10-144-241 Me. Code R. § 5

Current through 2024-51, December 18, 2024

Section 144-241-5 - DESIGN CRITERIA

A.SITE EVALUATION REQUIREMENTS

1. General: The selection of a site for each system is based upon a licensed site evaluator's evaluation of those site characteristics that may affect the location and functioning of the system. Each system (and every part thereof) must be sited and designed so that, with adequate installation and maintenance, it will function in a satisfactory manner and will not create a nuisance or source of foulness, pose a threat to public health or safety or to the environment, or otherwise adversely affect the quality of surface water or groundwater.

2. When a site evaluation is required: The completion of a HHE-200 Form is required in order to obtain a permit for the following:

a. All first-time subsurface wastewater disposal systems;

b. All replacement subsurface wastewater disposal systems;

c. All expanded subsurface wastewater disposal systems;

d. The installation of any new subsurface wastewater disposal system component; or

e. The replacement or modification of any components of an existing subsurface wastewater disposal area. Treatment tanks and other system components located outside the disposal area may be replaced in kind without a site evaluation, upon approval of page one of an HHE-200 (and all other applicable forms) by the LPI.

3. Suitable soil conditions: Except as otherwise provided in this Section, a disposal field must be located upon soils with the following minimum depths to limiting factors:

a. All systems located outside the shoreland area of major water bodies/courses must be located on soils with a minimum depth to seasonal groundwater table or hydraulically restrictive horizon of 9 inches and a minimum depth to bedrock of 9 inches.

b. All systems located within the shoreland area of major water bodies/courses must be located on soils with a minimum depth to seasonal groundwater table or hydraulically restrictive horizon of 15 inches, and a minimum depth to bedrock of 15 inches, except as allowed in Sections 8(B) and 10(C).

4. Setback distances: For disposal system setback distances, see Sections 8 and 9, for first-time and replacement systems.

5. Soil profile and condition: The soil profile and condition used for the design of a disposal field must be based upon original soils at the site, except when the fill is considered equivalent to original soils, as provided for in Sections 5(B)(4) and 5(B)(5). The soil profile and condition used for the design of a disposal field must be representative of the most limiting conditions beneath all disposal fields. In addition, the soil conditions beneath the down slope fill material extensions for engineered disposal areas must be evaluated and reported.

6. Location of the system: A system must be located entirely on property owned or controlled by the owner of the system.

a. Private property: The owner of a system may locate the system or components partially or completely on other private property, provided the property owners execute an easement in perpetuity for the construction, operation, replacement, and maintenance of the system, giving the system's owner authorization to cross any land or right-of-way between the two parcels. The easement must be filed and cross-referenced in the Registry of Deeds and the municipality's office, prior to issuance of a disposal system permit. The easement must provide sufficient buffer around the disposal field and fill material extensions for future replacement and maintenance of the system.

b. Public property: The owner of the proposed system may locate the system or components partially or completely on abutting public property, provided the entity controlling access to the property executes a letter of no objection that provides authority to the system's owner to construct, operate, replace, and maintain the system.

7. Slope: The slope beneath a disposal field must not exceed 20%, interpreted as constant/average slope, unless approved by variance by the Department. The fill extension must reach the existing ground before an existing ground slope of 3:1 (33 percent) or greater, or within 100 feet horizontal distance of the disposal field.

8. Surface runoff: The disposal field and fill shoulders must not be subject to the accumulation of surface runoff. The property owner may utilize surface water diversions, provided they are installed as prescribed by the site evaluator. Surface water diversions cannot result in additional runoff on to abutting properties.

9. Existing subsurface groundwater drains: Ground that contains subsurface ground water drainage systems or the remnants of abandoned subsurface groundwater drainage systems may be unsuitable for the installation of a disposal field. If determined to be a problem this may be corrected by removing the ground water drains or permanently sealing the outlets of the groundwater drainage system.

10. Work Adjacent to or Within Wetlands and Waterbodies: Designs for subsurface wastewater disposal systems adjacent to or within wetlands and waterbodies, each as defined in Section 1 of this rule, must conform to provisions of Section 13 of this rule.

11. Wastewater disposal: Any wastewater, as defined in this rule, must be disposed of by one of the following methods:

a. On-site disposal: A subsurface wastewater disposal system designed, installed, and used in accordance with this rule;

b. Public sewer: A public sewer system; or

c. Licensed discharge: A wastewater discharge system licensed by the Maine Department of Environmental Protection.

B.SOIL PROFILE DESCRIPTIONS

1. General: Observation holes are used to determine the soil and site characteristics important for subsurface wastewater disposal.

2. Soil profile description: For each observation hole used for design purposes, the site evaluator must describe each recognizable soil property and /or parent material, not including bedrock, critical for disposal system design. For each observation hole, the site evaluator must provide this description and document the upper and lower limits within the profile of each of the following soil properties:

a. Soil texture: Soil Textural Classification;

b. Soil color: Soil color name per the Munsell soil color charts or Department-approved equivalent;

c. Soil consistency: Soil resistance to penetration;

d. Soil profile: Soil Profile Description (1-12; See Table 5D);

e. Soil conditions: Soil drainage, Limiting Factor, Hydraulically Restrictive Horizons, and Bedrock Limiting Factor (See Table 5E)

f. Ground Slope: Magnitude and direction of the maximum ground slope at the observation hole.

3. Reporting: The site evaluator must report soil profile data on a standardized application form for a disposal system permit provided by the Department.

4. Filled sites: Where the surface of the ground has been raised by the addition of fill material over the original soil, the disposal field sizing factor is to be determined according to the closest matching soil profile in Table 5D. If the fill is less than 4 feet in thickness, the sizing factor is to be based upon the texture of fill or on the original soil, whichever is finer, and the depth to the most limiting soil horizon. Measurements of depths of soil layers and limiting factors are to be taken from the original ground surface except as provided for in Section 5(B)(5). If the requirements of 5(Q)(7) are satisfied, the disposal area may be sized as described in 5(Q)(7).

5. Fill considered equivalent to original soil outside the Shoreland Area: The LPI must review and approve the use of existing fill soil as the equivalent to original soil for design purposes when the site evaluator demonstrates that:

a. The fill was placed on the site a minimum of 20 years ago;

b. The fill material is of suitable texture, consistency, depth, extent and structure to be equivalent on original soil for design purposes, as demonstrated by soil test pit logs sufficient in number to be representative of the disposal field and fill extensions; and,

c. The area of the fill soils include, at a minimum, the disposal field and its extensions; and

d. The texture of fill is sandy loam or coarser, and the fill is relatively free of foreign material including organic material; and,

e. The fill was placed in compliance with all pertinent regulations.

6. Fill considered equivalent to original soil inside the Shoreland Area: The Department will review and approve the use of existing fill soil as the equivalent to original soil for design purposes when the site evaluator demonstrates that:

a. The fill has been in place for a minimum of 40 years, and

b. The fill material is of suitable texture, consistency, depth, extent and structure to be equivalent of original soil for design purposes, as demonstrated by soil test pit logs sufficient in number to be representative of the disposal field and fill extensions; and,

c. The area of the fill soils includes, at a minimum, the disposal field and its extensions; and

d. The texture of fill is sandy loam or coarser, and the fill is relatively free of foreign material including organic material; and,

e. The fill was placed in compliance with all pertinent regulations.

