if not significant differences, in soil chemical and physical
					 characteristics. These differences may influence the effectiveness of any given
					 polymer
Indicate which "soil" type is used in the standpipe test on
					 the data sheet under "[RADIC] Soil Type Used."
* Note that final approval of a polymer is granted only
					 after it is demonstrated through both the standpipe and field tests that the
					 polymer is effective and can be effectively applied.
2. Mix the solutions by completely inverting each graduated
					 cylinder 3 times.
3. Add polymer mixture to each graduated cylinder The
					 volume and concentration of polymer added is the manufacturer's or supplier's
					 choice, but must include a set volume and a gradient of "low" to "high"
					 concentrations. The volume and each polymer concentration must be recorded on
					 the data sheet. The purpose is to determine the lowest polymer mixture
					 concentration needed to achieve effective removal of suspended solids.
					 Ultimately the least amount of polymer mixture needed to achieve optimal
					 performance should be used in the field.
A minimum gradient of five polymer mixture concentrations
					 is used to achieve the above stated purpose. The purpose of the five
					 concentration gradient is to attempt to pinpoint the concentration that
					 achieves optimal removal of suspended solids (i.e. least amount of polymer
					 mixture required to remove a minimum of 95% of the suspended solids). This
					 gradient should be sufficiently wide to show a range of effectiveness in
					 removing suspended solids (with at least one, but preferably more, meeting the
					 95% removal level). A second goal of using a minimum of five concentrations is
					 to avoid the occurrence of false negative outcomes in the polymer approval
					 process. By having more concentrations across a gradient it is more likely to
					 find truly effective concentrations that are less than the use restriction
					 value. As is graphically depicted in Figure I, a polymer mixture will not be
					 approved for field testing, and thus for inclusion on the PAL if its effective
					 concentration (as determined in this laboratory stand pipe test) is greater
					 than the use restriction value.
4. Mix the solutions by completely inverting each graduated
					 cylinder 3 times.
5. Let the solution in each graduated cylinder settle for 5
					 minutes.
6. Determine the percent suspended solids reduction in each
					 graduated cylinder as follows:
a. Heat/dry one evaporating or drying dish at 103 -
					 105°C for 1 hour for each graduated cylinder Store the dishes in a
					 desiccator until needed (steps b).
b. Weigh a dish out to at least one, and preferably more
					 decimal points. Record this weight on the data sheet.
c. Collect 20 ml from within one of the graduated cylinders
					 at the 1 liter mark and place in a preweighed evaporating or drying dish (from
					 step a). Repeat steps b and c for each of the other graduated cylinders.
d. Evaporate and dry each of the 20 ml samples from step b
					 at 98°C for at least 1 hour
e. Cool each dish with sample in a desiccator to balance
					 temperature
f. Weigh each dish with sample. Record this weight on the
					 data sheet.
g. Subtract the weight of the dried dish (from step b) to
					 determine the weight of the solids from the sample. Record this weight on the
					 data sheet.
* These methods follow, with slight modification, those of
					 Standard Methods 2540 B. (1989).
7. The polymer passes this effectiveness test if it
					 achieves
>
95 % reduction of suspended solids.
					 Thus,
>
95 % reduction is achieved if the
					 weight of the solids from the sample is
<
0.2
					 mg.
Click
					 to view image
1 = volume of solution in the
					 cylinder
2 = suspended solids
					 concentration in the cylinder at
>
95 %
					 reduction
3 = volume of sample taken from
					 1 L mark of the cylinder
4 = sample solids concentration
					 needed to achieve
>
95 % reduction
Click
					 to view image
8. A photocopy of the completed data sheet should be sent
					 to the following address for WisDOT review: New Products Engineer, WisDOT,
					 Technology Advancement, 3502 Kinsman Blvd., Madison, WI 53704.
References:
Owens, D.W., P. Jopke, D.W. Hall, J. Balousek, and A. Roa.
					 2000.
Soil erosion from two small construction sites, Dane County,
					 Wisconsin
. U.S. Geological Survey Fact Sheet FS-109-00, 4 p.
Standard Methods Committee. 1989. 2540 Solids. In L.S.
					 Clesceri, A. E. Greenberg, and R.R. Trussell, eds.,
Standard Methods
					 for the Examination of Water and Wastewater, 17th
					 Edition
. American Public Health Association, Washington, DC. pp. 2-72
					 - 2-73.
Click
					 to view image
Erosion Control
Land Application of Anionic
					 Polyacrylamide
1050 (07/01)
Department of Natural Resources Conservation Practice
					 Standard
I. Definition
The land application of products containing watersoluble
					 anionic polyacrylamide (PAM) as temporary soil binding agents to reduce
					 erosion.
II. Purpose
The purpose of this practice is to reduce erosion from wind
					 and water on construction sites and agricultural lands.
III. Conditions Where Practice Applies
This practice is intended for direct soil surface
					 application to sites where the timely establishment of vegetation may not be
					 feasible or where vegetative cover is absent or inadequate. Such areas may
					 include agricultural lands where plant residues are inadequate to protect the
					 soil surface and construction sites where land disturbing activities or winter
					 shutdown prevent establishment or maintenance of a cover crop. This practice is
					 not intended for application to surface waters of the state as defined by the
					 Wisconsin Department of Natural Resources (WDNR) ch. NR 102.
IV. Federal, State and Local Laws
Anionic PAM application shall comply with all federal,
					 state, and local laws, rules or regulations governing anionic PAM. The operator
					 is responsible for securing required permits. This standard does not contain
					 the text of the federal, state, or local laws governing anionic PAM.
V. Criteria
A. Toxicity Criteria. Anionic PAM mixtures shall be
					 environmentally benign, harmless to fish, aquatic organisms, wildlife, and
					 plants. Anionic PAM mixtures shall be non-combustible.
1. Cationic PAM shall not be used at any level because its
					 toxicity to aquatic test species occurs at very low concentrations.
2. Anionic PAM mixtures shall have _ .05% free acrylamide
					 monomer by weight as established by the Food and Drug Administration (FDA) and
					 the Environmental Protection Agency (EPA).
3. Each manufacturer or supplier shall provide to the WDNR
					 acute toxicity test data from a certified lab, as defined in ch. NR149 Wis.
					 Adm. Code, for their anionic PAM mixture. Procedures specified in the "State of
					 Wisconsin Aquatic Life Toxicity Testing Methods Manual", WDNR, as referenced in
					 s.
					 NR
					 219.04, Wis. Adm. Code shall be used. The WDNR use
					 restriction shall be developed from this data.
4. Users of anionic PAM mixtures shall obtain and follow
					 all Material Safety Data Sheet requirements, manufacturer recommendations, and
					 WDNR use restrictions.
B. Application Criteria
1. The manufacturer or supplier shall provide a product
					 expiration date for anionic PAM mixtures based on product expiration date of
					 PAM in pure form. The manufacturer or supplier shall provide general written
					 application methods, based on site conditions, such as slope and soil
					 type.
2. Application rates shall not exceed manufacturer's
					 written application rate recommendations that shall not exceed the WDNR use
					 restrictions.
3. Maximum application rates, in parts per million (ppm or
					 mg/L or mg/kg), shall be determined by multiplying 1.4 by the number of pounds
					 applied per acre. This number shall be less than or equal to the WDNR use
					 restriction. Higher concentrations of anionic PAM mixtures may actually
					 decrease effectiveness. Repeated applications of anionic PAM mixtures may be
					 applied, if necessary, to ensure adequate effectiveness.
4. The application method shall provide uniform coverage to
					 the target area and avoid drift to non-target areas.
5. The manufacturer or supplier shall provide written
					 instructions to insure proper safety, storage, and mixing of their
					 product.
6. Anionic PAM mixtures shall be used in conjunction with
					 other Best Management Practices (BMPs).
7. When used on bare soil, without seed or mulch, anionic
					 PAM mixtures shall be used on slopes 2.5:1 or flatter
8. Anionic PAM mixtures shall not be applied to channel
					 bottoms.
9. The applicator of anionic PAM mixture shall document, at
					 the time of application, the following: name of applicator, application rate
					 per acre, date applied, product type, weather conditions during application,
					 and method of application. Copies of this documentation shall be entered into
					 the contractor's monitoring log or project diary and made available upon
					 request.
10. Unused liquid anionic PAM mixtures shall be minimized.
					 Excess material shall not be applied at a rate greater than the maximum
					 application rate. Disposal shall not occur in stormwater conveyance systems
					 (ie. Storm sewer manholes, storm sewer inlets, ditches, and culverts).
C. Product Approval Criteria
1. Toxicity test results shall be reviewed by the WDNR and
					 shall receive a written product use restriction. Toxicity test results shall be
					 submitted to: Water Quality Standards Section, WDNR, 101 South Webster St.,
					 P.O. Box 7921, Madison, WI 53707, as a pre-qualification for field
					 testing.
2. Anionic PAM mixtures shall achieve _ 80% reduction in
					 soil loss as measured by a 1 hour storm duration 2"/hour rainfall simulator
					 test performed in accordance with methods used by Bubenzer and Patterson (1982)
					 as a prequali-fication for field testing.
3. Performance of anionic PAM mixtures shall be verified
					 and field-tested by the WisDOT or other WisDOT-desig-nated facility.
4. The Wisconsin Department of Transportation, Erosion
					 Control Storm Water - Product Acceptability List Committee (ECSW), will review
					 and approve products as per the process set forth in WisDOT's PAL.
Only
					 products approved for use in Wisconsin may be used.
Copies of the PAL
					 are available off the State DOT web site: http://www.dot.state.wi.us. Questions
					 may be sent to: New Products Engineer, WisDOT, Technology Advancement, 3502
					 Kinsman Blvd., Madison, WI 53704.
VI. Considerations
The following are additional recommendations, which may
					 enhance the use of, or avoid problems with the practice.
A. Adding seed to the anionic PAM mixture may provide
					 additional erosion protection beyond the life of the anionic PAM.
B. Mulching is typically needed to protect the seed from
					 the effects of wind and sun. Seed germination is not enhanced or impeded by the
					 anionic PAM mixture.
C. Using a minimum 30 ft setback when applying anionic PAM
					 mixture near surface waters of the state is recommended.
D. Applying anionic PAM mixture to soil may provide
					 benefits of improved water quality, infiltration, soil fertility, and
					 visibility by reducing wind and water erosion.
E. For erosion control, the anionic PAM mixture may be
					 applied upgradient of lands planted in food crops.
F. Application of anionic PAM mixture may be particularly
					 effective in the following situations:
* During rough grading operations
* Phased construction projects
* Stockpiles
* After final grading and before paving or final seeding
					 and planting
* Sites having a winter shutdown
* Agricultural lands where plant residues are
					 inadequate
* Sites receiving final landscaping, but where adequate
					 vegetation cannot be established prior to winter
G. Application of anionic PAM mixture may not be as
					 effective in the following situations:
* When the soil surface is pure sand or gravel with no
					 fines.
* When applied over snow cover
H. Visible tracer or colorant to visually track application
					 is recommended.
I. Anionic PAM mixtures may be applied in liquid and
					 granular forms.
J. Application rates of anionic PAM mixtures may need to be
					 adjusted based on soil type, slope, and type of erosion targeted (ie. wind or
					 water). Based on manufacturer's recommendations, higher application rates may
					 be necessary when applied in granular form.
K. Anionic PAM mixtures combined with water are very
					 slippery and can be a safety hazard. Care must be taken to prevent spills of
					 anionic PAM mixtures onto paved surfaces. During an application of anionic PAM
					 mixture, prevent over-spray from reaching pavement, as pavement will become
					 slippery.
L. Care should be taken when applying anionic PAM mixtures
					 in liquid form on saturated slopes due to the possibility of slope structural
					 failure. Anionic PAM mixtures may be applied to steeper slopes when used with
					 other erosion control BMPs such as seed and mulch or erosion mat.
VII. Specifications
Erosion control and stormwater plans specifying anionic PAM
					 mixtures for erosion control shall be in keeping with this standard and shall
					 describe the requirements for applying the practice to achieve its intended
					 purpose.
VIII. Operation and Maintenance
Maintenance will consist of reapplying anionic PAM mixtures
					 to disturbed areas, including high use traffic areas, which interfere in the
					 performance of this practice. Anionic PAM mixture may lose its effectiveness in
					 as little as two months due to weather conditions. Anionic PAM mixtures should
					 be reapplied in areas where wind or rill erosion is apparent and whenever an
					 area has been graded, driven upon, or otherwise disturbed since the anionic PAM
					 mixture was last applied.
IX. References
Bubenzer, G.D., and Patterson, A.E.,
Intake Rate:
					 Sprinkler Infiltrometer,
Method of Soil Analysis, Part 1 Physical and
					 Mineral-ogical Method, Second Edition, Chapter 33, pp. 845-870. (Agronomy
					 Monograph Series #9, 1982).
Managing Irrigation-Induced Erosion And
					 Infiltration With Polyacrylamide, Proceedings From First Conference,
University of Idaho Miscellaneous Publication No. 101-96, (Kimberly,
					 Idaho, USDA-ARS Northwest Irrigation and Soils Research Lab, 1996).
Roa-Espinosa, A., Bubenzer, G.D. and Miyashita, E.,
					 Sediment and Runoff Control on Construction Sites Using Four Application
					 Methods of Polyacrylamide Mix, National Conference on Tools for Urban Water
					 Resource Management and Protection, Chicago, February 7-10, 2000, pp. 278-
					 (EPA, 2000).
Roa-Espinosa, A., Bubenzer, G.D. and Miyashita, E.,
Determination of PAM Use in Erosion Control on Construction Sites,
1st Inter-Regional Conference on Environment-Water: Innovative Issues
					 in Irrigation and Drainage, Lisbon, Portugal, September 1998 (Portuguese
					 National Committee of ICID, 1998).
Roa- Espinosa, A.,
Are there Safety Concerns or
					 Environmental Concerns with PAM?
(Dane County Land Conservation
					 Department, 1997).
Sojka, R.E. and Lentz, R.D., "A PAM Primer: A brief history
					 of PAM and PAM related issues," http://kimberly.ars.usda.gov, (Kimberly, ID:
					 USDA-ARS Northwest Irrigation and Soils Research Lab, 1996).
Wisconsin Administration Code (Wis.Adm.Code), Legislative
					 Reference Bureau, Section
					 35.84 of
					 the statutes (available online:
					 http://legis.wisconsin.gov/rsb/code.htm).
Special recognition goes to Steve Decker
of Construction Fabrics & Materials Corp. (CFM). Steve was invaluable
					 during the development of this technical standard because of his extensive
					 field experience, his personal commitment to funding the research for toxicity
					 testing, his vision and his steadfast determination to find an environmentally
					 safe and effective erosion control product.
