The Department of Environmental Protection is revising Rules 62-6.004, 62-6.005, 62-6.009, 62-6.010, 62-6.0101, 62-6.012, 62-6.013, 62-6.014 and 62-6.025 F.A.C., to comply with requirements of the Clean Waterways Act, Chapter ....

 

DEPARTMENT OF ENVIRONMENTAL PROTECTION

62-6.004 Application for System Construction Permit

62-6.005 Location and Installation

62-6.009 Alternative Systems

62-6.010 Septage and Food Establishment Sludge

62-6.0101 Portable Restrooms and Portable or Stationary Holding Tanks

62-6.012 Standards for the Construction, Operation, and Maintenance of Aerobic Treatment Units

62-6.013 Construction Materials and Standards for Treatment Receptacles

62-6.014 Construction Standards for Drainfield Systems

62-6.025 Definitions

PURPOSE AND EFFECT: The Department of Environmental Protection is revising Rules 62-6.004, 62-6.005, 62-6.009, 62-6.010, 62-6.0101, 62-6.012, 62-6.013, 62-6.014 and 62-6.025 F.A.C., to comply with requirements of the Clean Waterways Act, Chapter 2020-150, Laws of Florida.

SUMMARY: Proposed revisions to Rules 62-6.004, 62-6.005, 62-6.009, 62-6.010, 62-6.0101, 62-6.012, 62-6.013, 62-6.014 and 62-6.025 F.A.C., incorporate statutory changes, update referenced standards, provide additional options for nutrient-reducing systems and clarify requirements.

The 2020 Clean Waterways Act (2020-150, Laws of Florida) transferred the Onsite Sewage Program from the Department of Health (DOH) to the Department of Environmental Protection (Department). Pursuant to Section 381.0065(4)(e), F.S., the act mandates the Department to “adopt rules relating to the location of onsite sewage treatment and disposal systems . . . .” The Onsite Sewage Program, while at DOH, also had drafted rule revisions to modernize existing regulations, incorporate statutory changes and provide additional options for nutrient-reducing systems. The Clean Waterways Act established a Technical Advisory Committee (TAC), which provided recommendations to the Governor and the Legislature on December 30, 2021.

The Department of Environmental Protection proposes to amend Chapter 62-6, F.A.C., Standards for Onsite Sewage Treatment and Disposal Systems, to comply with the requirements of the Clean Waterways Act, Chapter 2020-150, Laws of Florida, requiring the Department of Environmental Protection to adopt rules to reflect legislative changes and include the most recent information available for onsite sewage treatment and disposal systems to protect public health and prevent contamination of groundwater and surface water.

SUMMARY OF STATEMENT OF ESTIMATED REGULATORY COSTS AND LEGISLATIVE RATIFICATION: The agency has determined that this proposed rule will not have an impact on small business or likely increase directly or indirectly regulatory cost in excess of $200,000 in the aggregate within one year after implementation of the rule. A SERC has not been prepared by the agency.

The Agency has determined that the proposed rule is not expected to require legislative ratification based on the statement of estimated regulatory costs or if no SERC is required, the information expressly relied upon and described herein: Based on the Department’s economic review, neither a SERC nor legislative ratification is required because the adoption of the proposed rule does not increase regulatory costs directly or indirectly to the public.

Any person who wishes to provide information regarding a statement of estimated regulatory costs or provide a proposal for a lower cost regulatory alternative must do so in writing within 21 days of this notice.

RULEMAKING AUTHORITY: 381.0065(3)(a), (4)(e), 489.553, 489.557(1), FS

LAW IMPLEMENTED: 381.0065, 381.0067, 386.041, 489.553, FS.  

IF REQUESTED WITHIN 21 DAYS OF THE DATE OF THIS NOTICE, A HEARING WILL BE SCHEDULED AND ANNOUNCED IN THE FAR. (IF NOT REQUESTED, THIS HEARING WILL NOT BE HELD)

Pursuant to the provisions of the Americans with Disabilities Act, any person requiring special accommodations to participate in this workshop/meeting is asked to advise the agency at least 5 days before the workshop/meeting by contacting: Eberhard Roeder, Division of Water Resource Management, MS 3596, 2600 Blair Stone Road, Tallahassee, Florida 32399-2400, [phone] or by email at [e-mail].

If you are hearing or speech impaired, please contact the agency by using the Florida Relay Service, 1(800) 955-8771 (TDD) or 1(800) 955-8770 (Voice).

THE PERSON TO BE CONTACTED REGARDING THE PROPOSED RULE IS:

Eberhard Roeder, Division of Water Resource Management, MS 3596, 2600 Blair Stone Road, Tallahassee, Florida 32399-2400, [phone] or by email at [e-mail].

 

THE FULL TEXT OF THE PROPOSED RULE IS:

 

62-6.004 Application for System Construction Permit.

(1) No person must shall cause or allow construction of a system without first applying for and obtaining a construction permit. Form DEP 4015, effective date x-xx-xxxx, Application for Construction Permit, herein adopted and incorporated by reference at https://www.flrules.org/Gateway/reference.asp?No=Ref-XXXXX) must shall be used for recording permit application information. Copies of this document are available as provided in subsection (9) below.

(2) No change.

(3) The suitability of a lot, property, subdivision or building for the use of an onsite sewage treatment and disposal system must shall be determined from an evaluation of lot size, anticipated sewage flow into the proposed system, the anticipated sewage waste strength, soil and water table conditions, soil drainage and site topography and other related criteria. Necessary site investigations and tests must shall be performed at the expense of the owner by either an engineer with soils training who is licensed in the State of Florida pursuant to Chapter 471, F.S., by Department personnel, registered septic tank contractors, master septic tank contractors, professional soil scientists certified and registered by the Florida Association of Environmental Soil Scientists, and persons certified under Section 381.0101, F.S. Registered septic tank contractors must shall perform site evaluations for system repairs only. When determining that the necessary site investigations and tests be performed by an engineer licensed in the State of Florida, the Department must consider the criteria listed in subsection 62-6.004(4), F.A.C. Results of site investigations must shall be entered on, or attached to, the construction permit application form for consideration by the Department. Site evaluations must shall occur not earlier than 180 days prior to the date the Department receives the permit application. Site evaluations remain valid for the life of the permit. The application must shall also include the following data:

(a) and (b) No change.

(c) At least two soil profile descriptions within the proposed system soil absorption area to a minimum depth of 6 feet or to refusal, for which the minimum information provided is the upper and lower horizon boundaries, Munsell color of the horizon and its components and USDA soil texture; using USDA Soil Classification methodology as described in Chapter 3 of the Soil Survey Manual, United States Department of Agriculture, Handbook No. 18, Issued March 2017 October 1993, herein adopted and incorporated by reference at http://www.flrules.org/Gateway/reference.asp?No=Ref-XXXX. Copies of this document are available as provided in subsection (9) below. At a minimum, a soil profile must shall be provided at the beginning and end of the proposed drainfield site. Where the replacement of severely limited soil is proposed, soil profiles must shall be performed to a minimum depth of 6 feet or to the depth of the slightly or moderately limited soil layer lying below the replaced layer, whichever is greater. The evaluator must shall document the locations of all soil profiles on the site plan.

(d) through (f) No change.

(4) through (5) No change.

(6) Requests for variance must shall be made on Form DEP 4057, effective date x-xx-xxxx, 08/09,  Application for Variance from Chapter 62-6.004, F.A.C., herein adopted and incorporated by reference at https://www.flrules.org/Gateway/reference.asp?No=Ref-XXXXX. Copies of this document are available as provided in subsection (9) below.

(7) No change.

(8) Innovative Systems or new product approval for onsite sewage treatment and disposal systems must shall be initiated by submittal to the Department of an application for permit using Form DEP 3143, effective date x-xx-xxxx, Jan. 94 Innovative Onsite Sewage Treatment and Disposal System Permit Application, hereby adopted and incorporated by reference at https://www.flrules.org/Gateway/reference.asp?No=Ref-XXXXX. After an innovative system permit has been issued, tThe Department is authorized to issue individual system construction installation permits that conform to the innovative system permit upon receipt of the temporary permit. Form DEP 3144, effective date x-xx-xxxx, Jan 94 Owner Acknowledgment Form, herein adopted and incorporated by reference and Form DEP 3145 , effective date x-xx-xxxx, Jan 94, Innovative Onsite Sewage Treatment and Disposal System Review Form herein hereby adopted and incorporated by reference, at https://www.flrules.org/Gateway/reference.asp?No=Ref-XXXXX, must shall be used to record information that describes notification requirements between the temporary permit applicant, and the Department. Copies of these documents are available as provided in subsection (9) below. These forms are to be processed by the Department.

(9) No change.

Rulemaking Authority 381.0065(3)(a), 489.553(3) FS. Law Implemented 381.0065, 489.553 FS. History–New 12-22-82, Amended 2-5-85, Formerly 10D-6.44, Amended 3-17-92, 1-3-95, 5-14-96, 2-13-97, Formerly 10D-6.044, Amended 11-19-97, 3-22-00, 11-26-06, 6-25-09, 4-28-10, Formerly 64E-6.004. Amended        .

 

62-6.005 Location and Installation.

All systems must shall be located and installed so that with proper maintenance the systems function in a sanitary manner, do not create sanitary nuisances or health hazards and do not endanger the safety of any domestic water supply, groundwater or surface water. Sewage waste and effluent from onsite sewage treatment and disposal systems must shall not be discharged onto the ground surface or directly or indirectly discharged into ditches, drainage structures, ground waters, surface waters, or aquifers. To prevent such discharge or health hazards:

(1) Systems and septage stabilization facilities established after the effective date of the rule must shall be placed no closer than the minimum distances indicated for the following:

(a) through (f) No change.

(2) Systems must shall not be located under buildings or within 5 feet of building foundations, including pilings for elevated structures, or within 5 feet of mobile home walls, swimming pool walls, or within 5 feet of property lines except where property lines abut utility easements which do not contain underground utilities, or where recorded easements are specifically provided for the installation of systems for service to more than one lot or property owner.

(a) Sidewalks, decks and patios are shall not be subject to the 5 foot setback, however, drainfields must shall not be installed beneath such structures. Any tank located beneath a driveway must shall have traffic lids as specified in paragraph 62-6.013(1)(f), F.A.C., Concrete structures which are intended to be placed over a septic tank must shall have a barrier of soil or plastic material placed between the structure and the tank so as to preclude adhesion of the structure to the tank.

(b) Systems must shall not be located within 10 feet of water storage tanks in contact with the ground or potable water lines unless such lines are sealed with a water proof sealant within a sleeve of similar material pipe to a distance of at least 10 feet from the nearest portion of the system or the water lines themselves consist of schedule 40 PCV or stronger. In no case shall Tthe water line must not be located within 24 inches of the onsite sewage treatment and disposal system. Potable water lines within 5 feet of the drainfield must shall not be located at an elevation lower than the drainfield absorption surface. Non-potable water lines must shall not be located within 24 inches of the system without backflow devices per Section 381.0065(2), F.S., being installed on the water line to preclude contamination of the water system.

(c) Systems must shall be setback a minimum of 15 feet from groundwater interceptor drains.

(3) Except for the provisions of Section 381.0065(4)(g)1. and 2., F.S., systems must and septage stabilization facilities shall not be located laterally within 75 feet of the boundaries of surface water bodies. Systems must and septage stabilization facilities shall be located a minimum of 15 feet from the design high water line of a swale, retention or detention area designed to contain standing or flowing water for less than 72 hours after a rainfall, or the design high water level of normally dry drainage ditches or normally dry individual lot storm water retention areas.

(4) Suitable, unobstructed land must shall be available for the installation and proper functioning of the system. The minimum unobstructed area must shall:

(a) Be at least 1.5 times as large as the drainfield absorption area required by rule. For example, if a 200 square feet drainfield is required, the total unobstructed area required, inclusive of the 200 square feet drainfield area, would be 300 square feet. Unobstructed soil area between drain trenches is shall be included in the unobstructed area calculation.

(b) through (c) No change.

(5) Onsite sewage treatment and disposal systems if installed in fill material, the fill must shall be required to settle for a period of at least 6 months, or has been compacted to a density comparable to the surrounding natural soil. The fill material must shall be of a suitable, slightly limited soil material.

(6) To prevent soil smear and excessive soil compaction, drainfields must shall not be installed in soils with textures finer than sand, loamy sand, or sandy loam when the soil moisture content is above the point at which the soil changes from semi-solid to plastic.

(7) Onsite sewage treatment and disposal systems must shall be installed where a sewerage system is not available and when conditions in Sections 381.0065(4)(a)-(g), F.S., are met. Onsite graywater tank and drainfield systems may, at the homeowners’ discretion, be utilized provided blackwater is disposed into a sanitary sewerage system when such sewerage system is available. Graywater systems may, at the homeowners’ discretion, be utilized in conjunction with an onsite blackwater system where a sewerage system is not available for blackwater disposal.

(a) The lot minimum area of each lot under Section 381.0065(4)(a), F.S., must shall consist of at least 1/2 acre (21,780 square feet) exclusive of all paved areas and prepared road beds within public rights-of-way or easements and exclusive of surface water bodies. Contiguous area outside of the lot must not be included.

(b) The determination of lot densities under Section 381.0065(4)(b), F.S., must shall be made on the basis of the net acreage of the subdivision which must shall exclude from the gross acreage all paved areas and prepared road beds within public or private rights-of-way or easements and must shall also exclude surface water bodies.

(c) Maximum daily sewage flow allowances specified in Sections 381.0065(4)(a), (b) and (g), F.S., must shall be calculated on an individual lot by lot basis based on its net usable area in acres. The net usable area acreage or fraction of an acre of each lot or parcel of land does not include paved areas and prepared road beds within public rights-of-way or easements and does not include surface water bodies shall be determined. Contiguous unpaved and non-compacted road rights-of-way and easements with no subsurface obstructions that would affect the operation of drainfield systems may be included in determining the net usable area. Where an unobstructed easement is contiguous to two or more lots, each lot will receive its pro rata share of the area contained in the easement. and The maximum daily sewage flow allowed equals the net usable area this value shall be multiplied by 2,500 gallons per acre per day if a public drinking water well serving a public system as defined in subparagraph 62-6.002(44)(b)1., 2., or 3., F.A.C., is utilized, or be multiplied by 1,500 gallons per acre per day if a public drinking water well serving a public water system as defined in subparagraph 62-6.002(44)(b)4., F.A.C., or a private potable well or cistern is utilized. Contiguous unpaved and non-compacted road rights-of-way, and easements with no subsurface obstructions that would affect the operation of drainfield systems, shall be included in total lot size calculations. Where an unobstructed easement is contiguous to two or more lots, each lot shall receive its pro rata share of the area contained in the easement. Surface water bodies shall not be included in total lot size calculations. Ssubsection 62-6.008(1), F.A.C., must Table I, shall be used for determining estimated average daily sewage flows.

(d) Platted residential lots are shall be subject to the requirements set forth in Sections 381.0065(4)(g)1. and 2., F.S.

(e) When portions of a lot or lots which were platted prior to January 1, 1972 are combined in such a manner that will decrease the total density of the subdivision, pre-1972 lot provisions shall apply. However, the maximum setback possible to surface water bodies must shall be maintained with a minimum setback of 50 feet.

(8) Notwithstanding the requirements of this section, where an effluent transmission line consists of schedule 40 PVC, the transmission line must shall be set back from private potable wells, irrigation wells or surface water bodies by not less than 25 feet when installed. Effluent transmission lines constructed of schedule 40 PVC must shall be set back from property lines and building foundations by not less than 2 feet. Schedule 40 PVC effluent transmission lines must shall be set back from potable water lines and storm water lines by no less than 5 feet unless all portions of the potable water line or storm water line within 5 feet of the effluent transmission line are:

(a) through (b) No change.

(9) Onsite sewage treatment and disposal systems for estimated establishment domestic sewage flows exceeding 5,000 gallons per day but not exceeding 10,000 gallons per day must shall be located and installed under the following conditions.

(a) The average estimated daily sewage flow from the establishment will shall be divided by the net usable land area associated with the establishment. The resulting number must shall not exceed 2,500 gallons per acre per day for establishments which use a water supply as defined in subparagraphs 62-6.002(44)(b)1., 2. and 3, F.A.C.

(b) No more than 5,000 gallons of wastewater will shall be discharged into any single onsite sewage treatment and disposal system serving the establishment.

Rulemaking Authority 381.0065(3)(a), 489.553, 489.557(1) FS. Law Implemented 381.0065, 489.553 FS. History–New 12-22-82, Amended 2-5-85, Formerly 10D-6.46, Amended 3-17-92, 1-3-95, Formerly 10D-6.046, Amended 11-19-97, 2-3-98, 3-22-00, 5-24-04, 6-25-09, Formerly 64E-6.005, Amended        .

 

62-6.009 Alternative Systems.

When approved by the Department, alternative systems may, at the discretion of the applicant, be utilized in circumstances where standard subsurface systems are not suitable or where alternative systems are more feasible. Unless otherwise noted, all rules pertaining to siting, construction, and maintenance of standard subsurface systems must shall apply to alternative systems. In addition, the Department may, using the criteria in subsection 62-6.004(4), F.A.C., require the submission of plans prepared by an engineer licensed in the State of Florida, prior to considering the use of any alternative system.

