Chapter NR 516

NR 516.05(2)(b) (b) A table containing thicknesses of each layer in the liner system on a 100-foot grid pattern.

NR 516.05(2)(c) (c) Discussion of how the leak tests were performed on lysimeters and sideslope riser sumps and a discussion of any problems encountered and how they were resolved.

NR 516.05(2)(d) (d) Documentation of the initial leachate collection pipe cleanout, and pressure testing of force mains and leachate storage tanks. All provisions used to seal pipe connections, manhole sections and leachate storage tanks including protective coatings and corrosion protection shall be described. The manufacturer’s recommendations for the installation of all equipment shall be included. Any deviations from the recommendations shall be discussed.

NR 516.05(2)(e) (e) Daily summary reports prepared by the registered professional engineer or qualified technician performing continuous quality assurance for each day that installation of geomembrane or other geosynthetics is either attempted or accomplished when constructing composite-lined sites. The reports shall specifically describe practices employed for base grade preparation and acceptance before geomembrane installation and drainage layer placement, and the following:

NR 516.05(2)(e)1. 1. Identification and location of geomembrane panels placed, with modifications of the fabrication plan noted.

NR 516.05(2)(e)2. 2. Identification of field seams and ends of panels, and results of all destructive and nondestructive field tests of test seams and installed seams.

NR 516.05(2)(e)3. 3. Methods and procedural steps taken prior to field seaming of panels.

NR 516.05(2)(e)4. 4. Identification of wrinkles that were large enough to double over and were cut out and repaired.

NR 516.05(2)(e)5. 5. Identification of repairs and destructive samples and the results of the nondestructive testing of those repairs.

NR 516.05(2)(e)6. 6. Amount and location of geotextile and other geosynthetics used in construction of the liner.

NR 516.05(2)(e)7. 7. Identification of the sources and product information for manufactured items used in site construction including geosynthetics. This shall include the identification of all solvents and other sealants used in pipe construction.

NR 516.05(2)(e)8. 8. Weather conditions and constraints.

NR 516.05(2)(f) (f) A series of properly labeled 35 millimeter color prints or prints from digital photographs documenting all major aspects of facility construction. This shall include close–up photographs of the construction process including clay liner and soil barrier layer placement and compaction equipment, deployment of geomembrane and all other geosynthetics, deployment equipment, leachate pipe placement including all places where transfer piping exits the lined waste fill area or sideslope riser installation, drainage blanket placement and the installation of all manholes, sumps, sideslope risers, lift stations and storage tanks. Panoramic views shall be included showing the prepared sub–base and the completed liner before and after granular blanket placement.

NR 516.05 History History: Cr. Register, January, 1988, No. 385, eff. 2-6-88; r. (1) (g), (2) (d), renum. (intro. (1), (2) (intro.), (a), (d), (f) from NR 516.06 (intro.), (1), (2) (intro.), (a) (b), (c), cr. (1) (g), (h), (i), (2) (b), (c), (e) and am. (intro.), (1) (a) to (c), (e) (f), (2) (intro.), (a), (f), Register, June, 1996, No. 486, eff. 7-1-96; CR 05-020: am. (2) (f) Register January 2006 No. 601, eff. 2-1-06.

NR 516.06 NR 516.06 Closure of landfill areas. In addition to the requirements of s. NR 516.04 (3), all construction documentation reports for the closure of landfill areas shall contain the following minimum information:

NR 516.06(1) (1) Engineering plans. A set of 24 inch by 36 inch engineering plan sheets, unless an alternative size is approved by the department in writing, prepared in accordance with s. NR 500.05 and including:

NR 516.06(1)(a) (a) A plan sheet documenting the final refuse grades, including daily or intermediate cover. Documentation of grades shall include spot elevations taken on a maximum 100-foot grid after grading has been performed to establish uniform slopes. Documentation of grades for landfills which primarily accept papermill sludge or other low strength wastes may be performed at the surface of the support layer, accompanied with documentation of the thickness of the support layer on a 100-foot grid and the orientation of any geosynthetics and pipe used for reinforcement, separation, filtration or drainage. For areas less than 4 acres, a 50-foot grid shall be used.

NR 516.06(1)(b) (b) A plan view drawing for each one–foot thickness of clay or soil barrier layer placed showing the locations of the various soil testing completed and detailing the tests performed at each location. Multiple plan views may be presented on a single engineering plan sheet if legibility is not compromised.