Mulching For
Construction Sites 1058 (06/03)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
Mulching is the application of organic material to the soil
					 surface to protect it from raindrop impact and overland flow. Mulch covers the
					 soil and absorbs the erosive impact of rainfall and reduces the flow velocity
					 of runoff.
II. Purpose
This practice may be used to:
* Reduce soil erosion
* Aid in seed germination and establishment of plant
					 cover
* Conserve soil moisture
III. Conditions Where Practice Applies
This practice may be applied on exposed soils as a
					 temporary control where soil grading or landscaping has taken place or in
					 conjunction with temporary or permanent seeding. Mulching is generally not
					 appropriate in areas of concentrated flow.
IV. Federal, State, and Local Laws
Users of this standard shall comply with applicable
					 federal, state and local laws, rules, regulations or permit requirements
					 governing mulching. This standard does not contain the text of federal, state,
					 or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A. Site Preparation:
Soil surface shall be prepared prior to the application of
					 mulch in order to achieve the desired purpose and to ensure optimum contact
					 between soil and mulch. All areas to be mulched shall be reasonably free of
					 rills and gullies.
B. Materials:
Mulch shall consist of natural biodegradable material such
					 as plant residue (including but not limited to straw, hay, wood chips, bark and
					 wood cellulose fiber), or other equivalent materials of sufficient dimension
					 (depth or thickness) and durability to achieve the intended effect for the
					 required time period.
Mulch shall be environmentally harmless to wildlife and
					 plants. Materials such as gravel, plastic, fabric, sawdust, municipal solid
					 waste,
solid waste byproducts1,
shredded paper, and
					 non-biodegradable products shall not be used.
Mulch shall be free of diseased plant residue (i.e. oak
					 wilt),
noxious weed
seeds, harmful chemical residues, heavy
					 metals, hydrocarbons and other known environmental toxicants.
Marsh hay shall not be used as mulch in lowland areas but
					 may be used on upland sites to prevent the spread of invasive, non-native
					 species (i.e. reed canary grass) commonly found in marsh hay.
Straw and hay mulch that will be crimped shall have a
					 minimum fiber length of 6 inches.
Wood chips or wood bark shall only be used for sites that
					 are not seeded.
C. Application Rate:
1. Mulch shall cover a minimum of 80% of the soil surface
					 for unseeded areas. For seeded areas, mulch shall be placed loose and open
					 enough to allow some sunlight to penetrate and air to circulate but still cover
					 a minimum of 70% of the soil surface.
2. Mulch shall be applied at a uniform rate of 1½ to
					 2 tons per acre for sites that are seeded, and 2 to 3 tons per acre for sites
					 that are not seeded. This application results in a layer of ½ to
					 1½ inches thick for seeded sites, and 1½ to 3 inches thick for
					 sites not seeded.
3. Wood chips or wood bark shall be applied at a rate of 6
					 to 9 tons per acre to achieve a minimum of 80% ground cover. This application
					 should result in a layer of wood chips or wood bark ½ to 1½
					 inches thick.
D. Mulch Anchoring Methods
Anchoring of mulch shall be based on the type of mulch
					 applied, site conditions, and accomplished by one of the following
					 techniques:
1. Crimping
Immediately after spreading, the mulch shall be anchored by
					 a mulch crimper or equivalent device consisting of a series of dull flat discs
					 with notched edges spaced approximately 8 inches apart. The mulch shall be
					 impressed in the soil to a depth of 1 to 3 inches.
2. Polypropylene Plastic, or Biodegradable Netting
Apply plastic netting over mulch application and staple
					 according to manufacturer's recommendations.
3. Tackifier
Tackifier shall be sprayed in conjunction with mulch or
					 immediately after the mulch has been placed. Tackifiers must be selected from
					 those that meet the WisDOT Erosion Control Product Acceptability List (PAL).
					 Asphalt based products shall not be applied.
The tackifiers shall be applied at the following minimum
					 application rates per acre:
a. Latex-Base: mix 15 gallons of adhesive (or the
					 manufacturer's recommended rate which ever is greater) and a minimum of 250
					 pounds of recycled newsprint (pulp) as a tracer with 375 gallons of
					 water.
b. Guar Gum: mix 50 pounds of dry adhesive (or the
					 manufacturer's recommended rate which ever is greater) and a minimum of 250
					 pounds of recycled newsprint (pulp) as tracer with 1,300 gallons of
					 water.
c. Other Tackifiers: (Hydrophilic Polymers) mix 100 pounds
					 of dry adhesive (or the manufacturer's recommended rate which ever is greater)
					 and a minimum of 250 pounds of recycled newsprint (pulp) as a tracer with 1,300
					 gallons of water.
VI. Considerations
A. Wood products typically absorb available soil nitrogen
					 as they degrade, thus making it unavailable for seed.
B. The use of mulch behind curb and gutter may not be
					 desirable unless anchored by netting, because air turbulence from nearby
					 traffic can displace the mulch. Consider the use of erosion mat or sod as an
					 alternative.
C. In areas where lawn type turf will be established, the
					 use of tackifiers is the preferred anchoring method. Crimping will tend to
					 leave an uneven surface and plastic netting can become displaced and entangled
					 in mowing equipment.
D. A heavier application of mulch may be desired to prevent
					 seedlings from being damaged by frost.
E. It may be beneficial to apply polyacrylimide in addition
					 to mulch. Refer to WDNR Conservation Practice Standard (1050) Erosion Control
					 Land Application of Anionic Polyacrylamide for information about the advantages
					 and proper use of polymers.
F. Concentrated flows above the site where mulch is applied
					 should be diverted.
G. Mulch should be placed within 24 hours of
					 seeding.
H. Mulching operations should not be performed during
					 periods of excessively high winds that would preclude the proper placement of
					 mulch.
I. Materials such as gravel may be effective for erosion
					 control but are not considered mulches.
VII. Plans and Specifications
A. Plans and specifications for mulching shall be in
					 keeping with this standard and shall describe the requirements for applying the
					 practice to achieve its intended purpose. The plans and specifications shall
					 address the following:
1. Type of mulch used
2. Application rate
3. Timing of application
4. Method of anchoring
B. All plans, standard detail drawings, or specifications
					 shall include schedules for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
Mulch shall, at a minimum, be inspected weekly and within
					 24 hours after every precipitation event that produces 0.5 inches of rain or
					 more during a 24 hour period.
Mulch that is displaced shall be reapplied and properly
					 anchored. Maintenance shall be completed as soon as possible with consideration
					 to site conditions.
IX. References
WisDOT's Erosion Control Product Acceptability List (PAL)
					 can be found on the WisDOT web site:
					 http://www.dot.wiscon-sin.gov/business/engrserv/pal.htm. Printed copies are no
					 longer being distributed.
X. Definitions
Noxious weed
(V.B): Any weed a governing
					 body declares to be noxious within its respective boundaries. The State of
					 Wisconsin list of noxious weeds can be found in s.
					 66.0407,
					 Stats.
Solid Waste Byproducts
(V.B): Includes
					 industrial, commercial, residential, and agricultural wastes that have been
					 processed, incinerated, or composted and still contain inorganic wastes such as
					 glass and metals and organic wastes including plastics, textiles, rubber,
					 leather, and other miscellaneous organic wastes which may be toxic or hazardous
					 in nature.
Non-Channel Erosion Mat
1052 (08/03)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A protective soil cover made of straw, wood, coconut fiber
					 or other suitable plant residue, or plastic fibers formed into a mat, usually
					 with a plastic or biodegradable mesh on one or both sides. Erosion mats are
					 rolled products available in many varieties and combinations of material and
					 with varying life spans.
II. Purpose
The purpose of this practice is to protect the soil surface
					 from the erosive effect of rainfall and prevent
sheet erosion 
					 1
during the establishment
					 of grass or other vegetation, and to reduce soil moisture loss due to
					 evaporation. This practice applies to both
Erosion Control Revegetative
					 Mats (ECRM
) and
Turf-Reinforcement Mats
(
TRM
).
III. Conditions Where Practice Applies
This standard applies to erosion mat selection for use on
					 erodible slopes.
This standard is not for channel erosion; for channel
					 applications reference WDNR Conservation Practice Standard (1053) Channel
					 Erosion Mat.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of erosion mat. This standard does not contain
					 the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum allowable standards
					 for design, installation and performance requirements. Only Wisconsin
					 Department of Transportation (WisDOT) Erosion Control Product Acceptability
					 List (PAL) approved mats will be accepted for use in this standard.
Slope and slope length shall be taken into consideration.
					 This information can be found in the Slope Erosion Control Matrix located in
					 the PAL.
To differentiate applications Erosion mats are organized
					 into three Classes of mats, which are further broken down into various
					 Types.
A. Class I: A short-term duration (minimum of 6 months),
					 light duty, organic mat with photodegradable plastic or biodegradable
					 netting.
1. Type A - Use on erodible slopes 2.5:1 or flatter.
2. Type B - Double netted product for use on erodible
					 slopes 2:1 or flatter.
B. Class I, Urban: A short-term duration (minimum of 6
					 months), light duty, organic erosion control mat for areas where mowing may be
					 accomplished within two weeks after installation.
1. Urban, Type A - Use on erodible soils with slopes 4:1 or
					 flatter.
2. Urban, Type B - A double netted product for use on
					 slopes 2.5:1 or flatter.
C. Class II: A long-term duration (three years or greater),
					 organic erosion control revegetative mat.
1. Type A - Jute fiber only for use on slopes 2:1 or
					 flatter for sod reinforcement.
2. Type B - For use on slopes 2:1 or greater made with
					 plastic or biodegradable net.
3. Type C - A woven mat of 100% organic fibers for use on
					 slopes 2:1 or flatter and in environmentally and biologically sensitive areas
					 where plastic netting is inappropriate.
D. Class III: A permanent 100% synthetic ECRM or TRM.
					 Either a soil stabilizer Type A or Class I, Type A or B erosion mat must be
					 placed over the soil filled TRM.
1. Type A - An ECRM for use on slopes 2:1 or
					 flatter.
2. Type B or C - A TRM for use on slopes 2:1 or
					 flatter.
3. Type D - A TRM for use on slopes 1:1 or flatter.
E. Material Selection
1. For mats that utilize netting, the netting shall be
					 bonded to the parent material to prevent separation of the net for the life of
					 the product.
2. For urban class mats the following material requirements
					 shall be adhered to:
a. Only 100% organic biodegradable netted products are
					 allowed, including parent material, stitching, and netting.
b. The netting shall be stitched with biodegradable
					 thread/yarn to prevent separation of the net from parent material.
c. All materials and additive components used to
					 manufacture the anchoring devices shall be completely biodegradable as
					 determined by ASTM D 5338.
d. Mats with photodegradable netting shall not be installed
					 after September 1st.
F. Installation
1. ECRMs shall be installed after all topsoiling,
					 fertilizing, liming and seeding is complete.
2. The mat shall be in firm and intimate contact with the
					 soil. It shall be installed and anchored per the manufacturer's
					 recommendation.
3. TRM shall be installed in conjunction with the
					 topsoiling operation and shall be followed by ECRM installation.
4. At time of installation, document the manufacturer and
					 mat type by retention of material labels and manufacturer's installation
					 instructions. Retain this documentation until the site has been
					 stabilized.
VI. Considerations
A. Urban mats may be used in lieu of sod.
B. Documentation of materials used, monitoring logs,
					 project diary and weekly inspection forms, including erosion and stormwater
					 management plans, should be turned over to the authority charged with long term
					 maintenance of the site.
VII. Plans and Specifications
A. Plans and specifications for installing erosion mat
					 shall be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose. The plans and
					 specifications shall address the following:
1. Location of erosion mat
2. Installation Sequence
3. Material specification conforming to standard
B. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
A. Erosion mat shall at a minimum be inspected weekly and
					 within 24 hours after every precipitation event that produces 0.5 inches of
					 rain or more during a 24-hour period.
B. If there are signs of rilling under the mat, install
					 more staples or more frequent anchoring trenches. If rilling becomes severe
					 enough to prevent establishment of vegetation, remove the section of mat where
					 the damage has occurred. Fill the eroded area with topsoil, compact, reseed and
					 replace the section of mat, trenching and overlapping ends per manufacturer's
					 recommendations. Additional staking is recommended near where rilling was
					 filled.
C. If the reinforcing plastic netting has separated from
					 the mat, remove the plastic and if necessary replace the mat.
D. Maintenance shall be completed as soon as possible with
					 consideration to site conditions.
IX. References
WisDOT "Erosion Control Product Acceptability List" is
					 available online at http://www.dot.wisconsin.gov/business/engrserv/pal.htm.
					 Printed copies are no longer distributed.
X. Definitions
Sheet and Rill Erosion (II)
: Sheet and
					 rill erosion is the removal of soil by the action of rainfall and shallow
					 overland runoff. It is the first stage in water erosion. As flow becomes more
					 concentrated rills occur. As soil detachment continues or flow increases, rills
					 will become wider and deeper forming gullies.
Erosion Control Revegetative Mats (ECRM)
					 (II)
: Erosion control revegetative mats are designed to be placed on
					 the soil surface.
Turf-Reinforcement Mats (TRM) (II)
:
					 Turf-reinforcement mats are permanent devices constructed from various types of
					 synthetic materials and buried below the surface to help stabilize the soil.
					 TRMs must be used in conjunction with an ECRM or an approved Type A soil
					 stabilizer.
Sediment Bale Barrier
(Non-Channel)
1055 (08/03)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in IX. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A temporary sediment barrier consisting of a row of
					 entrenched and anchored straw bales, hay bales or equivalent material used to
					 intercept sediment-laden sheet flow from small drainage areas of disturbed
					 soil.
II. Purpose
The purpose of this practice is to reduce slope length of
					 the disturbed area and to intercept and retain transported sediment from
					 disturbed areas.
III. Conditions Where Practice Applies
A. This standard applies to the following applications
					 where:
1. Erosion occurs in the form of
sheet and rill
					 erosion
1. There is no concentration of
					 water flowing to the barrier (
channel erosion
).
2. Where adjacent areas need protection from sediment-laden
					 runoff.
3. Effectiveness is required for less than 3 months.
4. Conditions allow for the bales to be properly entrenched
					 and staked as outlined in the Criteria Section V.
B. Under no circumstance shall sediment bale barriers be
					 used in the following applications:
1. Below the ordinary high watermark or placed
					 perpendicular to flow in streams, swales, ditches or any place where flow is
					 concentrated.
2. Where the maximum gradient upslope of the sediment bale
					 barriers is greater than 50% (2:1).