C.BACKFILL ENVELOPE FOR VERY PERMEABLE SOILS

1. Applicability: When the bottom of a disposal field is to be positioned directly on or within a soil horizon coarser than backfill, as defined in Section 12(E)(2) (coarse sand to gravelly coarse sand), a backfill envelope must be specified in the subsurface wastewater disposal system design plan, to slow the wastewater percolation rate and provide better phosphorous retention and wastewater treatment at disposal fields located over soil horizons that are coarser than backfill.

2. Design Specification: The backfill envelope must consist of a 12-inch-thick layer of material meeting the definition of Section 12(E)(2) that is installed along the sidewalls and at the bottom of the disposal field. Native soil is to be removed around and beneath the proposed disposal field to effect installation of the backfill envelope.

D.DESIGN FLOWS

1. Scope: This Section governs the calculation of the design flow used for sizing disposal fields and septic tanks.

2. General: The design flows provided in this Section are based on empirical data collected over many years by numerous researchers. These design flows reflect system designs proven to function adequately over long periods of time. As such, these design flows anticipate variations in flow among different establishments of the same class as well as flow variations over time in the same establishment. These design flows also assume wastewater with strengths typical of the class of establishment.

3. Design flow: Design flows for private residences are prescribed in Section 5(E) and Table 5A. Design flows for commercial or institutional establishments are prescribed in Section 5(F) and Table 5C.

E.DESIGN FLOWS FOR DWELLING UNITS

1. Single-family dwelling units: The design flows for single-family dwelling units including in-law apartments, connected to subsurface wastewater disposal systems is calculated, based on 5A.

TABLE 5A

DESIGN FLOWS FOR SINGLE FAMILY DWELLING UNITS

Bedrooms	GPD per dwelling unit
2 or less	180
3	270
4	360
5	450
6	540
Each additional bedroom	90 per bedroom
In-law apartment	120
Primitive disposal field	25
Limited disposal field	100
Bunkhouse	20 per bed

2. Multiple family dwelling units: The design flow for multiple family dwelling units is calculated at 120 gallons per day, per unit, for 1-bedroom units, and 90 gallons per day, per bedroom for multiple bedroom units.

3. Adjusted Design Flow: The Site Evaluator will determine the correct design flow for the potential occupancy load of any dwelling or structure per owner's statement. The design flow for short-term rentals must be higher than flows listed in this section. In no case shall the design flow be below the minimum design flows of this section.

F.DESIGN FLOWS FOR OTHER FACILITIES

1. General: The design flow must be the maximum flow that may reasonably be expected to be discharged from a residential, commercial, or institutional facility on any day of operation. It must be expressed in gallons per day. The design flow must not be considered as an average daily flow. It incorporates a factor of safety over the average flows to accommodate peak wastewater flows or facilities that discharge greater than the average flows of wastewater either occasionally or on a regular basis. The design flow is calculated as follows:

2. Base flow: To determine base design flow, multiply the design flow per unit/user from the value in Table 5C by the number of units or users, See Section 5(E)(3).

3. Employee contribution: When employees will be present at the establishment, estimate the maximum number of employees who may be present during a single day of operation. Then multiply the number of employees by the design flow per employee.

4. Design flows: The values listed in Table 5C are minimum requirements for average facilities in the categories listed and the total design flow is the result of the summation of base flow in Section 5(F)(2) and Employee Contribution in Section 5(F)(3). Where actual water use data is available relating to the facility, the Department may approve the use of an alternative design flow. In such a case, the value used for the design flow must meet the requirements in Section 5(G).

5. Non-standard design flows: Design flows which are not based upon Table 5A or Table 5C, or upon water use records, require prior review and approval from the Department.

G.WATER USE DATA

1. Use records: The design flow may be calculated from appropriate water use data, provided the following procedures are used:

a Acceptable records: Data is collected from billing records of the service provider or from water meters certified to be accurate within two percent;

b One-year minimum: Continuous records over a period of at least one year, or operating season (or other period acceptable to the Department) are utilized;

c Like establishments: Records from the applicant's facilities or from a like establishment are utilized.

2. Adjustments for peak days: The average daily flow utilized for design purposes must be adjusted for peak flow days as follows:

a. Daily monitoring: If water use records are recorded on a daily basis, the 80^th percentile value calculated using standard statistical methods must be used for the design flow;

b. Weekly monitoring: If water use records are recorded on a weekly basis, the 85^th percentile value calculated using standard statistical methods must be used for the design flow;

c. Monthly monitoring: If water use records are recorded on a monthly basis, the 90^th percentile value calculated using standard statistical methods must be used for the design flow; and

d. Quarterly monitoring: If water use records are recorded on a quarterly basis, the 95^th percentile value calculated using standard statistical methods must be used for the design flow.

e. Other Methods: In the event a system designer demonstrates that an alternative method for calculating a design flow based upon water use data is at least as effective as the methodology described in Sections 5(G)(2)(a) - (d), the Department may approve such alternate method.

H.ADJUSTMENTS FOR EFFLUENT QUALITY

1. Facilities other than residential, using water records to determine design flows, must also comply with this Subsection and Table 5B. (The Minimum Lot Size Law may also apply).

2. Factor: Adjustment for restaurant and commercial/institutional food preparation waste: Disposal areas for restaurants must be increased by 80% (or multiplied by 1.8) to accommodate the additional organic loading typical of such facilities. This multiplying factor may be decreased by using the following criteria:

a. If the septic tank capacity is equal to, or greater than, 200% of the design flow - deduct 0.2.

b. If multiple compartment tanks or tanks in series are used - deduct 0.1.

c. If the facility uses an external grease interceptor meeting the requirements of Section 7L -deduct 0.1.

d. If the treatment tank(s) use an approved effluent filter - deduct 0.1.

e. The designer may add the total deductions and subtract them from 1.8. The disposal area must be increased by the resulting factor.

3. Disposal field sizing: The size of the disposal field must be adjusted utilizing the factors listed in Table 5B when the wastewater entering a disposal field has a combined 5-day biochemical oxygen demand (BOD5) and total suspended solid (TSS) concentration not equal to 240 milligrams per liter.

a. Values less than 240 mg/L: The constructed size of a stone disposal field may be reduced by use of the appropriate factor from Table 5B. The constructed size of a proprietary device disposal field may be reduced by use of the appropriate factor from Table 5B, provided a reduction is allowed by the manufacturer. If an adjustment factor resulting in a reduction in the disposal area of more than 50 percent is utilized, the HHE-200 Form submitted for permitting must delineate a disposal area without the use of any adjustment factor.

b. Values greater than 240 and less than or equal to 2,000 mg/L: The size of a disposal field must be increased by use of the appropriate factor from Table 5B.

c. Values greater than 2,000 mg/L: Subsurface wastewater disposal areas designed to handle wastes with a combined BOD5 and TSS greater than 2,000 mg/L are beyond the scope of this rule, which governs domestic-like subsurface wastewater disposal systems. Larger systems may require licensing by the Department of Environmental Protection.