NR 516.06(1)(c) (c) A plan view drawing showing the location of all geomembrane tests, geomembrane panel layout, geomembrane patches and seam repairs, and geomembrane destructive samples.

NR 516.06(1)(d) (d) A plan sheet documenting the constructed final cap grades prior to topsoil placement on a maximum 100-foot grid. Approved final cap grades shall be shown for the same area in a clear and legible manner. For areas less than 4 acres, a 50-foot grid shall be used.

NR 516.06(1)(e) (e) A plan sheet documenting the gas and condensate transfer piping layout, top of header pipe elevation at each gas extraction well, at all major changes in slope and at the driplegs and the condensate tank, and the location of the anti-seep collar around pipes exiting the waste.

NR 516.06(1)(f) (f) Cross-sections through the closed area which are constructed parallel and perpendicular to the base line of the landfill. A minimum of 4 cross sections shall be submitted, 2 of which shall be in each direction. Each of the cross-sections shall show all surficial and subsurface features encountered including gas extraction wells or vents, leachate lines, and other landfill structures and shall be tied into the grades of adjacent previously filled areas. At a minimum, each cross section shall show actual sub-base grades, base grades, final refuse grades, and final topsoil grades.

NR 516.06(1)(g) (g) Detail drawings, plan view and cross-section, of typical gas extraction wells or gas vents, bedding and assembly of the lateral and header pipes, header pipe joining details, header pipe exiting the site, valves, driplegs, manholes, lift stations, collection tanks, and blower building and flare.

NR 516.06(1)(h) (h) Cross section details shall be included to illustrate all important construction features of the final cover, drainage systems for gas condensate, and sediment control and storm water management structures.

NR 516.06(1)(i) (i) Detail drawings shall be included for gas header and gas condensate drain lines outside the limits of waste in critical areas of below-ground piping such as where several pipes cross or meet to illustrate sufficient pipe location and invert information.

NR 516.06(2) (2) Report preparation. A comprehensive report containing a detailed narrative describing the closure of the area in a logical fashion shall be prepared. Particular emphasis shall be placed on any deviations from the approved plans. This report shall also include the following information at a minimum:

NR 516.06(2)(a) (a) An analysis and discussion of all soil, geomembrane and other geosynthetic testing work performed. All density and moisture content testing results shall clearly indicate which Proctor curve or line of optimums is applicable to the soil being compacted. Any changes in the referenced Proctor curve or line of optimums shall be identified as to when they occurred and why the change was made. All raw data from the soil, geomembrane and other geosynthetic testing performed shall be included in an appendix to the closure documentation report unless other arrangements were previously approved by the department. The raw data shall be summarized using a tabulated format. Also included shall be the make, model, weight and foot length of each piece of equipment used to compact clay.

NR 516.06(2)(b) (b) A table containing thicknesses of each layer in the cover system on a 100-foot grid pattern. When determining soil thickness by using surveying information, the table shall contain elevations before and after soil layer placement on the 100-foot grid. For areas less than 4 acres, a 50-foot grid shall be used. As an alternative to the survey method, soil thickness shall be controlled using settlement plates and grade stakes, and clay thickness shall be established on a 100-foot grid using auger borings. Boreholes shall be backfilled with a soil-bentonite mix such that the in-place permeability of the backfilled material is equal to or less than the surrounding clay cap.

NR 516.06(2)(c) (c) When the auger method is used to determine soil layer thicknesses, a discussion of how the auger boreholes were backfilled and the materials used.

NR 516.06(2)(d) (d) A table showing gas extraction well construction information including: location, surface elevation, depth of the borehole, top of casing elevation, elevation and length of the solid and perforated piping, elevation and length of the gravel backfill, bentonite seal and other backfill materials.

NR 516.06(2)(e) (e) Daily summary reports shall be prepared for each day that installation of geomembrane or other geosynthetics is either attempted or accomplished for composite-capped landfills and shall contain the information required in s. NR 516.05 (2) (e).

NR 516.06(2)(f) (f) The rates and types of fertilizer, seed and mulch applied. Liming requirements shall also be included along with the actual rate of application.