(1) Waterless, incinerating or organic waste composting toilets – may be approved for use if found in compliance with standards for Wastewater Recycle/Reuse and Water Conservation Systems as defined by ANSI/NSF International Standard Number 41-2018 “Non-liquid Saturated Treatment Systems” (September 2018) , revised May 1983, or NSF International Protocol P157-2019 “Incinerating Toilet Systems-Health and Sanitation” (January 2019) hereby adopted and incorporated by reference, and provided that graywater and any other liquid and solid waste is properly collected and disposed of in accordance with standards established in this chapter. These standards have been deemed copyright protected and are available from the publisher at NSF International, 789 North Dixboro Road Ann Arbor, Michigan  48105, or at publisher’s website at www.nsf.org, and are available for inspection as provided in subsection (11) below. For residences, the required drainfield absorption surface and unobstructed area of the system treating the remaining sewage flow must shall be reduced by 25% when waterless, incinerating or organic waste composting toilets are used exclusively for all toilet wastes. Solids removed from waterless, incinerating or organic waste composting toilets must shall be mixed with lime, containerized, and disposed of with the solid waste from the establishment. Liquids discharging from waterless, incinerating or organic waste composting toilets must shall be plumbed into the onsite system serving the establishment.

(2) through (4) No change.

(5) Drip irrigation systems – Drip irrigation systems may, at the option of the applicant, be used in lieu of a mineral aggregate drainfield. Drip irrigation systems must shall meet all requirements of this chapter except as noted below.

(a) Drip irrigation systems must shall receive effluent from an approved aerobic treatment unit or a performance-based treatment system designed to meet at least secondary treatment standards for CBOD5 and TSS, and must shall meet the following requirements:

1. through 22. No change.

23. Drip irrigation systems must shall only use components approved by the Onsite Sewage Program Department.

24. through 28. No change.

(b) No change.

(6) No change.

(7) In-ground Nitrogen-reducing Biofilters (INRB) – As described in this subsection, are defined as an arrangement of materials installed in layers underneath a drainfield for the purpose of reducing the mean total nitrogen (TN) by acting as a biological filter. INRB Nitrogen-reducing media layers, also referred to as media layers, may be placed beneath the drainfield provided the resulting system meets all requirements of this chapter except as noted in this subsection. All repairs or modifications to existing INRB systems will be required to meet the standards of this subsection. The target removal effectiveness for mean TN is a minimum of 65% for all INRB.

(a) Where a liner is used as part of the INRB design, the INRB must be designed by a professional engineer, and must be installed per paragraph (c) or (d) below. For INRBs using liners, the engineer must inspect the liner and Media Layer 2 of the system prior to the Department’s construction inspection. Final system approval will not be granted until the engineer has supplied the following in a report to the Department: liner and Media Layer 2 inspection report; an as-built cross section with elevations; a dimensioned plan view of the installed INRB system; and a statement indicating that the system has been installed in conformance with permitting requirements. The engineer’s liner and Media Layer 2 inspection report satisfy the Media Layer 2 inspection requirements of paragraph (e) below. Where paragraph (c) or (d) does not modify a standard found in paragraph (b), the standard found in paragraph (b) will apply.

(b)(a) INRB Nitrogen-reducing media layers must shall be installed as follows:

1. The drainfield must shall be installed centered over sand fill material (Media Layer 1) that is at least 18 inches thick and conforms to the textures and colors in subparagraph 10. below. Media Layer 1 must extend beneath the entire drainfield absorption surface and to a point at least one foot beyond the perimeter of any portion of the drainfield absorption surface and shall extend at least one foot beyond the perimeter of the drainfield. The drainfield shall be centered above the sand fill area.

2. Below Media Layer 1 the sand fill material layer required in subparagraph 1., above, there must shall be a layer of nitrogen-reducing media and fine aggregate mix (Media Layer 2) media layer that is at least 12 inches thick and extends beneath the entire drainfield absorption surface and extends at least 24 inches beyond the perimeter of any portion of the drainfield absorption surface and any other effluent release point. The Mmedia Llayer 2 must shall also extend upward along the boundary of Media Layer 1 the sand fill material to a point four to six inches below the bottom of the drainfield. Media Layer 1 must The drainfield shall be centered above the Mmedia Llayer 2. The Mmedia Llayer 2 must shall conform with subparagraphs 8. and 11., below. The media layer shall not be installed when the observed water table is at or above the lowest depth of the media layer.

3. The bottom of the Mmedia Llayer 2 must shall be at least 6 inches above the wet-season water table.

 

Figure 1. In-ground Nitrogen-reducing Biofilter media layer system

 

4. While Mmedia longevity and nutrient reduction may be enhanced by the use of low-pressure distribution., Aany Department-approved drainfield effluent distribution method may be used.

5. The natural and existing soil profile throughout the area of the drainfield and the area where the INRB will be placed must shall indicate slightly limited soils extending from the existing ground surface to at least 36 6 inches below existing ground surface the bottom of the nitrogen-reducing media layer in addition to compliance with the effective soil depth requirements of subsection 62-6.006(1), F.A.C., for the installation of the drainfield.

6. Only drainfield materials approved per Rule 62-6.014 or 62-6.009, F.A.C., can shall be used.

7. As measured vertically, no portion of the Mmedia Llayer 2 can required in subparagraph 2., above, shall be within 18 inches of the absorption infiltrative surface of the drainfield.

8. An example of nitrogen-reducing media is lignocellulosic material such as chips or shavings of untreated lumber, blended urban waste wood mulch, yellow pine sawdust, or 2-inch to 3-inch wood chips. All sources of lignocellulosic material must be untreated by preservatives. Lignocellulosic material must be free of extraneous non-woody materials such as plastic, metal, grass, leaves, and any other debris. The nitrogen-reducing media must shall be demonstrated in Florida-based domestic wastewater studies as innovative systems to be effective at providing a substrate for denitrification.

9. The nitrogen-reducing media must shall comply with the provisions of Rule 62-6.0151, F.A.C.

10. The soil layer between the infiltrative surface of the drainfield and the Mmedia Llayer 1 must shall extend beneath the entire drainfield absorption surface and to a point at least one foot beyond the perimeter of any portion of the drainfield absorption surface and any other effluent release point and shall consist of fine aggregate having a texture of sand or fine sand but excluding:

a. Those having color values less than or equal to 4 with chromas less than or equal to 3; or

b. Those with colors on the gley charts.

11. The Mmedia Llayer 2 must shall be a combination of nitrogen-reducing media and fine aggregate, which shall be composed of 40-60% nitrogen-reducing media by volume, with the remainder to be fine aggregate and must. The media layer shall not be installed when the observed water table at time of construction is at or above the lowest depth of the Mmedia Llayer 2. The fine aggregate to be mixed with the nitrogen-reducing media must shall be one or more of the following textures: sand, fine sand, coarse sandy loam, sandy loam, loamy sand, fine sandy loam, very fine sand, loamy fine sand, and loamy very fine sand; and must shall conform to the colors in subparagraph 10., above. The Mmedia Llayer 2 must shall be thoroughly mixed while the soil is in a non-plastic state, with the constituents uniformly distributed when installed.

12. Where the system has a total required drainfield size over 1,500 square feet, the design engineer must shall address the potential for mounding of the effluent between the drainfield and the bottom of the Mmedia Llayer 2 at the estimated sewage flow and will increase the separation between the drainfield and Media the Llayer 2 required in subparagraph 2., above, to ensure Media Layer 1 maintains no less than 18 inches of unsaturated soil beneath the drainfield. A four-inch diameter observation port in the center of the drainfield must shall be installed to monitor this parameter. The observation port must shall be capped and lockable and installed within a protective surface cover. A toilet flange must shall be securely attached to the bottom of the observation port to prevent the port from being inadvertently raised from its installed position. The observation port, including the flange, must shall be perforated at the lowest elevation possible to allow accurate measurements. If installed within three feet of the sidewall of a bed or trench, the port must shall be grouted to prevent effluent from flowing down the outer surface of the port to the media.

13. Drainfield repair will shall not necessitate Mmedia Layer 2 replacement provided the media has been in use for less than 10 years or if sampling within the previous 12 months shows denitrification at or above the target level for mean total nitrogen (TN) removal effectiveness efficiency which must shall be a minimum 65%.

14. Setback distances to the Media Layers 1 and 2 denitrification media or soil material directly above denitrification media extending to the absorption infiltrative surface of the drainfield will shall be reduced as follows by the following:

a. Except for building foundations, vertical obstructions and pilings for elevated structures, where the required setback is ≤5 feet, the setback must shall be reduced to one foot.

b. Where the required setback is ≥10 feet, the setback must shall be reduced by five feet.

c. Setbacks to all other parts of the system must comply shall be in compliance with the requirements in this chapter and Section 381.0065, F.S.

(c) INRB layers with liner, no underdrain, must be installed in accordance with paragraph (b) above with the following variations:

1. The system drainfield must be low-pressure dosed unless the professional engineer chooses another method to provide nitrification. Lift-dosing may be used provided the design calculations show that the entire distribution network will be charged with each dose.

2. Media Layer 2 must be enclosed beneath, and on the lower 6-8 inches of all sides, by an impermeable liner composed of polyvinyl chloride (PVC), high-density polyethylene (HDPE), ethylene propylene diene methylene (EPDM) or other material having a thickness of at least 30 mils and being certified by the manufacturer for a minimum lifetime of 30 years buried in contact with sewage. If a manufacturer will not certify the liner for a minimum of 30 years, the engineer of record must choose a liner based on the manufacturer’s product information regarding resistance to physical and chemical substances to which it will be subject over the thirty-year period. EPA-approved landfill liners may be considered by the engineer of record.

3. No portion of the liner or Media Layer 2 can be within 18 inches of the absorption surface of the drainfield.

4. The lowest point of the liner or Media Layer 2 must be no less than 6 inches above the wet-season water table. There must be at least 6 inches of unsaturated slightly limited soil between the bottom of the liner and the wet-season water table.

5. Media Layers 1 and 2 must extend beneath the entire drainfield absorption surface to a point at least 3.5 feet beyond the perimeter of any portion of the drainfield absorption surface. For repairs, the 3.5 feet dimension may be reduced incrementally to not less than 1.0 feet if necessary, to comply with a setback or if physical room is unavailable. Maintaining the 3.5 feet dimension will have a protection factor of 5 in determining the relative priority of competing factors in the application of Rule 62-6.015 F.A.C., Table V. No part of the liner can be placed within 12 inches of the pump or treatment tank.

6. Media Layer 1 must comply with subparagraph (b)10. above.

7. Media Layer 2 must comply with subparagraph (b)11. above, be at least 12 inches thick, and extend beneath the entire area below Media Layer 1.

8. The Department will not require sampling. Sampling may be required by the professional engineer, municipality or other state agency as necessary to comply with applicable regulatory requirements.

9. Where the system has a total required drainfield size over 1500 square feet, the design engineer must address the potential for mounding of the effluent between the drainfield and the liner at the estimated sewage flow and will increase the separation between the drainfield and Media Layer 2 to ensure Media Layer 1 maintains no less than 18 inches of unsaturated soil beneath the drainfield.  A four-inch diameter observation port must be installed in the center of the liner to allow the liquid level of effluent contained within the bottom of the media liner to be monitored. The observation port must be capped and lockable and installed within a protective surface cover. A toilet flange must be securely attached to the bottom of the observation port to prevent the port from being inadvertently raised from its installed position. The observation port, including the flange, must be perforated at the lowest elevation possible to allow accurate measurements. If installed within three feet of the sidewall of a bed or trench, the port must be grouted to prevent effluent from flowing down the outer surface of the port to the media.

10. The perimeter of the liner, in linear feet, multiplied by the perimeter loading rate must not be less than the estimated daily sewage flow for the system. The most restrictive soil texture between the elevation of the bottom of the drainfield and the elevation six inches below the bottom of the liner throughout the area of the installation and 24 inches beyond the perimeter of the liner will be used to determine the media layer perimeter loading rate.

Perimeter Loading Rate

Soil Texture	gallons/ linear feet/day
Coarse sand; sand; and loamy coarse sand	5
Fine sand	4
Loamy sand; coarse sandy loam; and sandy loam	3

 

11. The professional engineer may specify methods to replenish media and remove spent media if the continued presence of such spent media reduces the efficacy of the process and the methods do not compromise the efficacy of the system.

12. Any seams or penetrations through the liner must be sealed in accordance with the liner manufacturer’s instructions to prevent leakage for the life of the liner.

13. Setback distances to the liner, or to Media Layers 1 and 2 extending to the absorption surface of the drainfield will be reduced as follows:

a. Except for building foundations, vertical obstructions and pilings for elevated structures, where the required setback is ≤5 feet, the setback will be reduced to one foot.

b. Where the required setback is ≥10 feet, the setback will be reduced by five feet.

c. Setbacks to all other parts of the system will comply with the requirements in this Chapter and section 381.0065, FS.

 

Figure 2. INRB with Liner without underdrain

 

(d) INRB layers with liner and underdrain, must be installed in accordance with paragraphs (a) and (b) above with the following variations:

1. The system drainfield must be low-pressure dosed unless the professional engineer chooses another method to provide nitrification. Lift-dosing may be used provided the design calculations show that the entire distribution network will be charged with each dose.

2. The drainfield must be installed and centered over Media Layer 1 which conforms to the textures and colors in subparagraph (b)10. Media Layer 1 must extend at least 18 inches past the perimeter of the drainfield.

3. Below Media Layer 1, Media Layer 2 must be installed and must extend at least 18 inches past the perimeter of the drainfield. Media Layer 2 must conform with subparagraphs (b)8., 9. and 11., above.

4. An impermeable liner meeting the construction standards of subparagraphs (c)2. – 4., (c)9., and (c)12. - 13., above, must be installed below Media Layer 2. The liner’s interior surface must extend to a point at least 18 inches past the perimeter of the drainfield, at which point the liner must be directed upwards toward the ground surface maintaining contact with Media Layers 1 and 2, stopping at a point four to six inches below the level of the bottom of the drainfield. No portion of Media Layer 2 can be less than 18 inches below the absorption surface of the drainfield. Media Layer 2 with liner will extend beneath the entire drainfield absorption surface and extend at least 18 inches beyond the perimeter of any portion of the drainfield absorption surface. No part of the liner can be placed within 12 inches of the pump or treatment tank.

5. An underdrain must be installed on top of and in contact with the interior surface of the bottom of the liner within Media Layer 2 and must disperse to a separately sized, located and installed drainfield. The underdrain must be designed to maximize effluent movement through Media Layer 2 into the underdrain. The transmission line from the underdrain to the separate drainfield must be set to maintain saturation to the top of Media Layer 2. For gravity flow, in order to maintain distribution as high as possible above the wet-season water table and to maintain the shallowest depth to finished grade, the transmission line must have a slope between zero and 1/8 inch per foot when distributing the effluent to the separate drainfield.

6. Provided the effluent has passed vertically without pressure through Media Layer 1, the professional engineer may specify the separate drainfield that is separated from the wet-season water table by no less than 6 inches and the separate drainfield may be installed no more than 48 inches below final grade, provided there is slightly limited soils to a depth of 12 inches below the separate drainfield’s absorption surface.

7. The minimum thickness of Media Layer 2 must be 12 inches from the top of the liner to the bottom of Media Layer 1. Media Layer 2 thickness, as measured between the top of the underdrain and the top of Media Layer 2, must be 7 inches.

8. Compliance with subparagraph 62-6.009(7)(b)8.- 14., F.A.C., is required.

9. The department will not require sampling. Sampling may be required by the professional engineer, municipality or other state agency as necessary to comply with applicable regulatory requirements.

10. The lowest point of the liner or media layer must be no less than 6 inches above the wet-season water table. There must be at least 6 inches of unsaturated slightly limited soil between the bottom of the liner and the wet-season water table.

11. Where the system has a total required drainfield size over 1500 square feet, the design engineer must address the potential for mounding of the effluent between the drainfield and the liner at the estimated sewage flow and will increase the separation between the drainfield and Media Layer 2 to ensure Media Layer 1 maintains no less than 18 inches of unsaturated soil beneath the drainfield. A four-inch diameter observation port must be installed in the center of the liner to allow the liquid level of effluent contained within the bottom of the media liner to be monitored. The observation port must be capped and lockable and installed within a protective surface cover. A toilet flange must be securely attached to the bottom of the observation port to prevent the port from being inadvertently raised from its installed position. The observation port, including the flange, must be perforated at the lowest elevation possible to allow accurate measurements. If installed within three feet of the sidewall of a bed or trench, the port must be grouted to prevent effluent from flowing down the outer surface of the port to the media.

12. The professional engineer may specify methods to replenish media and remove spent media if the continued presence of such spent media reduces the efficacy of the process and the methods do not compromise the efficacy of the system.

13. Setback distances to the liner, or Media Layers 1 and 2 extending to the absorption surface of the drainfield will be reduced as follows:

a. Except for building foundations, vertical obstructions, and pilings for elevated structures, where the required setback is ≤5 feet, the setback will be reduced to one foot.

b. Where the required setback is ≥10 feet, the setback will be reduced by five feet.

c. Setbacks to all other parts of the system will comply with the requirements in this chapter and section 381.0065, Florida Statutes.

