A-382.34 (4)-5. GARAGE CATCH BASIN WITH FIXTURES ON SEPARATE FLOOR LEVELS.
Open grate cover minimum 24 inch square or diameter
Horizontal drain minimum of 2 inches above water level
Minimum 20 times ID from basin to stack serving trapped and vented fixtures
A-382.34 (4)-6. GARAGE CATCH BASIN RECEIVING PRESSURIZED DRAINS.
Open grate cover minimum 24 inch square or diameter
Pressurized drain with maximum velocity 2 feet/second
A-382.34 (5) (b)-1. EXTERIOR GREASE INTERCEPTORS.
GREASE INTERCEPTOR MANHOLE LOCATION
A-382.34 (5) (b)-2. EXTERIOR GREASE INTERCEPTORS.
Terminate at or above finished grade
A-382.34 (5) (c) INTERIOR GREASE INTERCEPTORS.
A–382.34 (6) AUTOMATIC CAR WASHES.
CAR WASH INTERIOR WITH INVERT INSIDE OF BASIN
Capacity value equal to at least 15 times the maximum flow rate
Capacity value equal to at least 5 times the maximum flow rate
CAR WASH INTERIOR WITH INVERT OUTSIDE OF BASIN
Capacity value equal to at least 15 times the maximum flow rate
Capacity value equal to at least 5 times the maximum flow rate
A-382.34 (7) COMMERCIAL LAUNDRIES. See also A-382.33 (9)-4. for trench type interceptors.
12 inch minimum trap seal
IN LINE LAUNDRY INTERCEPTOR
A-382.34 (8) OIL AND FLAMMABLE LIQUIDS INTERCEPTOR. Vents as shown must terminate independently.
Terminates at least 12 feet above grade
Terminates 1inch above grade and > 6 feet below interceptor vent
A-382.34 (13) PLASTER AND HEAVY SOLIDS TRAP TYPE INTERCEPTORS.
A-382.34 (14) CHEMICAL DILUTION AND NEUTRALIZING BASINS.
A-382.35 (3) CLEANOUTS SERVING HORIZONTAL DRAINS WITHIN OR UNDER A BUILDING.
No cleanout required on this stack
Developed length of drain piping between cleanouts not exceeding 40 feet for 2 inch ID or less, 75 feet for pipe with an ID of greater than 2 inches
A-382.35 (5) (a) CLEANOUT EXTENSION TO GRADE.
Minimum 6 inches below predicted depth of frost
6 to 12 inches above the sewer
Removable watertight cover
Removable watertight cover
If depth is 18 inches or less, this may be a sanitary pattern fitting
A-382.35 (8) OUTSIDE DROP INTO AN EXISTING MANHOLE.
Attach drop to manhole wall with strapping, anchored with masonry fasteners (minimum 2 straps per drop)
A-382.36 (3) SOURCES OF POLLUTANTS IN WISCONSIN STORMWATER.
SOURCES OF POLLUTANTS IN WISCONSIN STORMWATER
Geometric Mean Concentrations of Contaminants in Runoff from Source-Area and Storm-Sewer Outfalls
Source: Bannerman, R.T.; Owens D.W.; Dodds, R.B.; and Hornewer, N.J., 1993, Sources of Pollutants in Wisconsin Stormwater: Water Science Technology, v.28, nos. 3-5, pp. 241-259.
Note: Single dash indicates source area is not in the land use; double dash indicates insufficient data; and triple dash indicates values are shared with those above for the same source area. The relatively large concentrations of zinc in roof runoff indicate that galvanized roofing materials were a source of the zinc. One-third of the residential roofs had galvanized downspouts. Roofing materials also might be a source of copper and lead in the runoff from residential roofs. Concentrations of dissolved copper and total recoverable copper and lead were slightly larger in the residential roof runoff than in runoff from driveways and lawns.
Note: The department has accepted that a “visible sheen” is defined as 15 mg/L grease and oil.
A-382.36 (3)-1. BEST MANAGEMENT PRACTICES (BMPs). A description of the proposed best management practices to be used for stormwater management in the protection of water quality include, but are not limited to, the following:
a. Detention, retention and sedimentation facilities, including plans for discharges from the facilities, maintenance plans and predictions of water quality.
b. Areas of the site to be used or reserved for infiltration including a prediction of the impact on groundwater quality.
c. Any other relevant volume controls or measures.
d. Any other relevant source control practices not described.
e. Any treatment device, including plans for discharges from the facilities, maintenance plans and predictions of water quality.