TABLE 5B

ADJUSTMENT FACTOR FOR WASTEWATER STRENGTHS DIFFERENT FROM TYPICAL DOMESTIC WASTEWATER ONLY

Strength of wastewater entering the disposal field (BOD5 plus TSS)	Adjustment factor (AF)
30 or less milligrams/liter	0.5*
52	0.6
82	0.7
122	0.8
175	0.9
240	1.0
320	1.1
420	1.2
530	1.3
660	1.4
810	1.5
985	1.6
1180	1.7
1400	1.8
1645	1.9
2000	2.0

*At 30 or less milligrams/liter, an adjustment factor of.75 may be acceptable for certain systems through a variance request. The Department will maintain an updated list of subsurface wastewater products approved for use in Maine.

4. Application: The applicant must submit a proposal that is prepared, signed, and sealed by a Maine Professional Engineer or site evaluator. The proposal must include at least the following:

a. Description: A description of the project and all factors that are involved in the design;

b. Wastewater quality data: The data must include BOD5 and TSS test results from a 24 hour composite sample obtained through flow-proportional composite sampling techniques where feasible. The Department may waive flow-proportional composite sampling when the designer demonstrates that flow-proportional sampling is not practical. In such cases, samples may be obtained through time-proportional composite sampling techniques or through a minimum of four (4) grab samples when the designer demonstrates that this will provide a representative sample of the effluent being discharged. Composite samples, and grab samples if used, must be collected in conformance with the Standard Methods for the Examination of Water and Wastewater, 21^st edition, 2005. The Department maintains a copy of these standards for copy or review. If data from a similar facility are used, there must be at least two such facilities sampled. The reports for all samples must be submitted from a certified laboratory. The rate of flow of wastewater at the time of sampling must also be determined and reported;

c. Analysis: The 90th percentile value of all samples collected must be used to select an adjustment factor from Table 5B.

5. Department approval: An adjustment factor may not be used unless the proposal has been approved in writing by the Department and the owner has agreed to all conditions (if any) included in the letter of approval.

a. Department review: The Department will review the application to assess compliance with this rule, whether the plan is in good engineering practice, uses the best acceptable technologies, and whether it protects the public welfare.

b. Acceptable technology: The use of additional pretreatment to lower the expected wastewater strength must be reviewed by the Department. Approval will require the adoption of an acceptable program for operation, inspection and maintenance appropriate for the proposed technology.

6. Hydraulic loading rate: The hydraulic loading rate noted in Table 5D must be adjusted by using Equation 5A.

Equation 5A AHLR = AF x HLR where: AHLR is the adjusted hydraulic loading rate. AF is the adjustment factor for wastewater strength entering the disposal field, taken from Table 5B, if applicable.\HLR is the hydraulic loading rate, in square feet per gallon per day, for the applicable soil profile from Table 5D

7. Sizing proprietary devices: Proprietary disposal devices may be substituted for stone disposal fields pursuant to the requirements of Table 7B through 7F, as authorized by the site evaluator.

8. Reduced sizing: Disposal areas may be reduced in size by one of two methods:

a. Proprietary devices approved for use pursuant to this rule may be substituted for stone disposal fields pursuant to Section 5(H)(7), or

b. Stone disposal fields and stone disposal trenches may be sized pursuant to Section 5(Q)(6).

I.PRIMITIVE & LIMITED DISPOSAL SYSTEMS

1. Scope: This Section governs the design and installation of primitive systems and limited systems.

2. Use of alternative toilets: An alternative toilet must be used if a primitive or limited disposal field is used. An alternative toilet may also be used with a conventional disposal system. Temporary portable toilets are not alternative toilets and shall not be used as permanent alternative toilets.

3. Sizing primitive and limited disposal fields: A primitive or limited disposal field must be sized pursuant to Table 5D and Sections 5(J)(2) and 5(K)(3). They must be installed in compliance with the requirements Section 12.

4. Building sewer: The building sewer must have a maximum diameter of 2 inches, and a minimum pitch of " inch per foot (2 percent).

5. Backup system reserve area required: The site evaluator must delineate on the application (HHE-200 Form) a reserve area where a full-size subsurface wastewater disposal area can be installed in compliance with first-time system criteria. The owner may not take or allow any action which would prevent the use of the reserve area for a disposal area installation.

6. Temporary Portable Toilets are not alternative toilets, and, therefore, may not be used as permanent alternative toilets. Temporary portable toilets are allowed for use for a maximum of seven days. Any use of temporary portable toilets for more than seven days, other than at construction sites, must receive written approval from the appointed LPI. If placement for use of the temporary portable toilet is intended for longer than seven days and associated with the Department's Health Inspection Program operation, then it must be approved by the Department's Health Inspection Program.

J.PRIMITIVE DISPOSAL SYSTEM REQUIREMENTS

1. Requirement: A primitive system may be used where the primitive system will serve a structure for which the water supplied to not more than three grey wastewater fixtures is hand carried or hand pumped. Allowable fixtures are limited to lavatory, shower/tub or sink. No other plumbing fixtures may be connected to the primitive disposal field. A septic tank is not required.

2. Design flows: The design flow for a primitive system is 25 gallons of grey wastewater per day.

3. Upgrades for primitive systems: Upgrading a primitive subsurface wastewater disposal to a full size, conventional system and a pressurized water supply requires compliance with the first-time system criteria.

K.LIMITED SYSTEM REQUIREMENTS

1. Scope: This Section governs the design and installation of limited systems as defined in Section 1(B)(190). Water is typically supplied to such dwelling units from elevated storage tanks or cisterns, of no more than 1,000 gallons capacity, and portable pumps, among other non-conventional pressurized water supplies. A septic tank is not required.

2. Use of alternative toilets: An alternative toilet must be used if a limited disposal field is used.

3. Design flows: The design flow for a limited system is 100 gallons of grey wastewater per day supplied to not more than 3 grey wastewater fixtures.

4. System upgrades: Upgrading a limited system to a full size, conventional system must meet first-time system criteria.

L.ON-SITE MONITORING OF SEASONAL HIGH GROUNDWATER TABLE CONDITIONS

1. General: When the "A" or "Ap" (plow layer) horizons are greater than 7 inches thick, or the site evaluator is unable to determine the seasonal groundwater table depth at the proposed disposal field site by direct soil profile observation, or by soil drainage class/moisture regime, using Table 5D or the Key at the end of this Section, on-site monitoring of the seasonal high groundwater table may be used. Groundwater monitoring documentation may be provided, which shows that soil redoximorphic features (mottling), or other color patterns, at a particular site, are not an indication of seasonally saturated soil conditions. Documentation must be made by directly measuring seasonal groundwater levels and temperatures, in accordance with the procedures cited in this Section.