 

Figure 3 – INRB with liner and underdrain

 

(e)(b) Prior to covering Media Layer 2, in In addition to the inspections required in Rule 62-6.003, F.A.C., upon completion of the installation of the Mmedia Llayer 2 but before covering the media layer, a person installing or constructing the system must shall notify the Department that the Mmedia Llayer 2 has been installed and must shall have that portion of the system inspected by the Department. If the inspection of the Mmedia Llayer 2 is the initial inspection of the system, the initial inspection fee in paragraph 62-6.030(1)(i), F.A.C., must shall be paid. If an initial inspection occurred before the Mmedia Llayer 2 inspection, the reinspection fee in paragraph 62-6.030(1)(j), F.A.C., must shall be paid.

(f)(c) Repairs of systems incorporating media layers must shall meet the current standard for nitrogen reduction. The provisions of subsection 62-6.003(3), F.A.C., do shall not apply to repair of systems that include media layers, nor will shall repairs be allowed per subsection 62-6.015(3), F.A.C.

(g)(d) Final installation approval must shall not be granted until the Department has confirmed that the property owner has executed and recorded in the public property records at the county courthouse, a written notice that informs all subsequent property owners of the use of the nitrogen-reducing media onsite system that may require special repair or maintenance procedures. The notice must shall include the Department’s construction permit number for the system, and that additional information may be obtained by contacting the Department.

(8) through (10) No change.

(11) All materials incorporated herein may be obtained from the Department of Environmental Protection, Onsite Sewage Program at www.floridadep.gov or 2600 Blair Stone Road, MS 3596, Tallahassee, Florida 32399-2400. Reference materials deemed copyright protected are available for inspection at the same address.

Rulemaking Authority 381.0065(3)(a) FS. Law Implemented 381.0065 FS. History–New 12-22-82, Amended 2-5-85, Formerly 10D-6.49, Amended 3-17-92, 1-3-95, Formerly 10D-6.049, Amended 11-19-97, 2-3-98, 3-22-00, 4-21-02, 6-18-03, 11-26-06, 6-25-09, 7-31-18, Formerly 64E-6.009 Amended ________.

 

62-6.010 Septage and Food Establishment Sludge.

(1) No septic tank, grease interceptor, privy, or other tank receptacle associated with an onsite sewage treatment and disposal system can shall be cleaned or have its contents removed until the service person has obtained an annual operating written permit (Form DEP 4013, 01/92, Operating Permit, herein incorporated by reference) from the Department in for the county in which the service company is located. Permits issued under this section authorize the disposal service to handle liquid waste associated with food operations, domestic waste, or domestic septage. Such authorization applies to all septage produced in the State of Florida, and food establishment sludge which is collected for disposal from onsite sewage treatment and disposal systems.

(2) Application for a service permit must shall be made to the Department on Form DEP 4012, effective date x-xx-xxxx 01/92, “Application for Septage Disposal Service Permit, Temporary System Service Permit, Septage Treatment and Disposal Facility, Septic Tank Manufacturing Approval” herein incorporated by reference at https://www.flrules.org/Gateway/reference.asp?No=Ref-XXXXX. Any change to the permit conditions requires a permit amendment using form DEP 4012. Permit amendments do not alter the permit issue or expiration date. Copies of this document are available as provided in subsection (10) below. The following must be provided for the evaluation prior to issuance of a service permit:

(a) Evidence that the applicant possesses adequate equipment such as a tank truck with a liquid capacity of at least 1,500 gallons, pumps, off truck stabilization tanks and pH testing equipment where lime stabilization and land application are proposed, as well as other appurtenances and tools necessary to perform the work intended. Equipment may be placed into service only after it has been inspected and approved by the Department. Tanks used for the stabilization and storage of septage and food service sludges must shall be constructed, sized, and operated in accordance with the following provisions:

1. Stabilization tanks and Sseptage storage tanks must shall be constructed of concrete, fiberglass, corrosion-resistant steel, polyethylene, or polypropylene or other equally durable material. Tanks must shall be watertight and must shall be water tested during the inspection by the Department for leaks prior to placing into service. Storage tanks installed after the effective date of this rule must meet the setback requirements of Rule 62-6.0101(7)(a), F.A.C. The stabilization tank shall have a liquid capacity of at least 3,000 gallons.

2. Construction of concrete tanks must shall be at a minimum equal to that required of concrete septic tanks in Rule 62-6.013, F.A.C. Fiberglass tanks and tanks of similar materials must shall be constructed in accordance with standards found in Rule 62-6.013, F.A.C.

3. Stabilization tanks shall contain aeration or mixing devices which will ensure thorough agitation or mixing of lime with the waste as specified in Chapter 6, EPA 625/1-79-011, Process Design Manual for Septage Treatment and Disposal, herein incorporated by reference.

(b) through (c) No change.

(3) through (5) No change

(6) Treated Sseptage and sludges must shall be transported to the disposal site in such a manner so as to preclude leakage, spillage or the creation of a sanitary nuisance.

(7) The food establishment sludge and contents from onsite waste disposal systems must shall be disposed of at a site approved by the Department and by a an approved disposal method approved by the Department. Untreated domestic septage or food establishment sludges must shall not be applied to the land. Criteria for approved stabilization methods and the subsequent land application of domestic septage or other domestic onsite wastewater sludges shall be in accordance with the following criteria for land application and disposal of domestic septage.

(a) Land application of domestic septage and sludges is not shall be permitted under this chapter. provided such septage and sludges have been properly treated by an approved septage-stabilization process, including lime stabilization, and an application using Form DEP 4012 has been completed as part of the permitting process. Prior to discharge of septage or food establishment sludge into a stabilization tank, the septage or sludge shall be screened in a pretreatment tank or chamber which contains a final screening method using bar screens having a maximum gap of 1/2 inch or rock screens or other similar mesh material having a maximum 3/4 inch opening. Material retained in the screening process shall be limed, containerized, and disposed of at an approved solid waste disposal facility. Septage or sludge shall pass from the pretreatment tank or chamber to the stabilization tank. Lime stabilization of septage shall be in accordance with processes and designs described in Chapter 6, EPA 625/1-79-011, Process Design Manual for Sludge Treatment and Disposal, hereby incorporated by reference. Facilities approved for septage treatment under this rule shall not receive and treat more than 20,000 gallons of septage or combined septage, grease interceptor, portable restroom or other receptacle waste associated with an onsite sewage treatment and disposal system on any one day and shall not exceed a monthly average of 10,000 gallons of septage or septage and combined domestic waste per day. Stabilization by lime shall raise the pH of the septage to a level of 12 for a minimum of two hours or to a level of at least 12.5 for a minimum of 30 minutes to be deemed sufficient. The pH of the stabilized septage shall be maintained at a level of at least 11 until actual land application, but shall not be landspread until the pH of the stabilized septage has fallen below 12.5. To check the pH of the stabilized septage, a sampling port having an internal diameter of no less than 1/2 inch and no more than 3/4 inch and located no more than 60 inches above the ground surface shall be used to allow sampling of waste tank contents. Lime purchase receipts shall be kept at the place of business for a minimum of 6 months.

1. Use on playgrounds, parks, golf courses, lawns, hospital grounds, or other unrestricted public access areas where frequent human contact is likely to occur is prohibited.

2. Application is limited to sod farms, pasture lands, forests, highway shoulders and medians, plant nursery use, land reclamation projects and soils used for growing human food chain crops. Application methods shall be conducted in a manner which will disperse the treated septage uniformly over the land application site.

a. Pasture vegetation on which stabilized septage or sludge has been applied shall not be cut for hay or silage nor grazed for a period of 30 days from the last application.

b. No human food chain crops except hay, silage, or orchard crops shall be harvested from a land application area for a period of 60 days following the last application of septage or sludges.

c. Domestic septage or sludge shall not be used for the growing or cultivation of tobacco, root crops, leafy vegetables, or vegetables to be eaten raw. Vegetables and fruits which come in contact with the ground surface shall not be grown on land used for septage application for a period of 18 months after the last application of septage or sludge.

d. When applied to unvegetated soils, stabilized domestic septage or sludge shall be incorporated into the soil within 48 hours of application.

(b) No land application of stabilized septage or food service sludge may occur until:

1. The site has been inspected and approved by Department personnel.

2. The site evaluation fee has been submitted.

3. An Agricultural Use Plan, Form DEP 4012A, 08/09, herein incorporated by reference, has been completed for the proposed application site.

a. Agricultural use plans shall describe the manner in which treated domestic septage and sludges are to be used as part of a planned agricultural operation. Methods of application, proposed crops and their fertilizer needs, vegetative types proposed, erosion management, access control for humans and animals, and anticipated harvesting periods shall be included.

b. Agricultural use plans shall include information on the soil and geologic conditions at the disposal site which could limit the areas available for land application.

4. The plan has been submitted for review and approval to the Department having jurisdiction.

5. The Department has granted approval to use the site.

(c) No person shall dispose of domestic septage or sludge by land application unless they have complied with approved treatment and disposal methods described in Rule 62-6.010, F.A.C. Lime stabilization in the tank of a septage hauling vehicle or in the tank of an onsite sewage treatment and disposal system is not an approved septage treatment method.

(d) Land application of septage shall occur only in accordance with paragraph 62-6.010(7)(a), F.A.C., unless prohibited by the Department due to a brief condition which creates a potential for a sanitary nuisance as exemplified in paragraph 62-6.010(7)(l), F.A.C.

(b)(e) All septage and food establishment sludge haulers regulated by Chapter 62-6, F.A.C., are to maintain a collection and hauling log at the treatment site or at the main business location which provides the information listed below. Records must shall be retained for five (5) years.

1. through 4. No Change.

5. Receipts for lime or other materials used for treatment,

6. 5. Location of the approved treatment facility,

7. 6. Date and time of discharge to the treatment facility; and,

8. 7. Acknowledgement from treatment facility of receipt of septage or waste.

(f) All Department regulated septage treatment facility operators shall maintain permanent records of the septage or waste receipt, treatment and discharge. Records shall be retained for five (5) years. At a minimum, these records shall include the following.

1. Date and time of each load of septage or waste is received,

2. Name of company from which the septage or waste is received,

3. Identification of the truck from which the septage or waste was received,

4. Signature from the driver acknowledging delivery of the septage or waste,

5. Quantity of septage or waste received,

6. Date and time of discharge of each load of treated septage or waste,

7. Name of the company which received the treated septage or waste from the treatment facility,

8. Signature from the driver of the truck which received the treated septage or waste; and,

9. Quantity of treated septage or waste discharged to the truck.

(g) A summary of the total volume of septage applied to each site shall be submitted to the Department quarterly.

(h) Domestic wastewater systems residuals shall not be mixed with septage for treatment and disposal at Department approved sites.

(c)(i) Septage which contains toxic or hazardous waste must be disposed of in accordance with the rules of the Department.

(j) The land application area shall not be located closer than 3000 feet to any Class I water body or Outstanding Florida Water as defined in Chapter 62-302, F.A.C., or 200 feet to any surface water bodies except canals or bodies of water used for irrigation purposes which are located completely within and not discharging from the site. The land application area shall not be located closer than 500 feet to any shallow public water supply wells, nor closer than 300 feet to any private drinking water supply well. The application area shall be no closer than 300 feet to any habitable building and a minimum of 75 feet from property lines and drainage ditches.

(k) The land application site shall have a minimum 24 inches of unsaturated soil above the ground water table at the time of septage or sludge application. The seasonal high ground water table for the site may be indicated in the Agricultural Use Plan by soil survey maps. If the wet season high ground water table is within 2 feet of the surface or is not determined in the Agricultural Use Plan, the water table encountered at the time of septage or sludge application shall be determined by use of a monitoring well.

(l) Septage or sludge shall not be applied during rain events of sufficient magnitude to cause runoff, or during periods in which surface soils of the land application area are saturated. The land application area shall have sufficient buffer areas or stormwater management structures to retain the runoff from a ten-year one-hour storm on the site. Sufficient septage storage capacity shall be provided for periods of inclement weather and equipment failure. Facilities shall be designed, located, and operated to prevent nuisance conditions and avoid site run-off.

(m) Land application area topographic grades shall not exceed 8 percent.

(n) The land application area and an area 200 feet wide adjacent to, and exterior of, the land application area boundary shall contain no subsurface fractures, solution cavities, sink holes, excavation core holes, abandoned holes, or any other natural or manmade conduits which allow contamination of ground water. Determinations of site conditions shall be made as part of a geophysical examination of the property by qualified persons.

(o) Florida water quality criteria for groundwater and surface water shall not be violated as a result of land application of septage or sludge. Water quality testing of application areas may be required if the Department determines that septage application not conforming to this rule is evident. If water quality violations are indicated, the site owner shall suspend land application activities.

(p) A layer of permeable soil at least 2 feet thick shall cover the surface of the land application area.

(q) Unless required by law to be limited by phosphorous, application rates of septage and food establishment sludges are limited by the nitrogen content of the waste.

1. Where the application rate is limited by nitrogen content, the maximum annual surface application rate of total nitrogen is 500 pounds per acre during any 12-month period. Application of septage shall be applied as evenly as possible during the 12 month period to ensure maximum uptake of nitrogen by the crops used. This equates to 6 dry tons or 40,000 gallons of typical septage per acre per year. However, if the following formula, based on the annual uptake of nitrogen for a given crop is used, the 40,000 gallons of septage applied per acre per year shall be increased if the nitrogen content of the septage will not exceed the nitrogen uptake of the crop.

AAR = N ÷ 0.0026

AAR is the annual application rate in gallons per acre per 365 day period; and N equals the amount of nitrogen in pounds per acre per 365 day period needed by the crop or vegetation grown on the land. Application methods shall be conducted in a manner which will disperse the treated septage uniformly over the land application site.

2. Where the application rate is limited by phosphorous, the maximum annual surface application rate of total phosphorous is 40 pounds per acre during any 12 month period. Application of septage shall be applied as evenly as possible during the 12 month period to ensure maximum uptake of phosphorous by the crops used. This equates to 2 dry tons or 12,000 gallons of typical septage per year. However, if the following formula, based on the annual uptake of phosphorous for a given crop is used, the 12,000 gallons of septage applied per acre per year shall be increased if the phosphorous content of the septage will not exceed the phosphorous demand of the crop.

AAR=P0.0076 if the crop demand is calculated for P2O5.

AAR=P0.0033 if the crop demand is calculated for P.

AAR is the annual application rate in gallons per acre per 365 day period; and P equals the Crop Phosphorous Demand in pounds per acre per 365 day period calculated for the crop or vegetation grown on the land. Application methods shall be conducted in a manner which will disperse the treated septage uniformly over the land application site.

(r) Permanent records of actual application areas and application rates shall be kept. These records shall be maintained by the site owner, lessee, or the land applicator for a period of five years, and shall be available for inspection upon request by the Department. An annual summary of the total septage or sludge applied shall be provided with the annual update to the Agricultural Use Plan. Records shall be kept and shall include:

1. Location of the septage treatment facility from which each load of treated septage is obtained.

2. Date and time the treated septage was obtained from the treatment facility.

3. Dates of septage or sludge land application.

4. Weather conditions when applied.

5. Location of septage or sludge application site.

6. Amounts of septage or sludge applied.

7. Specific area of the site where septage or sludge was applied.

8. pH of stabilized septage or sludge being applied.

9. Soil groundwater table when septage was applied.

10. Vegetational status of application area.

(d)(s)  Food establishment sludges may be discharged into permitted domestic wastewater treatment facilities pursuant to the requirements of Chapter 62-600, F.A.C.

(t) Application of food establishment sludge to the land shall be permitted if such food establishment sludge has been properly treated by lime stabilization, or by any other process which produces similar kills of microorganisms and has been approved by the Department.

(u) Mixing of unstabilized food establishment sludge with stabilized septage prior to land application is not permitted.

(v) Food establishment sludge shall be blended with septage and treated prior to land application. The ratio of food establishment sludge to septage shall be no greater than 1:1.

(8) Stabilization tanks and Sseptage and food establishment sludge storage tanks may be located at regional stabilization facilities, at sites owned or leased by the disposal service. service or at sites owned by the owner or lessee of the septage land application site. Where leased, a copy of the complete lease agreement must be provided as part of the application. The lease must provide for the final disposition of all tanks and designate the party to be held responsible for final disposition of any tank on a leased facility. Whenever locations or tanks are modified, added, or removed, the applicant must amend their service permit application using Form DEP 4012 and provide all current information to the Department prior to any changes being made. All changes must be noted on an amended permit and will not alter the issue date of the permit. All alterations must be inspected by the Department at the time of installation as well as after removal of any tank.

(9) Potable water supplies located at the stabilization tank and septage and food establishment sludge storage tank site must shall be provided with back flow prevention devices to prevent potential contamination of water supplies.

(10) No change.

Rulemaking Authority 381.0065(3)(a), 489.553(3) FS. Law Implemented 381.0065, 386.041, 373.4595 FS. History–New 12-22-82, Amended 2-5-85, Formerly 10D-6.52, Amended 3-17-92, 1-3-95, 5-14-96, Formerly 10D-6.052, Amended 3-22-00, 5-24-04, 11-26-06, 6-25-09, 4-28-10, 7-16-13, Formerly 64E-6.010, Amended         .

 

62-6.0101 Portable Restrooms and Portable or Stationary Holding Tanks.

(1) No change.

