64E-6.013. Construction Materials and Standards for Treatment Receptacles

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

(a) Onsite 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 64E-6.0101(7)(p), F.A.C. Treatment receptacles shall be constructed of concrete, fiberglass or polyethylene.

(b) Design and testing of concrete treatment receptacles:

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

2. Structural design shall be verified by actual vacuum load or hydrostatic test in accordance with the department’s policy for Test Requirements for Structural Proofing, August 16, 2005, herein incorporated by reference. The vacuum test shall be followed by a water tightness test.

3. Treatment receptacles shall be watertight as defined in ASTM C1227 98, Standard Specification for Precast Concrete Septic Tanks, paragraph 9.2., herein incorporated by reference. ASTM C1227 98, paragraph 9.2.2, herein incorporated by reference, shall be modified to read as follows: Water tightness testing – Fill the receptacle with water to the invert of the outlet and let stand for 24 hours. Refill the receptacle. The 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 receptacles using reinforcement bars for structural strength and having a wall thickness of 5 inches or greater. Design by calculation shall be completed using the Strength Design Method (ultimate strength theory) or the Alternate Design Method (working stress theory) outlined in the American Concrete Institute (ACI) publication ACI 318-99, Building Code Requirements for Structural Concrete (318-99) and Commentary (318R-99), herein incorporated by reference. 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 strength a strength reduction factor of 0.90 shall be applied per ACI 318-99 paragraph 9.3.2.1.

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

1. Vacuum testing shall be conducted in accordance with the department’s policy for Test Requirements for Structural Proofing. The vacuum test shall be followed by a water-tightness test.

2. Vacuum testing 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 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. Water-tightness testing shall be performed as follows: Fill the receptacle with water to the invert of the outlet. The receptacle is approved as water tight if the water level is held for one hour.

(d) Testing shall be conducted in the presence of an engineer licensed in the state of Florida, or by an employee of the department that has been authorized by the State Health Office to perform or witness receptacle testing. Test results shall be certified by the witnessing engineer or department employee.

(e) Receptacle lids for non-traffic residential installations 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 1750 pounds at a 60 inch spacing or a concentrated load of 1750 pounds located at the center of the lid, whichever provides the greater shear and moment stresses to the lid. The required strength shall be per ACI 318-99, 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 shall be provided. Designs sealed by an engineer licensed in the state of Florida shall be acceptable for design proof of receptacle lid designs.

(f) Receptacles and receptacle lids for traffic installations shall be designed, signed and sealed by an engineer licensed in the state of Florida. Whenever vehicular traffic is anticipated to cross over the receptacle, traffic lids shall be installed with manhole covers to finished grade. Traffic receptacles and lids shall be designed in accordance with ASTM C 890-91 (Reapproved 1999), Standard Practice for Minimum Structural Design Loading for Monolithic or Sectional Precast Concrete Water and Wastewater Structures, herein incorporated by reference, for the appropriate loading. Application of paragraph 5.2.4 of ASTM C 890-91 (Reapproved 1999), shall be at the discretion of the design engineer.

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

(a) Septic tanks and graywater tanks shall have multiple compartments, or single compartment tanks shall be placed in series to achieve the required effective capacity. Grease interceptors, laundry tanks, pump tanks, aerobic treatment unit tanks and retention tanks shall be either multi-compartment or single compartment tanks. All receptacle stiffening members such as ribs shall be a homogeneous integral part of the structure. When slide-in type compartment walls are proposed, the structural testing for such tanks shall be conducted without the slide-in wall in place. There shall be a maximum of two horizontal seams between the topside of the bottom of the receptacle and the underside of the lid. There 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 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 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 shall equal or exceed the total required effective capacity. Systems with daily flows in excess of 3500 gallons per day may utilize two tanks to achieve the total required effective capacity, provided that the first tank shall provide no less than 1/2 of the total required effective capacity. The second tank shall provide no less than 1/5 of the total required effective capacity and the total effective capacities of the two tanks combined shall be no less than the total required effective capacity.

(b) The liquid depth of compartments for septic tanks and grease interceptors shall be at least 40 inches. The liquid depth of compartments for graywater tanks, laundry interceptors and pump tanks shall be at least 30 inches. Liquid depths greater than 84 inches 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 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 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, shall have a minimum diameter of 4 inches and 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 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 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 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 shall be located at opposite ends of the receptacle so as to be separated by the maximum distance practical and shall be in accordance with ASTM C 923-98, Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals, herein incorporated by reference. The head pressure noted in paragraph 7.1.1 of ASTM C 923-98 shall be reduced from 23 feet to 10 feet. Inlets and outlets on the sides of any treatment receptacle must be located no more than 12 inches from the end of the receptacle.