NR 516.06(2)(g) (g) A series of properly labeled 35 millimeter color prints which document all major aspects of facility closure. This shall include panoramic views of the closed area as well as close-up photos of the construction process and completed engineering structures such as gas extraction wells or vents, blower and flare stations, cleanout ports, manholes, gas condensate tanks and other pertinent structures.

NR 516.06 History History: Cr. Register, January, 1988, No. 385, eff. 2-6-88; r. (1) (d), (2) (e) renum. (intro.), (1) (intro.), (a), (b), (d), (f), (2) (intro.), (a), (f), (g) from NR 516.07 (intro.), (1) (intro.), (a), (b), (c), (e), (2) (intro.), (a), (b), (c) and am. (intro.), (1) (a), (b), (f), (2) (intro.), (a), cr. (1) (c), (e), (g) to (i), (2) (b) to (e), Register, June, 1996, No. 486, eff. 7-1-96; am. (2) (e), Register, August, 1997, No. 500, eff. 9-1-97; CR 05-020: am. (1) (b) and (2) (a) Register January 2006 No. 601, eff. 2-1-06.

NR 516.07 NR 516.07 Soil and geomembrane testing requirements. Testing shall be performed during the construction and closure of any landfill areas. At a minimum, this testing shall include:

NR 516.07(1) (1) Liner system and final cover system construction. For all recompacted clay soil construction, the following tests shall be performed:

NR 516.07(1)(a) (a) Dry density and as-placed moisture content shall be determined on an approximate 100-foot grid pattern for each one-foot thickness of clay placed. The grid pattern shall be offset on each subsequent layer of tests. A minimum of 2 density and moisture content tests for each one-foot thickness of clay placed shall be performed to fully define the degree of soil compaction obtained in confined areas where equipment movement is hindered or hand compaction is necessary.

NR 516.07(1)(b) (b) One moisture-density curve or line of optimums analysis shall be developed for every 5,000 cubic yards or less of clay placed and for each major soil type utilized. At least 5 points shall be established on each curve. If a line of optimums analysis is performed, at least 2 curves shall be included for each analysis. A representative sample for every 5,000 cubic yards or less of clay placed shall be analyzed for grain size distribution through the .002 millimeter particle size and for Atterberg limits. If apparent changes in soil quality are observed during clay placement, a one-point Proctor analysis shall be utilized to verify the applicability of previously analyzed moisture-density curves.

NR 516.07(1)(c) (c) A minimum of one undisturbed sample for each acre or less for every one-foot thickness of clay placement shall be retrieved and analyzed for Atterberg limits, grain size distribution through the .002 millimeter particle size, moisture content and dry density. Laboratory hydraulic conductivity tests using effective stresses less than or equal to 5 psi and hydraulic gradients less than or equal to 30 shall be performed on every third undisturbed sample. The department may require that a portion of the hydraulic conductivity testing for liner documentation be performed using leachate.

NR 516.07(1m) (1m) Subgrade and berm compaction. For all recompacted soil used in subgrade and berm construction, the following tests shall be performed:

NR 516.07(1m)(a) (a) Dry density and as-placed moisture content shall be determined on an approximate 100 foot grid pattern for each one foot thickness of soil placed. The grid pattern shall be offset on each subsequent layer of tests. A minimum of 2 density and moisture content tests for each one foot thickness of soil placed shall be performed to fully define the degree of soil compaction obtained in confined areas where equipment movement is hindered or hand compaction is necessary.

NR 516.07(1m)(b) (b) One moisture-density curve or line of optimums analysis shall be developed for every 5,000 cubic yards or less of soil placed and for each major soil type utilized. At least 5 points shall be established on each curve. If a line of optimums analysis is performed, at least 2 curves shall be included for each analysis. A representative sample for every 5,000 cubic yards or less of soil placed shall be analyzed for grain size distribution through the .002 millimeter particle size and for Atterberg limits. If apparent changes in soil quality are observed during soil placement, a one-point Proctor analysis shall be utilized to verify the applicability of previously analyzed moisture-density curves.

NR 516.07(2) (2) Geomembrane. For all geomembrane installations the following testing shall be performed. The testing shall be performed by the quality assurance engineer or another laboratory not affiliated with the quality control testing. 

NR 516.07(2)(a) (a) Conformance sampling and testing shall be conducted on geomembrane materials delivered on site and used in construction. Sampling shall be conducted by the quality assurance engineer or qualified technician.