(2) Application for a service permit must shall be made to the Department on Form DEP 4012, effective date x-xx-xxxx, “Application for Septage Disposal Service Permit, Temporary System Service Permit, Septage Treatment and Disposal Facility, Septic Tank Manufacturing Approval.”, adopted and incorporated by reference in subsection 62-6.010(2), F.A.C., at https://www.flrules.org/Gateway/reference.asp?No=Ref-XXXXX and is available as provided in subsection (8) below. Any change to the permit conditions will require a permit amendment using Form DEP 4012. Adding storage tanks to hold the liquid waste associated with portable restrooms, portable hand washing facilities, restroom trailers, shower trailers and portable or stationary holding tanks containing domestic wastewater may be located at sites owned or leased by the service. The tanks must comply with the construction standards found in Rule 62-6.010(2)(a), F.A.C. Where leased, a copy of the complete lease agreement must be provided as part of the application. The lease must provide for the final disposition of all tanks and designate the party to be held responsible for final disposition of any tank on a leased facility. Whenever locations or tanks are modified, added or removed, the applicant must amend their current service permit application using Form DEP 4012 and provide all current information to the department prior to any changes being made. All changes must be noted on an amended permit, which will not alter the issue or expiration date of the permit. All alterations must be inspected by the department at time of installation, as well as after removal of any tank.  The following must be provided for the evaluation prior to issuance of a service permit:

(a) Evidence that the applicant possesses adequate equipment such as a tank truck, pumps, off truck stabilization tanks and pH testing equipment where lime stabilization and land application are proposed, as well as other appurtenances and tools necessary to perform the work intended. Equipment may be placed into service only after it has been inspected and approved by the Department. Tanks used for the stabilization and storage of portable or stationary holding tank waste and portable restroom waste must shall be constructed, sized, and operated in accordance with the provisions of subparagraphs 62-6.010(2)(a)1. and 2. -3., F.A.C.

(b) through (c) No change.

(3) through (5) No change.

(6) All portable restroom and portable or stationary holding tank waste haulers regulated by Chapter 62-6, F.A.C., are to maintain a collection and hauling log at the main business location which provides the information listed below. Records must shall be retained for five (5) years.

(a) No change.

(b) Estimated volume, in gallons, of septage or waste transported;

(c) through (d) No change.

(e) Acknowledgement from treatment facility of receipt of septage or waste; and,

(f) No change.

(7) Portable Restrooms, Portable Holding Tanks, Stationary Holding Tanks, Mobile Restroom Trailers, Mobile Shower Trailers, and Portable Sinks.

(a) through (o) No change.

(p) Portable holding tanks must shall meet the following requirements:

1. The total effective capacity of the portable holding tank must shall not exceed 300 gallons,

2. No portion of the portable holding tank must shall be more than 12 inches below the surface of the ground,

3. The portable holding tank must shall be used for a construction site or temporary use,

4. The portable holding tank must shall be rigid, water-tight, impervious,

5. Polyethylene holding tanks must shall meet the requirements of International Association of Plumbing and Mechanical Officials (IAPMO)/American National Standards Institute (ANSI) Z1000-2019 Paragraph 7.1 “Blow Molded and Single-Layer Rotationally-Molded Polyethylene Septic Tanks” and 7.2 “Multi-Layer Rotationally-Molded Polyethylene Septic Tanks” PS 1-93, Paragraph 5.4 “Polyethylene,” herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at IAPMO, 4755 East Philadelphia Street, Ontario, California, 91761, or at publisher’s website at www.iapmo.org/, and is available for inspection as provided in subsection (8) below. Where the requirements of IAPMO/American National Standards Institute (ANSI) Z1000-2019, Paragraphs 7.1 and 7.2 PS 1-93 Paragraph 5.4 “Polyethylene” conflict with the standards in this section, the standards in this section must shall apply,

6. through 9. No change.

(q) through (t) No change.

(u) Portable or stationary holding tank, portable restroom, and portable hand sink wastes must shall be disposed of into a septage treatment and disposal facility approved by the Department or into a treatment facility approved or permitted for such disposal by the Department. These wastes must be disposed of at shall be land applied under provisions of subsection 62-6.010(7), F.A.C., provided a Department DEP-approved treatment facility is not available. Companies which service portable or stationary holding tanks or portable restrooms which use quaternary ammonium sanitizing and deodorizing compounds are prohibited from having the wastes treated or disposed of at lime stabilization facilities.

(v) When disposed of in a Department approved lime stabilization facility, the portable restroom, portable hand washing and portable or stationary holding tank wastes shall be blended with domestic septage at a rate of no less than 3 parts septage to 1 part holding tank, portable restroom or portable hand washing facility waste prior to lime stabilization. Treatment and disposal shall comply with the provisions of paragraphs 62-6.010(7)(a)-(u), F.A.C.

(v)(w) Contents of portable restrooms and portable or stationary holding tanks shall be removed in their entirety when pumped.

(w)(x) Persons who own portable restrooms but are not a permitted service company shall maintain a service contract with a permitted service company for every portable restroom in use. The name and telephone number of the owner shall be displayed on every portable restroom in use.

(8) All materials incorporated herein may be obtained from  the Department of Environmental Protection, Onsite Sewage Program at www.floridadep.gov or 2600 Blair Stone Road, MS 3596, Tallahassee, Florida 32399-2400. Reference materials deemed copyright protected are available for inspection at the same address.

Rulemaking Authority 381.0065(3)(a), 489.553(3) FS. Law Implemented 381.0065, 386.041 FS. History–New 5-24-04, Amended 11-26-06, 6-25-09, 4-28-10, Formerly 64E-6.0101, Amended        .

 

62-6.012 Standards for the Construction, Operation, and Maintenance of Aerobic Treatment Units.

When aerobic treatment units are used for treating domestic and commercial sewage waste, each unit must shall be installed, operated and maintained in conformance with the following provisions:

(1) Aerobic treatment units designed to treat up to 1500 gallons of sewage waste per day must shall be listed by a third party certifying program approved by the Department. Aerobic treatment units must shall be in compliance with at least one of the following standards: Class I systems as defined by NSF International Standard/American National Standard (NSF/ANSI) 40-20202013, “Residential Wastewater Treatment Systems,” (November 2020) revised April 2013; nitrogen reduction as defined by NSF/ANSI 245-20202013, “Wastewater Treatment Systems – Nitrogen Reduction,” (November 2020) revised April 2013; or onsite residential and commercial water reuse treatment systems as defined by NSF/ANSI 350-20202013, “Onsite Residential and Commercical Water Reuse Treatment Systems.,” (April 2020) revised December 2012. These NSF/ANSI standards are hereby adopted and incorporated by reference, have been deemed copyright protected, and are available for inspection as provided in subsection (6) below. at the Department of Environmental Protection, Onsite Sewage Program at www.floridadep.gov or 2600 Blair Stone Road, MS 3596, Tallahassee, Florida 32399-2400 or at the Department of State, R.A. Gray Building, 500 South Bronough Street, Tallahassee, Florida 32399-0250. An approved third party certifying program must shall comply with the following provisions in order for units which it has certified to be approved for use in Florida:

(a) Be accredited by the American National Standards Institute.

(b) Have established procedures which send representatives to distributors in Florida on a recurring basis to conduct evaluations to assure that distributors of certified aerobic units are providing proper maintenance, have sufficient replacement parts available, and are maintaining service records.

(c) Notify the Department of the results of monitoring visits to manufacturers and distributors annually, within 60 days of the conclusion of the calendar year monitoring. Approved distributors must be reported by the manufacturer to the certifying agency.

(d) Submit completion reports on testing for review by the Department.

(e) Provide a registered certification mark or seal which must be affixed in a conspicuous location on the units it has certified. This mark or seal will alert persons evaluating or maintaining the unit that the unit is in compliance with the NSF/ANSI standard appropriate for the application.

(2) The following additional requirements must shall also apply to the construction, design, and operation of aerobic treatment units treating up to 1,500 gallons per day or less:

(a) An appropriate mechanism must shall be provided to make access ports vandal, tamper, and child resistant as specified by the manufacturer and accepted by the certifying program. Acceptable protection of openings shall consist of one or more of the following methods as specified by the tank manufacturer:

1. A padlock.

2. An “O” ring with twist lock cover requiring special tools for removal.

3. Covers weighing 65 pounds or more, net weight.

4. A hinge and hasp mechanism which uses stainless steel or other corrosion resistant fasteners to fasten the hinge and hasp to the lid and tank for fiberglass, metal, or plastic lids.

(b) A minimum of a 4-inch diameter sampling access port located between the treatment unit outlet and the drainfield.

(c) A visual and audio warning device must shall be installed in a conspicuous location so that activation of such warning device will alert property occupants of aerobic unit malfunction or failure. The visual and auditory signals must continue to be functional in the event of an electrical, mechanical, or hydraulic malfunction of the system provided power is available to the system and must resume once power is restarted following the power outage. This does not mandate a battery back-up for the alarm system. All warning devices shall be wired separately from the aerobic unit so that disconnecting the aerobic unit from electricity will activate the warning device. If installed outside, the alarm must shall be waterproof.

(d) Each unit must shall be designed or equipped so that regardless of unusual patterns or frequencies of sewage flow into the system effluent discharged to the drainfield will be in compliance with the applicable standards of subsection (1), above.

(e) Minimum required treatment capacities for systems serving any structure, building or group of buildings must shall be based on estimated daily sewage flows as determined from Table IV.

TABLE IV AEROBIC SYSTEMS PLANT SIZING
RESIDENTIAL:
Number of Bedrooms	Building Area in square feet	Minimum Required Treatment Capacity Gallons Per Day
1 or 2	Up to 1200	400
3	1201-2250	400
4	2251-3300	500

For each additional bedroom or each additional 750 square feet of building area, or fraction thereof, treatment capacity shall be increased by 60 gallons.

NON-RESIDENTIAL COMMERCIAL:
Estimated Sewage Flow in Gallons Per Day	Minimum Required Treatment Capacity in Gallons Per Day
0-400	400
401-500	500
501-600	600
601-700	700
701-750	750
751-800	800
801-1,000	1,000
1,001-1,200	1,200
1,201-1,500	1,500

Footnotes to Table IV

1. Where the number of bedrooms and the corresponding building area in Table IV do not coincide, the criteria which results in the greatest required treatment capacity must shall apply. For each additional bedroom or each additional 750 square feet of building area, or fraction thereof in a dwelling unit, treatment capacity must be increased by 60 gallons. For aerobic treatment units treating sewage from more than one dwelling unit or from residential establishments sized as other per occupant or those exceeding 2 occupants per bedroom, the minimum required treatment capacity must be 100 gallons greater than the combined estimated sewage flow from Table I.

2. These figures assume that the aerobic system will be treating domestic strength sewage with CBOD5 and suspended solids values typically not exceeding 300 and 200 milligrams per liter, respectively. For wastewaters with higher CBOD5, higher suspended solids values, or for facilities that exhibit short-term hydraulic surge conditions, additional treatment or pre-treatment facilities are shall be required when specified by design engineers, plant manufacturers, or by the Department.

(f) There must shall be no bypass capability designed into the system which will allow waste to be discharged to the drainfield without undergoing all the treatment processes necessary to achieve the desired effluent quality. Bypassing, removing, or excluding any component or components of a system after the system has received final installation approval is prohibited.

(g) Effluent from an aerobic treatment unit must shall be disposed of on the owner’s property in conformance with other requirements of this chapter except as provided for in paragraph (f), above. Effluent quality which is found to not meet its standards shall be reported to the maintenance entity for correction within 10 working days.

(h) Where slightly limited soil textures exist on a site, the required drainfield size may be reduced by 25 percent from the requirements in subsection 62-6.008(5), or paragraph 62-6.009(3)(d), F.A.C. This must apply to all aerobic treatment units permitted under Rule 62-6.012, F.A.C.

(i) To apply for approval of aerobic treatment unit models, aA manufacturer, distributor or seller of aerobic treatment units must shall furnish, to the Department, in Microsoft Word document format, Portable Document Format (PDF) or other electronic format accepted by the Department, a written request for approval, a copy of the completion reports, owner manual, part list, and engineering drawings showing the design and construction details of all models of approved Class I aerobic treatment units to be constructed or installed under the provisions of this rule in Portable Document Format (PDF) or other electronic format accepted by the Department. The documentation submitted must demonstrate for each unit model, the treatment unit tank in which it will be installed, and its installation and operation, complies with all provisions of this chapter. The applicant must respond to requests for additional information about their application for aerobic treatment unit approval from the Onsite Sewage Program within 60 calendar days after receipt of a request for additional information. The Department will forward these reports and drawings to Division and District offices. No aerobic unit will shall receive final installation approval until the unit is found to be in compliance with all provisions of this rule, including compliance with design and construction details shown on the engineering plans filed with the Departments.

(j) Manufacturers must shall provide to the Onsite Sewage Program a listing of approved maintenance entities they have authorized to provide service in the state and must shall demonstrate that the entire state is covered by at least one maintenance entity. A system using a manufacturer’s unit must shall not be approved in the state if the manufacturer cannot demonstrate that there are maintenance entities to service it.

(k) A manufacturer distributor of a specific manufacturer’s brand or model of an approved aerobic treatment unit must shall provide to the Department written assurance that spare mechanical and structural parts, as well as the mechanisms used to make the access ports vandal, tamper, and child resistant, are available, upon request, for purchase, to all other approved maintenance entities.

(l) Where local building occupancy codes require that the Department approve the means of sewage disposal prior to building occupancy or change of occupancy, and Wwhere an aerobic treatment unit is used utilized, a current, unexpired aerobic treatment unit maintenance contract between the property owner or lessee and an approved maintenance entity must shall be one of the required conditions of system approval.

(m) A copy of the signed maintenance agreement between the property owner or property lessee and an approved maintenance entity must shall be provided to the Department by the maintenance entity. The maintenance agreement must shall:

1. Initially be for a period of at least 2 years and subsequent maintenance agreement renewals must shall be for at least 1 year periods for the life of the system.

2. No change.

3. Provide that, if a private maintenance entity discontinues business, property owners who have previously contracted with the discontinued maintenance service must shall, within 30 days of the service termination date, contract with an approved maintenance service and provide the Department a copy of the newly signed maintenance agreement.

4. Provide that each aerobic unit is inspected by an approved maintenance entity at least two times each year. Aerobic treatment units serving commercial establishments must shall be inspected four times per year. The maintenance entity must shall furnish to the Department a listing of all aerobic units inspected or serviced during the respective reporting period. As a minimum, reports must shall indicate the system owner or building lessee, the street address of the system, the date of system inspection or service and a statement as to the maintenance or service performed. The maintenance entity must shall also include a list of the owners who have refused to renew their maintenance agreement.

(n) The maintenance entity must furnish to the Department of Health, county health department a report of all aerobic treatment units inspected or serviced during the respective reporting period. As a minimum, reports must indicate the operating permit, system owner or building lessee, the street address of the system, the date of system inspection or service and a statement as to the maintenance or service performed. The maintenance entity must also include a list of the owners who have refused to renew their maintenance agreement.

(o)(n)The Department must shall, at least annually, inspect the maintenance and performance of aerobic treatment units. The Department must shall also inspect each authorized maintenance entity, including review of their service records and maintenance agreements.

(3) An aerobic treatment unit used for treating domestic or commercial sewage flows in excess of 1,500 gallons per day, or a combination of aerobic treatment units treating flows according to paragraph 62-6.004(4)(a) or (b), F.A.C., must shall be designed and certified by an engineer licensed in the State of Florida. The design must shall include an assessment of wastewater strength. The certification must shall state that the unit is capable of consistently meeting, at minimum, secondary treatment standards for CBOD5 and TSS established in paragraph 62-6.025(11)(d)(12)(a), F.A.C., Table IXb. In addition, the following requirements must shall also be met:

(a) The owner or lessee of a system must shall comply with the applicable safety, maintenance and operational requirements of subsection (2), above. Unless the system owner or lessee is a state licensed wastewater treatment plant operator, the owner or lessee is shall be required to have a system maintenance agreement with a permitted aerobic unit maintenance entity which has at least a Class D state certified operator who has been certified under the provisions of Chapter 62-602, F.A.C.

(b) A permitted aerobic unit maintenance entity must shall collect effluent quality samples and submit the sample analysis reports to the Department. Effluent quality samples for CBOD5 and suspended solids must shall be collected at least semi-annually and such samples must shall be analyzed by a Department-approved laboratory.

(c) Written sample analysis reports must shall be submitted to the Department by no later than the 15th of the next month following the semi-annual sampling period. However, if the sample analysis for CBOD5 or suspended solids exceeds secondary treatment standards by more than 100 percent, the maintenance entity or certified operator must shall notify the Department by telephone or in person within 24 hours after receipt of sample analysis results.

(d) The Department must shall monitor the maintenance and performance of aerobic treatments units as required by paragraph (m), above.

(4) No aerobic treatment unit must shall be serviced or repaired by a person or entity engaged in an aerobic treatment unit maintenance service until the service entity has obtained an annual written permit issued on Form DEP 4013, effective x-xx-xxxx, Operating Permit, adopted and incorporated by reference at https://www.flrules.org/Gateway/reference.asp?No=Ref-XXXXX, from the Department in the county where the service company is located. Each service entity must shall employ at least one plumbing contractor licensed under Section 489.105(3)(m), F.S., septic tank contractor registered under Part III of Chapter 489, F.S., or a state-licensed wastewater treatment plant operator, who is responsible for maintenance and repair of all systems under contract. Application for a Maintenance Service Permit, Form DEP 4066, effective x-xx-xxxx 02/10, herein adopted and incorporated by reference at https://www.flrules.org/Gateway/reference.asp?No=Ref-XXXXX, must shall be made to the Department. Copies of these documents are available as provided in subsection (6), below. The application must and shall contain the following information:

(a) Evidence that the maintenance entity possesses a manufacturer’s maintenance and operations manual and has received training from the manufacturer in proper installation and service of the unit and has received written approval from the manufacturer to perform service on their units. The manual must shall contain detailed instructions on proper operation and maintenance procedures, a replacement parts list for all models being installed and maintained, a statement giving the capabilities of each unit, instructions on how to detect a malfunctioning unit and what to expect from a properly functioning unit.