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of the sediment bale barrier. This standard
					 does not contain the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A. Placement
1. At a minimum, sediment bale barriers shall be placed in
					 a single row, lengthwise on the contour, with the ends of adjacent sediment
					 bale barriers tightly abutting one another. The holes between bales shall be
					 chinked (filled by wedging) with straw, hay or equivalent material to prevent
					 water from escaping between the bales.
2. The maximum allowable slope lengths contributing runoff
					 to a sediment bale barrier are specified in Table 1.
Table 1
Slope
Barrier Row Spacing
< 2%
100 feet
2 to 5%
75 feet
5 to 10%
50 feet
10 to 33%
25 feet
33 to 50%
20 feet
> 50%
Not Permitted
3. Sediment bale barriers shall not be placed perpendicular
					 to the contour.
4. The end of the sediment bale barrier shall be extended
					 upslope to prevent water from flowing around the barrier ends.
B. Height - Installed sediment bale barrier shall be a
					 minimum of 10 inches high and shall not exceed a maximum height of 20 inches
					 from ground level.
C. Anchoring and Support
1. The barrier shall be entrenched and backfilled. A trench
					 shall be excavated the width of a sediment bale barrier and the length of the
					 proposed barrier to a minimum depth of 4 inches. After bales are staked and
					 chinked, the excavated soil shall be backfilled and compacted against the
					 barrier. Backfill to ground level on the down slope side. On the upslope side
					 of the sediment bale barrier backfill to 4 inches above ground level.
2. At least two wood stakes, "T" or "U" steel posts, or
					 ½ inch rebar driven through at equidistance along the centerline of the
					 barrier shall securely anchor each bale. The minimum cross sectional area for
					 wood stakes shall be 2.0 by 2.0 inches nominal. The first stake in each bale
					 shall be driven toward the previously laid bale to force the bales together.
					 Stakes shall be driven a minimum 12-inches into the ground to securely anchor
					 the sediment bale barriers.
3. Bales shall be installed so that bindings are oriented
					 around the sides rather than along the tops and bottoms of the bales in order
					 to prevent deterioration of the bindings.
VI. Considerations
A. Improper placement as well as improper installation and
					 maintenance of sediment bale barriers will significantly decrease the
					 effectiveness of this practice.
B. Sediment bale barriers should not be used upslope of the
					 disturbed area.
C. A double row of sediment bale barriers may be installed
					 in areas where additional protection is needed.
D. For safety, place all anchoring flush with the sediment
					 bale barrier or cap any exposed anchoring device.
VII. Plans and Specifications
A. Plans and specifications for installing sediment bale
					 barriers shall be in keeping with this standard and shall describe the
					 requirements for applying the practice to achieve its intended purpose. The
					 plans and specifications shall address the following:
1. Location of sediment bale barrier
2. Contributory drainage area
3. Schedules
4. Standard drawings and installation details
5. Restoration after removal
B. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
A. Sediment bale barriers shall, at a minimum, be inspected
					 weekly and within 24 hours after every precipitation event that produces 0.5
					 inches of rain or more during a 24-hour period.
B. Damaged or decomposed sediment bale barriers, any
					 undercutting, or flow channels around the end of the sediment bale barriers
					 shall be repaired.
C. Sediment shall be properly disposed of once the deposits
					 reach 1/2 the height of the sediment bale barrier.
D. Sediment bale barriers and anchoring devices shall be
					 removed and properly disposed of when they have served their usefulness, but
					 not before the upslope areas have been permanently stabilized.
E. Any sediment deposits remaining in place after the
					 sediment bale barrier is no longer required shall be dressed to conform to the
					 existing grade, prepared and seeded.
IX. Definitions
Channel Erosion
(III.A.1): The deepening
					 and widening of a channel due to soil loss caused by flowing water. As rills
					 become larger and flows begin to concentrate soil detachment occurs primarily
					 as a result of shear. The transport capacity of the flow in a channel is based
					 on the availability of sediment and is a monatomic function of velocity.
Sheet and Rill Erosion
(III.A.1): Sheet
					 and rill erosion is the removal of soil by the action of rainfall and shallow
					 overland runoff. It is the first stage in water erosion. As flow becomes more
					 concentrated rills occur. As soil detachment continues or flow increases, rills
					 will become wider and deeper forming gullies.
Sediment Basin
1064 (03/06)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A sediment control device constructed with an engineered
					 outlet, formed by excavation or embankment to intercept sediment-laden runoff
					 and retain the sediment.
II. Purposes
Detain sediment-laden runoff from disturbed areas for
					 sufficient time to allow the majority of the sediment to settle out.
III. Conditions Where Practice Applies
Sediment basins are utilized in areas of concentrated flow
					 or points of discharge during construction activities. Sediment basins shall be
					 constructed at locations accessible for clean out. Site conditions must allow
					 for runoff to be directed into the basin.
Sediment basins are designed to be in place until the
					 contributory drainage area has been
stabilized
1. Sediment basins are
					 temporary and serve drainage areas up to 100 acres however other conservation
					 practices are often more economical for smaller drainage areas. For drainage
					 areas smaller than 5 acres sediment traps or ditch checks may be applicable;
					 for design criteria refer to WDNR conservation Practice Standard Sediment Trap
					 (1063) or Ditch Check (1062).
Design to WDNR Conservation Practice Standard Wet Detention
					 Basin (1001) when a permanent stormwater basin is required.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of sediment basins. This standard does not
					 contain the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements. Sediment basins meeting these design
					 criteria are deemed 80% effective by design in trapping sediment.
A. Timing - Sediment basins shall be constructed prior to
					 disturbance of up-slope areas and placed so they function during all phases of
					 construction. Sediment basins shall be placed in locations where runoff from
					 disturbed areas can be diverted into the basin.
B. Sizing Criteria - Properly sized sediment basins are
					 more effective at trapping fine-grained particles than sediment traps. Specific
					 trapping efficiency varies based on the surface area and the particle size
					 distribution of the sediment entering the device. See Figure 1 for
					 clarification of terms. Attachment 1 includes a sample design problem.
Treatment Surface Area
- The surface area
					 of the sediment basin measured at the invert of the lowest outlet. The
					 treatment surface area shall be sized based on the texture of the soil entering
					 the device and the peak outflow during the 1-year, 24-hour design storm using
					 Equation 1:
Click
					 to view image
Where:
Sa
= Treatment surface
					 area measured at the invert of the lowest outlet of sediment basin (square
					 feet)
qout
= Peak outflow
					 (cubic feet / second) during the 1-year, 24-hour design storm for the principal
					 outlet
vs
= Particle settling
					 velocity (feet/second)
1.2
=
EPA recommended safety
					 factor
Particle settling velocities (
V
s) shall be
					 based on representative soil class as follows:
a. Soil Class 1:
v
s
=
					 1.2*10-3 ft/sec
b. Soil Class 2:
v
s
=
					 7.3*10-5 ft/sec
c. Soil Class 3:
v
s
=
					 1.2*10-5 ft/sec
Note:
Particle settling velocities calculated
					 assuming a specific gravity of 2.65 and a water temperature of 68 degrees
					 Fahrenheit.
Soil Class 1 includes particles greater than 20 microns
					 generally corresponding to sand, loamy sand, and sandy loam.
Soil Class 2 includes particles between 5 and 20 microns
					 generally corresponding to loam, silt, and silt loam aggregates as transported
					 in runoff.
Soil Class 3 includes particles between 2 and 5 microns
					 generally corresponding to clay loam, silty clay, and clay aggregates as
					 transported in runoff.
The representative soil class shall be selected based on
					 the dominant textural class of the soil entering the device.
The treatment surface area of sediment basins can be
					 reduced when used in conjunction with water applied polymers. When employing
					 polymers, size the treatment surface area for controlling fine soils (Class 3)
					 using the settling velocity for medium soils (Class 2). When designing for
					 medium sized soils (Class 2) use the settling velocity for coarse soils (Class
					 1). See WDNR Conservation Practice Standard Sediment Control Water Application
					 of Polymers (1051) for criteria governing the proper use and selection of
					 polymers.
Depth below Treatment Surface Area - The depth below the
					 treatment surface area as measured from the invert of the lowest outlet of the
					 sediment basin shall be a minimum of 5 feet deep (2 feet for sediment storage
					 plus 3 feet to protect against scour/ resuspension) and a maximum of 10 feet
					 deep to limit the potential for thermal stratification.
Due to side slope requirements and safety shelf
					 considerations it maybe difficult to maintain 5 feet of depth for the entire
					 treatment surface area. Therefore, 50% of the total treatment surface area
					 shall be a minimum of 5 feet deep. For basins less than 5,000 square feet,
					 maximize the area of 5 feet depth.
Interior side slopes below the lowest invert shall be 2:1
					 (horizontal: vertical) or flatter to maintain soil stability.
While a permanent pool of water below the lowest invert may
					 form, it is not required to be maintained through irrigation or installation of
					 a liner system.
Active Storage Volume
- The volume above
					 the treatment surface area shall be calculated using one of the following
					 methods:
a. The method outlined in TR-55 for determining the storage
					 volume for detention basins. This can be accomplished by using Figure 2
					 where:
qo
= Peak outflow
					 (cubic feet / second) during the 1-year, 24-hour design storm for the principal
					 outlet calculated using Equation 1 (see section V.B.1).
qi
= Calculated peak
					 inflow or runoff rate (cubic feet / second) during the 1-year, 24-hour design
					 storm.
Vr
= Calculated volume
					 of runoff from the 1-year 24-hour design storm for the entire contributory area
					 with the maximum area of disturbance characterized as bare soil.
Vs
= Is the required
					 active storage volume determined using Figure 2.
b. The active storage volume may be calculated based on
					 routing the 1-year, 24-hour storm provided the principal outlet requirements
					 stipulated in section V.D.2 are maintained. This method will require the use of
					 a model.
Note:
Both these methods require iterative
					 calculations.
Shape
- The length to width ratio of the
					 flow path shall be maximized with a goal of 3:1 or greater. The flow path is
					 considered the general direction of water flow within the basin including the
					 treatment surface area and any forebay.
C. Embankments - Earthen embankments shall be designed to
					 address potential risk and structural integrity issues such as seepage and
					 saturation. All constructed earthen embankments shall meet the following
					 criteria.
1. The base of the embankment shall be stripped of all
					 vegetation, stumps, topsoil and other organic matter.
2. Side slopes shall be 3:1 or flatter. The minimum
					 embankment top width shall be adequate to provide structural stability. Where
					 applicable the top width shall be wide enough to provide maintenance
					 access.
3. There shall be a core trench or key-way along the
					 embankment.
Any pipes extending through the embankment shall be bedded
					 and backfilled with equivalent soils used to construct the embankment. The
					 bedding and backfill shall be compacted in lifts and to the same standard as
					 the original embankment. Excavation through a completed embankment shall have a
					 minimum side slope of 1:1 or flatter.
Measures shall be taken to minimize seepage along any
					 conduit buried in the embankment.
D. Outlet - Sediment basins shall have both a principal
					 outlet and an overflow spillway.
1. Timing - Outlets must be constructed in conjunction with
					 the remainder of the basin and must be constructed prior to the basin receiving
					 runoff. Sediment basins are ineffective until the outlet is constructed.
2. Principal Water Quality Outlet - The principal water
					 quality outlet shall be designed to pass the 1-year 24-hour storm without use
					 of the overflow spillway or other outlet structures. The maximum outflow
					 (qo) from the principal water quality outlet shall be
					 less than or equal to the qo used in Equation 1 (V.B.1).
					 If the sediment basin is to serve as a permanent stormwater basin, the
					 principal outlet structure can be modified (i.e. removable plates) to meet flow
					 requirements encountered during and after construction; separate outlet
					 structures do not need to be constructed.
Note:
Local ordinances may require control of
					 larger storm events such as the 2-year 24 hour storms. In these cases,
					 additional or compound outlets maybe required.
3. Overflow (Emergency) Spillway - An overflow spillway
					 shall be provided consisting of an open channel constructed adjacent to the
					 embankment and built over a stabilized area. The spillway shall be designed to
					 carry the peak rate of runoff expected from a 10-year, 24-hour design storm or
					 one commensurate with the degree of hazard, less any reduction due to flow in
					 the principal outlet. The top of the embankment shall be at least one foot
					 above the design high water level and a minimum of 1 foot above the invert of
					 the overflow spillway. The overflow spillway shall be protected from erosion.
					 Flow from the overflow spillway shall be directed away from the
					 embankment.
4. Outlet Protection - All outlet designs shall incorporate
					 preventive measures for ice damage, trash accumulation, and erosion at the
					 outfall. For orifices less than 8-inches in diameter, or equivalent, additional
					 measures to prevent clogging are required.
E. Inlet Protection - Inlets shall be designed to prevent
					 scour and reduce velocities during peak flows. Possible design options include
					 flow diffusion, plunge pools, directional berms, baffles, or other energy
					 dissipation structures.
F. Location - Temporary sediment basins should be located
					 to provide access for cleanout and disposal of trapped sediment.
G. Removal - Temporary sediment basins shall be removed
					 after the contributing drainage area has been stabilized. Complete final
					 grading and restoration according to the site plans. If standing water needs to
					 be removed it shall be done in accordance with WDNR Conservation Practice
					 Standard Dewatering (1061).
VI. Considerations
A. When constructing a sediment basin that will also serve
					 as the long-term stormwater detention pond, build the sediment basin to the
					 larger of the two sizes required either for stormwater control or erosion
					 control. In addition, when sizing the outlet structure first design the outlet
					 for the long-term stormwater management requirements then check to satisfy the
					 flow requirements for sediment control during construction. If additional flow
					 restriction is needed consider use of a temporary restriction plates or other
					 measures to avoid having to construct separate outlet structures for the
					 sediment basin and stormwater basin.
B. Over-excavation beyond the required depth in the
					 sediment storage area of the sediment basin may allow for less frequent
					 maintenance. Addition of other measures in the contributing drainage area may
					 reduce sediment accumulation and associated maintenance requirements.
C. The use of a sediment forebay can extend the useful life
					 of the main sediment storage area by trapping the majority of sediment in the
					 forebay area. Separation of the forebay from the rest of the basin requires
					 construction of a submerged shelf (if wet) or a stone or stabilized earthen
					 embankment. The forebay should have a surface area equal to at least 12% of the
					 total basin area.
D. In addition to soil stability issues, interior slopes of
					 sediment basins should be selected based on safety issues commensurate with the
					 degree of hazard.
VII. Plans and Specifications
A. Plans and specifications for installing sediment basins
					 shall be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose.