NR 516.07(2)(a)1. 1. Geomembrane thickness shall be measured at the facility in a minimum of 5 places per roll to ensure that the material delivered meets the approved specifications.

NR 516.07(2)(a)2. 2. Geomembrane tensile properties shall be tested at a minimum of one test per 100,000 ft2 of geomembrane installed and a minimum of one test on rolls from each batch of resin used to manufacture rolls delivered on site. Tensile properties shall include strength and elongation in yield and break. If the selected resin does not exhibit a distinct yield point, tensile properties shall include strength and elongation in break.

NR 516.07(2)(a)3. 3. Geomembrane density and melt index of the polymer shall be tested at a rate of one test per 100,000 ft2 of geomembrane installed and a minimum of one test for each batch of resin used to manufacture rolls delivered on site, unless documentation is provided which shows the manufacturer performed testing at the same frequencies.

NR 516.07(2)(a)4. 4. Geomembrane environmental stress cracking resistance documentation shall be provided which shows that the manufacturer performed a minimum of one test for each batch of resin used to manufacture rolls delivered on site.

NR 516.07(2)(b) (b) Pre–qualification tests for geomembrane fusion and extrusion welding machines shall be conducted by pre–qualification seams run on each welding machine by each seaming technician performing geomembrane welding with that machine. At least one test shall be performed at the start of each work day for each machine to be used and by each technician that will be using the machine. The test shall be repeated at intervals of no greater than 5 hours and with additional test runs following work interruptions, weather changes, changes to machine settings for temperature or speed or as directed by the quality assurance engineer or qualified technician. A portion of each pre–qualification specimen shall be tested in the field for acceptable tensile strength. Test results shall be collated for documentation along with notes on date, ambient temperature, the technician and seaming machine used to make the seam, welding temperature, machine speed setting, and results of field tests. Testing of prequalification weld samples shall be conducted using the requirements of par. (c) 4. Acceptable test results shall meet the requirements of par. (c) 5.

NR 516.07(2)(c) (c) Constructed geomembrane seam testing and sampling shall be completed by or observed by the quality assurance engineer or qualified technician.

NR 516.07(2)(c)1. 1. Nondestructive field seam testing shall be performed on all seams of geomembrane attached by welding or by mechanical attachments to other geomembrane sheet, plastic plate and pipe penetrations.

NR 516.07(2)(c)2. 2. Destructive seam test samples shall be taken at a rate of one sample per 500 feet of fusion seam accomplished, unless another frequency or spacing is approved by the department. For landfills conducting leak location testing in accordance with par. (d), destructive seam test samples shall be taken at a rate of one sample per 1,000 feet of fusion seam accomplished, unless another frequency or spacing is approved by the department. A portion of the sample shall be tested both in the field and in the laboratory for shear and peel with a minimum of 5 samples for each test type. The quality assurance engineer or qualified technician shall choose the location of the destructive seam samples.

NR 516.07(2)(c)3. 3. Destructive samples shall be taken from at least one end of each fusion weld greater than 100 feet long and tested. Samples shall be subjected to a minimum of one field test each in shear and peel mode.

NR 516.07(2)(c)4. 4. Field shear and peel tests of geomembrane seams and geomembranes shall be performed using standardized specimen sizes in tensile testing machines. The tensile testing machine shall be equipped with electrically controlled and smoothly moving jaw separation apparatus, shall be capable of adjustments and defined settings for jaw separation rate, and shall display jaw separation rates and tensile loadings exerted on the geomembrane samples. Tensile testing machines shall be accompanied by documentation for calibration conducted within 3 months of the start of geomembrane installation. Geomembrane samples shall be prepared for field analyses by use of templates and cutting tools that prepare uniformly sized samples.

NR 516.07(2)(c)5. 5. Field and laboratory shear and peel testing of geomembrane seam samples shall include a minimum of 5 peel tests and 5 shear tests. Fusion welds shall be tested on both sides of the air channel track. Acceptable test results shall be defined by a minimum of 4 of the 5 samples for peel and shear testing meeting or exceeding minimum tensile strength and elongation requirements and 5 of the 5 samples exhibiting acceptable weld separation behavior.