(b) through (c) No change.

(5) Emergency service necessary to prevent or eliminate an imminent sanitary nuisance condition caused by failure of a mechanical component of any aerobic treatment unit must shall be reported by the approved aerobic unit maintenance entity, in writing, to the Department no later than 5 working days after the date of the emergency service.

(6) All materials incorporated herein may be obtained from the Department of Environmental Protection, Onsite Sewage Program at www.floridadep.gov or 2600 Blair Stone Road, MS 3596, Tallahassee, Florida 32399-2400. Reference materials deemed copyright protected are available for inspection at the same address.  

Rulemaking Authority 381.0065(3)(a), 489.553(3) FS. Law Implemented 381.0065, Part I 386 FS. History–New 3-17-92, Amended 1-3-95, Formerly 10D-6.0541, Amended 11-19-97, 4-21-02, 6-18-03, 5-24-04, 11-26-06, 6-25-09, 4-28-10, 7-31-18, Formerly 64E-6.012 Amended        .

 

62-6.013 Construction Materials and Standards for Tanks Treatment Receptacles. 

(1) Onsite sewage tank Wastewater treatment receptacle design. The following requirements must shall apply to all onsite sewage tanks wastewater treatment receptacles manufactured for use in Florida unless specifically exempted by other provisions of these rules: 

(a) Onsite sewage tanks wastewater treatment receptacles include: septic tanks, graywater tanks, laundry tanks, grease interceptors, pump tanks, aerobic treatment unit tanks, tanks containing treatment media and stationary holding tanks not described in paragraph 62-6.0101(7)(p), F.A.C. Tanks must Treatment receptacles shall be constructed of concrete, fiberglass or polyethylene. 

(b) Design and testing of concrete tanks treatment receptacles: 

1. Structural design of tanks must receptacles shall be by calculation or by performance. 

2. Structural design must shall be verified by actual vacuum load or hydrostatic test in accordance with the Department’s policy for Test Requirements for Structural Proofing, February 28, 2022 August 16, 2005, herein adopted and incorporated by reference at http://www.flrules.org/Gateway/reference.asp?No=Ref-XXXX. Copies of this policy are available as provided in subsection (12) below. The vacuum test must shall be followed by a flow and water tightness test. 

3. Tanks must Treatment receptacles shall be watertight as defined in ASTM C1227-2098, Standard Specification for Precast Concrete Septic Tanks, paragraph 9.2., (2020) herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700 West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (12) below. ASTM C1227-2098, paragraph 9.2.2, herein incorporated by reference, must shall be modified to read as follows: Water tightness testing – Fill the tank receptacle with water to the invert of the outlet and let stand for 24 hours. Refill the tank receptacle. The tank receptacle is approved as water tight if the water level is held for one hour.

4. Manufacturers may use calculations provided by the design engineer in lieu of proof testing for tanks receptacles using reinforcement bars for structural strength and having a wall thickness of 5 inches or greater. Design by calculation must shall be completed using the Strength Design Method (ultimate strength theory) or the Alternate Design Method (working stress theory) outlined in Chapters 4, 5 and 6  of the American Concrete Institute (ACI) publication ACI 318-1999, Building Code Requirements for Structural Concrete (318-99) and Commentary (2019318R-99), herein adopted and incorporated by reference. This document has been deemed copyright protected and is available from the publisher at American Concrete Institute, 38800 Country Club Drive, Farmington Hills, MI 48331-3439, or at publisher’s website at www.concrete.org/, and is available for inspection as provided in subsection (12) below. The Strength Design Method is outlined in Chapter 9 and the Alternate Design Method is in Appendix A. Equation (9-1), herein incorporated by reference, shall be modified to read as follows: U=1.4L + 1.4D. When the Strength Design Method is used to verify satisfaction of the required For the design strength a strength reduction factor of 0.90 will shall be applied per ACI 318-1999 Chapter 21 paragraph 9.3.2.1. 

(c) Design and testing of fiberglass and polyethylene tanks treatment receptacles: 

1. Vacuum testing must shall be conducted in accordance with the Department’s policy for Test Requirements for Structural Proofing, February 28, 2022, adopted and incorporated by reference in subparagraph 62-6.013(1)(b)2., F.A.C. Copies of this policy are available as provided in subsection (12), below and at http://www.flrules.org/Gateway/reference.asp?No=Ref-XXXX. The vacuum test will shall be followed by a water-tightness test. 

2. Vacuum testing must shall demonstrate a distortion of volume of no more than 1% at a safety factor of 1.0 and 2% at a safety value of 1.4 followed by passing a water-tightness test to be considered satisfactory. To determine the vacuum at a 1.0 safety factor, divide the required total vacuum values by 1.4. There must shall be no distortion of the access hatch perimeters at the full vacuum load and the access hatch must be able to be removed and reinstalled at the conclusion of the test. 

3. Flow and wWater-tightness testing must shall be performed as follows: Fill the tank receptacle with water to the invert of the outlet. The tank receptacle is approved as water tight if the water level is held for one hour. 

(d) Testing must shall be performed by or witnessed by conducted in the presence of an engineer licensed in the state of Florida, or by an employee of the Department that has been authorized to perform or witness tank receptacle testing. Test results must shall be certified by the witnessing engineer or Department employee.

(e) Tank Receptacle lids for non-traffic residential installations must shall be designed for a dead load of 12 inch earth cover with a dry soil density of 100 pounds per cubic foot or a live load of two concentrated loads of 1,750 pounds at a 60 inch spacing or a concentrated load of 1,750 pounds located at the center of the lid, whichever provides the greater shear and moment stresses to the lid. The required strength must shall be per ACI 318-1999, Chapter 5, incorporated by reference in subparagraph 62-6.013(1)(b)4., F.A.C., effective xx-xx-xxxx. equation (9-1) as follows:  U=1.4D + 1.7L. Structural integrity proof test or calculations for the 12 inch overburden earth load and the 1750 pound concentrated loading must shall be provided. Designs sealed by an engineer licensed in the state of Florida will shall be acceptable for design proof of tank receptacle lid designs. 

(f) Tanks and tank lids Receptacles and receptacle lids for traffic installations must shall be designed, signed and sealed by an engineer licensed in the state of Florida. Whenever vehicular traffic is anticipated to cross over the tank receptacle, traffic lids must shall be installed with manhole covers to finished grade. Traffic tanks receptacles and lids must shall be designed in accordance with ASTM C 890-2191, Standard Practice for Minimum Structural Design Loading for Monolithic or Sectional Precast Concrete Water and Wastewater Structures (2021), herein adopted and incorporated by reference, for the appropriate loading. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700 West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org, and is available for inspection as provided in subsection (12) below. Application of paragraph 5.2.4 of ASTM C 890-2191 (Reapproved 1999), will shall be at the discretion of the design engineer. 

(2) Onsite sewage tank wastewater treatment receptacle design requirements. The following details must shall be incorporated into the design: 

(a) Septic tanks and graywater tanks must shall have multiple compartments, or single compartment tanks must shall be placed in series to achieve the required effective capacity. Grease interceptors, laundry tanks, pump tanks and, aerobic treatment unit tanks must and retention tanks shall be either multi-compartment or single compartment tanks. All tank receptacle stiffening members such as ribs must shall be a homogeneous integral part of the structure. When slide-in type compartment walls are proposed, the structural testing for such tanks must shall be conducted without the slide-in wall in place. There must shall be a maximum of two horizontal seams between the topside of the bottom of the tank receptacle and the underside of the lid. There must shall be no vertical seams. Except as noted in this paragraph, the first chamber of a dual compartment septic or graywater tank or the first tank of single compartment tanks in series must shall have a minimum effective capacity of at least 2/3 of the total required effective capacity. The second single compartment tank or chamber of a multi-compartment tank must shall have a minimum effective capacity of at least 1/5 of the total required effective capacity. The combined effective capacities of the first and second chambers or the first and second single-compartment tanks must shall equal or exceed the total required effective capacity. Systems with daily flows in excess of 3,500 gallons per day may utilize two tanks to achieve the total required effective capacity, provided that the first tank provides shall provide no less than 1/2 of the total required effective capacity. The second tank must shall provide no less than 1/5 of the total required effective capacity and the total effective capacities of the two tanks combined must shall be no less than the total required effective capacity. 

(b) The liquid depth of compartments for septic tanks and grease interceptors must shall be at least 40 inches. The liquid depth of compartments for graywater tanks, laundry tanks interceptors and pump tanks must shall be at least 30 inches. Liquid depths greater than 84 inches must shall not be considered in determining the effective capacity. 

(c) A minimum free board or airspace of 15 percent by volume of the effective capacity of all blackwater, graywater and laundry tanks must shall be provided. The volume of risers above the liquid level line cast as an integral part of the tank may be included as free board or airspace. 

(d) The inlet invert of septic tanks, graywater tanks and laundry tanks must shall enter the tank 1 to 3 inches above the liquid level of the tank. A vented inlet tee, vented sweep or a baffle may be provided at the discretion of the manufacturer to divert the incoming sewage. The inlet device, if utilized, must shall have a minimum diameter of 4 inches and must shall not extend below the liquid surface more than 33 percent of the liquid depth. 

(e) In septic tanks, graywater tanks and laundry tanks, a minimum 4 inch diameter vented outlet tee, sweep or baffle must shall extend below the liquid level of the tank so that the invert level of the outlet device is a distance not less than 30 percent nor greater than 40 percent of the liquid depth. The outlet device must shall extend at least 4 inches above the liquid level. The submerged intake orifice of any outlet fixture not incorporating an approved outlet filter device must shall be provided with an approved solids deflection device to reduce, by a minimum of 90 percent, the intake area of the outlet fixture exposed to the vertical rise and fall of solid particles within the tank. Turning the intake orifice of an outlet tee or sweep 90 degrees from the vertical will satisfy the solids deflection device requirement. 

(f) The inlet and outlet devices must shall be located at opposite ends of the tank receptacle so as to be separated by the maximum distance practical and must shall be in accordance with ASTM C 923/C-923M-20-98, Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals (2020), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700 West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (12) below. The head pressure noted in paragraph 7.1.1 of ASTM C 923/C923M-20-98, shall be reduced from 23 feet to 10 feet. Inlets and outlets on the sides of any tank treatment receptacle must be located no more than 12 inches from the end of the tank receptacle. 

(g) Compartment walls must shall be designed to withstand the stresses induced by pumping out either of the compartments. There must shall be no relief holes. However, the compartment walls may be inserted in grooves without grouting, fiberglassing or otherwise permanently attaching in place, unless such attachment is required for proving structural integrity of either the tank receptacle or compartment wall. 

(h) Sewage flow between the first and second chamber of a multi-chamber tank receptacle must shall interconnect utilizing either a minimum 4 inch diameter hole or equivalent size slot in the wall or with a minimum 4 inch diameter vented and inverted U-fitting or a tee. Receptacles in series must shall interconnect utilizing a minimum 4 inch diameter vented, inverted U-fitting or a tee. For septic, graywater and laundry tanks, tThe outlet device or slot must shall extend below the liquid level of the tank receptacle so that the invert level is located not less than 30 percent nor greater than 40 percent of the liquid depth. 

(i) Joints of tanks receptacles, including mid-seams, risers, and lids must shall be sealed using a bonding compound that meets ASTM C 990-09R1996, Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections using Preformed Flexible Joint Sealants (2019), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700 West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (12) below. 

(j) The Department’s designated approval number for the tank receptacle, and the effective capacity of the tank receptacle in gallons must shall be cast or stamped into the wall or permanently stenciled or decaled onto the wall at the inlet end, to begin within 6 inches of the top of the wall. All identifying marks must shall be inscribed or affixed at the point of manufacture only. All information supplied in the legend must shall be provided with a minimum of two inch high lettering. 

(k) Each compartment must shall have access using manholes, with each manhole having a minimum area of 225 square inches. Manholes must shall be located so as to allow access to the inlet and outlet devices. A minimum 6-inch diameter opening must shall be placed at the inlet and outlet ends of the lid if a minimum 225 square inch access port is placed in the middle of the lid. The access manhole over the inlet and outlet must shall extend to within 8 inches of finished grade. If a riser is used, and if the riser access lid opens directly to the receptacle interior, joints around the riser and receptacle must shall be sealed and made watertight as specified in paragraph 62-6.013(2)(i), F.A.C., to prohibit intrusion of ground water into the tank receptacle. For multi-compartment tanks receptacles or tanks receptacles in series, manholes must shall extend to within 8 inches of finished grade over the first compartment inlet and the last compartment outlet. An appropriate mechanism must shall be provided to make access manholes vandal, tamper, and child resistant. Acceptable protection of openings must shall consist of one or more of the following methods as specified by the manufacturer: 

1. through 3. No change. 

4. A hinge and hasp mechanism which uses stainless steel or other corrosion resistant fasteners to fasten the hinge and hasp to the lid and tank receptacle for fiberglass, metal or plastic lids. 

(l) Tank Receptacle designs that specify a monolithic compartment wall from the bottom of the tank receptacle up to the invert of the pass-through orifice and a drop-in section for the upper portion of the wall must shall be approved for both single and multi-compartment use. 

(m) Tanks Treatment receptacles must shall have a one-piece lid or a lid with a maximum of three sections. All lids must shall be designed by Licensed Engineers in accordance with paragraphs 62-6.013(1)(e) and (f), F.A.C., and approved by the Department. 

(3) Onsite sewage tank wastewater treatment receptacle design approval. All onsite sewage tanks wastewater treatment receptacles distributed in the state must shall be approved for use by the Department prior to being offered for sale or installed. Such approval must shall not be obtained until the manufacturer of a specific tank receptacle model has submitted the following: 

(a) Detailed design drawings of the tank receptacle and lid showing:

1. through 4. No change.

5. Production materials. For concrete tanks receptacles include 28 day compressive strength, in pounds per square inch (psi).

6. Reinforcing materials. For concrete tanks receptacles, include size and location of all rebar, if any; and fiber reinforcing material size and quantity (in pounds) per cubic yard, if any.

(b) For concrete tanks receptacles – see subsection 62-6.013(5), F.A.C.

(c) For fiberglass and polyethylene tanks receptacles – see subsection 62-6.013(6), F.A.C.   

(d) Certification that the tank receptacle has undergone flow testing to confirm the effective capacity, airspace, and water tightness. Flow testing must shall be conducted by an engineer licensed in the state of Florida, a third-party certified testing laboratory or a Department employee. Test results must shall be certified by the engineer, laboratory or Department state employee. 

(e) Designs must shall be submitted to the Department, Onsite Sewage Program. 

(f) There must shall be two tank receptacle design classifications. The following criteria must shall be used for each category: 

1. Category 3 tanks must receptacles shall be designed for saturated soil with the saturation at finished grade. The design must shall provide for a maximum of 18 inches of saturated soil cover over the top of the tank receptacle. Soil density must shall be 100 pounds per cubic foot. The lateral earth pressure coefficient (K) must shall be no less than 0.33. 

2. Category 4 tanks must receptacles shall be designed for saturated soil with the saturation at finished grade. The design must shall provide for a maximum of 48 inches of saturated soil cover over the top of the tank receptacle. Soil density must shall be 100 pounds per cubic foot. The lateral earth pressure coefficient (K) must shall be no less than 0.33. Where a tank receptacle will be placed with greater than 48 inches of soil over the top of the tank receptacle, an engineer licensed in the state of Florida must shall design the tank receptacle for the specific conditions anticipated at the site. 

(g) A series of tanks receptacles may be approved by successful demonstration of the largest in a series of tanks receptacles. Approval for inclusion of the tanks receptacles to be considered in a series must be obtained from the Department prior to testing the tanks receptacles. A series is either where only one dimension, this being height, length, or width, is changed or where two dimensions change in the same proportion to offer a different capacity of tank treatment receptacle. 

(h) The manufacturer must shall notify the Department in writing, stipulating the date, time and location of the test, no less than ten working days prior to the tank receptacle proof testing. The notice must shall include the tanks receptacles to be tested. Approval must shall not be granted until after successfully passing the required tests, and submitting the testing results. 

(i) The Department will issue an approval number to the manufacturer. Form DEP 4012, “Application for Septage Disposal Service Permit, Temporary System Service Permit, Septage Treatment and Disposal Facility, Septic Tank Manufacturing Approval,” adopted and incorporated by reference in subsection 62-6.010(2), F.A.C., and available as provided in subsection (12) below, must shall be used to apply for manufacturing approval. The form can be obtained from the Department. 

(4) Onsite sewage tank wastewater treatment manufacturer’s yearly inspection – Yearly inspection of the manufacturer’s facility must shall consist of the following: 

(a) through (b) No change.  

(c) Verify that the necessary tests are being conducted by a certified testing lab or by a technician certified by the ACI. The preparation of the test specimens must shall be performed by certified third party testing laboratory personnel; or manufacturers, or their employees, that have successfully passed the ACI certification program. Each manufacturer must shall submit a minimum of three cylinders per year. The specimens must shall be taken from a production mix. 