1. Location of sediment basin
2. Schedules and sequence of installation and
					 removal
3. Standard drawings and installation details
4. Control structure detail and layout
5. Sizing of sediment storage area
6. Maintenance requirements
B. All plans, standard detail drawings, or specifications
					 shall include sequence for installation, inspection, and maintenance
					 requirements. The responsible party shall be identified.
VIII. Operation and Maintenance
A. Sediment basins shall, at a minimum, be inspected weekly
					 and within 24 hours after every precipitation event that produces 0.5 inches of
					 rain or more during a 24-hour period.
B. Sediment shall be removed to maintain the three foot
					 depth of the treatment surface area as measured from the invert of the
					 principal outlet. Sediment may need to be removed more frequently.
C. If the outlet becomes clogged it shall be cleaned to
					 restore flow capacity.
D. Provisions for proper disposal of the sediment removed
					 shall be made.
E. Maintenance shall be completed as soon as possible with
					 consideration to site conditions.
IX. References
Chapter
					 NR
					 333, Dam and Design Construction.
Hann, Barfield, and Hayes. Design Hydrology and
					 Sedimentology for Small Catchments. Academic Press Inc., 1994.
Robert E. Pitt, Small Storm Hydrology.
US Bureau of Reclamation, Design of Small Dams.
					 http://www.usbr.gov/pmts/hydraulics_lab/pubs/index.cfm.
USDA, Natural Resources Conservation Service, Ponds -
					 Planning, Design, Construction. Agriculture Handbook No. 590, Revised September
					 1997.
WDNR Conservation Practice Standard 1001 Wet Detention
					 Basin.
X. Definitions
Active Storage Volume
(V.B.3) - Is
					 measured from the invert of the lowest outlet to the invert of the emergency
					 spillway.
Stabilized (III)
- Means protecting
					 exposed soil from erosion.
Treatment Surface Area
(V.B.1) - Is the
					 surface area of the sediment basin measured at the invert of the lowest
					 outlet.
Figure 1 Clarification of Sediment Basin
					 Terminology
Click
					 to view image
Figure 2 Approximate Detention Basin Routing for Type
					 II Storms
Click
					 to view image
Source: Technical Release 55, United States Department of
					 Agriculture, Natural Resources Conservation Service, Washington D.C.
					 1988
Rainfall Quantities:
Table 1 provides a summary of the 1-year, 24-hour rainfall
					 totals using NRCS mandated TP-40 which has not been updated since 1961. Table 2
					 provides a summary of more current data from the Rainfall Frequency Atlas of
					 the Midwest published in 1992. Local requirements may dictate the use of one
					 dataset over the other.
Table 1 Rainfall for Wisconsin Counties for a 1-Year,
					 24-Hour Rainfall1
Inches of Rainfall
County
2.1 in.
Door, Florence, Forest, Kewaunee, Marinette,
								  Oconto, Vilas
2.2 in.
Ashland, Bayfield, Brown, Calumet, Douglas, Iron,
								  Langlade, Lincoln, Manitowoc, Menominee, Oneida, Outagamie, Price, Shawano,
								  Sheboygan
2.3 in.
Barron, Burnett, Dodge, Fond du Lac, Green Lake,
								  Marathon, Milwaukee, Ozaukee, Portage, Racine, Rusk, Sawyer, Taylor, Washburn,
								  Washington, Waukesha, Waupaca, Waushara, Winne-bago, Wood
2.4 in.
Adams, Chippewa, Clark, Columbia, Dane, Dunn, Eau
								  Claire, Jackson, Jefferson, Juneau, Keno-sha, Marquette, Pepin, Pierce, Polk,
								  Rock, St. Croix, Walworth
2.5 in.
Buffalo, Green, Iowa, La Crosse, Monroe,
								  Richland, Sauk, Trempealeau, Vernon
2.6 in.
Crawford, Grant, Lafayette
1TP - 40 - Rainfall Frequency
					 Atlas of the United States, U.S. Department of Commerce Weather Bureau.
Table 2 Rainfall for Wisconsin Counties for a 1-Year,
					 24-Hour Rainfall2
Zone
Inches of Rainfall
County
1
2.22
Douglas, Bayfield, Burnett, Washburn, Sawyer,
								  Polk, Barron, Rusk, Chippewa, Eau Claire
2
2.21
Ashland, Iron, Vilas, Price, Oneida, Taylor,
								  Lincoln, Clark, Marathon
3
1.90
Florence, Forest, Marinette, Langlade, Menominee,
								  Oconto, Door, Shawano
4
2.23
St. Croix, Dunn, Pierce, Pepin, Buffalo,
								  Trempealeau, Jackson, La Crosse, Monroe
5
2.15
Wood, Portage, Waupaca, Juneau, Adams, Waushara,
								  Marquette, Green Lake
6
1.96
Outagamie, Brown, Kewaunee, Winnebago, Calumet,
								  Manitowoc, Fond Du Lac, Sheboygan
7
2.25
Vernon, Crawford, Richland, Sauk, Grant, Iowa,
								  Lafayette
8
2.25
Columbia, Dodge, Dane, Jefferson, Green,
								  Rock
9
2.18
Ozaukee, Washington, Waukesha, Milwaukee,
								  Walworth, Racine, Kenosha
2 Bulletin 71: Rainfall
					 Frequency Atlas of the Midwest, Midwest Climate Center and Illinois State Water
					 Survey, 1992.
Attachment 1
Sample Sediment Basin Design Problem
The proper sizing and design of a sediment basin will often
					 require iterative calculations. The technical standard for sizing sediment
					 basins was written to give the designer as much flexibility as possible in
					 designing the basin while meeting water quality requirements. The governing
					 equation relates the surface area of the sediment basin to the outflow and
					 critical particle settling velocity. The larger the sediment basin outflow, the
					 larger the surface area required to settle the particle. As the outflow is
					 reduced, a smaller surface area is required however the required storage volume
					 dictates how small a surface area can become through the storage depth or
					 hydraulic head acting on the outlet.
The particle settling velocities are listed in the standard
					 requiring the designer to either start with a desired outflow based on an
					 outlet size or an estimated starting surface area. The sample equation below
					 starts with an estimated surface area.
Sample Problem:
A 10 acre site is being developed into condos. Eight acres
					 of the site are being disturbed while 2 acres of forest are remaining
					 undisturbed. The dominate soils on the site are silt loam. The 1-year, 24-hour
					 design storm is 2.25 inches.
Step 1
: Calculate runoff volume
					 and peak using TR-55 or approved method.
From TR-55 the curve number (CN) for the disturbed area is
					 86 and the CN for the forested area is 55 resulting in a composite CN of 80.
					 Using TR-55, the runoff volume calculated for the 1-year 24-hour design storm
					 is 0.7 inches (0.6 acre-feet for the entire 10-acre site). The time of
					 concentration was calculated as 0.4 hours resulting in a peak flow of 6
					 cfs.
Step 2
: Begin sizing sediment
					 basin using Equation 1. The technical standard lists silt loam under particle
					 class 2 with a settling velocity of 7.3*10-5 ft/sec.
					 We are also going to assume a starting surface area of 0.25 acres (10,890
					 ft2). An alternative approach is to assume an
					 outflow velocity.
SA = 1.2 * (qout /
v
s)
Solve for qout: 10,980
					 ft2 = 1.2 * (qout /
					 7.3*10-5 ft/sec)
qout = 0.67 cfs
Step 3
: Using Figure 2:
					 Approximate Detention Basin Routing for Type II Storms determines the volume of
					 storage (VS) needed.
qout = 0.67 cfs (calculated in Step
					 2)
qin = 6.0 cfs (peak flow calculated
					 using TR-55 in Step 1)
VR = 0.6 acre-feet (volume of runoff
					 calculated using TR-55 in Step 1)
qout / qin =
					 0.67 cfs / 6.0 cfs = 0.11. Using Figure 2 with a qout /
					 qin = 0.11, the
					 VS/VR is determined to be 0.54.
					 Therefore the VS = 0.54 * 0.6 acre-feet = 0.324
					 acre-feet (14,113 ft3)
Step 4
: Check configuration:
					 Calculate maximum head on outlet using surface area and volume.
SA = 10,890 ft2 and a
					 VS = 14,113 ft3 we get a
					 depth (H) of 1.29 feet = 14,113 ft3 / 10,890
					 ft2
Step 5
: Size Outlet: Assuming an
					 orifice type outlet calculate the size needed to meet the
					 qout calculated in Step 1 and the H calculated in Step
					 4.
Using the orifice equation: qout =
					 C*A*(2gH)1/2 with C=0.6 (coefficient) , A = Area =
					 ft2, g = 32.2, and H = hydraulic head expressed in
					 feet.
qout = 0.6*A*(2*32.2*
					 H)1/2 so 0.66 =
					 0.6*A*(2*32.2*1.29)1/2 therefore A = .12
					 ft2
An area of 0.12 ft2 corresponds
					 to an orifice outlet of 4.7 inches in diameter.
Step 6
: Iteration: While the above
					 solution works, the sediment basin has not been optimally sized and we have an
					 orifice diameter that is not a standard pipe size. An iterative approach can be
					 used to reduce the surface area of the sediment basin and obtain a more common
					 orifice diameter. We can assume a 4-inch orifice since it is close to diameter
					 calculated in Step 5 and we can start with the depth we calculated in Step 4.
					 The iterations below each represent Steps 2 through 5.
Iteration 1:
qout = 0.43 (H) 
					 1/2 = 0.43 (1.29) 
					 1/2 = 0.48 cfs which is less than
					 the 0.66 cfs calculated in Step 1. Therefore, we can go back to Step 1 and
					 repeat the sizing procedure and downsize the sediment basin.
SA = 1.2 * (qout /
v
s) = 1.2 * (0.48 cfs /
					 7.3*10-5 ft/sec) = 7,890
					 ft2
Using Figure 2:
qout = 0.48 cfs
qin = 6.0 cfs (peak flow calculated
					 using TR-55 in Step 1)
VR = 0.6 acre-feet (volume of runoff
					 calculated using TR-55 in Step 1)
qout / qin =
					 0.48 cfs / 6.0 cfs = 0.08. Using Figure 2 with a qout /
					 qin = 0.08, the
					 VS/VR is determined to be 0.62.
					 Therefore the VS = 0.62 * 0.6 acre-feet = 0.372
					 acre-feet (16,204 ft3)
SA = 7,890 ft2 and a
					 VS = 16,204 ft3 we get a
					 depth (H) of 2.05 feet = 16,204 ft3 / 7,890
					 ft2
qout = 0.43 (H) 
					 1/2 = 0.43 (2.05) 
					 1/2 = 0.61 cfs which is more than
					 the 0.48 cfs we used so iterate.
Iteration 2:
SA = 1.2 * (qout /
v
s) = 1.2 * (0.61 cfs /
					 7.3*10-5 ft/sec) = 10,027
					 ft2
Using Figure 2:
qout = 0.61 cfs
qin = 6.0 cfs (peak flow calculated
					 using TR-55 in Step 1)
VR = 0.6 acre-feet (volume of runoff
					 calculated using TR-55 in Step 1)
qout / qin =
					 0.61 cfs / 6.0 cfs = 0.10 Using Figure 2 with a qout /
					 qin = 0.10, the
					 VS/VR is determined to be 0.54.
					 Therefore the VS = 0.54 * 0.6 acre-feet = 0.324
					 acre-feet (14,113 ft3)
SA = 10,027 ft2 and a
					 VS = 14,113 ft3 we get a
					 depth (H) of 1.41 feet = 14,113 ft3 / 10,027
					 ft2
qout = 0.43 (H) 
					 1/2 = 0.43 (1.41) 
					 1/2 = 0.51 cfs which is less than
					 the 0.61 cfs we used so we are OK or we can iterate again until we have
					 qout that are almost identical.
After Iteration 2, we have a sediment basin with a SA =
					 10,027 ft2 and a VS = 14,113
					 ft3. We have a principal water quality outlet
					 consisting of a 4-inch orifice. This design meets the water quality
					 requirements of the technical standard.
Sediment Trap
1063 (09/05)
Wisconsin Department of Natural Resources
Conservation Practice Standard
I. Definition
A
temporary
1
					 sediment control device formed by excavation and/or embankment to intercept
					 sediment-laden runoff and to retain the sediment.
II. Purposes
To detain sediment-laden runoff from disturbed areas for
					 sufficient time to allow the majority of the sediment to settle out.
III. Conditions Where Practice Applies
Sediment traps are utilized in areas of concentrated flow
					 or points of discharge during construction activities. Sediment traps shall be
					 constructed at locations accessible for clean out. Sediment traps are designed
					 to be in place until the contributory drainage area has been
stabilized
. The contributory drainage area shall be a maximum
					 of 5 acres. For concentrated flow areas smaller than one acre, ditch checks may
					 be installed; refer to WDNR conservation practice standard Ditch Check (1062).
					 For larger drainage areas and/or for sediment basins requiring an engineered
					 outlet structure refer to WDNR conservation practice standard Sediment Basin
					 (1064) or Wet Detention Basin (1001).
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of sediment traps. This standard does not
					 contain the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A.
Timing
- Sediment traps shall be
					 constructed prior to disturbance of up-slope areas and placed so they function
					 during all phases of construction. Sediment traps shall be placed in locations
					 where runoff from disturbed areas can be diverted into the traps.
B.
Sizing Criteria
- Properly sized sediment
					 traps are relatively effective at trapping medium and coarse-grained particles.
					 To effectively trap fine-grained particles, the sediment trap must employ a
					 large surface area or polymers. The specific trapping efficiency of a sediment
					 trap varies based on the surface area, depth of dead storage, and the particle
					 size distribution and concentration of sediment entering the device.
1. Surface Area - The minimum surface area of a sediment
					 trap shall be based on the dominant textural class of the soil entering the
					 device. The surface area calculated below represents the surface for the
					 permanent pool area (if wet) or the surface area for the dead storage. This
					 surface area is measured at the invert of the stone outlet (see Figure
					 1).
a. For coarse textured soils (loamy sand, sandy loam, and
					 sand):
As (coarse) = 625 *
					 Adr
b. For medium textured soils (loams, silt loams, and
					 silt):
As (medium) = 1560 *
					 Adr
c. For fine textured soils (sandy clay, silty clay, silty
					 clay loam, clay loam, and clay):
As (fine) = 5300 *
					 Adr
For the equations above:
As = surface area of storage volume
					 in square feet
Adr = contributory drainage area in
					 acres
Note:
The equations above were derived using a
					 representative particle distribution for detached sediment for each textural
					 class.