2. Groundwater table modifications: Seasonal groundwater table monitoring documentation must be provided for sites, where an attempt has been, or is being made, to lower the seasonal water table level, to verify that soil redoximorphic features (mottling) or other color patterns at a specific site are not a true indication of seasonally saturated soil conditions, or high groundwater levels, or that site modification has successfully drained a particular site to make it suitable for subsurface wastewater disposal in compliance with this rule.

3. Monitoring responsibility: A Maine Licensed site evaluator shall be responsible for establishing and conducting the monitoring program. The Licensed site evaluator shall be responsible to adequately determine site conditions, properly locate and install monitoring wells on site, and accurately collect monitoring data.

4. Monitoring program proposal: A Maine-Licensed site evaluator shall submit a completed proposal to the Department and the LPI, prior to initiating any monitoring program. A preliminary scaled plan must be submitted by the site evaluator, which illustrates the location of proposed monitoring well, property lines, dwelling(s), disposal system(s), terrain slopes, existing well(s), artificial drainage, and natural surface drainage. Logs of soil profiles observed, proposed monitoring well depths, a description of procedures and equipment to be employed to collect accurate monitoring data, and other pertinent information must also be provided.

5. Departmental approval: The Department must approve the monitoring program prior to its initiation. Failure of the applicant to request prior approval is considered cause not to accept any results of a monitoring program.

6. Monitoring well construction: Monitoring wells must consist of 2 inches minimum diameter solid PVC pipe, which extends above the soil surface a minimum of 24 inches, for ease of location. This pipe must be placed a minimum of 3 inches into a 6-inch minimum thick layer of clean stone or gravel that is placed at the base of the excavation. Compacted native soil must be installed in the annular space surrounding the pipe below grade. Monitoring wells must have a vented cover and the pipe must be surrounded by a mounded seal extending 6 inches down from the ground surface, consisting of a layer of puddled clay, bentonite, or a bentonite/grout mixture, or native soil material, to prevent direct entry of precipitation or other contaminants. Site conditions may require modifications of monitoring well design, in which case the Department must be consulted.

7. Monitoring well observation period: Groundwater level and temperature monitoring must be done during the time of year when seasonal high groundwater table conditions are expected to occur. The first observation must be made on or before April 1st. Subsequent groundwater level readings must be made at least every 7 days until June 15^th, or until the site is determined to be unacceptable, whichever comes first. Seasonal ground water table depths below the mineral soil surface and the soil water temperatures must be recorded.

8. Site conditions: Sites to be monitored must be carefully checked for groundwater drainage tile and open ditches that may have altered the natural seasonal ground water table.

9. Witnessing the location and installation of monitoring wells: The property owner shall give LPI permission to witness the excavation and installation of the monitoring wells. LPI may require a maximum of 15 days written notice, prior to witnessing the location and installation of the monitoring wells.

10. Minimum number and location of monitoring wells: There must be at least two monitoring wells, or as otherwise directed by the Department. The site evaluator must locate the monitoring wells, so that the wells will reveal representative groundwater table conditions in the soils beneath the footprint of the proposed disposal field and fill material extensions.

11. Monitoring well depth: In general, monitoring wells must extend to a depth of at least three feet below the ground surface, except that special soil conditions may require different monitoring well depths, such as the following: In permeable soils that overlie a hydraulically restrictive soil horizon, monitoring wells must terminate within the redoximorphic featured (mottled) soil horizons above the hydraulically restrictive soil horizon; in cases where redoximorphic featured (mottled) soil horizons lie above a permeable soil with redoximorphic features (mottling), wells must terminate in the lower part of the horizon with redoximorphic features (mottling). The site evaluator shall determine the depth of the monitoring wells for each site. However, for complex situations, the Department must be consulted, prior to installation of the monitoring wells.

12. Monitoring well data calibration: Climatic conditions may cause significant year-to-year fluctuations in the highest seasonal groundwater table. Monitoring well data must be compared with water resources conditions information obtained from the United States Geological Survey (USGS) to determine whether the observed seasonal high groundwater table is at or near its normal level. The Department must be consulted if USGS data indicate above or below normal groundwater levels. In addition, specific unusual climatological events occurring during the monitoring period must be recorded, such as heavy rainfall. Comparison results must be included with a monitoring report.

13. Determination of seasonal high groundwater table conditions: Acceptable or unacceptable seasonal high groundwater table conditions, based on depth and temperature measurements, as modified by water resources information described in Section 5(L)(12), must be determined in accordance with the following:

a. Water table is found at depths greater than allowed in Table 5F: If the water table is found at depths greater than the minimum allowed in Table 5F, monitoring must continue until June 15^th, or until the site has been determined to be unacceptable;

b. Water table is found at depths shallower than allowed in Table 5F: If the water table is found at a depth shallower than allowed in Table 5F, and, if the corresponding soil water temperature is at or above 41°F, the site must be considered unacceptable, and the site evaluator must notify the Department in writing. If the corresponding soil water temperature is below 41°F, monitoring must continue until June 15th or until the site has been determined to be unacceptable.

14. Reporting findings: If monitoring discloses that a site is acceptable, the applicant may submit an application for a disposal system permit that includes a written monitoring report prepared by the investigating site evaluator. The monitoring report must provide monitoring well locations, ground elevations at the monitoring wells, soil profile descriptions, measurement data and dates of measurement depths to observed water tables, and soil water temperatures, as well as supporting data indicating that monthly precipitation amounts are within the normal range.

15. Monitoring well abandonment: At the completion of the monitoring program, all monitoring wells located within the footprint of the proposed disposal field and fill extensions must be abandoned and sealed to prevent the migration of surface water or potential contaminants to the subsurface. Monitoring well pipe must be completely removed and the excavation filled with compacted native soil.

M.ALTERNATIVE TOILETS

1. General: "Alternative toilets" may be used for the collection and treatment of human excreta, provided such toilets comply with the provisions of this Section.

a. Permits required: Permits are required for all alternative toilet installations, excluding portable alternative toilets.

b. Types of alternative toilets: Alternative toilets include chemical toilets and privies, composting toilets which discharge leachate, incineration toilets, pit privies, and vault privies. Temporary portable toilets are not alternative toilets and shall not be used as permanent alternative toilets.

c. Site evaluation not required: In the case of an alternative toilet that does not discharge human excreta directly onto or into the soil, a site evaluation is not required for design of the alternative toilet.

d. Required setbacks must be maintained as applicable. For example, a pit privy must maintain setbacks for disposal fields, while a vault privy must meet treatment tank setbacks, except for setbacks to structures where the privy is located in or attached to a structure. All work adjacent to water bodies/courses which require soil disturbance or vegetation clearing must meet the applicable setback requirements in Section 13.

2. Disposal of contents: The contents of an alternative toilet must be removed and disposed of in a legal and sanitary manner whenever they reach the recommended capacity of the alternative toilet.