(d) through (g) No change.  

(h) Inspect a minimum of five tanks receptacles in the manufacturers’ inventory. For different series, a minimum of one tank receptacle must shall be inspected from each series. Report the following unacceptable defects: 

1. Cracks in all interior and exterior surfaces of the tanks receptacles.

2. Cold joint lines. This is an indication of non-monolithic pours. Examine both the interior and exterior of the tank receptacle for confirmation of a cold joint that extends across the thickness of the wall.  

3. Evidence of improper steel cover. Rebar and wire mesh must shall not be exposed. 

4. Watertight inlets and outlets must shall be provided per rule. 

(i) Where cold-joint lines that appear to extend through the wall, or cracks in any surface of the tank receptacle exist, conduct a watertightness test on a maximum of two tanks receptacles as follows: Fill the tank with water to the invert of the outlet. The tank is approved as watertight if the water level is held for one hour. per ASTM C1227-98, Standard Specification for Precast Concrete Septic Tanks, paragraph 9.2. For concrete tanks, if the test fails within the first 24 hours after filling, it may be repeated after 24 hours. The tanks must receptacles shall not be tested until they have cured for 28 days. If there are no indications of cold-joint lines that appear to extend through the wall, or cracking of tank receptacle surfaces, two tanks receptacles must shall be tested at random. Record all data and submit results to the Department. 

(j) Verify that the manufacturer is not relocating the tanks receptacles prior to the tank receptacle achieving 75% of the design compressive strength. Record how this is accomplished.

(k) No change.  

(l) Examination of the manufacturer’s receipts for material used during the previous year. Tank Receptacle manufacturers must shall retain all receipts from the previous year for material used in the manufacture of tanks treatment receptacles and make them available for inspection. 

(5) Concrete tanks must onsite wastewater receptacles shall be built of precast or poured in place concrete in accordance with ACI 318-199, Building Code Requirements for Structural Concrete and Commentary incorporated by reference in subparagraph 62-6.013(1)(b)4., F.A.C., effective xx-xx-xxxx, (1999) or ASTM C 1227-2098, Standard Specification for Precast Concrete Septic Tanks (1998), incorporated by reference in subparagraph 62-6.013(1)(b)3., F.A.C., effective xx-xx-xxxx, except as revised herein. 

(a) No change.  

(b) Temperature and shrinkage crack control in concrete tanks must receptacles shall be accomplished by use of steel reinforcing in accordance with ACI 318-1999 Chapter 1116, incorporated by reference in subparagraph 62-6.013(1)(b)4., F.A.C., effective xx-xx-xxxx or by use of fiber reinforcement. Minimum ratio of vertical and horizontal reinforcement area to gross concrete area must shall be 0.0010 for deformed bars or welded wire fabric. Fiber reinforcing materials may be used by the manufacturer to achieve crack control equivalent to the use of deformed bars or welded wire fabric. To be considered equivalent, acceptable fibers must shall at least meet or exceed ACI recommendations regarding materials, fiber sizing, and required fiber quantities. Any current or future revisions to the ACI recommendations may be used by the manufacturer, at their option. Materials other than materials recognized by ACI for crack control use will not be acceptable. Minimum reinforcement must shall be as outlined in the document entitled Reinforcement Required to Meet paragraph 62-6.013(5)(b), F.A.C., dated February 28, 2022 April 15, 2005, herein adopted and incorporated by reference. Copies of this document are available as provided in subsection (12), below. 

(c) Concrete mixes must shall be in accordance with the Portland Cement Association (PCA) publication entitled PCA Design and Control of Concrete Mixtures, Seventeenth Edition (2021) Thirteenth Edition (1994), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at the Portland Concrete Association, 5420 Old Orchard Road, Skokie Illinois 60077-1083 or at the publisher’s website at www.concrete.org/, and is available for inspection as provided in subsection (12) below. 

(d) Terminology relating to concrete and concrete aggregates must shall be in accordance with ASTM C 125-21a98, Standard Terminology Relating to Concrete and Concrete Aggregates (20211998), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (12) below. 

(e) Concrete aggregates used in the manufacturing of all precast or poured-in-place concrete tanks receptacles for use in onsite sewage treatment and disposal systems must shall conform to ASTM C 33-/33M-1899, Standard Specification for Concrete Aggregates (20181999), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (12) below. 

(f) Minimum concrete cover over structural steel reinforcing must shall be 3/4 inches. The minimum bend radius for structural reinforcing must shall be three times the reinforcing bar diameter. 

(g) Temperature and shrinkage crack control steel must shall not be exposed. Exposure of fiber reinforcing is acceptable. 

(h) Minimum 28-day compressive strength must shall be 4000 psi. 

(i) Three compressive test cylinders must shall be prepared, cured, and tested in accordance with ASTM C 31/C31M-21a-98, Standard Practice for Making and Curing Concrete Test Specimens in the Field (20211998), herein adopted and incorporated by reference, and ASTM C 39/C39M-21-96, Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens (20211996), herein adopted and incorporated by reference, at least one time every year, or whenever the manufacturer changes the design mix or the manufacturing process. These standards have been deemed copyright protected and are available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and are available for inspection as provided in subsection (12) below. 

(j) The bottoms of concrete tanks must receptacles shall be monolithic and must shall either be an integral part of the walls or must shall be sealed to the walls using water-stops cast into the wall and bottom. Receptacle bottoms must shall not contain openings for any purpose, for example, to facilitate the removal of rainwater. 

(k) Approval of new designs must shall not be granted until the following has been completed and submitted as part of the application: 

1. No change.

2. Construct three tanks receptacles using the design mix. 

3. No change.

4. Structural proof test three tanks receptacles to the design strength in accordance with paragraph 62-6.013(1)(b), F.A.C., for tanks receptacles having an effective capacity of 1,350 gallons or less.

5. Structural proof test one tank receptacle to the design strength in accordance with paragraph 62-6.013(1)(b), F.A.C., for tanks receptacles having an effective capacity greater than 1,350 gallons but not more than 1,500 gallons.

6. Structural proof test one tank receptacle or provide tank receptacle strength calculations in accordance with paragraph 62-6.013(1)(b), F.A.C., for tanks receptacles having an effective capacity exceeding 1,500 gallons.

7. Verify that the manufacturer is not removing tanks receptacles from the producer’s facility prior to the tank receptacle achieving 75% of the design compressive strength. Record how this is accomplished.

(6) The following structural requirements are applicable to fiberglass and polyethylene tanks receptacles: 

(a) Materials and sealants used in the tank receptacle manufacturing process must shall be capable of effectively resisting the corrosive influences of the liquid components of sewage, sewage gases and soil burial. Materials used must shall be formulated to withstand shock, vibration, normal household chemicals, deterioration from sunlight and other environmental factors. 

(b) Fiberglass tanks must receptacles shall be constructed so that all parts of the tank receptacle meet the following mechanical requirements. A test report from an independent testing laboratory is required to substantiate that individual tank receptacle designs and material formulations meet these requirements. 

1. Ultimate tensile strength – minimum 12,000 psi when tested in accordance with ASTM D 638-1498, Standard Test Method for Tensile Properties of Plastics (20141998), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (12) below. 

2. Flexural strength – minimum 19,000 psi when tested in accordance with ASTM D 790-1798, Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials (20171998), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (12) below. 

3. Flexural modulus of elasticity – minimum 800,000 psi when tested in accordance with ASTM D 790-1798 Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials (1998), incorporated by reference in subparagraph 62-6.013(6)(b)2., F.A.C., effective xx-xx-xxxx. 

4. Not less than 30 percent of the total weight of the fiberglass tank must receptacle shall be fiberglass reinforcement. 

5. Internal surfaces must shall be coated with an appropriate gel coating or resin to provide a smooth, pore-free, watertight surface. 

(c) Polyethylene tanks must receptacles shall meet the requirements of International Association of Plumbing and Mechanical Officials (IAPMO)/American National Standards Institute (ANSI) Z1000-2019 Paragraph 7.1 “Blow Molded and Single-Layer Rotationally-Molded Polyethylene Septic Tanks” and 7.2 “Multi-Layer Rotationally-Molded Polyethylene Septic Tanks” (2019) PS 1-93, Paragraph 5.4 “Polyethylene,” herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at IAPMO, 4755 East Philadelphia Street, Ontario, California, 91761, or at publisher’s website at www.iapmo.org/, and is available for inspection as provided in subsection (12) below.Where the requirements of IAPMO/American National Standards Institute (ANSI) Z1000-2019, Paragraphs 7.1 and 7.2 PS 1-93 Paragraph 5.4 “Polyethylene” conflict with the standards in this section, the standards in this section must shall apply. A test report from an independent testing laboratory is required to substantiate that individual tank receptacle designs and material formulations meet these requirements. 

(d) Approval of new designs must shall not be granted until the following has been completed and submitted as part of the application: 

1. through 6. No change.  

(7) Grease interceptors are not required for a residence. However, one or more grease interceptors are required where grease waste is produced in quantities that could otherwise cause line stoppage or hinder sewage disposal. The design of grease interceptors must shall be based on standards found in paragraph (a), below. In addition, the following general requirements found in paragraphs (b), (c), and (d), apply when determining the proper use and installation of a grease interceptor used as a component of an onsite sewage treatment and disposal system. 

(a) The inlet invert must shall discharge a minimum 2 1/2 inches above the liquid level line and the outlet pipe must shall have a tee with a minimum diameter of 4 inches that extends to within 8 inches of the bottom of the tank. 

(b) Interceptors must be located so as to provide easy access for routine inspection, cleaning and maintenance. Manholes must shall be provided over the inlet and outlet of each interceptor and be brought to finished grade. 

(c) Where a grease interceptor is required or used, only kitchen wastewater must shall first pass through the interceptor and then be discharged into the first compartment of a septic tank or other approved system. 

(d) Sizing of grease interceptors must shall be based on the equations below. The minimum volume of any grease interceptor must shall be 750 gallons and the maximum volume of an individual single grease interceptor chamber must shall be 1,250 gallons. When the required effective capacity of the grease interceptor is greater than 1,250 gallons, installation of multi-chambered grease interceptors or grease interceptors in series is required. 

1. through 2. No change.  

(8) Laundry tank or laundry waste interceptor – when a separate system is installed to accept effluent from a single home washing machine only, the laundry retention tank or laundry waste interceptor for such system must shall meet the following minimum standards: 

(a) The minimum effective capacity must shall be 225 gallons for establishments with an estimated sewage flow of up to 300 gallons per day and must shall be increased by 50 gallons for every 100 gallons of additional daily sewage flow. 

(b) The laundry waste interceptor must shall be provided with a vented inlet tee, vented sweep, or a baffle. 

(c) The laundry waste interceptor must shall not receive waste flow from kitchen fixtures or be used as a grease trap. 

(9) Pump tanks and pumps – when used as part of an onsite sewage treatment and disposal system, the following requirements must shall apply to all pump tanks manufactured for use in Florida unless specifically exempted by other provisions of these rules: 

(a) Pump tanks must shall have a minimum total effective capacity measured from the bottom of the tank to the top of the tank in accordance with Table II. At least 80% of the required total effective capacity must shall be contained below the invert of the inlet. Pump levels must shall be set as low as practical to preserve as much reserve capacity as possible in the event of pump failure. 

(b) Construction standards for pump tanks shall be the same as for treatment receptacles, except that single compartment tanks are allowed. 

(b)(c) The electrical conduit and effluent dosing pipe must shall exit the dosing chamber: 

1. Through the tank outlet using plumbing fittings and reducers to produce a watertight seal, 

2. When risers are used, the electrical line and the effluent dosing pipe may penetrate the riser wall provided the penetration is above the wet season high water table elevation and there is a soil-tight seal around the penetrations. When the top of the dosing tank is placed more than then 8 inches below the finished grade, risers must shall be used to provide access within 8 inches of the finished grade. Where risers are used, risers must shall be attached to the tank in accordance with paragraph 62-6.013(2)(i), F.A.C. Any The unused tank outlet must shall be sealed with a length of capped PVC pipe installed in accordance with paragraph 62-6.013(2)(f), F.A.C., or 

3. Through a 2 to 4 inch access port installed in the tank lid by the manufacturer as approved by the Department. After installation the port must be sealed with a bonding compound per paragraph 62-6.013(2)(i), F.A.C. Unused ports must shall be sealed watertight with cement or bonding compound or with a length of capped PVC pipe. 

(c)(d) When a pump is used as part of a system, the following conditions must shall apply. 

1. Pumps used to distribute sewage effluent must be certified by the manufacturer to be suitable for such purpose or. The use of a timer as a part of any pump system shall not be allowed unless it is part of a design submitted by an engineer, or master septic tank contractor, and is approved by the Department. pPumps must shall be designed in accordance with the Sump and Sewage Pump Manufacturers Association’s Recommended Standards for Sump, Effluent and Sewage Pumps (2019 Revision) May, 1985, Sump, Effluent and Sewage Pump Manufacturers Association standards for the purpose intended, herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at the Sump and Sewage Pump Manufacturers Association, P.O. Box 44071, Indianapolis, Indiana, 46244, or at publisher’s website at www.sspma.org/, and is available for inspection as provided in subsection (12) below. The use of a timer as part of any pump system is not allowed unless it is part of a design submitted by an engineer, or master septic tank contractor, and is approved by the Department. 

2. An audio and visual high water alarm must shall be provided in a conspicuous location visible by system users to warn of pump failures. If the alarm is located outdoors, the alarm must shall be waterproof and specified by the manufacturer for outdoor use. 

3. A pump must shall be placed in a separate compartment or tank, except when using a pump chamber insert. Except as noted below, any compartment or tank in which a pump is located must shall not be considered when determining total effective capacity of a septic tank. 

4. A pump chamber insert may, at the applicant’s discretion, be used to house a pump inside a septic tank. If a pump chamber insert is used, it must be approved for use by the Department. Approval must shall be based on the ability of the pump chamber insert to effectively filter solids from the effluent prior to intake by the pump. The efficiency of solids removal by the pump chamber insert must be at least equal to a currently approved outlet filter device. Pump chamber inserts that do not meet these criteria must shall not be approved and must shall not be used. The filter device used as part of the pump chamber insert must shall be considered to meet the requirement of using an outlet filter device for purposes of subsection 62-6.008(2), F.A.C. The tank or compartment used to house the pump chamber insert must shall be included in calculating the minimum effective capacity of the tank, subject to the following conditions: 

a. When placed in a compartmentalized tank or tanks in series, the pump chamber insert must shall be placed in the last chamber or tank. When placed in a single compartment tank, the pump chamber insert must shall be placed as close to the outlet side of the tank as possible. In no case must shall the insert be placed farther than 1/2 the distance to the inlet as measured from the outlet of the tank. The pump chamber insert and filter must shall be accessible for routine maintenance. The manufacturer must shall provide instructions on how to maintain the filter unit and the insert device. 

b. Pump levels must shall be set so that the high water alarm is activated when the liquid level of the tank will exceed the height of the inlet invert of the tank. The pump-on switch must shall be set to maintain the greatest possible effective capacity of the tank, and in no case must shall it be set higher than 1 inch below the inlet invert. Floats used for operation of the pump must shall be allowed outside the pump chamber insert. 

c. The intake openings of the pump chamber insert must shall not be located within 12 inches of the bottom of the tank, or within 12 inches of the liquid level line of the tank. 

d. The volume discharged by the pump must shall not exceed 1/4 of the average daily sewage flow in any dose. 

e. A pump chamber insert must shall not be used when the total absorption area for the system is greater than 1,000 square feet, or when automatic dosing is required. 

f. For new system installations, in addition to the requirements above, the total septic tank capacity must shall include the required minimum septic tank effective capacity, which must shall be contained below the pump-off switch level, plus the pumping tank capacity per Table II, plus the required 15% airspace. 

g. For repair installations, in addition to the requirements of subparagraphs a. through e. above, pump chamber inserts must shall not be used in an existing septic tank of less than 750 gallons effective capacity. In addition, the minimum tank liquid depth must shall be 36 inches below the pump-off switch level and the minimum effective capacity contained below the pump-off switch level must shall be within two tank sizes of that required in Rule 62-6.008, F.A.C., Table II. The total septic tank capacity must shall include the minimum effective capacity within two tank sizes of required tank size, plus dosing capacity, plus dosing reserve capacity equal to the dosing capacity, plus freeboard or air space capacity which is equal to 15% of the minimum effective capacity. 

(10) Transportation and installation. 

(a) Onsite sewage tanks must wastewater receptacles shall not be removed from the manufacturer’s facility until the compressive strength of the concrete has reached 75% of the design strength. Use of concrete industry published graphs or tables indicating compressive strength vs. concrete age for the design mix are satisfactory proof of strength. 

(b) Tanks must shall be installed level from end to end and side to side. As used in this context, level includes a slope from the inlet end to the outlet end or from side to side of the tank not exceeding one-half inch over the entire length or width of the tank. The tank must shall not be approved with any pitch upward from the inlet end to the outlet end of the tank. 

(c) If a pumping device has been placed in the building sewer, an inlet device must shall be used. 