Sediment traps designed based on this standard will achieve
					 80% reduction of suspended solids for the drainage area.
d. The surface area of sediment traps used in areas with
					 fine to medium sized soils can be reduced when used in conjunction with water
					 applied polymers. When employing polymers, size the surface area for
					 controlling fine particles using the criteria for medium soils (V.B.1.b.) and
					 when controlling medium sized particles use the sizing equation contained in
					 (V.B.1.a.) for coarse soils. See WDNR Conservation Practice Standard Sediment
					 Control Water Application of Polymers (1051) for criteria governing the proper
					 use and selection of polymers.
2. Depth - The depth of the sediment trap measured from the
					 sediment trap bottom to the invert of the stone outlet, shall be at least three
					 feet to minimize re-suspension and provide storage for sediment.
3. Shape - The sediment trap shall have a length to width
					 ratio of at least 2:1. The position of the outlet to the inlet shall be as such
					 to minimize short-circuiting of the water flow path.
4. Side Slopes - Side slopes shall be no steeper than
					 2:1.
Note:
A sediment trap sized with the surface
					 area equations above, a three-foot depth, and 2:1 side slopes will generally
					 result in an 80% sediment reduction. Slopes flatter than 2:1 will require
					 larger surface areas to provide adequate storage.
C.
Embankment -
Embankments of temporary
					 sediment traps shall not exceed five feet in height measured from the
					 downstream toe of the embankment to the top of the embankment. Construct
					 embankments with a minimum top width of four feet, and side slopes of 2:1 or
					 flatter. Earthen embankments shall be compacted. Where sediment traps are
					 employed as a perimeter control, the embankments shall have stabilization
					 practices place prior to receiving runoff.
D.
Outlet -
Sediment traps shall be
					 constructed with both a principal and emergency spillway. The stone outlet of a
					 sediment trap shall consist of a stone section of embankment (stone outlet)
					 located at the discharge point. The stone outlet section provides a means of
					 dewatering the basin back to the top of the permanent storage between storm
					 events, and also serves as a non-erosive emergency spillway for larger flow
					 events.
1. Outlet Size - The size of the outlet shall depend on the
					 contributory drainage area and desired outflow. The length of the stone outlet
					 / weir outlet can be calculated based on the size of the drainage area found in
					 Table 1. Refer to section IX References for the equation used to calculate flow
					 through a stone outlet or gabion.
Table 1 Weir Length
Drainage Area (acres)
Weir Length (feet)
1
4.0
2
6.0
3
8.0
4
10.0
5
12.0
The emergency spillway (top of the weir) shall be sized to
					 adequately pass the 10-year 24-hour storm without over topping the sediment
					 trap. The crest of the spillway shall be at least one foot below the top of the
					 embankment. The, minimum weir lengths provided in Table 1 are adequate to pass
					 the 10 year event.
Note:
The weir length has little effect on
					 overall treatment efficiency provided the sizing criteria in Section V.B. is
					 adhered to. The stone outlet shall have a minimum top width of 2 feet and a
					 maximum side-slope of 2:1. Discharge from the sediment basin shall be safely
					 conveyed to a stormwater facility, drainage way, or waterbody. The discharge
					 velocity shall be below the velocity to initiate scour unless appropriate
					 stabilization methods are employed.
2. Stone Size - Stone shall consist of angular well graded
					 3 to 6 inch clear washed stone.
3. Keyway Trench - The stone outlet shall be protected from
					 undercutting by excavating a keyway trench across the stone foundation and up
					 the sides to the height of the outlet. See Figure 1. Underlying with geotextile
					 fabric is optional.
E. Provide access for cleanout and disposal of trapped
					 sediment.
VI Considerations
A. Sediment traps generally require excessive surface areas
					 to settle clay particles and fine silts. If these conditions exist on the site
					 consider using a sediment basin (DNR Conservation Practice Standard Sediment
					 Basin 1064) or adding polymer to the sediment trap. See WDNR Conservation
					 Practice Standard Sediment Control Water Application of Polymers (1051) for
					 criteria governing the use of polymers
B. To improve trapping efficiency, filter fabric can be
					 placed on the up-slope side of the stone outlet / gabion and anchored with
					 stone. When fabric is utilized to enhance filtering, more frequent maintenance
					 is required to prevent clogging. When using fabric, a monofilament type fabric
					 shall be used (such as WisDOT Type FF). The apparent opening size of the
					 fabric, not the stone size, will dictate the flow rate through the outlet
					 therefore outlet lengths need to be calculated since values in Table 1 are
					 based on stone. When calculating the size of the outlet a clogging factor of
					 50% should be used for the fabric.
C. Consider possible interference with construction
					 activities when locating sediment traps.
D. Provisions should be made for protecting the embankment
					 from failure caused by storms exceeding the 10-year design requirement.
					 Consider a stabilized and non-erosive emergency spillway bypass.
E. In general, groundwater impacts from temporary sediment
					 traps that have storage areas in contact with groundwater are not a major
					 concern. However, sediment trap contact with groundwater should be avoided in
					 areas with karst features, fractured bedrock, or areas of significant
					 groundwater recharge.
F. Sediment trapping is achieved primarily by settling
					 within the pool formed by the trap. Sediment trapping efficiency is a function
					 of surface area, depth of pool, and detention time. If site conditions permit,
					 a length to width ratio greater than 2:1 will increase efficiency.
G. If site conditions prevent the sediment trap from having
					 a three-foot depth, then an equivalent storage volume must be created through
					 increasing the surface area.
H. For sediment traps in place longer than 6 months,
					 consider outlets constructed of two types of stone. A combination of coarse
					 aggregate and riprap (WisDOT light riprap classification) should be used to
					 provide stability. A one-foot layer of one inch washed stone then should be
					 placed on the up-slope face to reduce drainage flow rate.
VII Plans and Specifications
A. Plans and specifications for installing sediment traps
					 shall be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose. The plans and
					 specifications shall address the following:
1. Location and spacing of sediment traps
2. Schedules and sequence of installation and
					 removal
3. Standard drawings and installation details
4. Rock gradation
B. All plans, standard detail drawings, or specifications
					 shall include a schedule for installation, inspection, maintenance, and
					 identify the responsible party.
VIII Operation and Maintenance
Sediment Traps shall, at a minimum, be inspected weekly and
					 within 24 hours after every precipitation event that produces 0.5 inches of
					 rain or more during a 24-hour period. Sediment may need to be removed more
					 frequently.
A. Deposits of sediment shall be removed when they reach a
					 depth of one foot.
B. If the outlet becomes clogged it shall be cleaned to
					 restore flow capacity.
C. Recommend provisions for proper disposal of the sediment
					 removed from the trap.
D. Maintenance shall be completed as soon as possible with
					 consideration given to site conditions.
E. Sediment traps shall be removed and the location
					 stabilized after the disturbed area draining to the sediment trap is stabilized
					 and no longer susceptible to erosion.
IX References
Flow through the stone outlet and gabion can be calculated
					 using the following equation:
Q = ( h2/3 * L ) / [(W/D) + 25 + W 2 ]½
Where:
Q = total flow through stone (cfs)
h = depth of flow measured from invert of the stone outlet
					 to the crest of emergency spillway (ft)
W = average width of weir or flow
length through stone outlet (ft)
L = length of weir (ft)
D = Average Rock Diameter (ft)
Note:
For a stone outlet, the length of stone
					 outlet (L) will vary with the depth and slope of stone outlet. For a gabion,
					 the length of flow is fixed to gabion width. A complete discussion of this
					 equation and its proper application can be found in:
C. McIntyre, G. Aron, J. Willenbrock, and M. Deimler.
					 Report No. 10: Analysis of flow through porous media as applied to gabion dams
					 regarding the storage and release of storm water runoff. NAHB/NRC Designated
					 Housing Research Center at Penn State, Department of Civil Engineering; August
					 1992.
X Definitions
Stabilized
(III): Means that all land
					 disturbing construction activities at the construction site have been completed
					 and that a uniform perennial vegetative cover has been established with a
					 density of at least 70% of the cover for the unpaved areas and areas not
					 covered by permanent structures or that employ equivalent stabilization
					 measures.
Temporary
(I): An erosion control measure
					 that is in place for the duration of construction or until the site is
					 stabilized.
Figure 1: Sediment Trap Outlet Detail
Click to
					 view image
Seeding For Construction Site Erosion
					 Control
1059 (11/03)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
Planting seed to establish temporary or permanent
					 vegetation for erosion control.
II. Purpose
The purpose of
temporary
					 seeding
1 is to reduce runoff and erosion
					 until permanent vegetation or other erosion control practices can be
					 established. The purpose of
permanent seeding
is to
					 permanently stabilize areas of exposed soil.
III. Conditions Where Practice Applies
This practice applies to areas of exposed soil where the
					 establishment of vegetation is desired. Temporary seeding applies to disturbed
					 areas that will not be brought to final grade or on which land-disturbing
					 activities will not be performed for a period greater than 30 days, and
					 requires vegetative cover for less than one year. Permanent seeding applies to
					 areas where perennial vegetative cover is needed.
IV. Federal, State and Local Laws
Users of this standard shall be aware of all applicable
					 federal, state and local laws, rules, regulations or permit requirements
					 governing seeding. This standard does not contain the text of federal, state or
					 local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A. Site and Seedbed Preparation Site preparation activities
					 shall include:
1. Temporary Seeding
a. Temporary seeding requires a seedbed of loose soil to a
					 minimum depth of 2 inches.
b. Fertilizer application is not generally required for
					 temporary seeding. However, any application of fertilizer or lime shall be
					 based on soil testing results.
c. The soil shall have a pH range of 5.5 to 8.0.
2. Permanent Seeding
a. Topsoil installation shall be completed prior to
					 permanent seeding.
b. Permanent seeding requires a seedbed of loose topsoil to
					 a minimum depth of 4 inches with the ability to support a
dense
vegetative cover.
c. Application rates of fertilizer or lime shall be based
					 on soil testing results.
d. Prepare a tilled, fine, but firm seedbed. Remove rocks,
					 twigs foreign material and clods over two inches that cannot be broken
					 down.
e. The soil shall have a pH range of 5.5 to 8.0.
B. Seeding
1. Seed Selection
a. Seed mixtures that will produce dense vegetation shall
					 be selected based on soil and site conditions and intended final use. Section
					 IX References, lists sources containing suggested seed mixtures.
b. All seed shall conform to the requirements of the
					 Wisconsin Statutes and of the Administrative Code Chapter ATCP 20.01 regarding
					 noxious weed seed content and labeling.
c. Seed mixtures that contain potentially invasive species
					 or species that may be harmful to native plant communities shall be
					 avoided.
d. Seed shall not be used later than one year after the
					 test date that appears on the label.
e. Seed shall be tested for purity, germination and noxious
					 weed seed content and shall meet the minimum purity and germination
					 requirements as prescribed in the current edition of Rules for Testing Seed,
					 published by the Association of Official Seed Analysts.
2. Seed Rates
a. Temporary Seeding (Cover Crop)
Areas needing protection during periods when permanent
					 seeding is not applied shall be seeded with annual species for temporary
					 protection. See Table 1 for seeding rates of commonly used species. The residue
					 from this crop may either be incorporated into the soil during seedbed
					 preparation at the next permanent seeding period or left on the soil surface
					 and the planting made as a no-till seeding.
Table 1 Temporary Seeding Species and
					 Rates
Species
Lbs/Acre
Percent Purity
Oats
1311
98
Cereal Rye
1312
97
Winter wheat
1312
95
Annual Ryegrass
802
97
1 Spring and summer seeding
2 Fall seeding
b. Permanent Seeding
Rates shall be based on pounds or ounces of Pure Live Seed
					 (PLS) per acre. Section IX contains some possible reference documents that
					 provide seeding rates. Permanent seeding rates may be increased above the
					 minimum rates shown in the reference documents to address land use and
					 environmental conditions.
If a
nurse crop
is used in conjunction
					 with permanent seeding, the nurse crop shall not hinder establishment of the
					 permanent vegetation.
A nurse crop shall be applied at 50% its temporary seeding
					 rate when applied with permanent seed.
3. Inoculation
Legume seed shall be inoculated in accordance with the
					 manufacturer's recommendations. Inoculants shall not be mixed with liquid
					 fertilizer
4. Sowing
Seed grasses and legumes no more than ¼ inch deep.
					 Distribute seed uniformly. Mixtures with low seeding rates require special care
					 in sowing to achieve proper seed distribution.
Seed may be broadcast, drilled, or hydroseeded as
					 appropriate for the site.
Seed when soil temperatures remain consistently above
					 53°F.
Dormant seed
when the soil temperature is
					 consistently below 53°F (typically Nov. 1st until snow cover). Seed shall
					 not be applied on top of snow.
VI. Considerations
A. Consider seeding at a lower rate and making two passes
					 to ensure adequate coverage.
B. Compacted soil areas may need special site preparation
					 prior to seeding to mitigate compaction. This may be accomplished by chisel
					 plowing to a depth of 12 inches along the contour after heavy equipment has
					 left the site.
C. Sod may be considered where adequate watering is
					 available.
D. When working in riparian areas refer to the NRCS
					 Engineering Field Handbook, Chapter 16, Streambank and Shoreline Protection and
					 Chapter 18,
Soil Bioengineering
for Upland Slope Protection
					 and Erosion Reduction.
E. A site assessment should be conducted to evaluate soil
					 characteristics, topography, exposure to sunlight, proximity to natural plant
					 communities, proximity to nuisance, noxious and/or invasive species, site
					 history, moisture regime, climatic patterns, soil fertility, and previous
					 herbicide applications.
F. Use
introduced species
only in places
					 where they will not spread into existing natural areas.
G. Lightly roll or compact the area using suitable
					 equipment when the seedbed is judged to be too loose, or if the seedbed
					 contains clods that might reduce seed germination.
H. See Section IX. References for suggested seed mixes
					 (NRCS, WisDOT, UWEX) or use their equivalent.
I. Turf seedlings should not be mowed until the stand is at
					 least 6 inches tall. Do not mow closer than 3 inches during the first year of
					 establishment.
J. Seeding should not be done when the soil is too
					 wet.
K. Consider watering to help establish the seed. Water
					 application rates shall be controlled to prevent runoff and erosion.
L. Prairie plants may not effectively provide erosion
					 control during their establishment period without a nurse crop.
M. Topsoil originating from agricultural fields may contain
					 residual chemicals. The seedbed should be free of residual herbicide or other
					 contaminants that will prevent establishment and maintenance of vegetation.
					 Testing for soil contaminants may be appropriate if there is doubt concerning
					 the soil's quality.
N. Consider using mulch or a nurse crop if selected species
					 are not intended for quick germination. When mulching refer to WDNR
					 Conservation Practice Standard Mulching for Construction Sites (1058).