(g) Compartment walls shall be designed to withstand the stresses induced by pumping out either of the compartments. There 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 receptacle or compartment wall.

(h) Sewage flow between the first and second chamber of a multi-chamber receptacle 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 shall interconnect utilizing a minimum 4 inch diameter vented, inverted U-fitting or a tee. The outlet device or slot shall extend below the liquid level of the 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 receptacles, including mid-seams, risers, and lids shall be sealed using a bonding compound that meets ASTM C 990-96, Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections using Preformed Flexible Joint Sealants, herein incorporated by reference.

(j) The State Health Office’s designated approval number for the receptacle, and the effective capacity of the receptacle in gallons 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 shall be inscribed or affixed at the point of manufacture only. All information supplied in the legend shall be provided with a minimum of two inch high lettering.

(k) Each compartment shall have access using manholes, with each manhole having a minimum area of 225 square inches. Manholes shall be located so as to allow access to the inlet and outlet devices. A minimum 6-inch diameter opening 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 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 shall be sealed and made watertight as specified in paragraph 64E-6.013(2)(i), F.A.C., to prohibit intrusion of ground water into the receptacle. For multi-compartment receptacles or receptacles in series, manholes shall extend to within 8 inches of finished grade over the first compartment inlet and the last compartment outlet. An appropriate mechanism shall be provided to make access manholes vandal, tamper, and child resistant. Acceptable protection of openings shall consist of one or more of the following methods as specified by the manufacturer:

1. A padlock.

2. A twist lock cover requiring special tools for removal.

3. Covers weighing 58 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 receptacle for fiberglass, metal or plastic lids.

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

(m) Treatment receptacles shall have a one-piece lid or a lid with a maximum of three sections. All lids shall be designed by Licensed Engineers in accordance with paragraphs 64E-6.013(1)(e) and (f), F.A.C., and approved by the Department.

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

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

1. Design calculations or proof testing results in accordance with subsection 64E-6.013(1), F.A.C.

2. Dimensions, including location and size of all inlets, outlets, access hatches, manholes and pass through orifices.

3. Effective capacity in gallons.

4. Freeboard or air space in gallons.

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

6. Reinforcing materials. For concrete 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 receptacles-see subsection 64E-6.013(5), F.A.C.

(c) For fiberglass and polyethylene receptacles-see subsection 64E-6.013(6), F.A.C.

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

(e) Designs shall be submitted to the State of Florida Department of Health, Bureau of Onsite Sewage Programs.

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

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

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

(g) A series of receptacles may be approved by successful demonstration of the largest in a series of receptacles. Approval for inclusion of the receptacles to be considered in a series must be obtained from the state health office prior to testing the 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 treatment receptacle.

(h) The manufacturer shall notify the state health office in writing, stipulating the date, time and location of the test, no less than ten working days prior to the receptacle proof testing. The notice shall include the receptacles to be tested. Approval 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 DH 4012, “Application for Septage Disposal Service Permit, Temporary System Service Permit, Septage Treatment and Disposal Facility, Septic Tank Manufacturing Approval”, shall be used to apply for manufacturing approval. The form can be obtained from the department.

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

(a) Verify that the manufacturer has the design mix recorded and in a readily accessible location for the plant operators.

(b) Verify that the production process is recorded and that the operators are following the process.

(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 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 shall submit a minimum of three cylinders per year. The specimens shall be taken from a production mix.

(d) Verify that the manufacturer has the proper number of tests for the year and that the results are recorded. Review the results for compliance with the design.

(e) Examine the material stockpiles to ensure that the materials are free from deleterious materials.

(f) Examine the measuring equipment to ensure that the equipment has been calibrated within the last year.

(g) Examine conveyors to insure that material is transported as measured.

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

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

2. Cold joint lines. This is an indication of non-monolithic pours. Examine both the interior and exterior of the 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 shall not be exposed.

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

(i) Where cold-joint lines that appear to extend through the wall, or cracks in any surface of the receptacle exist, conduct a watertightness test on a maximum of two receptacles per ASTM C 1227-98, Standard Specification for Precast Concrete Septic Tanks, paragraph 9.2. The 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 receptacle surfaces, two receptacles shall be tested at random. Record all data and submit results to the department.

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

(k) Conduct impact hammer tests-record data.

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

(5) Concrete onsite wastewater receptacles shall be built of precast or poured in place concrete in accordance with ACI 318-99, Building Code Requirements for Structural Concrete (1999) or ASTM C 1227-98, Standard Specification for Precast Concrete Septic Tanks (1998), except as revised herein.