(d) Cast in place tanks or tanks manufactured with water stops below the invert of the outlet, and tanks with seams below the invert of the outlet must shall be watertightness tested in accordance with ASTM C 1227-2098, Standard Specification for Precast Concrete Septic Tanks, paragraph 9.2.2, after installation in the field. This standard is incorporated by reference in subparagraph 62-6.013(1)(b)3., F.A.C., effective xx-xx-xxxx. 

(e) The excavation for the installation of a tank wastewater receptacle must shall be level and free of debris and rocks that could damage the tank receptacle or prevent proper leveling, backfilling or compaction. Backfill material must shall be free of rocks and debris. The installer must shall refer to the tank receptacle manufacturer’s installation instructions to prevent the tank receptacle from settling or floating or from being damaged or distorted. 

(11) Repair of tanks receptacles – Repairs are shall be allowed for tanks receptacles prior to shipment per ASTM, ACI, PCA standards and publications and National Precast Concrete Association (NPCA), Septic Tank Manufacturing Best Practices Manual (20101998), standards and publications herein adopted and incorporated by reference. This document has been deemed copyright protected and is available from the publisher at the National Precast Concrete Association, 1320 City Centre Drive, Suite 200, Carmel, Indiana 46032, or at publisher’s website at www.precast.org/, and is available for inspection as provided in subsection (12) below. Tanks damaged after they leave the manufacturer’s facility may be repaired for the following defects: 

(a) Chips that do not penetrate more than 1/3 of the wall thickness and cracks that occur above the invert of the outlet. For fiberglass, polyethylene, or polypropylene tanks, holes above the invert of the outlet with a maximum dimension of up to one inch for fiberglass and half an inch for polyethylene or polypropylene, using procedures established by the manufacturer to restore watertightness by a person authorized by the manufacturer.  

(b) Damaged or missing inlet and outlet seals may be replaced using the procedure of the document entitled “Repair of Tank Inlet and Outlet Seals”, effective xx-xx-xxxx, herein adopted and incorporated by reference. Copies of this document are available as provided in subsection (12), below and at http://www.flrules.org/Gateway/reference.asp?No=Ref-XXXX.   

(c)(b) Chips that occur below the invert of the outlet, provided that such chips do not penetrate more than 1/3 of the wall or bottom thickness. 

(12) All materials incorporated herein may be obtained from the Department of Environmental Protection, Onsite Sewage Program at www.floridadep.gov or 2600 Blair Stone Road, MS 3596, Tallahassee, Florida 32399-2400. Reference materials deemed copyright protected are available for inspection at the same address.  

Rulemaking Authority 381.0065(3)(a) FS. Law Implemented 381.0065 FS. History–New 12-22-82, Amended 2-5-85, Formerly 10D-6.55, Amended 3-17-92, 1-3-95, Formerly 10D-6.055, Amended 11-19-97, 2-3-98, 3-22-00, 4-21-02, 5-24-04, 11-26-06, 6-25-09, 4-28-10, Formerly 64E-6.013, Amended       . 

 

62-6.014 Construction Standards for Drainfield Systems. 

(1) Distribution box – where distribution boxes are used for distributing sewage from the septic tank or other onsite sewage tank waste receptacle to the drainfield lines, the following requirements must shall be adhered to: 

(a) Distribution boxes must shall be watertight, constructed of durable materials, have adequate structural strength, and be of sufficient size to accommodate the required number of drainfield drain pipe lines. 

(b) Each drainfield line must shall be connected individually to the box. 

(c) The invert of inlets to the box must shall be at least 1 inch above the invert of the outlets. The invert of all outlets must shall be level with respect to each other. 

(d) The distribution box must shall be built as a separate unit from the septic tank and must shall be set level on solid ground or in mineral aggregate. 

(2) Header pipe – header pipe, when used, must shall be installed in compliance with the following requirements: 

(a) Header pipe must shall meet one or more of the following requirements: 

1. ASTM D 3034-2198, Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings (20211998), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (6) below. 

2. ASTM D 2729-2196 Standard Specification for Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings (20211996), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (6) below. 

3. AASHTO M252M-1896 Standard Specification for Corrugated Polyethylene Drainage Pipe (20181996), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at American Association of State Highway and Transportation Officials, 444 North Capitol Street N.W., Suite 249, Washington D.C. 20001, and is available for inspection as provided in subsection (6) below.  Materials used to produce this pipe shall meet ASTM D 3350-98a, Standard Specification for Polyethylene Plastics Pipe and Fittings Materials (1998), Cell Classification 324420C, herein incorporated by reference. 

4. ASTM F 667/667M-16R21405-97, Standard Specification for 3 through 24 in. Corrugated Polyethylene (PE) Pipe and Fittings (20211997), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (6) below. Materials used to produce this pipe shall meet ASTM D 3350-98a, Standard Specification for Polyethylene Plastics Pipe and Fittings Materials (1998), Cell Classification 324420C or E, herein incorporated by reference. 

5. ASTM F 810-12R1899, Standard Specification for Smoothwall Polyethylene (PE) Pipe for Use in Drainage and Waste Disposal Absorption Fields (20181999), herein adopted and incorporated by reference. This standard has been deemed copyright protected and is available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and is available for inspection as provided in subsection (6) below.  Materials used to produce this pipe shall meet ASTM D 3350-98a (1998), Standard Specification for Polyethylene Plastics Pipe and Fittings Materials, Cell Classification 32442C or E, herein incorporated by reference. 

(b) Corrugated or smooth wall fittings (elbows, tees and crosses) shall be acceptable for gravity flow headers. Header pipe interior must shall be smooth. Header pipe must shall have a minimum inside diameter of 4 inches for gravity flow applications. Header pipe must shall not be perforated.

(c) The header pipe must shall be laid level with direct, connections to each drainfield line and the septic tank outlet pipe. When installed in a drainfield which uses mineral aggregate, the header pipe must shall be encased in mineral aggregate, and must shall be included as part of the drainfield area. Gravity flow header pipes, when installed within the mineral aggregate drainfield, may be non-watertight but must shall be soil tight. Snap connections are acceptable. On non-mineral aggregate systems, header pipe must be supported by soil. All connections must shall be such that all joints or fittings are firmly connected to pipes. When a drainfield system is a pumped system, the header pipe and fittings must shall be smooth-walled and watertight. Where the header pipe is not within the absorption surface area it must shall not be included in drainfield size calculations, but must shall be considered part of the system. The header pipe must shall be designed to distribute effluent as equally as practical to each individual drain line and must shall be supported so that the header is laid level.

(d) Pipe which connects the septic tank outlet to the header pipe or a distribution box must shall comply with the strength and material standards for header pipe as specified in this subsection.

 (3) Low-Pressure dosing – where the total required area of drainfield is greater than 1000 square feet or where the applicant proposes to use low-pressure dosing, an automatic dosing device discharging into a low pressure distribution network consisting of 2 inch or smaller diameter schedule 40 PVC or equal pipe with 1/2 inch or smaller diameter drilled holes must shall be used. All piping must shall use solvent welded connections or equal throughout to prevent dislocation of connections under pressure. The network must shall be designed for equal distribution of effluent. For the purposes of this section, equal distribution shall means that the flow from the least effective hole in the network must shall deliver no less than 75% of the flow from the most effective hole. The selected pump capacity (as measured in Gallons Per Minute) versus total dynamic head must shall be indicated on a pump curve and must shall be shown by calculation to achieve an effluent velocity through the network of at least 2 ft. per second to the first exit hole on each lateral. Each line of the pressure network must shall individually connect to a pressure manifold and be sealed on their distal ends and must shall not be looped with other lines regardless of whether the drainfield is a bed or a trench or whether it is in a mound, filled subsurface installation. Plans and equipment specifications for low-pressure dosing systems must shall be approved by the Department prior to construction or installation.

(a) Where the total drainfield area is greater than 1,000 square feet but not more than 2,000 square feet, the applicant may, in lieu of low-pressure dosing, choose to split the drainfield into two drainfields, equal in size, each having no more than 1,000 square feet, with each drainfield being lift-dosed alternately.

(b) Dosing systems with 2,000 square feet of drainfield or less must shall consist of a pump tank that receives the flow from a septic tank or other onsite sewage tank waste receptacle. Two pumps must shall be required for commercial use where dosing is required due to drainfield size or where gravity flow into the drainfield is not possible, and estimated establishment sewage flows exceed 500 gallons per day. Where more than one pump is used, the pumps must shall dose alternately. Where dosing is required for a commercial system for flows of 500 gallons or less per day, only one pump is shall be required if the drainfield does not exceed 2,000 square feet.

(c) Systems having more than 2,000 square feet of drainfield must shall have a minimum of two dosing pumps, with each pump serving a proportionate amount of the total required absorption area. The pumps must shall dose alternately.

(d) The volume dosed between the pump operating levels must shall be adequate to assure that the entire drain pipe network is filled at least four times each cycle.

(e) When a drainfield is installed in slightly limited soil, operating levels must shall be adjusted to dose the drainfield a maximum of six times in a 24 hour period. For moderately limited soils the drainfield must shall be dosed no more than four times in a 24 hour period. More frequent dosing may be allowed with systems designed by engineers licensed in the state of Florida.

(f) The distribution network for drainfields having an absorption area less than 1,500 square feet must shall be designed by a Florida licensed professional engineer or a master septic tank contractor. The network for drainfields having an absorption area of 1,500 square feet or larger must shall be designed by a Florida licensed professional engineer.

(g) Drip emitter systems must shall be designed in accordance with subsection 62-6.009(5), F.A.C.

(4) Lift dosing – Where a septic tank or sewage waste receptacle is placed too low to permit gravity flow into a properly designed, constructed and located drainfield, a pump tank with a pump or similar type device must shall be used to lift the effluent to a properly constructed header pipe or distribution box for effluent distribution by gravity to the drainfield. This provision must shall apply only to drainfields of 1,000 square feet or less of total absorption area. Tank size and pumps with effluent level controls and alarms must shall be set in accordance with the requirements set forth in subsection 62-6.013(9), F.A.C.

(5) Drain trenches and absorption beds – drain trenches and absorption beds are the standard subsurface drainfield systems used for disposing of effluent from septic tanks or other sewage tanks waste receptacles. When used, these systems must shall be constructed as specified below. 

(a) When utilizing the standard drain trench method, the width of the trench at the bottom must shall not exceed 36 inches. For trenches of 12 inches or less, there must shall be a minimum separation distance of 12 inches between the sidewalls of adjacent trenches; trenches greater than 12 inches require a minimum 24 inch separation between the sidewalls of adjacent trenches. 

(b) The trench method must shall be the preferred method. Absorption beds may be used in lieu of the standard drain trench method. An absorption bed consists of an area in which the entire earth content of the required absorption area is removed and replaced with aggregate and distribution pipe or other approved alternative drainfield components. The distance between the centers of distribution lines in standard beds must shall be a maximum of 36 inches. The distance between the sidewall of the bed and the center of the outside drain line must shall be no more than 18 inches, but must shall not be less than six inches. Where header pipe is used in lieu of a distribution box, the header must shall extend to within 18 inches of the bed sidewalls. In no case must shall the bottom surface of an absorption bed exceed a total of 1,500 square feet. Where two or more beds are used to obtain the necessary absorption area, there must shall be a minimum 10 foot separation between the sidewalls of adjacent absorption beds. Absorption beds must shall be designed to achieve the maximum length to width ratio practical. 

(c) When installing a drainfield system that uses mineral aggregate, all portions of the header pipe and perforated drain pipe must shall be installed in aggregate conforming to ASTM C33/C33M-18, Standard Specification for Concrete Aggregates (2018) -86 or lightweight aggregate conforming to ASTM C330/C330M-17a-87  Standard Specification for Lightweight Aggregates for Structural Concrete (2017), herein adopted and incorporated by reference. These standards have been deemed copyright protected and are available from the publisher at ASTM International, P.O. Box C700, West Conshohocken, Pennsylvania 19428-2959, or at publisher’s website at www.astm.org/, and are available for inspection as provided in subsection (6) below.  Aggregate must meet meeting State of Florida Department of Transportation (FDOT) specifications under Section 901, “Standard Specifications for Road and Bridge Construction, January 20191991” herein adopted and incorporated by reference. Copies of this document are available as provided in subsection (6), below and at http://www.flrules.org/Gateway/reference.asp?No=Ref-XXXX.  Aggregate must also meet the following gradation requirements. 

Sieve size	2 IN.	1 1/2 IN.	1 IN.	3/4 IN.	1/2 IN.	3/8 IN.	No. 4
Percent passing	90-100	35-100	15-100	0-70	0-50	0-30	0-5

In addition, not more than 3.75% by weight of the aggregate material at the point of use must shall pass a #200 sieve. 

1. Approved materials for drainfield mineral aggregate must shall be limestone, slag, quartz rock, granite, river gravel, recycled crushed concrete, lightweight aggregate and other equally durable materials.

2. The aggregate must shall be labeled as drainfield aggregate on the freight bill-of-lading. Effective March 1, 1995, a copy of the freight bill-of-lading must shall be part of the documentation of aggregate size and quality and records must shall be available for Department review for a period of two years from the date of purchase. This bill-of-lading must shall clearly certify that the material meets the requirements for drainfield use.

(d) Mineral aggregate material must shall have a total depth of at least 12 inches extending throughout the width of the trench or absorption bed. The distribution pipe must shall have a minimum of six inches of aggregate under the pipe, but must shall not exceed 10 inches under the pipe when the total depth of aggregate is 12 inches.

(e) The drainfield in place must shall be protected from infiltration of earth backfill by a barrier of polyester bonded filament. The barrier must shall be placed on top of the drainfield only. For alternative drainfield systems any required earth backfill barrier must shall be as specified by the alternative system manufacturer, which must be approved by the Department at the time of the initial alternative drainfield approval.

(f) Providing the requirements of subsections 62-6.006(1), (2) and (6), F.A.C., are met, the maximum depth from the bottom of the drainfield to the finished ground surface must shall not exceed 30 inches after natural settling. The minimum earth cover over the top of the drainfield, distribution box or header pipe in standard subsurface drainfields must shall be 6 inches after natural settling.

(g) The inside diameter of the drain pipe used in drainfields must shall be determined based on the type and design of the proposed absorption system. However, for standard gravity aggregate drainfield systems, inside pipe diameter must shall not be less than 4 inches. Perforated pipe must shall have two rows of holes, and a minimum perforated area of 1 1/2 square inches per linear foot. Perforations must shall be located not less than 30º or more than 60º from the vertical on either side of the center line of the bottom of the pipe. However, for drainfield systems designed by an engineer, drain pipe perforation area and hole configuration must shall assure that effluent is distributed as equally as possible throughout the drainfield area. All plastic pipe must shall conform to the standards of ASTM D 3034-21, Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings (2021), incorporated by reference in subparagraph 62-6.014(2)(a)1., F.A.C. 98, Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings (1998), herein incorporated by reference, ASTM F 667/667M-16R21, Standard Specification for 3 through 24 in. Corrugated Polyethylene Pipe and Fittings (2021), incorporated in subparagraph 62-6.014(2)(a)4., F.A.C. 405-97, Standard Specification for Corrugated Polyethylene (PE) Pipe and Fittings (1977), herein incorporated by reference, or ASTM F 810-12R1899 (1999), Standard Specification for Smoothwall Polyethylene (PE) Pipe for Use in Drainage and Waste Disposal Absorption Fields as herein incorporated by reference in subparagraph 62-6.014(2)(a)5., F.A.C.

(h) Depending on the type of drainfield system being utilized, the drainfield absorption surface must shall be constructed level or with a downward slope not exceeding one inch per 10 feet. Drain lines must shall be placed at the same slope as the drainfield absorption surface.

(i) The maximum length of drain lines must shall not exceed 100 feet for all gravity-fed and lift-dosed drainfields, and where two or more drain lines are used, they must shall be, as near as practical, the same length. The ends of two or more drain lines in bed and mound systems must shall be connected to produce a continuous circuit. A continuous circuit arrangement is also recommended but not required for standard drain trench systems. However, when a continuous circuit arrangement is not used, the distal ends of the drain lines must shall be capped or sealed.

(j) No part of a drainfield must shall be placed within 18 inches of the treatment or pump tank.

(k) No change.  

(6) All materials incorporated herein may be obtained from the Department of Environmental Protection, Onsite Sewage Program at www.floridadep.gov or 2600 Blair Stone Road, MS 3596, Tallahassee, Florida 32399-2400. Reference materials deemed copyright protected are available for inspection at the same address.  

Rulemaking Authority 381.0065(3)(a) FS. Law Implemented 381.0065 FS. History–New 12-22-82, Amended 2-5-85, Formerly 10D-6.56, Amended 3-17-92, 1-3-95, Formerly 10D-6.056, Amended 2-3-98, 3-22-00, 5-24-04, 11-26-06, 6-25-09, 7-16-13, Formerly 64E-6.014, Amended        . 

 

62-6.025 Definitions 

Definitions in Chapter 62-6, Parts I and II, F.A.C., are also applicable to Chapter 62-6, Part IV, F.A.C.

(1) Advanced Secondary Treatment Standards: A wastewater system with the following operational criteria:

(a) CBOD5 and TSS.

1. The arithmetic mean of the CBOD5 or TSS values for the effluent samples collected (whether grab or composite technique is used) during an annual period shall not exceed 10 mg/l.

2. The arithmetic mean of the CBOD5 or TSS values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day during a period of 90 consecutive days (quarterly) shall not exceed 12.5 mg/l.

3. The arithmetic mean of the CBOD5 or TSS values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day of seven consecutive days shall not exceed 15 mg/l.