NR 516.07(2)(d) (d) Leak location testing of the installed geomembrane shall be completed by or observed by the quality assurance engineer or qualified technician. Leak location testing shall be conducted after the leachate collection layer has been placed on the base grades and lower half of the sideslopes. Documentation of the testing method shall include description of the procedures and photo documentation. Documentation of all detected defects and repairs shall include the testing data for geomembrane sheet and welding and photo documentation of the defect prior to and after repairs.

NR 516.07(2m) (2m) Geosynthetic clay liners and soil barrier layers. Testing shall be performed on the GCL and soil barrier layer. At a minimum, this testing shall include:

NR 516.07(2m)(a) (a) Testing of the GCL material delivered to the site shall include the following, unless documentation is provided for testing performed by the GCL manufacturer prior to shipping panels to the landfill:

NR 516.07(2m)(a)1. 1. Clay mass per unit area shall be tested at a rate of one test per 40,000 ft2 of GCL installed; results shall be reported at 0% moisture content.

NR 516.07(2m)(a)2. 2. Grab and peel tensile strength, expressed as machine direction and cross direction, shall be tested using ASTM-D6768-02 at a rate of one test per 100,000 ft2 of GCL installed.

NR 516.07(2m)(a)3. 3. Index flux shall be tested using ASTM-D6496-99 at a rate of one test per 100,000 ft2 of GCL installed.

NR 516.07(2m)(a)4. 4. Bentonite recovered from GCL sample shall be tested for free swell at a rate of one test per 100,000 ft2 of GCL installed.

NR 516.07(2m)(b) (b) Testing of the soil barrier layer shall be conducted as follows:

NR 516.07(2m)(b)1. 1. Dry density and as–placed moisture content shall be determined on an approximate 100–foot grid pattern for each one–foot thickness of soil placed. The grid pattern shall be offset on each subsequent layer of tests. A minimum of 2 density and moisture content tests for each one–foot thickness of soil placed shall be performed to fully define the degree of soil compaction obtained in confined areas where equipment movement is hindered or hand compaction is necessary.

NR 516.07(2m)(b)2. 2. One moisture–density curve or line of optimums analysis shall be developed for every 5,000 cubic yards or less of soil placed and for each major soil type utilized. At least 5 points shall be established on each curve. If a line of optimums analysis is performed, at least 2 curves shall be included for each analysis. A representative sample for every 5,000 cubic yards or less of soil placed shall be analyzed for grain size distribution through the .002 millimeter particle size and for Atterberg limits. If apparent changes in soil quality are observed during soil placement, a one-point Proctor analysis shall be utilized to verify the applicability of previously analyzed moisture-density curves.

NR 516.07(3) (3) Drainage blanket. During placement of the leachate drainage blanket over the liner or the granular drain layer in the final cover, the following testing shall be performed:

NR 516.07(3)(a) (a) If sand is used, one grain size distribution to the #200 sieve for each 1,000 cubic yards of material placed. For lesser volumes, a minimum of 4 samples shall be tested. If washed stone or gravel is used, one grain size distribution to the #200 sieve for each 5,000 cubic yards of material placed. For smaller landfills where construction of a liner or cap area involves lesser volumes, a minimum of 2 samples shall be tested.

NR 516.07(3)(b) (b) One remolded laboratory hydraulic conductivity test for each 2,500 cubic yards of sand drainage material placed. The samples shall be tested at the anticipated field density. The moisture content and density of each sample shall be recorded. The department may require that a portion of the hydraulic conductivity tests be performed using leachate. For smaller landfills where construction of a liner or cap area involves lesser volumes, a minimum of 2 samples shall be tested. No hydraulic conductivity tests are required if washed stone or gravel is used.

NR 516.07(3)(c) (c) The department may require that chemical durability testing of the material when exposed to leachate be performed.

NR 516.07(4) (4) Bedding material. During placement of leachate collection pipes, lysimeter pipes, and groundwater collection pipes, the following tests shall be performed on the backfill material:

NR 516.07(4)(a) (a) One grain size distribution to the #200 sieve for each 1,000 linear feet of trench. For construction projects with combined trench lengths of less than 3,000 feet, a minimum of 3 grain size analyses shall be conducted. Bedding for solid wall piping associated with transfer of leachate, groundwater or lysimeter fluids shall be tested at the same frequency but only to the #4 sieve.

NR 516.07(4)(b) (b) One grain size distribution to the #200 sieve for each 500 cubic yards of drainage material placed in collection sumps.