(a) For design and analysis of concrete septic tanks, the publication “Rectangular Concrete Tanks” revised 5th edition (1998), as published by the Portland Cement Association may be used at the designer’s discretion, herein incorporated by reference. When computing length to height and width to height ratios the designer may interpolate between tables for intermediate ratios and values or may use the table and values for the higher ratios.

(b) Temperature and shrinkage crack control in concrete receptacles shall be accomplished by use of steel reinforcing in accordance with ACI 318-99 Chapter 16, or by use of fiber reinforcement. Minimum ratio of vertical and horizontal reinforcement area to gross concrete area 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 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 shall be as outlined in the document entitled Reinforcement Required to Meet paragraph 64E-6.013(5)(b), F.A.C., dated April 15, 2005, herein incorporated by reference.

(c) Concrete mixes shall be in accordance with the Portland Cement Association (PCA) publication entitled PCA Design and Control of Concrete Mixtures, Thirteenth Edition (1994), herein incorporated by reference.

(d) Terminology relating to concrete and concrete aggregates shall be in accordance with ASTM C 125-98, Standard Terminology Relating to Concrete and Concrete Aggregates (1998), herein incorporated by reference.

(e) Concrete aggregates used in the manufacturing of all precast or poured-in-place concrete receptacles for use in onsite sewage treatment and disposal systems shall conform to ASTM C 33-99, Standard Specification for Concrete Aggregates (1999), herein incorporated by reference.

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

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

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

(i) Three compressive test cylinders shall be prepared, cured, and tested in accordance with ASTM C 31-98, Standard Practice for Making and Curing Concrete Test Specimens in the Field (1998), herein incorporated by reference, and ASTM C 39-96, Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens (1996), herein incorporated by reference, at least one time every year, or whenever the manufacturer changes the design mix or the manufacturing process.

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

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

1. Establish a design mix and production process. Record the aggregate material, size and gradation; type and strength of cement; cement to aggregate ratios; water to cement ratio; and any other pertinent design data. Record the production process, for example; measuring equipment, batch sizes, mixing sequence, transportation techniques from mixer to mold, pouring techniques with consolidation of concrete methods detailed.

2. Construct three receptacles using the design mix.

3. Test two sets of cylinders from the design mix at 7 days and 28 days.

4. Structural proof test three receptacles to the design strength in accordance with paragraph 64E-6.013(1)(b), F.A.C., for receptacles having an effective capacity of 1350 gallons or less.

5. Structural proof test one receptacle to the design strength in accordance with paragraph 64E-6.013(1)(b), F.A.C., for receptacles having an effective capacity greater than 1350 gallons but not more than 1500 gallons.

6. Structural proof test one receptacle or provide receptacle strength calculations in accordance with paragraph 64E-6.013(1)(b), F.A.C., for receptacles having an effective capacity exceeding 1500 gallons.

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

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

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

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

1. Ultimate tensile strength – minimum 12,000 psi when tested in accordance with ASTM D 638-98, Standard Test Method for Tensile Properties of Plastics (1998), herein incorporated by reference.

2. Flexural strength – minimum 19,000 psi when tested in accordance with ASTM D 790-98, Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials (1998), herein incorporated by reference.

3. Flexural modulus of elasticity – minimum 800,000 psi when tested in accordance with ASTM D 790-98 Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials (1998), herein incorporated by reference.

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

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

(c) Polyethylene receptacles shall meet the requirements of International Association of Plumbing and Mechanical Officials (IAPMO) PS 1-93, Paragraph 5.4 “Polyethylene”, herein incorporated by reference. Where the requirements of IAPMO PS 1-93 Paragraph 5.4 “Polyethylene” conflict with the standards in this section, the standards in this section shall apply. A test report from an independent testing laboratory is required to substantiate that individual receptacle designs and material formulations meet these requirements.

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

1. Establish a design mix and production process. Record the material specifications and other pertinent design data. Record the production process, for example; measuring equipment, batch sizes, mixing sequence, transportation techniques from mixer to mold, and spraying techniques.

2. Construct three receptacles using the design mix.

3. Test two sets of test strips from the design mix.

4. Structural proof test three receptacles to the design strength per paragraph 64E-6.013(1)(c), F.A.C., for receptacles having an effective capacity of 1350 gallons or less.

5. Structural proof test one receptacle to the design strength in accordance with paragraph 64E-6.013(1)(c), F.A.C., for receptacles having an effective capacity greater than 1350 gallons.

6. Verify that the manufacturer is not planning to relocate the receptacles prior to the receptacle achieving 75% of the design compressive strength. Record how this is accomplished.