3. Non-discharging toilets providing treatment and stabilization: Only non-discharging toilets that do not use water carriage, but that do provide treatment or stabilization of the wastes, may be approved for permanent on-site use. All alternative toilets must meet the requirements of this Section in addition to specific requirements that apply to each type of alternative toilet.

a. Insects and vermin: The design and installation of all alternative toilets must prevent access by insects and vermin. Each toilet area must have a fly-tight, self-closing door and a self-closing toilet seat cover.

b. Venting: All vents must either be gas tight or operate by means of natural convection to keep odors from the structure within which the vents function. Mechanical vents to the outside atmosphere must be screened to prevent insects and vermin from entering.

N.COMPOSTING TOILETS

1. General: A composting toilet is designed to receive, store, and compost human wastes. Stabilized (that is, composted) wastes must be removed for disposal when the toilet's storage capacity is reached.

2. Overflow: Any liquid overflow must be discharged to a primitive or conventional disposal field.

O.PIT PRIVIES

1. General: Pit privies are intended to receive and store human wastes in an excavation below the toilet(s). A pit privy must be installed in compliance with the requirements in this Section, in addition to the general requirements for alternative toilets in Sections 5(I) and 5(M).

2. Elevation of the pit bottom: The elevation of the bottom of pit must maintain the vertical separation distances for disposal fields prescribed in Table 5F.

3. Setback distance: A pit privy must meet "disposal field" setback requirements for first time systems and replacements systems, as appropriate.

4. Maintenance: Proper sanitation must be maintained in a pit privy. The pit privy building must be ventilated.

5. Human excreta only: Only human body wastes and associated products such as toilet tissue may be disposed of in a pit privy.

6. Upgrade: The replacement of a pit privy and associated non-pressurized grey wastewater disposal area with a combined sewage disposal system, is considered an upgrade, and must meet the criteria for first time systems in Section 8 of this rule.

P.GREY WASTEWATER DISPOSAL SYSTEMS

1. General: The LPI may approve a grey wastewater disposal system for single-family dwelling units served by pressurized water. A grey wastewater disposal system requires an application for subsurface wastewater disposal system completed by a licensed site evaluator and a permit to install the system. A grey wastewater system must share no components with the main system, if designed as a supplement to the main system, i.e., a laundry waste system, etc.

2. Minimum requirements: Grey wastewater disposal systems must meet the requirements of this Section.

3. Only grey wastewater: Wastewater from all plumbing fixtures except water closets may be discharged to the grey wastewater disposal field designed for that purpose. Grey wastewater disposal fields may be designed and used exclusively for hot tub or swimming pool filter backwash, laundry waste systems, or backwash from water treatment devices.

4. Septic tank or filter required: A grey wastewater disposal field for single-family dwelling units served by pressurized water requires a septic tank or an outlet filter. Grey wastewater systems used exclusively for hot tub or swimming pool filter backwash, laundry waste systems, backwash from water treatment system, and single-family dwelling units served by non-pressurized water, may use an appropriate external effluent filter without a septic tank, except when determined not practical by the LPI. In such a case, an internal filter may be used, providing that all grey wastewater for the structure is treated therein. An internal effluent filter may include, but is not limited to, a tank with an owner-serviceable outlet filter or a manufactured filtering device.

5. Design flow: 126 gallons per day or 70% of the base design flow, whichever is greater, must be used as the minimum design flow for sizing a single-family grey wastewater disposal field. 55 gallons per day or 20% of the base design flow, whichever is greater, must be used as the minimum design flow for sizing a single-family laundry disposal field. The design flow for grey wastewater systems receiving backwash wastewater from hot tubs, swimming pools, or water treatment devices must be determined by the system designer.

6. Disposal field design and construction: Grey wastewater disposal fields must meet all the requirements prescribed in this rule for disposal fields as described in Section 5(Q).

7. Drain line size, pressurized water supply: The building drain and building sewer must be 3 inches in diameter or greater, with a grade of not less than " inch per foot.

8. Drain line size, hand-carried or hand-pumped water supply: The building drain and building sewer must be a maximum of two inches in diameter, with a grade of not less than " inch per foot.

Q.DISPOSAL FIELDS

1. Scope: This Section governs the requirements for disposal field design.

2. General: The design of a disposal field is dependent on the soil profile, type of the most limiting factor, plus the volume and quality of the wastewater and depth to the most limiting factor

3. Intended Use: The owner/owner's agent must accurately describe the intended uses (present and future) for the system. The owner must operate the system within the design parameters, following the designer's recommendations for inspection and maintenance, as well as any state or local regulations.

4. Disposal field required: An approved disposal field is needed for all structures requiring subsurface wastewater disposal, unless the structure is served by a holding tank complying with Section 8 or Section 9, as appropriate, or is served by an alternative toilet with no grey wastewater generated.

5. Kinds of disposal fields: For the purposes of this rule, disposal fields include, but are not limited to, leach trenches, leach beds, drip irrigation systems combined with advanced treatment units, proprietary disposal devices, peat disposal fields, or privies designed and installed in compliance with this rule.

6. Sizing requirements: The size of a disposal field's required infiltration area is determined using design factors in compliance with Sections 5(D) and 5(E), and Table 5F and design flows in compliance with Section 5. Sizing for stone-filled disposal trenches is determined, according to the following sizing factors:

a. Trench Width Sizing Factors:

i. 2 feet: 4 square feet per linear foot of trench;

ii. 3 feet: 5 square feet per linear foot of trench.

7. Basal area loading rate: When a disposal area is designed a minimum of 18 inches above original grade with backfill meeting the requirements of Section 12(E)(2), the disposal area in the backfill may be sized at a minimum of 3.3 square feet per gpd, provided the basal area and down slope fill extension footprint is equal to the basal area of a stone bed disposal field sized on the minimum design flow for the original soil.

a. A site evaluator, in the course of his/her review, must verify with the manufacturer of any proprietary device used for the design of a proposed disposal field with a reduced size, based on this Section, that the manufacturer does allow the proposed reduction in size when utilizing a specific disposal device.

8. Installation: A disposal field may be installed on any site that is in compliance with Table 5F and is in compliance with the Minimum Lot Size Law.

9. Vehicular traffic: Except where site limitations make it impractical, no driveway or parking or turning area may be located over any disposal field. When a system is placed under an area receiving vehicular traffic, H-20 loading components must be installed.

10. Infiltration: Rain, surface, and ground water must not be drained into any component of a system.

11. Limiting Factors: When two or more soil profiles and/or depths to the most limiting factor are observed, the most limiting must be used in the design. See Section 11(C)(4) (engineered disposal systems) for additional soil data requirements.

12. Soil profile 10: Disposal fields on Profile 10 soils must comply with Table 5E and they must receive prior approval of the LPI and the Department. First-time systems and non-exempted expansion systems are not allowed on Profile 10 soils.

13. Soil profile 11: Soil profile 11 is an alluvial soil and its texture varies with the deposition process that laid it down. Therefore, for design purposes, the soil profile class that best fits the observed soil textures must be used.

14. Soil Profile 12: Soil profile 12 is a mixed origin soil and its texture varies with the fill materials which comprise it. Therefore, for design purposes, the soil profile class that best fits the observed soil textures must be used.