VII. Plans and Specifications
Plans and specifications for seeding shall be in keeping
					 with this standard and shall describe the requirements for applying this
					 practice.
All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
A. During construction areas that have been seeded shall at
					 a minimum be inspected weekly and within 24 hours after every precipitation
					 event that produces 0.5 inches of rain or more during a 24-hour period. Inspect
					 weekly during the growing season until vegetation is densely established or
					 permit expires. Repair and reseed areas that have erosion damage as
					 necessary.
B. Limit vehicle traffic and other forms of compaction in
					 areas that are seeded.
C. A fertilizer program should begin with a soil test. Soil
					 tests provide specific fertilizer recommendations for the site and can help to
					 avoid over-application of fertilizers.
IX. References
A. Seed Selection References
United States Department of Agriculture - Natural Resource
					 Conservation Service Field Office Technical Guide Section IV, Standard 342,
					 Critical Area Planting.
UWEX Publication A3434 Lawn and Establishment &
					 Renovation.
WisDOT, 2003. State of Wisconsin Standard Specifications
					 For Highway and Structure Construction. Section 630, Seeding.
B. General References
Association of Official Seed Analysts, 2003. Rules for
					 Testing Seed.http://www.aosaseed.com.
Metropolitan Council, 2003. Urban Small Sites Best
					 Management Practice Manual, Chapter 3, Vegetative Methods 3-85 - 3-91.
					 Minneapolis.
The State of Wisconsin list of noxious weeds can be found
					 in Statute 66.0407.
United States Department of Agriculture - Natural Resources
					 Conservation Service. Engineering Field Handbook, Chapters 16 and 18.
UWEX Publication GWQ002 Lawn & Garden
					 Fertilizers.
X. Definitions
Dense
(V.A.2.b) A stand of 3-inch high
					 grassy vegetation that uniformly covers at least 70% of a representative 1
					 square yard plot.
Dormant seed
(V.B.4): Seed is applied
					 after climatic conditions prevent germination until the following
					 spring.
Introduced Species
(VI.F) Plant species
					 that historically would not have been found in North America until they were
					 brought here by travelers from other parts of the world. This would include
					 smooth bromegrass and alfalfa. Some of these species may have a wide
					 distribution such as Kentucky bluegrass.
Nurse Crop
(V.B.2.b): Also known as a
					 companion crop; is the application of temporary (annual) seed with permanent
					 seed.
Permanent seeding
(II) Seeding designed to
					 minimize erosion for an indefinite period after land disturbing construction
					 activities have ceased on the site.
Soil Bioengineering
(VI.D) Practice of
					 combining mechanical, biological and ecological concepts to arrest and prevent
					 shallow slope failures and erosion.
Temporary Seeding
(II) Seeding designed to
					 control erosion for a time period of one year or less that is generally removed
					 in order to perform further construction activities or to permanently stabilize
					 a construction site.
Topsoil
(V.A.2.a) Consists of loam, sandy
					 loam, silt loam, silty clay or clay loam humus-bearing soils adapted to sustain
					 plant life with a pH range of 5.5 - 8.0. Manufactured topsoil shall through the
					 addition of sand or organic humus material, peat, manure or compost meet the
					 above criteria.
Silt Fence
1056 (03/06)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
Silt fence is a temporary sediment barrier of entrenched
					 permeable geotextile fabric designed to intercept and slow the flow of
					 sediment-laden sheet flow runoff from small areas of disturbed soil.
II. Purpose
The purpose of this practice is to reduce slope length of
					 the disturbed area and to intercept and retain transported sediment from
					 disturbed areas.
III. Conditions Where Practice Applies
A. This standard applies to the following
					 applications:
1. Erosion occurs in the form of
sheet and rill
					 erosion
1. There is no concentration of
					 water flowing to the barrier (
channel erosion
).
2. Where adjacent areas need protection from sediment-laden
					 runoff.
3. Where effectiveness is required for one year or
					 less.
4. Where conditions allow for silt fence to be properly
					 entrenched and staked as outlined in the Criteria Section V.
B. Under no circumstance shall silt fence be used in the
					 following applications:
1. Below the ordinary high watermark or placed
					 perpendicular to flow in streams, swales, ditches or any place where flow is
					 concentrated.
2. Where the maximum gradient upslope of the fence is
					 greater than 50% (2:1).
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of silt fence. This standard does not contain
					 the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A. Placement
1. When installed as a stand-alone practice on a slope,
					 silt fence shall be placed on the contour. The parallel spacing shall not
					 exceed the maximum slope lengths for the appropriate slope as specified in
					 Table 1.
Table 1
Slope
Fence Spacing
< 2%
100 feet
2 to 5%
75 feet
5 to 10%
50 feet
10 to 33%
25 feet
> 33%
20 feet
2. Silt fences shall not be placed perpendicular to the
					 contour.
3. The ends of the fence shall be extended upslope to
					 prevent water from flowing around the ends of the fence.
B. Height - Installed silt fences shall be a minimum 14
					 inches high and shall not exceed 28 inches in height measured from the
					 installed ground elevation.
C. Support - Silt fences shall be supported by either steel
					 or wood supports as specified below:
1. Wood supports
a. The full height of the silt fence shall be supported by
					 1 1/8 inches by 1 1/8 inches air or kiln dried posts of hickory or oak.
b. The silt fence fabric shall be stapled, using at least
					 0.5-inch staples, to the upslope side of the posts in at least 3 places.
c. The posts shall be a minimum of 3 feet long for 24-inch
					 silt fence and a minimum of 4 feet for 36-inch silt fence fabric.
2. Steel supports
a. The full height of the silt fence shall be supported by
					 steel posts at least 5 feet long with a strength of 1.33 pounds per foot and
					 have projections for the attachment of fasteners.
b. The silt fence fabric shall be attached in at least
					 three places on the upslope side with 50 pound plastic tie straps or wire
					 fasteners. To prevent damage to the fabric from fastener, the protruding ends
					 shall be pointed away from the fabric.
3. The maximum spacing of posts for non-woven silt fence
					 shall be 3 feet and for woven fabric 8 feet.
4. Silt fence shall have a support cord.
5. Where joints are necessary, each end of the fabric shall
					 be securely fastened to a post. The posts shall then be wrapped around each
					 other to produce a stable, secure joint or shall be overlapped the distance
					 between two posts.
6. A minimum of 20 inches of the post shall extend into the
					 ground after installation.
D. Anchoring - Silt fence shall be anchored by spreading at
					 least 8 inches of the fabric in a 4 inch wide by 6 inch deep trench, or 6 inch
					 deep V-trench on the upslope side of the fence. The trench shall be backfilled
					 and compacted. Trenches shall not be excavated wider and deeper than necessary
					 for proper installation.
On the terminal ends of silt fence the fabric shall be
					 wrapped around the post such that the staples are not visible.
E. Geotextile Fabric Specifications - The geotextile fabric
					 consists of either woven or non-woven polyester, polypropylene, stabilized
					 nylon, polyethylene, or polyvinylidene chloride. Non-woven fabric may be needle
					 punched, heat bonded, resin bonded, or combinations thereof. All fabric shall
					 meet the following requirements as specified in Table 2.
Table 2
Test Requirement
Method
Value1
Minimum grab tensile strength in the machine
								  direction
ASTM D 4632
120 lbs. (550 N)
Minimum grab tensile strength in the cross
								  machine direction
ASTM D 4632
100 lbs. (450 N)
Maximum apparent opening size equivalent standard
								  sieve
ASTM D 4751
No. 30 (600 µm)
Minimum permittivity
ASTM D 4491
0.05 scc-1
Minimum ultraviolet stability percent of strength
								  retained after 500 hours of exposure
ASTM D 4355
70%
(WisDOT Standard Specifications for Road and Bridge
					 Construction, 2001)
1 All numerical values represent
					 minimum / maximum average roll values. (For example, the average minimum test
					 results on any roll in a lot should meet or exceed the minimum specified
					 values.)
Silt fence shall have a maximum flow rate of
					 10-gallons/minute/square foot at 50mm constant head as determined by
					 multiplying permittivity in 1/second as determined by ASTM D-4491 by a
					 conversion factor of 74.
F. Removal - Silt fences shall be removed once the
					 disturbed area is permanently stabilized and no longer susceptible to
					 erosion.
VI. Considerations
A. Improper placement as well as improper installation and
					 maintenance of silt fences will significantly decrease the effectiveness of
					 this practice.
Silt fences should be considered for trapping sediment
					 where sheet and rill erosion may be expected to occur in small drainage areas.
					 Silt fences should not be placed in areas of concentrated flow.
B. Silt fences should be installed prior to disturbing the
					 upslope area.
C. Silt fences should not be used to define the boundaries
					 of the entire project. Silt fence should be placed only in areas where it is
					 applicable due to its cost and the fact that it is not biodegradable. For
					 example, silt fence should not be placed in locations where the natural
					 overland flow is from an undisturbed area into disturbed areas of the project.
					 It should also not be used as a diversion.
D. Silt fence should not be used in areas where the silt
					 fence is at a higher elevation than the disturbed area.
E. When placing silt fence near trees, care should be taken
					 to minimize damage to the root system. Avoid compaction and root cutting within
					 1.5 feet multiplied by the inch diameter of the tree (for example: for 10-inch
					 trees keep out a 15-foot radius from the trunk). Refer to UWEX publication
					 Preserving Trees During Construction for more information.
F. To protect silt fence from damage in areas of active
					 construction or heavy traffic, silt fence should be flagged, marked, or
					 highlighted to improve visibility.
G. Silt fence effectiveness is generally increased when
					 used in conjunction with other upslope erosion control practices. To further
					 strengthen the silt fence, straw / hay bales can be placed on the down slope
					 side.
H To help ensure effectiveness, silt fence should be
					 inspected and repaired as necessary prior to forecasted rain events.
I. Where installation with wood posts is difficult, such as
					 when hard or frozen ground is encountered, the use of steel post is
					 recommended.
J. Silt fence can be mechanically installed with a plow
					 type device provided that the silt fence is trenched in a manner such that
					 equivalent performance is achieved to that specified in Section V.D.
VII. Plans and Specifications
A. Plans and specifications for installing silt fence shall
					 be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose. The plans and
					 specifications shall address the following:
1. Location of silt fence
2. Contributory drainage area
3. Schedules
4. Material specification conforming to standard
5. Standard drawings and installation details
6. Restoration after removal
B. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
A. Silt fences shall at a minimum be inspected weekly and
					 within 24 hours after every precipitation event that produces 0.5 inches of
					 rain or more during a 24 hour period.
B. Damaged or decomposed fences, undercutting, or flow
					 channels around the end of barriers shall be repaired or corrected.
C. Sediment shall be properly disposed of once the deposits
					 reach ½ the height of the fence.
IX. References
UWEX Publication A0327 "Preserving Trees During
					 Construction"
X. Definitions
Channel Erosion
(III.A.1): The deepening
					 and widening of a channel due to soil loss caused by flowing water. As rills
					 become larger and flows begin to concentrate, soil detachment occurs primarily
					 as a result of shear.
Sheet and Rill Erosion
(III.A.1): Sheet
					 and rill erosion is the removal of soil by the action of rainfall and shallow
					 overland runoff. It is the first stage in water erosion. As flow becomes more
					 concentrated rills occur. As soil detachment continues or flow increases, rills
					 will become wider and deeper forming gullies.
Click
					 to view image
Silt Curtain
1070 (09/05)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A temporary permeable fabric installed in a waterway or
					 waterbody to minimize sediment transport. A silt curtain does not extend to the
					 bottom of the channel and is placed parallel or perpendicular to the direction
					 of flow.
II. Purposes
The purpose of this practice is to provide sediment
					 containment while construction activities are occurring in or directly adjacent
					 to a waterway or waterbody.
III. Conditions Where Practice Applies
This practice applies where construction activities intrude
					 or are directly adjacent to a waterway or waterbody. This includes but is not
					 limited to bridge construction, rip rap placement, utility work, streambank
					 restoration, boat launches and dredging.
Silt curtain is intended for calm water conditions where it
					 will not be subjected to wind, wave, or current. Silt curtains are appropriate
					 to settle out coarse and granular soils where water depth at the time of
					 construction is greater than or equal to 4 feet. For applications in finer
					 sediment or moving water see WDNR Technical Standard 1069 Turbidity
					 Barrier.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of silt curtains. This standard does not
					 contain the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A. Installation - Details of construction not listed in the
					 text shall conform to the pertinent requirements of Figure 1.
1. The silt curtain shall be installed before construction
					 activities are initiated in or adjacent to the waterway or water-body. Install
					 the silt curtain as close to the construction as practical. The curtain shall
					 remain in place and be maintained until the construction activity is completed
					 and the disturbed area is
stabilized
1.
2. The ends of the silt curtain shall be securely anchored
					 and keyed into the shoreline to fully enclose the area where sediment may enter
					 the water.
3. A 2-foot gap shall exist between the weighted lower end
					 of the curtain and the bottom of the waterway or water-body.
4. Bottom anchors shall be used to hold the silt curtain in
					 the same position relative to the bottom the waterway or waterbody without
					 interfering with the function of the curtain. Anchors shall either be driven
					 into the bottom of the waterway or waterbody or be weighted and attached to the
					 curtain floatation device via an anchor line. Manufacture's recommendations
					 shall be followed for the number and spacing of anchors.
5. Danger buoys shall be used as directed by the Coast
					 Guard or DNR permit when working in navigable waters.
B. Material:
1. Reusable components of the silt curtain system shall be
					 clean and free of potential exotic species. Fabric cannot be reused.
2. The silt curtain shall be constructed from heavy woven
					 filter fabric to allow water to pass through the barrier yet retain sediment.
					 All fabric seams shall be heat sealed or sewn. Silt curtain fabric shall
					 conform to the specifications in Table 1.
Table 1
Requirement
Value
Thickness
15 mils (0.38 mm)
Min. grab tensile strength (ASTM D 4632)
120 lb (550 N)
Min. equivalent opening
No. 170 sieve (90 m m)
3. Flotation devices shall be flexible, buoyant units
					 contained in an individual floatation sleeve or collar attached to the curtain.
					 Use expanded polystyrene logs or equivalent having a 49 square inch minimum end
					 area. Do not use polystyrene beads or chips. Buoyancy provided by the
					 floatation device shall be sufficient to support the weight of the curtain and
					 maintain a freeboard of at least 3 inches above the water surface level.
4. Top load lines shall consist of 5/16 inch steel
					 cable.
5. Bottom load lines shall consist of a minimum
					 ¼-inch steel chain incorporated into the bottom hem of the curtain.
					 Larger chain sizes may be used where additional weight to serve as ballast to
					 hold the curtain in a vertical position is required.