Note: Section NR 151.002 (4) reads: “‘Best management practices’ or ‘BMPs’ means structural or non-structural measures, practices, techniques or devices employed to avoid or minimize soil, sediment or pollutants carried in runoff to waters of the state.” A-382.36 (4)-1. RATIONAL METHOD. The equation procedure for using the rational method formula is as follows:
Q = Aci (in cubic feet per second)
Where: Q = Runoff (in cubic feet per second)
A = Drainage area (in acres)
c = Coefficient of runoff (a dimensionless number)
i = Intensity of rainfall (in inches per hour)
Q = (0.0104)ciA (in gallons per minute)
(1/96)ciA
Where: Q = Runoff (in gallons per minute)
c = Coefficient of runoff (a dimensionless number)
i = Intensity of rainfall (in inches per hour)
A = Drainage area (in square feet)
A-382.36 (4)-2. RUNOFF COEFFICIENTS. Tables Detail A and B are for using the rational formula.
DETAIL A: RUNOFF COEFFICIENTS (C), RATIONAL FORMULA
Source: Wisconsin department of transportation (WDOT), Facilities Development Manual (July 2, 1979), Procedure 13-10-5.
DETAIL B: RUNOFF COEFFICIENTS (C), FOR SPECIFIC LAND USE
Source: Wisconsin department of transportation (WDOT), Facilities Development Manual (July 2, 1979), Procedure 13-10-5.
Note: The lower “C” values in each range should be used with the relatively low intensities associated with 2- to 10-year design recurrence intervals whereas the higher “C” values should be used for intensities associated with the longer 25- to 100-year design recurrence intervals.
Note: In parking lot runoff, visible sheen has been accepted as having an oil concentration of 15 mg/L.
A-382.36 (4)-3. OTHER METHODS OR MODELS. A model that calculates peak flow such as TR-55, P8 or an equivalent methodology may be used.
Information on how to access P8 is available at the department of natural resources webpage: http://dnr.wi.gov/runoff/models/ or contact the stormwater coordinator in the runoff management section of the bureau of watershed management at the department of natural resources at phone 608-267-7694. A simplified TR-55 approach, TR-55 (210-vf-TR-55, second edition, June 1986), may be obtained by accessing the USDA NRCS webpage: http://dnr.wi.gov/runoff/models/. A-382.36 (6)-1. THE FORMULA FOR SOLVING FOR DIAMETER, D FOR ROOF CONDUCTORS.
A-382.36 (9) (b) AREA DRAIN INLETS.
A-382.36 (9) (b) 3. INLET GRATES.
GRATES FOR HORIZONTAL PIPING
GRATES FOR VERTICAL PIPING
FORMULA TO CALCULATE CAPACITY, IN CUBIC FEET PER SECOND:
Q = 2/3 A C (2gh)1/2
Where: Q = the capacity of the inlet, cfs
2/3 = a factor to correct for assumed blockage of 1/3 of the inlet’s net open area
A = the net open area of the inlet, sq. ft
C = an orifice coefficient, usually taken as 0.60
G = a constant, 32.2 ft/sec/sec
H = the head, in feet on the inlet, or the depth of water on top of the inlet, usually not more than two or three inches.
A-382.365 (1) CLASS V INJECTION WELLS. An injection well is described as being any well, drilled or dug hole, used to inject fluids into the subsoil. A stormwater collection well may be a class V injection well.
Federal regulations (40 CFR 144.26) require that all injection wells be reported to the state underground injection control (UIC) program authority for the purpose of developing a state inventory of injection practices. In Wisconsin, the department of natural resources, bureau of drinking water and groundwater, maintains this inventory and registration program, form 3300-253. For more information, refer to www.dnr.state.wi.us/. A-382.37 (3) CAMPSITE RECEPTORS AND WATER SUPPLY
Minimum 4 inches above grade
Typical water supply with backflow preventer
Typical 4 unit campsite receptor
Water termination 18 inches above grade and higher than sewer terminal
A-382.40 (4) CONTROL VALVES.
Private water main 2 inch or less
Private water main 2½ inch or larger