15. Sites with 2 or more soil profiles: When 2 or more soil or profile classes are observed under a proposed disposal field, the design must be based on the soil profile class which requires the largest disposal field.

16. Lined disposal fields: Disposal fields designed with liners must be sized at 2.6 square feet per gpd.

17. Serial distribution: Serial distribution may be utilized when the following conditions have been met:

a. Pitch of connecting pipes: The pitch of the connecting pipes is1/8 inch per foot (1 percent) or greater.

b. Separation distance: The separation distance between rows must be as indicated by the manufacturer, when a manufactured disposal area is utilized.

18. Minimum separation distance between disposal fields: Disposal fields, whether part of a single system or 2 or more discrete systems, must be separated by a minimum of 5 feet, as measured along the contour, or one-half the width of the widest adjacent disposal fields, whichever is greater. Disposal trenches consisting of disposal field stone must be separated by a minimum of 3 feet.

19. Setbacks for multiple disposal systems: When there are 2 or more disposal systems (includes trenches) on a single property, separated by less than 100 feet from each other, and the combined wastewater flow exceeds 1,000 gallons per day, each disposal system must meet the setback requirements for the total design flow.

TABLE 5C

DESIGN FLOWS FOR OTHER FACILITIES

NOTE: The design flows calculated in this table represent the design flow for purposes of calculating the septic tank capacity (Section 7(G)) and the size of the disposal field (Table 5D), unless otherwise noted. Important: See notes 1, 2, and 3 at end of Tables, and 5(E)(3).

Type of facility	Design flow per user or unit
Airports	5 gpd per passenger plus 12 gpd per employee [1]
Assembly areas (Meeting hall, no seats)	2 gpd per person
Auditoriums/Stadiums:	5 gpd per seat
Bakery	100 gpd per bakery plus 12 gpd per employee [1, 2]
Bar/Tavern/Cocktail lounge	add 12 gpd per employee to each
w/ limited food	15 gpd per seat or 13 gpd per patron
w/o food	10 gpd per seat or 7 gpd per patron
Barber shop	50 gpd per chair
Beauty salon	100 gpd per chair
Bed and breakfast	90 gpd per bedroom per operator's quarters and 75 gpd per rental room
Boarding houses with meals	180 gpd per house plus 40 gpd per boarder
Bottle club	10 gpd per seat plus 12 gpd per employee
Bunkhouses (no plumbing)	20 gpd per bed
Bus service areas	5 gpd per passenger plus 12 gpd per employee [1]
Butcher shop or department	100 gpd per shop plus 12 gpd per employee [1,2]
Cafeteria, open general public	30 gpd per seat plus 12 gpd per employee [1,2]
Cafeteria, private	15 gpd per seat plus 12 gpd/employee [1,2]
Campground sites served by central toilets	60 gpd per site
Campground sites served by individual water and sewer hookups	75 gpd per site
Campground/Transient dump station	50 gpd per user not served by individual water and sewer hookups
Campground park model trailer sites	125 gpd per site
Children's camps, day use only	15 gpd per camper plus 12 gpd per staff person
Children's camps, day and night	20 gpd per camper plus 20 gpd per staff person
Churches	4 gpd per seat for general seating and 8 gpd per seat for seats in a dining area
Dance hall	5 gpd per attendee plus 12 gpd per employee [1]
Day care facilities serving meals	15 gpd per child plus 12 gpd per adult
Day care facilities not serving meals	10 gpd per child plus 12 gpd per adult
Dining hall (separate from any other facility)	5 gpd per meal per seat [2]
Dog kennel (boarding and grooming)	15 gpd per dog or per run, cage, kennel or stall, whichever is greater; add 7 gpd per dog bath given; add 12 gpd per employee [5]
Eating Places	add 12 gpd per employee for each [2, 4]
Banquet /Dining hall	5 gpd per seat per meal
Cafeteria	5 gpd per customer
Catering	50 gal/ 100 sq. ft. floor space
Delicatessen, food prepared and no seats	100 gpd per deli or 1 gpd per meal served plus 12 gpd per employee [1, 2] (whichever is larger)
Delicatessen, no food prepared and no seats	50 gpd per deli plus 12 gpd per employee [1]
Drive-in, no full meals and no china service	30 gpd per car space plus 12 gpd/ employee [1, 2]
Eating place, takeout	100 gpd or 1 gpd per meal served plus 12 gpd per employee [1, 2] (whichever is larger)
Eating place, paper service	7 gpd per seat plus 12 gpd/ employee [1, 2]
Ice Cream Stands, ice cream only with no seats	150 gpd per stand plus 12 gpd per employee. [1, 2]
Eating Place 1meal/day	10 gpd per seat plus 12 gpd per employee [1, 2]
Eating Place, 2 meals/day	20 gpd per seat plus 12 gpd per employee (1,2)
Eating Place, 3 meals/day	30 gpd per seat plus 12 gpd/employee [1, 2]
Specialty food stand or kiosk	50 gpd per 100 sq. ft.
Employees at place of employment with no showers	12 gpd per employee [1]
Employees at place of employment with showers	20 gpd per employee [1]
Fairgrounds/Flea market	3 gpd per attendee based on average daily attendance
Gyms, not associated with schools	10 gpd per participant plus 3 gpd per spectator plus 12 gpd per employee [1]
Type of Facility	Design Flow per User or Unit
Health care facility:	add 12 gpd per employee to each
Adult daycare (no overnight, 4 to 8 Hrs. per day)	25 gpd per client
Hospitals, medical	165 gpd per bed (includes laundry)
Hospitals, psychiatric	100 gpd per bed
Nursing/Convalescent home	w/ laundry 125 gpd per bed
Nursing/Convalescent home	w/o laundry 75 gpd per bed
Medical office/Dental office	80 gpd per medical staff, plus 5 gpd per patient
Residential care/ Retirement home	60 gpd per resident
Health clubs	10 gpd per participant plus 3 gpd per spectator plus 12 gpd per employee [1]
Hotels and motels with shared baths	80 gpd per bedroom plus 12 gpd per employee [1]
Hotels and motels with private baths	100 gpd per bedroom plus 12 gpd per employee [1]
Hotels/Motel with kitchen	60 gpd per bed (2 person)
Hotels/Motel without kitchen	50 gpd per bed (2 person)
Laundry, self-service	300 gpd per machine plus 12 gpd per employee [1]
Limited operation hunting camp	45 gpd per owner/occupant plus 12 gpd per hunter/guest
Marina	100 gpd plus 10 gpd per slip or mooring (clothes washers are not included; design flow for clothes washers must be calculated separately); w/bathrooms add 30 gpd per slip.
Medical offices, clinics, and dental offices	80 gpd per medical staff plus 5 gpd per patient plus 15 gpd/office employee [1]
Nursing Homes	150 gpd per bed plus 12 gpd per employee [1]
Parks and picnic areas, public rest rooms and no showers	3 gpd per attendee or 40 gpd per parking place, whichever is greater, plus 12 gpd per employee [1]
Parks and picnic areas, public rest rooms and showers	8 gpd per attendee or 40 gpd per parking place, whichever is greater, plus 12 gpd per employee [1
Prison/jail	120 gpd per inmate, plus 12 gpd per employee
Public restrooms	325 gpd toilet, 162 gpd per urinal, or 3 gpd per user
Rooming houses, no meals	180 gpd per house plus 30 gpd per roomer
Recreation/sporting camps	45 gpd per owner/occupant plus 25 gpd per bed/sportsperson
Rental cabins and cottages	50 gpd per bed plus 12 gpd per employee [1]
Rental cabins, housekeeping	50 gpd per cabin, plus 50 gpd per bed
Rental cabins, with no plumbing fixtures	20 gpd per bed
School, Grades Kindergarten to 12	10 gpd per student plus 12 gpd per teacher and other employees; w/cafeteria add 3 gpd per student; w/cafeteria, gym & showers add 8 gpd per student. [1]
School, boarding	75 gpd per student plus 12 gpd per teacher and other employees [1]
Dormitory/Boarding hall (no eating facilities)	40 gpd per student, plus 12 gpd per employee
Service stations	100 gpd per fuel pump cabinet or 250 gpd per toilet plus 12 gpd per employee [1]
Shopping centers or stores, public rest rooms and showers [3]	325 gpd per toilet plus 20 gpd per shower plus 12 gpd per employee [1] Design flows for any eating places or butcher shops must be determined and added to total design flow.
Sports Bars	20 gpd per seat plus 12 gpd per employee [1, 2]
Sports centers	add 12 gpd per employee
Bowling center w/ snack bar	75 gal per lane
Country clubs	60 gal per member or patron
Fitness, exercise, karate or dance center	50 gal per 100 sq. ft.
Tennis or racquetball	300 gpd per court
Gyms/Health clubs (not associated with schools)	10 gpd per member, plus 3 gpd per spectator
Golf course/Driving ranges, only snack food, no showers	250 gpd per toilet
Go-kart/Motocross/Batting cages/Mini-golf	250 gpd per toilet
Pool halls/Arcades	250 gpd per toilet
Swimming pools, Bathhouses & Spas	10 gpd per person or 250 gpd per toilet
Type of Facility	Design Flow per User or Unit
Theaters indoor	5 gal per day per seat add 12 gpd per staff/employee
Theaters drive-in	10 gals per car space add 12 gpd per staff/employee
Veterinary hospital no boarding or grooming	250 gal per practitioner/shift [5]
w/ kennels & boarding	add 15 gpd per run, cage, kennel or stall
w/ grooming	add 7 gpd per dog bath given
Visitors center	5 gpd per visitor plus 12 gpd/ employee (Includes libraries, museums, similar uses) [1]
Warehouse	100 gpd or 12 gpd per employee, whichever is greater