4. Maximum-permissible concentrations of CBOD5 or TSS values in any effluent grab sample at any time shall not exceed 20 mg/l.

(b) TN.

1. The arithmetic mean of the TN values for the effluent samples collected (whether grab or composite technique is used) during an annual period shall not exceed 20 mg/l.

2. The arithmetic mean of the TN values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day during a period of 90 consecutive days (quarterly) shall not exceed 25 mg/l.

3. The arithmetic mean of the TN values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day of seven consecutive days shall not exceed 30 mg/l.

4. Maximum-permissible concentrations of TN values in any effluent grab sample at any time shall not exceed 40 mg/l.

(c) TP.

1. The arithmetic mean of the TP values for the effluent samples collected (whether grab or composite technique is used) during an annual period shall not exceed 10 mg/l.

2. The arithmetic mean of the TP values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day during a period of 90 consecutive days (quarterly) shall not exceed 12.5 mg/l.

3. The arithmetic mean of the TP values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day of seven consecutive days shall not exceed 15 mg/l.

4. Maximum-permissible concentrations of TP values in any effluent grab sample at any time shall not exceed 20 mg/l.

(d) Fecal coliform – system operation shall result in not more than 200 fecal coliform colonies per 100 ml of effluent sample. Where chlorine is used for disinfection, the design shall include provisions for rapid and uniform mixing and a total chlorine residual of at least 0.5 mg/l shall be maintained after at least 15 minutes contact time at the peak hourly flow. To determine compliance of a system, the following operational criteria (using either MF or MPN methods) shall be applicable.

1. The arithmetic mean of the fecal coliform colonies collected during the annual period shall not exceed 200 per 100 ml of effluent.

2. The median value of the fecal coliform colonies for a minimum number of 10 samples of effluent, each collected on a separate day during a period of 30 days (monthly) shall not exceed 200 per 100 ml of sample.

3. No more than 10% of the samples collected during the period of 30 consecutive days shall exceed 400 fecal coliform colonies per 100 ml of sample.

4. Any one sample shall not exceed 800 fecal coliform colonies per 100 ml of sample.

(2) Advanced Wastewater Treatment Standards: A wastewater system with the following operational criteria:

(a) CBOD5 and TSS.

1. The arithmetic mean of the CBOD5 or TSS values for the effluent samples collected (whether grab or composite technique is used) during an annual period shall not exceed 5 mg/l.

2. The arithmetic mean of the CBOD5 or TSS values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day during a period of 90 consecutive days (quarterly) shall not exceed 6.25 mg/l.

3. The arithmetic mean of the CBOD5 or TSS values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day of seven consecutive days shall not exceed 7.5 mg/l.

4. Maximum-permissible concentrations of CBOD5 or TSS values in any effluent grab sample at any time shall not exceed 10 mg/l.

(b) TN.

1. The arithmetic mean of the TN values for the effluent samples collected (whether grab or composite technique is used) during an annual period shall not exceed 3 mg/l.

2. The arithmetic mean of the TN values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day during a period of 90 consecutive days (quarterly) shall not exceed 3.75 mg/l.

3. The arithmetic mean of the TN values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day of seven consecutive days shall not exceed 4.5 mg/l.

4. Maximum-permissible concentrations of TN values in any effluent grab sample at any time shall not exceed 6 mg/l.

(c) TP.

1. The arithmetic mean of the TP values for the effluent samples collected (whether grab or composite technique is used) during an annual period shall not exceed 1 mg/l.

2. The arithmetic mean of the TP values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day during a period of 90 consecutive days (quarterly) shall not exceed 1.25 mg/l.

3. The arithmetic mean of the TP values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day of seven consecutive days shall not exceed 1.5 mg/l.

4. Maximum-permissible concentrations of TP values in any effluent grab sample at any time shall not exceed 2.0 mg/l.

(d) Fecal coliform – system operation shall result in an effluent in which fecal coliform colonies (per 100 ml of sample) are below detectable limits. Where chlorine is used for disinfection, the design shall include provisions for rapid and uniform mixing; and the total chlorine residual of at least 1.0 mg/l shall be maintained at all times. The minimum acceptable contact time shall be 15 minutes at the peak hourly flow. To determine compliance of a system, the following operational criteria (using either MF or MPN methods) shall be applicable.

1. Fecal coliform shall be below the detection limits for 75% of the samples collected over a 30 day period.

2. Any one sample shall not exceed 25 fecal coliform colonies per 100 ml of sample.

3. Any one sample shall not exceed 5.0 mg/l of TSS at a point before application of the disinfectant.

(3) Baseline system standards – A wastewater system with the following operational criteria:

(a) Effluent concentrations from the treatment tank:

1. CBOD5 – ≤240 mg/l.

2. TSS – ≤176 mg/l.

3. TN – ≤45 mg/l.

4. TP – ≤10 mg/l.

(b) Percolate concentrations from the baseline system prior to discharge to groundwater:

1. CBOD5 – ≤5 mg/l.

2. TSS – ≤5 mg/l.

3. TN – ≤25 mg/l.

4. TP – ≤5 mg/l.

(4) Bottom infiltrative surface – the vertical projection of the bottom surface of the drainfield that is no lower in elevation than 30 inches below grade.

(1)(5) Composite sample –a defined mixture of grab samples of wastewater or effluent taken in proportion to either time or flow means a combination of individual samples of wastewater or effluent taken at selected intervals, generally hourly or less for some specified period, to minimize the effect of the variability of the individual sample. 

(2) Disposal component – arrangement of equipment and/or materials that distributes effluent within a drainfield. 

(3) Effluent – the recovered water product from a sampling point following the final design treatment step.  

(4) Failure - as in Rule 62-6.002(23), F.A.C., including non-compliance with applicable treatment performance standards as defined in Rule 62-6.025(11)(e), F.A.C.,  unless the maintenance entity performs and documents maintenance after a sampling event, undertakes a second sampling event within 30 days of the first, and the results of which meet the applicable treatment performance standard.  

(5)(6) Grab sample - a sample which is taken from wastewater or effluent over a period of time not to exceed fifteen minutes. 

(6) Effective storage volume – fillable volume in the drainfield material within the vertical distance from the bottom of the drainfield to the invert of the distribution pipe. 

(7) Effective drainfield depth – the vertical distance from the bottom of the drainfield to the invert of the distribution pipe.

(8) Florida Keys nutrient reduction treatment – a treatment which will provide a recovered water product that contains not more, on a permitted annual average basis, than the following concentrations from a sampling point located following the final design treatment step of the onsite sewage treatment and disposal system:

(a) Biochemical Oxygen Demand (CBOD5)	10 mg/l
(b) Suspended Solids	10 mg/l
(c) Total Nitrogen, expressed as N	10 mg/l
(d) Total Phosphorus, expressed as P	1 mg/l

(9) Innovative System – as defined by Section 381.0065(2), F.S.

(7)(10) Performance-based treatment system - a specialized onsite sewage treatment and disposal system designed by a professional engineer with a background in wastewater engineering, licensed in the state of Florida, using appropriate application of sound engineering principles to achieve specified levels of CBOD5 (carbonaceous biochemical oxygen demand after five days), TSS (total suspended solids), TN (total nitrogen), TP (total phosphorus), or fecal coliform found in domestic or commercial sewage waste, to a specific and measurable established performance standard. 

(a) Treatment components which have already been approved as meeting the requirements of Rule 62-6.012(1) F.A.C., are not required to obtain an Innovative System Permit to be approved as a component of a performance-based treatment system. The manufacturer must request such approval from the Onsite Sewage Program in writing. When proposed as part of a performance-based treatment system, the treatment component’s proposed performance must not exceed the following: 

1. For CBOD5 and TSS, the average effluent concentration as reported by the applicable NSF 40 standard testing completion report, or corresponding results of an NSF 245 or NSF 350 testing completion report. 

2. For TN, the average performance expressed as percent removal reported in the applicable NSF 245 standard testing completion report.  

3. For fecal coliform, the performance expressed as percent removal for E. coli based on average influent and effluent concentrations reported in the applicable NSF 350 testing completion report. 

(8)(11) Performance-based treatment sSystem mMaintenance eEntity - any person or business entity which has obtained an been issued a annual written permit issued on Form DEP 4013, effective x-xx-xxxx, Operating Permit, adopted and incorporated by reference in subsection 62-6.012(4), F.A.C., at https://www.flrules.org/Gateway/reference.asp?No=Ref-XXXXX from by the Department of Health, county health department in the county where the maintenance entity is located.and has been authorized by the design engineer or manufacturer of all treatment components used in the performance-based treatment system and provides operation and maintenance services associated with performance-based treatment system.

(12) Secondary Treatment Standards: A wastewater system with the following operational criteria:

(a) CBOD5 and TSS.

1. The arithmetic mean of the CBOD5 or TSS values for the effluent samples collected (whether grab or composite technique is used) during an annual period shall not exceed 20 mg/l.

2. The arithmetic mean of the CBOD5 or TSS values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day during a period of 30 consecutive days (monthly) shall not exceed 30 mg/l.

3. The arithmetic mean of the CBOD5 or TSS values for a minimum of four effluent samples, each collected (whether grab or composite technique is used) on a separate day of seven consecutive days shall not exceed 45 mg/l.

4. Maximum-permissible concentrations of CBOD5 or TSS values in any effluent grab sample at any time shall not exceed 60 mg/l.

(b) Fecal coliform – system operation shall result in not more than 200 fecal coliform colonies per 100 ml of effluent sample. Where chlorine is used for disinfection, the design shall include provisions for rapid and uniform mixing and a total chlorine residual of at least 0.5 mg/l shall be maintained after at least 15 minutes contact time at the peak hourly flow. To determine compliance of a system, the following operational criteria (using either MF or equivalent MPN methods) are applicable.

1. The arithmetic mean of the fecal coliform colonies collected during the annual period shall not exceed 200 per 100 ml of effluent.

2. The geometric mean of the fecal coliform colonies for a minimum of 10 samples of effluent, each collected on a separate day, shall not exceed 200 per 100 ml of sample.

3. No more than 10% of the samples collected during a period of 30 consecutive days shall exceed 400 fecal coliform colonies per 100 ml of sample.

4. Any one sample shall not exceed 800 fecal coliform colonies per 100 ml of sample.

(13) Sidewall infiltrative surfaces – the horizontal projection of the drainfield measured from the invert of the drainfield distribution pipe to the bottom infiltrative surface, or to 30 inches below finished grade, whichever is less.

(14) Total drainfield depth – the vertical distance from the bottom of the drainfield to the top of the drainfield.

(9) Total storage volume - the fillable volume from the bottom of the drainfield material to the top of the drainfield. 

(10) Treatment component - any arrangement of equipment and/or material that treats sewage. A treatment component may coexist within or after a disposal component. 

(11) Treatment performance standards  

(a) Applications for performance-based treatment system construction permits after the effective date of this rule must include performance standards consisting of the following three criteria: 

1. Annual average concentration is the arithmetic mean of the results of all effluent samples taken within the previous 365 days, expressed as a concentration.   

2. Individual sample - result of analysis of one effluent sample, whether grab sample or composite sample, expressed as a concentration. If samples are taken from multiple sample points at the same sampling event, the highest concentration sample must be used. 

3. Percent removal –removal of a pollutant from the discharge of the treatment system compared to the influent from the establishment based on annual averages of both.  The calculation percent removal= (1- annual average effluent concentration/annual average influent concentration)*100.  

(b) Treatment performance standards are established for five pollutants.   

1. Carbonaceous biochemical oxygen demand after five days (CBOD5), measured in mg oxygen per liter 

2. Total suspended solids (TSS), measured in mg per liter 

3. Total nitrogen (TN), the sum of nitrite, nitrate and total Kjeldahl nitrogen, measured in mg nitrogen per liter 

4. Total phosphorus (TP), measured in mg phosphorus per liter 

5. Fecal coliform, measured in colony forming units (cfu) or most probable number (MPN) per 100 mL 

(c) For treatment performance standards other than domestic baseline treatment standards, in lieu of measured influent values, the following annual average design influent values may be assumed: 200 mg/L for CBOD5, 200 mg/L for TSS, 60 mg/L for TN, 10 mg/L for TP, 2,000,000 CFU/100 mL for fecal coliform. 

(d) Numerical values for domestic sewage waste, domestic baseline septic tank effluent and several levels of common treatment performance standards for the five pollutants are defined in Table IXa and IXb. In the system construction application, the engineer must design the system to meet average annual concentrations for all applicable pollutants except for total nitrogen, for which percent removal must be used. The site-specific application may propose to use soil or a disposal component as part of the treatment system for secondary and advanced secondary treatment systems, in which case treatment concentration standards must be decreased by 90 percent for CBOD5, and TSS, by 99% for fecal coliform, and by 30% for TN, and TP, as shown in Table IXb. 

(e) Compliance during monitoring must consist of meeting at least two of the three criteria. To achieve compliance the values determined from samples of the system must be equal to or better than the treatment standards listed. For concentrations, better means lower, for percent removal, better means higher. 

 

TABLE IXa 

BASELINE TREATMENT STANDARDS 

 

POLLUTANT	Domestic Sewage Waste Range	Domestic Baseline Septic Tank Effluent Standards	Domestic Baseline Soil Treatment Standard 24" Below Absorption Surface
CBOD5  (mg/L)
-annual average	300	240	10
-individual sample	500	360	20
-removal	NA*	NA	95%
TSS (mg/L)
-annual average	200	100	10
-individual sample	500	150	15
-removal	NA	NA	90%
TN (mg/L)
-annual average	100	100	70
-individual sample	150	150	100
-removal	NA	NA	30%
TP (mg/L)
-annual average	18	18	12
-individual sample	25	25	18
-removal	NA	NA	30%
Fecal coliform (cfu or MPN/100ml)
-annual average	2.00E+06	2.00E+06	20
-individual sample	2.00E+07	2.00E+07	200
-percent reduction	NA	NA	99.999%

 

 

 

 

 

 

TABLE IXb 

PERFORMANCE-BASED TREATMENT SYSTEM STANDARDS

 

POLLUTANT	Design Influent Value	Aerobic Treatment Unit Standards NSF40	Aerobic Treatment Unit Standards NSF245	Secondary Treatment  Standards	Secondary Treatment  Standards with Soil Treatment	Advanced Secondary Treatment  Standards	Advanced Secondary Treatment  Standards with Soil Treatment	Florida Keys Nutrient Reduction Standards	Advanced Wastewater Treatment Standards
CBOD5  (mg/L)
-annual average	200	20	20	20	2	10	1	10	5
-individual sample		60	60	60	6	30	3	30	10
-removal		90%	90%	90%	99%	95%	99.5%	95%	97%
TSS (mg/L)
-annual average	200	20	20	20	2	10	1	10	5
-individual sample		60	60	60	6	30	3	30	10
-removal		90%	90%	90%	99%	95%	99.5%	95%	97%
TN (mg/L)
-annual average	60	NR**	30	NR		30	21	10	3
-individual sample			50			50	35	40	6
-removal			50%			50%	65%	70%	95%
TP (mg/L)
-annual average	10	NR	NR	NR		10	7	1	1
-individual sample						20	14	4	2
-removal						0	30%	80%	90%
Fecal coliform (cfu or MPN/100ml)
-annual average	2.00E+06	NR	NR	200	2	200	2	NR (Footnote 3)	1
-individual sample				800	8	800	8		25
-percent reduction				99.99%	99.9999%	99.99%	99.9999%		99.9999%

 

* NA = Not applicable 

** NR = No requirement 

Footnote 1.    Where chlorine is used for disinfection in a system designed to meet advanced wastewater treatment standard for fecal coliform the design must include provisions for rapid and uniform mixing; and the total chlorine residual of at least 1.0 mg/l must be maintained at all times. The minimum acceptable contact time must be 15 minutes at the peak hourly flow. No individual sample must exceed 5 mg/L TSS after the last treatment step before application of the disinfectant. 

Footnote 2. Where chlorine is used for disinfection in a system designed to meet either the secondary treatment standard or the advanced secondary treatment standard for fecal coliform, the design must include provisions for rapid and uniform mixing and a total chlorine residual of at least 0.5 mg/l must be maintained after at least 15 minutes contact time at the peak hourly flow. 

Footnote 3. Where discharge is to an injection well, disinfection must meet the requirements for advanced secondary treatment standards.  

Footnote 4. Performance-based treatment systems (PBTS) designed to meet Aerobic Treatment Unit (ATU) standards may be permitted where ATUs are required, for example by county or city ordinance. An ATU not permitted as a component of a PBTS must comply with Rule 62-6.012, F.A.C. 

(15)(12) Wastewater strength - the sum of the CBOD5 and TSS concentrations. 

Rulemaking Authority 381.0011(4), (13), 381.0065(3)(a) FS. Law Implemented 381.0065, 381.0067, 386.041 FS. History–New 2-3-98, Amended 3-22-00, 6-18-03, 11-26-06, Formerly 64E-6.025. Amended ________

 

NAME OF PERSON ORIGINATING PROPOSED RULE: Eberhard Roeder

NAME OF AGENCY HEAD WHO APPROVED THE PROPOSED RULE: Shawn Hamilton

DATE PROPOSED RULE APPROVED BY AGENCY HEAD: March 10, 2021

DATE NOTICE OF PROPOSED RULE DEVELOPMENT PUBLISHED IN FAR: December 20, 2021