VI. Considerations
A. Sediment that has settled out by the silt curtain should
					 only be removed as directed by the regulatory authority because re-suspension
					 of sediment will likely occur during the removal process. Use of polymers may
					 help prevent resuspen-sion of sediment. See WDNR Technical Standard 1051
					 Sediment Control Water Application of Polymers for further guidance.
B. Silt curtains are meant to manage sediment in the
					 waterbody. The best way to prevent sediment from entering the water-body is
					 through the implementation of effective upland erosion control, stopping
					 sediment transport at its source.
VII. Plans and Specifications
Plans and specifications for installing a silt curtain
					 shall be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose:
A. Location of silt curtain.
B. Material specification conforming to standard.
C. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
A. Silt curtains shall be inspected daily and repaired if
					 necessary.
B. Regardless of upland stabilization conditions silt
					 curtains shall not be removed until the water behind the curtain has equal or
					 greater clarity than the waterway or waterbody. Soil particles shall be allowed
					 to settle for a minimum of 24 hours prior to removal of the curtain.
C. Care shall be taken when removing the silt curtain to
					 minimize the release or re-suspension of accumulated sediment.
D. To prevent the spread of exotic species silt curtains
					 shall not be reused on other sites. Buoys and chains can be reused but shall be
					 either disinfected with vinegar or cleaned with hot water greater than 104 deg.
					 F then allowed to completely dry for a minimum period of five days. If there
					 are any questions about the occurrence of zebra mussels, Eurasian
					 water-milfoil, or other aquatic invasive species in a waterbody that you are
					 working in or intend to work in contact your local DNR staff.
IX. References
Virginia Erosion and Sediment Control Handbook, Third
					 Edition, 1992
WisDOT Facilities Development Manual: Chapter 10, Section
					 10, Subject 43, Silt Screen
X. Definitions
Stabilized
(V.A.1): Means that all land
					 disturbing construction activities at the construction site have been
					 completed, and that a uniform perennial vegetative cover has been established
					 with a density of at least 70% of the cover for the unpaved areas and areas not
					 covered by permanent structures, or that employ equivalent stabilization
					 measures.
Stone Tracking Pad and Tire Washing
1057 (08/03)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in IX. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A stabilized pad of stone aggregate or tire washing station
					 located at any point where traffic will egress a construction site.
II. Purpose
The purpose of this standard is to reduce off-site
					 sedimentation by eliminating the tracking of sediment from construction
					 sites.
III. Conditions Where Practice Applies
Either a stone tracking pad or tire washing station shall
					 be used at all points of construction egress. This standard applies where
					 construction traffic is likely to transport sediment off site.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of this practice. This standard does not
					 contain the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A. Tracking Pad:
1. The tracking pad shall be installed prior to any traffic
					 leaving the site.
2. The aggregate for tracking pads shall be 3 to 6 inch
					 clear or washed stone. All material to be retained on a 3-inch sieve.
3. The aggregate shall be placed in a layer at least 12
					 inches thick. On sites with a high water table, or where saturated conditions
					 are expected during the life of the practice, stone tracking pads shall be
					 underlain with a WisDOT Type R geotextile fabric to prevent migration of
					 underlying soil into the stone.
4. The tracking pad shall be the full width of the egress
					 point. The tracking pad shall be at a minimum 50 feet long.
5. Surface water must be prevented from passing through the
					 tracking pad. Flows shall be diverted away from tracking pads or conveyed under
					 and around them by using a variety of practices, such as culverts,
water bars
1, or other similar
					 practices.
B. Tire washing: If conditions on the site are such that
					 the sediment is not removed from vehicle tires by the tracking pad, then tires
					 shall be washed utilizing pressurized water before entering a public
					 road.
1. The washing station shall be located on-site in an area
					 that is stabilized and drains into suitable sediment trapping or settling
					 device.
2. The wash rack shall consist of a heavy grating over a
					 lowered area. The rack shall be strong enough to support the vehicles that will
					 cross it.
C. Rocks lodged between the tires of dual wheel vehicles
					 shall be removed prior to leaving the construction site.
VI. Considerations
A. Vehicles traveling across the tracking pad should
					 maintain a slow constant speed.
B. The best approach to preventing off-site tracking is to
					 restrict vehicles to stabilized areas.
C. It is always preferable to prevent sediment from being
					 deposited upon the road than cleaning the road later. Sediment on a road can
					 create a safety hazard as well as a pollution problem.
D. Any sediment tracked onto a public or private road
					 should be removed by street cleaning, not flushing, before the end of each
					 working day.
VII. Plans and Specifications
A. Plans and specifications for installing tracking pads
					 shall be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose. The plans and
					 specifications shall address the following:
1. Location of all points of egress with tracking pad
					 locations shown
2. Material specifications conforming to standard
3. Schedule for installation and removal
4. Standard drawings and installation details
5. Stabilization after removal
B. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
A. Tracking pads and tire washing stations shall, at a
					 minimum, be inspected weekly and within 24 hours after every precipitation
					 event that produces 0.5 inches of rain or more during a 24-hour period.
B. The tracking pad performance shall be maintained by
					 scraping or top-dressing with additional aggregate.
C. A minimum 12-inch thick pad shall be maintained.
IX. Definitions
Water bar
(V.A.5): A shallow trench or
					 diversion dam that diverts surface water runoff into a dispersion area.
Storm Drain Inlet Protection For Construction
					 Sites
1060 (10/03)
Wisconsin Department of Natural Resources
Conservation Practice Standard
I. Definition
A temporary barrier installed around a storm drain inlet,
					 drop inlet or curb inlet.
II. Purposes
The purpose of this practice is to reduce sediment from
					 entering storm drains before stabilizing the contributing drainage area.
III. Conditions Where Practice Applies
This practice applies where runoff from construction sites
					 enters conveyance system structures such as drain inlets, drop inlets, and curb
					 inlets. Inlet protection devices are for drainage areas of one acre or less.
					 Runoff from areas larger than one acre should be routed through a properly
					 designed sediment trapping or settling practice upstream of the inlet.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of storm drain inlet protection. This standard
					 does not contain the text of federal, state, or local laws.
V. Design Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
The appropriate type of inlet protection barrier shall be
					 installed once the drain, drop, or curb inlet can receive runoff. The device
					 shall remain in place and be maintained until the disturbed area is
					 stabilized.
A. General Criteria that is applicable to all inlet
					 protection devices
1. Ponding water to settle sediment is encouraged; however
					 ponding shall not interfere with the flow of traffic, create a safety hazard,
					 or cause property damage. All devices shall have provisions such as weep holes
					 or "emergency spillways" to safely pass water if the device becomes
					 clogged.
2. The contributing drainage area to the inlet protection
					 device shall be one acre or less. In instances were a larger contributing
					 drainage area exists, runoff shall be routed through a properly designed
					 sediment trapping or settling device upstream of inlet.
3. Other than Type D inlet protection devices, no gaps
					 shall be left in the material used that would allow the flow of water to bypass
					 the inlet protection device.
4. All fabrics used as part of an inlet protection device
					 must be selected from the list of approved fabrics certified for inlet
					 protection, Geotextile Fabric, Type FF in the current addition of the WisDOT
					 Product Acceptability List (PAL).
B. Criteria Applicable to Unpaved areas or the Pre-Paving
					 Phase of Construction
1. Inlet Protection Barriers include, but are not limited
					 to, straw bales, sandbags, other material filled bags and socks, and stone
					 weepers. These devices can be used to either settle sediments or divert
					 flows.
a. Manufactured bags, when used, shall conform to the
					 standards in Table 1.
Table 1
Minimum Size
14 x 26 inches
Grab Tensile strength of fabric, ASTM
								  D-4632
95 lb. min.
UV stability, ASTM D-4355
70 % min.
Note:
To provide sufficient
								  strength, fabric shall be sewn together with double stitching.
b. Straw Bale installation shall conform to the criteria
					 outlined in the WDNR Conservation Practice Standard (1055) Sediment Bale
					 Barrier (Non-Channel).
c. Stone weeper installation shall conform to the criteria
					 in WDNR Conservation Practice Standard (1063) Sediment Trap.
2. Filter Fabric Barrier Criteria - See Figure 1 Inlet
					 Protection
a. Inlet protection Type A devices shall be utilized around
					 inlets and unpaved areas until permanent stabilization methods have been
					 established. Type A devices shall be utilized on inlets prior to installation
					 of curb and gutter or pavement, and where safety considerations are not
					 compromised on the site.
b. Type B shall be utilized after the casting and grate are
					 in place.
c. Type D shall be utilized in areas where other types of
					 inlet protection are identified as incompatible with roadway and traffic
					 conditions, causing possible safety hazards when ponding occurs at the inlet.
					 Type D shall only be used after castings are in place on top of the inlet
					 boxes.
Type D inlet protection shall conform to the standard
					 drawing as shown in the plans. There shall be a three-inch space between the
					 bag and the sides of the inlet to prevent the inlet sides from blocking the
					 overflow; and shall only be used in inlets deeper than 30 inches from the top
					 of grate to bottom of the inlet. If such clearance is not available, cinch or
					 tie the sides of the bag (with rope or ties) to provide clearance.
C. Criteria Applicable to the Post-Paving / Curbing Phase
					 of Construction
1. Inlet protection Types B, C, and D are applicable to
					 post paving construction. See Figure 1 Inlet Protection.
* Type B shall be utilized on inlets without curb
					 box.
* Type C shall be utilized on street inlets with curb
					 heads. A 1½"x 3½" (37mm by 87 mm) minimum, piece of wood shall be
					 wrapped and secured in the fabric and placed in front of the curb head as shown
					 in the plans. The wood shall not block the entire opening of the curb box and
					 be secured to the grate with wire or plastic ties.
* Type D
VI. Considerations
A. When site conditions allow, inlets should be temporarily
					 closed or sealed to prevent entrance of runoff and sediment.
B. The best way to prevent sediment from entering the storm
					 sewer system is to stabilize the disturbed area of the site as quickly as
					 possible, preventing erosion and stopping sediment transport at its
					 source.
C. Storm drain inlet protection consists of several types
					 of inlet filters and traps and should be considered as only one element in an
					 overall erosion control plan. Each type differs in application with selection
					 dependent upon site conditions and inlet type. Not all designs are appropriate
					 in all cases. The user must carefully select a design suitable for the needs
					 and site conditions.
D. Inlet protection is only as effective as the filter or
					 barrier used around the inlet. Effectiveness decreases rapidly if the inlet
					 protection is not properly maintained. In general, inlet protection provides
					 relatively good removal of coarse and medium-sized soil particles from runoff
					 however, most fine silt and clay particles will pass through the filtering
					 mechanisms.
E. Properly maintaining inlet protection can be difficult
					 and often inlets can become clogged. Field experience has shown that inlet
					 protection that causes excessive ponding in an area of high construction
					 activity may become so inconvenient that it is simply removed or bypassed, thus
					 transmitting sediment-laden flows unchecked. In such situations, a structure
					 with an adequate overflow mechanism should be utilized instead of simply
					 removing the inlet protection device.
F. Inlet protection devices can be enhanced by additional
					 excavation to increase the storage capacity around the inlet.
G. Good construction site housekeeping measures, such as
					 keeping the gutters clean, and street sweeping are important.
VII. Plans and Specifications
Plans and specifications for installing inlet protection
					 shall be in keeping with this standard and shall describe the requirements for
					 applying the practice to achieve its intended purpose:
A. Location of inlet protection and type employed
B. Material spec conforming to standard
C. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified.
VIII. Operation and Maintenance
A. Remove inlet protection devices once the contributing
					 drainage area is stabilized with appropriate vegetation or impervious
					 area.
B. Inlet protection shall be at a minimum inspected weekly
					 and within 24 hours after every precipitation event that produces 0.5 inches of
					 rain or more during a 24-hour period.
C. Sediment deposits shall be removed and the inlet
					 protection device restored to its original dimensions when the sediment has
					 accumulated between 1/3 to 1/2 the design depth of the device, or when the
					 device is no longer functioning as designed. Removed sediment shall be
					 deposited in a suitable area and stabilized.
D. Due care shall be taken to ensure sediment does not fall
					 into the inlet and impede the intended function of the device. Any material
					 falling into the inlet shall be removed.
IX. References
WisDOT "Erosion Control Product Acceptability List" is
					 available online at: http://www.dot.wisconsin.gov/business/engrserv/pal.htm.
					 Printed copies are no longer distributed.
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Turbidity Barrier
1069 (09/05)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in X. Definitions. The words are italicized the first
					 time they are used.
I. Definition
A temporary fabric barrier with very low permeability,
					 installed in or near the bed of a waterway or waterbody to minimize sediment
					 transport and is installed parallel to flow. Turbidity barrier cannot be
					 installed perpendicular to a moving channel.
II. Purposes
The purpose of this practice is to provide sediment
					 containment while construction activities are occurring in or directly adjacent
					 to a waterway or waterbody.
III. Conditions Where Practice Applies
This practice applies where construction activities intrude
					 or are directly adjacent to a waterway or waterbody. This includes but is not
					 limited to bridge construction, rip rap placement, utility work, streambank
					 restoration, boat launches and dredging.
Use turbidity barriers in conditions with fine soils and
					 flow velocities not exceeding 5 feet per second, unless additional
					 reinforcement is installed.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of turbidity barriers. This standard does not
					 contain the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements.
A. Installation - Details of construction not listed in the
					 text shall conform to the pertinent requirements of Figures 1 and 2.
1. The barrier shall be installed before construction
					 activities are initiated in, or adjacent to the waterway or water-body. Install
					 the turbidity barrier as close to the construction as practical. The barrier
					 shall remain in place and be maintained until the construction activity is
					 completed and the disturbed area
stabilized
1.
2. The ends of the barrier shall be securely anchored and
					 keyed into the shoreline to fully enclose the area where sediment may enter the
					 water.
3. Driven steel posts shall be used to hold the barrier in
					 position. The maximum spacing between posts shall be 10 feet. When barrier
					 height exceeds 8 feet, post spacing may need to be decreased.
When bedrock prevents the installation of posts, float
					 devices may be used. Flotation devices shall be flexible, buoyant units
					 contained in an individual flotation sleeve or collar attached to the turbidity
					 barrier. Use solid expanded polystyrene logs or equivalent having a 49 square
					 inch minimum end area. Do not use polystyrene beads or chips. Buoyancy provided
					 by the flotation devices shall be sufficient to support the weight of the
					 turbidity barrier and maintain a freeboard of at least three inches above the
					 water surface. Refer to Figure 1.
4. The barrier and steel posts shall extend from the bottom
					 of the waterway or waterbody to an elevation 2 feet above the anticipated high
					 water level during the time of year and duration the barrier will be in place.