NOTES:

1. The design flow for employees is based on the total number of employees present in any 24-hour period.

2. Multiply the hydraulic loading rate by 1.8 for sizing the disposal field. The initial value taken from the table is used to size the septic tank and for minimum lot size determinations.

3.22 MRS §1672 requires a public rest room for shopping centers containing six or more separate retail establishments with an off-street public parking area of not less than two acres.

4. Requires an external grease interceptor sized and installed pursuant to Section 7(L).

5. Requires outlet filter in septic tank.

TABLE 5D DISPOSAL FIELD SIZING

Multiply the hydraulic loading rate ('sizing Factor" shown in Table in square feet per gallon per day) times the design flow (gallons per day). This equation gives the minimum square feet of bottom and side wall area below the invert needed for a standard stone-filled disposal field. For trench disposal field sizing, see Section 5(Q)(6). Proprietary devices may be used in lieu of stone filled fields.

Parent Material	Profile	Description	Sizing Factor
Lodgment (Basal) Glacial Till	1	Silt loam textured soils throughout the entire profile. The lower horizons usually have prismatic or platy structures. This profile tends to become firm dense and impervious with depth thus this profile may have a hydraulically restrictive horizon. Angular rock fragments are usually present. Occasionally cobbles and stones may be present.	4.1 S.F. Large
Ablation Glacial Till	2	Loam to sandy loam textured soils throughout the entire profile. This profile does not have a hydraulically restrictive horizon. Angular rock fragments are present. Occasionally cobbles and stones may be present.	3.3 S.F. Med. Large
Lodgment (Basal) Glacial Till	3	Loam to loamy sand textured soils throughout the entire profile. The lower soil horizons usually have well defined prismatic or platy structures that are very compact and are difficult to excavate. These lower horizons are considered hydraulically restrictive. Angular rock fragments are present. Occasionally cobbles and stones are present.	3.3 S.F. Med. Large
Ablation Glacial Till	4	Sandy loam to loamy sand textured upper horizon(s) overlying loamy sand textured lower horizon. This profile tends to be loose and easy to excavate. Lower horizons tend not to be firm and are not considered hydraulically restrictive. Angular rock fragments are present along with partially water-worn cobbles and stones	2.6 S.F. Medium
Stratified Glacial Drift	5	Loam to loamy sand textured upper horizons overlying fine and medium sand parent materials. Stratified horizons of water-sorted materials may be present. Lower horizons tend to be granular or massive. Entire profile tends to be loose except that saturated horizons may be cemented and therefore firm and are considered hydraulically restrictive. Horizons with rounded rock fragments are common.	2.6 S.F. Medium
Stratified Glacial Drift	6	Loamy sand to sand textured upper horizons overlying stratified coarse sands or gravel parent materials. Stratified horizons of water-sorted materials may be present. Entire profile tends to be loose except that saturated horizons may be cemented and therefore firm and are considered hydraulically restrictive. Horizons with rounded rock fragments are common.	2.6 S.F. Medium
Mixed geological origins	7	Fifteen (15) or more inches of sandy loam to loamy sand glacial till or loamy sand to sand stratified drift parent material overlying marine or lacustrine deposited silt to silty clay or fifteen (15) or more inches of loamy sand to sand stratified drift parent material overlying firm basal till. The upper horizons tend to be granular in structure. The lower horizons tend to be firm and massive in structure and are considered to be hydraulically restrictive. Rock fragments may be present in upper horizons but are usually absent in lower horizons, except for basal till.	3.3 S.F. M. Large
Lacustrine deposits	8	Loam to fine sandy loam upper horizon(s) overlying firm silt loam to silt textured lower horizons. The upper horizons tend to be granular in structure. The lower horizons tend to be firm and massive in structure and are considered to be hydraulically restrictive. Stratified lenses of fine sand and sandy loam may be present in the lower horizons. Coarse rocks are usually absent throughout entire profile.	4.1 S.F. Large
Marine deposits	9	Silt loam textured upper horizons overlying firm silt loam to silty clay textured lower horizons. The lower horizons tend to be very firm and are considered to be hydraulically restrictive. Coarse rock are usually absent throughout entire profile. Thin lenses of very fine sand to silt may be present in the lower horizons	5.0 S.F. EX. Large
Organic deposits	10	Partially decomposed organic material at least 16" in thickness.	Not Permitted
Alluvial dune beach deposits	11	These soils have no typical profile. Variable in texture and exhibit very little weathering. They are deposited in flood plains sand dunes or beach environments.	Best Fit
Filled Site	12	These soils have no typical profile. Variable in texture. May contain man-made materials.	Best Fit

TABLE 5E SOIL CONDITION

Soil condition determined by measurement from the mineral soil surface to bedrock, seasonal high groundwater table, or hydraulically restrictive layer condition when redoximorphic features are not present.

