NR 110.13(5)(g)4.4. Polyvinyl chloride pipe and joints shall meet the requirements of AWWA C900-07 (minimum class 150) or ASTM D2241-09 (minimum class 250). Solvent weld joints may not be used.

NR 110.13(5)(g)5.5. Fiberglass reinforced–polyvinyl chloride composite pipe and joints shall meet the requirements of AWWA C950-07 (minimum class 250). Eight and 10–inch pipe shall have minimum category 3 stiffness as defined in ASTM D2996-01 (2007) e1. Four and 6–inch pipe shall have a minimum category 2 stiffness as defined in ASTM D2996-01 (2007).

NR 110.13(5)(h)(h) Small diameter pressure sewer pipe and joints. All pipe and joints 8 centimeters (3 inches) in diameter or smaller to be used in grinder pumps shall meet the following minimum requirements:

NR 110.13(5)(h)1.1. Polyethylene pipe and joints which meet the requirements of ASTM D2239-03 (minimum class 160) may be approved on a case–by–case basis depending on the expected system pressure relative to the pipe working strength. Solvent weld, butt fusion, or elastomeric joints will be acceptable.

NR 110.13(5)(h)2.2. For ABS pipe, solvent weld or elastomeric joints will be acceptable.

NR 110.13(5)(h)3.3. Polyvinyl chloride pipe and joints shall meet the requirements of ASTM D2241-09 (minimum class 160). Solvent weld or elastomeric joints will be acceptable.

NR 110.13(6)(6) Sanitary sewer overflow structures. Sanitary sewer overflows structures may be provided as measures to manage and mitigate the effects of sanitary sewer overflow discharges that may occur under extreme conditions. Sanitary sewer overflow structures shall be designed in accordance with all the following requirements:

NR 110.13(6)(a)(a) The overflow may be activated either manually or automatically. If automatically activated, a monitoring system shall be provided to detect the initiation time of the overflow and to provide an alarm signal to the sewage collection system operator or other responsible authority.

NR 110.13(6)(b)(b) The overflow structure shall be designed to discharge only those wastewater flows greater than the peak flow conveyance capacity within the sewage collection system.

NR 110.13 NoteNote: A department approval of a sanitary sewer overflow structure does not eliminate or alleviate the requirement that prohibits sewage treatment facility overflows in s. NR 210.21.

NR 110.13 HistoryHistory: Cr. Register, November, 1974, No. 227, eff. 12-1-74; am. (2), Register, December, 1978, No. 276, eff. 1-1-79; r. and recr. Register, February, 1983, No. 326, eff. 3-1-83; corrections in (1) made under s. 13.93 (2m) (b) 7., Stats., Register, September, 1995, No. 477; corrections in (1) (d) 2. and 3. were made under s. 13.93 (2m) (b) 7., Stats., Register, May, 2001, No. 545; CR 09-123: am. (1) (d) 1., 2., (2) (i), (k) 1., (5) (a) and (e) to (h) Register July 2010 No. 655, eff. 8-1-10; correction in (1) (d) 3. made under s. 13.92 (4) (b) 7., Stats., Register January 2012 No. 673; CR 12-027: cr. (6) Register July 2013 No. 691, eff. 8-1-13.

NR 110.14(1)(b)(b) Design report. A design report shall be submitted with plans and specifications for all new sewage lift stations as well as the major rehabilitation of existing lift stations. Major lift station rehabilitation may include, but is not limited to, replacing pumps with larger units or changing the type of lift stations. The design report shall comply with the facilities planning requirements of s. NR 110.11, and shall contain the detailed design calculations for the lift station design capacity.

NR 110.14(2)(a)1.1. Lift stations may be constructed in floodplains provided the floodproofing requirements of ss. NR 116.16 and 116.17 are met.

NR 110.14(2)(a)2.2. Where practical, lift stations shall be located off the traffic way of streets and alleys.

NR 110.14(2)(a)3.3. Lift stations shall be located with a minimum separation distance of 60 meters (200 feet) from community water system well, and a minimum separation distance of 30 meters (100 feet) from a private water well or any other well subject to ch. NR 812. A lesser separation distance from a community water system well may be approved if hydrogeologic information is provided to the department to indicate the lesser separation distance would provide adequate protection of a well from contamination. When a lift station is proposed within 60 meters (200 feet) of a community water system well, or 30 meters (100 feet) of private water wells or any other well subject to ch. NR 812, the location of the well shall be shown on the engineering plans. Gravity or pressure sewers connecting to lift stations shall be separated from water supply wells in accordance with s. NR 110.13 (1) (d).

NR 110.14(2)(b)1.1. Pumping rates for lift stations integral to collection systems shall be determined in the same manner as the flows for the sewers contributory to the lift station and in accordance with the provisions of s. NR 110.11 (1) (d).

NR 110.14(2)(b)2.2. Pumping rates for lift stations which operate as part of sewage treatment facilities shall be determined in the same manner as the design flow for the treatment facility in accordance with s. NR 110.15 (4) (c).