					 The elevation shall not exceed the top of bank.
5. Ballast shall be used to hold the barrier in a vertical
					 position. Bottom load lines shall consist of a chain incorporated into the
					 bottom hem of the screen, of sufficient weight to serve as ballast to hold the
					 screen in a vertical position. Additional anchorage shall be provided if
					 necessary.
6. Danger buoys shall be used as directed by the Coast
					 Guard or DNR permit when working in navigable waters.
7. Turbidity barriers shall be installed parallel to the
					 direction of flow and shall not be installed across channels.
B. Material
1. Reusable components of the turbidity barrier system
					 shall be clean and free of potential exotic species. Fabric cannot be
					 reused.
2. Top load lines shall consist of 5/16 inch steel
					 cable.
3. Fabric shall be selected according to the specifications
					 in Table 1.
Table 1
Requirement
Method
Value
Min. grab tensile strength
ASTM D 4632
200 lb (890 N)
Min. puncture strength
ASTM D 4833
90 lb (400 N)
Maximum permeability
ASTM D 4491
= 1X10-7 cm/s
Min. ultraviolet stability
ASTM D 4355
70%
Source: WisDOT Spec 628.2.10.
VI. Considerations
A. The 5 feet per second flow velocity specified in Section
					 III can be the base flow of the stream or the base flow plus the addition of
					 storm event runoff. Base flow can be used alone for short term projects
					 (typically one day duration, i.e. culvert installation) when the chance of
					 precipitation is low. Longer term projects (i.e. bridge work) should consider
					 storm flow in addition to base flow (typically the two year event).
B. If the current exceeds 5 feet per second, other methods
					 to divert flow away from the turbidity barrier such as temporary concrete
					 traffic barriers, coffer dams, pumping, or sheet piling should be
					 considered.
C. Sediment that has been settled out by the turbidity
					 barrier should only be removed if so directed by the regulatory authority
					 because re-suspension of sediment will likely occur during the removal process.
					 Use of polymers may help prevent resuspension of sediment. See WDNR Technical
					 Standard 1051 Sediment Control Water Application of Polymers for further
					 guidance.
D. Turbidity barriers are meant to manage sediment in the
					 waterbody. The best way to prevent sediment from entering the waterbody is
					 through the implementation of effective upland erosion control, stopping
					 sediment transport at its source.
E. Turbidity barriers should not be used to reduce the
					 conveyance capacity of the channel. An example is use on bridge projects where
					 the turbidity barrier is installed adjacent to each abutment
					 simultaneously.
F. Turbidity barriers may be installed on the banks of a
					 waterway or waterbody if higher water levels are anticipated during
					 construction.
VII. Plans and Specifications
Plans and specifications for installing a turbidity barrier
					 shall be in keeping with this standard and attached detail drawing and shall
					 describe the requirements for applying the practice to achieve its intended
					 purpose:
A. Location of turbidity barrier.
B. Material specification conforming to standard.
C. All plans, standard detail drawings, or specifications
					 shall include schedule sequence or notes for installation, inspection, and
					 maintenance. The responsible party shall be identified.
VIII. Operation and Maintenance
A. Turbidity barriers shall be inspected daily and repaired
					 if necessary.
B. Turbidity barriers shall not be removed until the water
					 behind the barrier has equal or greater clarity than the waterway or
					 waterbody.
C. Care shall be taken when removing the barrier to
					 minimize the release or re-suspension of accumulated sediment.
D. To prevent the spread of exotic species turbidity
					 barriers shall not be reused on other sites. Buoys and chains can be reused but
					 shall be either disinfected with vinegar or cleaned with hot water greater than
					 104 deg. F then allowed to completely dry for a minimum period of five days. If
					 there are any questions about the occurrence of zebra mussels, Eurasian
					 water-milfoil, or other aquatic invasive species in a waterbody that you are
					 working in, or intend to work in, contact your local DNR staff.
IX. References
WisDOT Facilities Development Manual: Chapter 10, Section
					 10, Subject 45, Turbidity Barrier
X. Definitions
Stabilized
(V.A.1): Means that all land
					 disturbing construction activities at the construction site have been
					 completed, and that a uniform perennial vegetative cover has been established
					 with a density of at least 70% of the cover for the unpaved areas and areas not
					 covered by permanent structures, or that employ equivalent stabilization
					 measures.
(Figures are available on DNR website.)
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Vegetative Buffer
For Construction Sites
1054 (05/03)
Wisconsin Department of Natural Resources
Conservation Practice Standard
Note:
Words in the standard that are shown in
					 italics are described in IX. Definitions. The words are italicized the first
					 time they are used.
I. Definition
An area of
dense
					 vegetation
1 intended to slow runoff and
					 trap sediment. Vegetative Buffers are commonly referred to as filter or buffer
					 strips.
II. Purpose
The purpose of this practice is to remove sediment in
sheet flow
by velocity reduction.
III. Conditions Where Practice Applies
This practice applies to areas where sediment delivery is
					 in the form of
sheet and rill erosion
from disturbed
					 areas.
IV. Federal, State, and Local Laws
Users of this standard shall be aware of applicable
					 federal, state, and local laws, rules, regulations, or permit requirements
					 governing the use and placement of a vegetative buffer. This standard does not
					 contain the text of federal, state, or local laws.
V. Criteria
This section establishes the minimum standards for design,
					 installation and performance requirements. Vegetative Buffer
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A. The vegetative buffer shall be located along the entire
					 length of the down slope edge of the entire disturbed area for which the
					 practice is being applied.
B. The vegetative buffer shall be located on the
					 contour.
C. The width of the vegetative buffer shall have slopes
					 less than 5%.
D. The disturbed area draining to the vegetative buffer
					 shall have slopes of 6% or less.
E. The vegetative buffer shall have a minimum
width
of 25 feet. 25 feet is adequate for disturbed areas up to 125 feet
					 upslope from the vegetative buffer. An additional one foot of width shall be
					 added to the buffer for every 5 feet exceeding 125 feet upslope of the
					 disturbed area draining to the vegetative buffer.
F. To minimize compaction and destruction of the vegetative
					 cover, designate the vegetative buffer as an area of no disturbance.
					 Construction equipment shall be excluded from the designated area. Vegetative
					 buffers shall be clearly shown on plans and marked in the field.
G. Vegetative buffers shall be densely vegetated prior to
					 upslope soil disturbance.
VI. Considerations
A. Maintaining sheet flow is critical to the function of a
					 vegetative buffer. In some conditions, a
level spreader
may
					 need to be constructed at the upslope side of the vegetative buffer to minimize
					 concentrated flow.
B. Vegetative buffers may require large land areas compared
					 to other erosion control practices.
C. Trees should not be cut down to establish a vegetative
					 buffer. Other erosion control measures are preferred.
VII. Plans and Specifications
A. Plans and specifications for vegetative buffers shall be
					 in keeping with this standard and shall describe the requirements for applying
					 the practice to achieve its intended purpose. The plans and specifications
					 shall address the following:
1. Location of vegetative buffer.
2. Limits and slopes of disturbed area and any additional
					 contributory drainage area.
3. Dimensions and slope of vegetative buffer.
B. All plans, standard detail drawings, or specifications
					 shall include schedule for installation, inspection, and maintenance. The
					 responsible party shall be identified
.
VIII. Operation and Maintenance
A. Vegetative buffers shall be inspected for proper
					 distribution of flows, sediment accumulation and signs of rill formation.
					 Vegetative buffers shall at a minimum be inspected weekly and within 24 hours
					 after every precipitation event that produces 0.5 inches of rain or more during
					 a 24-hour period.
B. If the vegetative buffer becomes silt covered, contains
					 rills, or is otherwise rendered ineffective, other perimeter sediment control
					 measures shall be installed. Eroded areas shall be repaired and stabilized.
					 Repair shall be completed as soon as possible with consideration to site
					 conditions.
C. A stand of dense vegetation shall be maintained to a
					 height of 3-12 inches.
D. Prior to land disturbance the perimeter of vegetative
					 buffers shall be flagged or fenced to prevent equipment from creating ruts,
					 compacting the soil and to prevent damage to vegetation.
IX. Definitions
Dense vegetation
(I): is defined as an
					 existing stand of 3-12 inch high grassy vegetation that uniformly covers at
					 least 90 % of a representative 1 square yard plot. Woody vegetation shall not
					 be counted for the 90% coverage. No more than 10% of the overall buffer can be
					 comprised of woody vegetation.
Level Spreader
(VI.A): Level spreaders
					 disperse flows over a wide area, dissipating the energy of the runoff and
					 creating sheet flow. Common types of level spreaders are weirs and stone
					 trenches.
Sheetflow
(II): Sheet flow is over plane
					 surfaces, where runoff water flows in a thin uniform sheet across the land
					 before it collects in a concentrated flow.
Sheet and Rill Erosion
(III): Sheet and
					 rill erosion is the removal of soil by the action of rainfall and shallow
					 overland runoff. It is the first stage in water erosion. As flow becomes more
					 concentrated rills occur. As soil detachment continues or flow increases, rills
					 will become wider and deeper.
Width
(V.E): Is measured in the direction
					 of flow.
s.
					 SPS 321.16
Frost-Protected Shallow Footings
In lieu of frost walls, the code recognizes frost-protected
					 shallow foundations designed per ASCE 32, "Design and Construction of
					 Frost-Protected Shallow Foundations". The department also recognizes the
					 similar design standards of U.S.HUD "Design Guide for Frost-Protected Shallow
					 Foundations", available for free download from
					 www.huduser.org/publications/destech/ desguide.html and summarized below.
					 Consult it or the ASCE standard for full design and installation information,
					 including a more flexible, detailed design method that should be used for
					 heated buldings with attached, unheated garages.
Note that both standards offer design methods for both
					 heated and unheated buildings. For heated buildings, the designs rely upon
					 containing the building's heat under the footings to avoid frost heaving. In
					 the case of unheated buildings, the designs rely upon containing the earth's
					 natural warmth under the footings and slab by the use of more extensive
					 insulation. (For both design approaches, compliance with their frost-protection
					 requirements is not necessarily the same as compliance with the ch. SPS 322
					 Energy Conservation standards for slab-on-grade designs.)
Because the simplified heated building design methods rely
					 upon buildings, including attached garages, with at least a 63 degree internal
					 temperature, it is important the building designer consult with the owner
					 regarding their intended use. Even if the initial owner plans to keep the
					 building heated throughout the winter, future owners may use it otherwise.
					 Therefore, the designer should be sure to communicate the operational needs of
					 the building through means such as building placarding, notating the Rescheck
					 Energy Report, and/or recording relevant information on the property deed.
Failure to do so may cause severe structural damage to the building if
					 future owners do not keep the building heated.
Unheated Building Design Minimum Ground Insulation
					 Requirements1
Mean Annual Temperature 
								  2,
																6 (see map)
Minimum Footing Depth 
								  7,
																8
Air Freezing Index (°F-days) 
								  3 (see map)
Dg-Insulation Width
								  from Edge of Footing 
								  4,
																5
38
40
>
41
D-
Concrete & Insulation
								  Depth
G-
Granular Base Thickness
2,250 or less
63"
R-13.6
R-11.4
R-10.2
10"
6"
2,251-3,000
79"
R-18.2
R-15.3
R-14.2
10"
6"
3,001-3,750
91"
R-22.7
NA
NA
10"
6"
1 Also see s.
					 SPS 322.33 for
					 additional slab-edge insulation requirements.
2 Units are degrees Fahrenheit. See estimate provided on
					 Mean Annual Temperature Contour Map.
3 Air freezing index shall be based on maximum year
					 expected for a 100-year return period. See estimate provided on AFI Contour
					 Map.
4 Ground insulation to the building interior can be
					 extended beneath the entire slab where it is desired to protect the entire slab
					 from frost heave action.
5 Ground insulation to the building interior can be in one
					 horizontal plane (as shown in the detail) and covered with non
					 frost-susceptible fill or the insulation maybe placed directly beneath the
					 slab.
6 Insulation thickness recommendations are for extruded
					 polystyrene (XPS) insulation.
7 The minimum depth of concrete footing and horizontal
					 insulation is 10 ". A 6" drainage layer is required under the
					 insulation.
8 Insulation placed directly beneath the footing shall be
					 Type IV or Type VI XPS in accordance with ASTM C578. Maximum deadload placed on
					 the Type IV insulation shall be 1200 pounds/square foot. Maximum deadload
					 placed on Type VI shall be 1900 psf
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Heated Building Design
Minimum Insulation Requirements for Frost-Protected
					 Footings in Heated Buildings1 (Simplified
					 Method)
Air Freezing Index (°F
								  days)2 (see map)
Vertical Insulation
								  R-Value3,4
Horizontal Insulation R-Value 
								  3,
																5
Horizontal Insulation Dimensions per Figure
								  Below (inches)
Minimum Footing Depth
								  (inches)
Along walls
At corners
A
B
C
D
2,000 or less
5.6
NR
NR
NR
NR
NR
14
2,500 or less
6.7
1.7
4.9
12
24
40
16
3,000 or less
7.8
6.5
8.6
12
24
40
16
3,500 or less
9.0
8.0
11.2
24
30
60
16
1 Insulation requirements are for protection against frost
					 damage in heated buildings. Greater values may be required to meet energy
					 conservation standards. Interpolation between values is permissible.
2 See AFI Contour Map for Air Freezing Index values.
3 Insulation materials shall provide the stated minimum
					 R-values under long-term exposure to moist, below-ground conditions in freezing
					 climates. The following R-values shall be used to determine insulation
					 thicknesses required for this application: Type II expanded polystyrene - 2.4R
					 per inch; Types IV, V, VI, VII extruded polystyrene - 4.5R per inch; Type IX
					 expanded polystyrene - 3.2R per inch. NR indicates that insulation is not
					 required.
4 Vertical insulation shall be expanded polystyrene
					 insulation or extruded polystyrene insulation.
5 Horizontal insulation shall be extruded polystyrene
					 insulation.
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321.40 (1) (h), HUD Roof-Load Zone Map
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Section
					 SPS 322.33
Slab-On-Grade Insulation Details
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Insulation shall extend vertically and horizontally for a
					 total of 48". In all cases the insulation shall insulate to the top edge of the
					 floor perimeter. The last diagram is not an acceptable method. Additional
					 insulation may be necessary to comply with the structural stability
					 requirements of s.
					 SPS 321.16 for
					 frost-protected shallow foundations.
SPS
					 323.02(1) Outdoor Design
					 Temperatures
Zone 1
25° below zero F
Zone 2
20° below zero F
Zone 3
15° below zero F
Zone 4
10° below zero F
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