LIMITING FACTOR DEPTH (INCHES)	BEDROCK LIMITING FACTOR CONDITION	SOIL DRAINAGE LIMITING FACTOR OR RESTRICTIVE LAYER CONDITION
[GREATER THAN] 48		B
15 to 48	AIII	C
9 to [LESS THAN] 15	AII	D
[LESS THAN] 9	AI	E

TABLE 5F

MINIMUM PERMITTING CONDITIONS AND MINIMUM DESIGN REQUIREMENTS

NOTE: "NOT ALLOWED" INDICATES A DISPOSAL FIELD IS NOT ALLOWED.

First Time & Expanded Systems Outside of the Shoreland Area: Separation in Inches
Soil Profile [DOWN ARROW]	Soil Conditions [RIGHT ARROW]	A I	A II	A III	B	C	D	E
1, 2, 3, 4, 7, 8, 9		Variance Required: Minor Expansions; [d] 24	24	24	12	12	18	Variance Required: Minor Expansions; [d] 24
5,6		Variance Required: Minor Expansions; [d] 24	24	24	24	24	24	Variance Required: Minor Expansions; [d] 24
10		Not Allowed	Not Allowed	Not Allowed	Not Allowed	Not Allowed	Not Allowed	Not Allowed
11,	12	Use Tables 5D and 5E to determine the soil profile and description which best describes the observed conditions.
First Time & Expanded Systems Within the Shoreland Area: Separation in Inches
Soil Profile [DOWN ARROW]	Soil Conditions [RIGHT ARROW]	A I	A II	A III	B	C	D	E
1, 2, 3, 4, 7, 8, 9		Not Allowed	Variance Required; Minor Expansion [f] 24	24	12	12	Variance Required [c, e] 18	Not Allowed
5,6		Not Allowed	Variance Required: Minor Expansion [f] 24	24	24	24	Variance Required [c,e] 24	Not Allowed
10		Not Allowed	Not Allowed	Not Allowed	Not Allowed	Not Allowed	Not Allowed	Not Allowed
11, 12		Use Tables 5D and 5E to determine the soil profile and description which best describes the observed conditions.
Replacement Systems: Separation Distances in Inches
Soil Profile [DOWN ARROW]	Soil Conditions [RIGHT ARROW]	A I	A II	A III	B	C	D	E
1, 2, 3, 4, 7, 8, 9		24 [a]	24 [b]	24	12	12	18 [b]	24 [a]
5,6		24 [a]	24 [b]	24	24	24	24 [b]	24 [a]
10		24 [a]	24 [a]	24 [a]	24 [a]	24 [a]	24 [a]	24 [a]
11, 12		Use Tables 5D and 5E to determine the soil profile and description which best describes the observed conditions and Table 5F for required separation distances and approval criteria.

Table 5F Foot Notes:

[a] State and local variance required

[b] Local only variance required within the shoreland area

[c] First Time System Variance required, to seasonal water table or restrictive layer only.

[d] State variance required, available for Minor Expansions Only, First Time Systems not allowed.

[e] State variance required, Minor Expansions with minimum of 9 inches to seasonal water table or restrictive layer only.

[f] Local variance required, Minor Expansions with minimum of 9 inches to seasonal water table or restrictive layer only.

KEY FOR DETERMINING DEPTH TO THE SEASONAL GROUNDWATER TABLE

In a field area or a forest area with an A or Ap horizon: If the A or Ap horizon is not dark (value more than 3 and/or chroma more than 2, moist) and is any thickness, measure the depth to where 2% or more redoximorphic features are first encountered or to the top of a subsoil horizon with 2 or more colors in a streaked pattern or with differential organic matter accumulation to determine depth to seasonal groundwater table. If the A or Ap horizon of any thickness is dark (value 3 or less and chroma 2 or less, moist), measure the depth to where you first encounter 2% or more redoximorphic features or oxidized rhizospheres in it for the depth to seasonal groundwater table. If there are no redoximorphic features or oxidized rhizospheres in the A or Ap horizon, look at the horizon that immediately underlies it. The soil is Drainage Condition E (poorly drained with a groundwater table within or at the top of the A or Ap) if the upper part of the horizon immediately below the dark A or Ap horizon (for design purposes, the SWT is assumed to be at the top of the A or Ap, unless monitoring data is available that proves otherwise): a. has 2% or more of any kind of redoximorphic features if the soil is loamy very fine sand or coarser or redox depletions or a reduced or depleted matrix for soils that are loamy very fine sand or finer; or b. has 2 or more colors in a streaked pattern or with differential organic matter accumulation where one or more of the colors is dark (value of 3 or less and chroma 2 or less, moist); or c. has an E horizon with 2% or more redoximorphic features or organic streaking overlying a *2" thick or thicker dark (value 3 or less and chroma 2 or less, moist) Bh or Bhs horizon that is continuous (unless altered by tree throw or human activity); or d. has a 2" thick or thicker* dark (value 3 or less and chroma 2 or less, moist) Bh or Bhs horizon that is continuous (unless altered by tree throw or human activity) If the A or Ap horizon is dark (value of 3 or less and chroma 2 or less, moist) and the horizon immediately underlying it does not meet a-d above, measure the depth to where you first encounter 2% or more redoximorphic features or to the top of a subsoil horizon with 2 or more colors in a streaked pattern or with differential organic matter accumulation to determine depth to seasonal groundwater table. In a forested area where there is no A or Ap horizon: The soil is Drainage Condition E (poorly drained) if the upper part of the first mineral soil horizon immediately below the organic duff layer: a. has 2% or more redoximorphic features or organic streaking in the E horizon which is immediately underlain by a 2" thick or thicker* dark (value 3 or less and chroma 2 or less, moist) Bh or Bhs horizon that is continuous (unless altered by tree throw or human activity); or b. has a two or more colors in a streaked pattern or with differential organic matter accumulation where one or more of the colors is dark (value 3 or less and chroma 2 or less, moist If the soil does not meet a or b above, measure the depth to where you encounter 2% or more redoximorphic features or to the top of a horizon with two or more colors in a streaked pattern or with differential organic matter accumulation to determine depth to seasonal groundwater table. * A 2-inch thick or thicker Bh or Bhs horizon can form under thick organic accumulations due to cold temperatures (not wetness) such as in higher elevations, in the northern part of the state or downeast coastal areas. These indicators should only be used when the organic accumulation and the thick Bh or Bhs horizon development is due to wetness.

10-144 C.M.R. ch. 241, § 5