NR 516.07(4)(c) (c) The department may require that chemical durability testing of the material when exposed to leachate and laboratory hydraulic conductivity testing be performed.

NR 516.07(5) (5) Final cover. During construction of the final cover system, the following tests shall be performed:

NR 516.07(5)(a) (a) Thickness of a support layer in the final cover for landfills which accept primarily papermill sludge or other low strength wastes on a 100-foot grid. The source and composition of the support layer shall be documented by a description of the materials used in the support layer.

NR 516.07(5)(b) (b) One grain size distribution to the #200 sieve for each 1,000 cubic yards of gravel used for pipe bedding and drain outlets for the drain layer and toe drain.

NR 516.07(5)(c) (c) The department may require testing of samples of geotextiles, geocomposite drains or other geosynthetic materials used in construction of the final cover system.

NR 516.07 History History: Cr. Register, January, 1988, No. 385, eff. 2-6-88; r. (4) (b), (5), renum. (intro.), (1), (3), (4) (intro.), (a), (c), (5) (intro.), (b) from NR 516.05 (intro.), (1), (2), (3) (intro.), (a), (b), (4) (intro.), (a) and am. (intro.), (1) (intro.), (a), (b), (c), (3) (intro.), (a), (b), (4) (intro.).) (a), (5) (intro.) (b), cr. (2), (4) (b), (5) (a), (c), Register, June, 1996, No. 486, eff. 7-1-96; am. (2) (a) 3. and (b), Register, August, 1997, No. 500, eff. 9-1-97; CR 04-077: cr. (2) (d) Register November 2005 No. 599, eff. 12-1-05; CR 05-020: cr. (1m), (2) (c) 5. and (2m), am. (2) (b) Register January 2006 No. 601, eff. 2-1-06; CR 06-026: am. (2) (c) 2., Register December 2006 No. 612, eff. 1-1-07.

NR 516.08 NR 516.08 Testing requirements for landfills with extended collection lines.

NR 516.08(1) (1) Requirements. Landfills shall meet the requirements of subs. (2) and (3) where they will accept municipal solid waste and contain leachate collection lines that exceed 1,200 feet from the end of each cleanout to the toe of the opposite slope. Where the requirements of this section differ from other requirements of this chapter, these requirements shall take precedence.

NR 516.08(2) (2) Pipe and trench. In addition to the information specified in s. NR 516.04 (3) (d), reports documenting the construction of all new landfill areas shall include the following information, at a minimum:

NR 516.08(2)(a) (a) Observations of collection trench and leachate collection pipe installation. Observations shall verify that collection pipe is handled and placed in a manner that prevents holes from being blocked by mud and that assures that holes are located 45 degrees from the springline. Records shall note any changes in alignment of collection trenches or leachate collection pipes and construction methods which produce obstructions or interference with pipe cleaning equipment. Specifications of pipe, specialty fittings and sweep bends installed in construction shall be included in tables or appendices to reports. Documentation of sweep bends shall include the fabricated or field-achieved radius of bend and conformance with minimum radii of bend specified by approved plans or required by the department’s plan approval. Reports shall describe methods used to provide support and cover for collection pipe, specialty fittings and sweep bends.

NR 516.08(2)(b) (b) Documentation of the presence of registered engineers or qualified technicians providing quality assurance monitoring during all aspects of installation of leachate collection pipe and pipe bedding and placement of aggregate cover over the pipe.

NR 516.08(2)(c) (c) Documentation of initial leachate collection pipe cleaning after placement of the leachate collection layer. This documentation shall include, at a minimum:

NR 516.08(2)(c)1. 1. The equipment, methods and chemicals that were used successfully to insert cleanout devices through all leachate collection pipes from each access point to, at a minimum, the toe of the opposite sideslope.

NR 516.08(2)(c)2. 2. The necessary minimum hose or machine pressures, nozzles, hose materials and other features necessary to achieve successful cleaning of leachate collection pipes.

NR 516.08(2)(c)3. 3. Any significant adaptations needed to complete pipe cleaning, and any problems encountered in pipe cleaning and their resolution.

NR 516.08(2)(c)4. 4. Any repairs or modifications made to the collection piping in response to the pipe cleaning operation.

NR 516.08(2)(c)5. 5. Recommendations to the operator for the necessary equipment, specifications, and operating conditions for future pipe cleaning.