(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 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 shall discharge a minimum 2 1/2 inches above the liquid level line and the outlet pipe 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 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 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 shall be based on the equations below. The minimum volume of any grease interceptor shall be 750 gallons and the maximum volume of an individual single grease interceptor chamber shall be 1250 gallons. When the required effective capacity of the grease interceptor is greater than 1250 gallons, installation of multi-chambered grease interceptors or grease interceptors in series is required.

1. Restaurants: (S) X (GS) X (HR/12) X (LF) = effective capacity of grease interceptor in gallons.

S = number of seats in the dining area.

GS = gallons of wastewater per seat; use 25 gallons for ordinary restaurant, use 10 gallons for single service article restaurants.

HR = number of hours establishment is open.

LF = loading factor: use 2.0 interstate highways, 1.5 other freeways, 1.25 recreational areas,

1.0 main highways, and 0.75 other roads.

2. Other type establishments with commercial kitchens: (M) X (GM) X (LF) = effective capacity of grease interceptor in gallons.

M = meals prepared per day.

GM = gallons of wastewater per meal: use 5 gallons.

LF = loading factor: use 1.00 with dishwashing and 0.75 without dishwashing.

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

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

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

(c) The interceptor 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 shall apply to all pump tanks manufactured for use in Florida unless specifically exempted by other provisions of these rules:

(a) Pump tanks shall have a minimum 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 effective capacity shall be contained below the invert of the inlet. Pump levels 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.

(c) The electrical conduit and effluent dosing pipe 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 then 8 inches below the finished grade, risers shall be used to provide access within 8 inches of the finished grade. Where risers are used, risers shall be attached to the tank in accordance with paragraph 64E-6.013(2)(i), F.A.C. The unused tank outlet shall be sealed with a length of capped PVC pipe installed in accordance with paragraph 64E-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 State Health Office. After installation the port must be sealed with a bonding compound per paragraph 64E-6.013(2)(i), F.A.C. Unused ports shall be sealed watertight with cement or bonding compound or with a length of capped PVC pipe.

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

1. Pumps used to distribute sewage effluent must be certified by the manufacturer to be suitable for such purpose. 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. Pumps shall be designed in accordance with the May, 1985, Sump, Effluent and Sewage Pump Manufacturers Association standards for the purpose intended, herein incorporated by reference.

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

3. A pump 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 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 State Health Office. Approval 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 shall not be approved and shall not be used. The filter device used as part of the pump chamber insert shall be considered to meet the requirement of using an outlet filter device for purposes of subsection 64E-6.008(2), F.A.C. The tank or compartment used to house the pump chamber insert 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 shall be placed in the last chamber or tank. When placed in a single compartment tank, the pump chamber insert shall be placed as close to the outlet side of the tank as possible. In no case 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 shall be accessible for routine maintenance. The manufacturer shall provide instructions on how to maintain the filter unit and the insert device.

b. Pump levels 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 shall be set to maintain the greatest possible effective capacity of the tank, and in no case shall it be set higher than 1 inch below the inlet invert. Floats used for operation of the pump shall be allowed outside the pump chamber insert.

c. The intake openings of the pump chamber insert 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 shall not exceed 1/4 of the average daily sewage flow in any dose.

e. A pump chamber insert shall not be used when the total absorption area for the system is greater than 1000 square feet, or when automatic dosing is required.

f. For new system installations, in addition to the requirements above, the total septic tank capacity shall include the required minimum septic tank effective capacity, which 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 shall not be used in an existing septic tank of less than 750 gallons effective capacity. In addition, the minimum tank liquid depth shall be 36 inches below the pump-off switch level and the minimum effective capacity contained below the pump-off switch level shall be within two tank sizes of that required in Rule 64E-6.008, F.A.C., Table II. The total septic tank capacity 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 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 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 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 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 shall be watertightness tested in accordance with ASTM C 1227-98, Standard Specification for Precast Concrete Septic Tanks, paragraph 9.2.2, after installation in the field.

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

(11) Repair of receptacles – Repairs shall be allowed for receptacles prior to shipment per ASTM, ACI, PCA and National Precast Concrete Association (NPCA), Septic Tank Manufacturing Best Practices Manual (1998), standards and publications. Tanks damaged after they leave the manufacturer’s facility may be repaired for the following defects:

(a) Chips and cracks that occur above the invert of the outlet.

(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 Bureau of Onsite Sewage Programs at www.MyFloridaEH.com or 4052 Bald Cypress Way, Bin A08, Tallahassee, Florida 32399-1713.

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.