Tables: N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems¶
Back to source | Source PDF | Structured table records
Table fragments retain their source context. Refer to the original page for layout, figures, merged headings and notes.
1. Table 4.3 Minimum Required Separation Distances (feet)¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 36
| Component | Reservoir, Well or Suction Line | Water Service Line, Pressure | Water Course (1,12) | Occupied Building | Property Line (15) | Disposal Field | Existing Seepage Pit or Cesspool | In-ground Swimming pool |
|---|---|---|---|---|---|---|---|---|
| Building Sewer | 25(2) | 1 | - | - | - | - | - | - |
| Septic Tank | 50(2) | 10 | 25(2,5) | 10(6) | 5 | - | - | 10 |
| D-Box^{(14)} | 50(2) | 10 | 25(2,5) | 10 | 5 | - | - | 10 |
| Disposal Field^{(11)} | 100(2,4) | 10 | 50(2,3,5) | 25(7) | 10 | 50(8) | 50 | 20 |
| Seepage Pit^{(9)} | 150/100^{(2,13)} | 25 | 100(2,5) | 50(7) | 20 | 50 | 50(10) | 30 |
| Dry Well | 50 | - | - | - | - | 50 | 50 | - |
Source context and notes
7:9A-4.3 Distances The minimum separation distance between the various components of the system and the other features listed shall conform to and be maintained in accordance with Table 4.3 below. The location of a new well must be in conformance with the requirements of N.J.A.C. 7:9D. No permit or waiver issued outside of this Chapter by any local, State or Federal entity shall be construed to permit deviation from or a waiver of the separation distances requirements listed in the Table 4.3 below.. Table 4.3 Minimum Required Separation Distances (feet) | Component | Reservoir, Well or Suction Line | Water Service Line, Pressure | Water Course (1,12) | Occupied Building | Property Line (15) | Disposal Field | Existing Seepage Pit or Cesspool | In-ground Swimming pool | | --- | --- | --- | --- | --- | --- | --- | --- | --- | | Building Sewer | 25(2) | 1 | - | - | - | - | - | - | | Septic Tank | 50(2) | 10 | 25(2,5) | 10(6) | 5 | - | - | 10 | | D-Box^{(14)} | 50(2) | 10 | 25(2,5) | 10 | 5 | - | - | 10 | | Disposal Field^{(11)} | 100(2,4) | 10 | 50(2,3,5) | 25(7) | 10 | 50(8) | 50 | 20 | | Seepage Pit^{(9)} | 150/100^{(2,13)} | 25 | 100(2,5) | 50(7) | 20 | 50 | 50(10) | 30 | | Dry Well | 50 | - | - | - | - | 50 | 50 | - | (1) This distance may be increased as determined by a local, State or Federal entity having authority for establishing separation distances, including, but not limited to, wetlands protection, stream encroachment and riparian corridor. (2) Where excessively coarse soils or fractured rock substrata are encountered, these distances may be increased by the administrative authority. (3) This distance may be decreased only in the case of an interceptor drain as allowed in N.J.A.C. 7:9A-10.7(d).2. Table 2¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 38
| Alluvial Land | Muck Shallow Over Clay |
|---|---|
| Atsion Tide Flooded | Muck Shallow Over Loam |
| Berryland | Mullica Loamy Substratum |
| Berryland-Othello Complex | Parsippany |
| Bowmansville | Plummer |
| Carlisle Muck | Pompton Fine Sandy Loam |
| Colemantown | Pope High Bottom |
| Colemantown-Matlock | Portsmouth Thin Surface Variant |
| Fluvaquents | Preakness |
| Fredon | Raritan |
| Humaquepts Flooded | Rowland |
| Manahawkin | Sloan and Wayland |
| Middlebury | Tioga |
Source context and notes
(a) No part of a subsurface sewage disposal system shall be constructed in ground subject to surface flooding. For the purposes of this chapter, a site shall be considered to be subject to surface flooding when any of the criteria given in (b) below are satisfied. This determination shall be made whenever the proposed site is located adjacent to a stream or coastline, and the distance and relative elevation of the site with respect to the stream or sea level are such that it is reasonable to expect that the site may be subject to flooding as a result of stream overflow, tides or ocean waves. (b) For the purpose of compliance with (a) above, a site shall be considered subject to flooding whenever any of the following criteria are met: 1. Flooding is observed during a site inspection made by the administrative authority or its agent or the administrative authority has records or knowledge of past flooding at the site or in adjacent contiguous areas; or 2. Maps contained in a Soil Conservation Service County Soil Survey Report indicate the presence of one or more of the following soil types: | Alluvial Land | Muck Shallow Over Clay | | --- | --- | | Atsion Tide Flooded | Muck Shallow Over Loam | | Berryland | Mullica Loamy Substratum | | Berryland-Othello Complex | Parsippany | | Bowmansville | Plummer | | Carlisle Muck | Pompton Fine Sandy Loam | | Colemantown | Pope High Bottom | | Colemantown-Matlock | Portsmouth Thin Surface Variant | | Fluvaquents | Preakness | | Fredon | Raritan | | Humaquepts Flooded | Rowland | | Manahawkin | Sloan and Wayland | | Middlebury | Tioga | i. Where the accuracy of the Soil Survey Report mapping is questioned, the soil series actually present at the site shall be identified by comparing the soil profile characteristics observed in a soil profile pit with the range of soil profile characteristics given in the County Soil Survey Report for a particular soil series. (c) Development within a flood hazard area is subject to the restrictions and requirements of the Flood Hazard Area Control Act Rules N.J.A.C. 7:13. N.J.A.C. 7:13 prohibits the construction of an individual subsurface disposal system within the floodway of a regulated water, as defined at N.J.A.C. 7:13-2.2, and may require a flood hazard area permit for the construction of a system within a regulated area, as defined at N.J.A.C. 7:13-2.3. (d) The criteria for delineation of flood hazard areas used in the Flood Hazard Area Rules, N.J.A.C. 7:13, are different from the criteria used in this chapter for identification of areas subject to flooding. Consequently, a site which does not meet the criteria given in (b) above may still be subject to N.J.A.C. 7:13. It is the responsibility of the applicant to comply with all applicable requirements of N.J.A.C. 7:13 regardless of whether the site of the proposed individual subsurface sewage disposal system meets the criteria given in (b) above. Compliance with this3. Table 3¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 40
| Croton | Ridgebury |
|---|---|
| Doylestown | Rowland |
| Elkton | Shrewsbury |
| Fallsington | Sloan |
| Fluvaquents | St. Johns |
| Fredon | Sulfaquents |
| Fresh Water Marsh | Sulfihemists |
| Haledon (wet variant) | Swamp |
| Halsey | Tidal Marsh |
| Hammonton | Turbotville |
| Humaquepts | Venango (Albia) |
| Keansburg | Wallkill |
| Klej | Watchung |
| Lamington | Wayland |
| Lenoir | Weeksville |
| Leon | Whippany |
| Livingston | Whitman |
| Lyons | Unnamed |
Source context and notes
| Croton | Ridgebury | | --- | --- | | Doylestown | Rowland | | Elkton | Shrewsbury | | Fallsington | Sloan | | Fluvaquents | St. Johns | | Fredon | Sulfaquents | | Fresh Water Marsh | Sulfihemists | | Haledon (wet variant) | Swamp | | Halsey | Tidal Marsh | | Hammonton | Turbotville | | Humaquepts | Venango (Albia) | | Keansburg | Wallkill | | Klej | Watchung | | Lamington | Wayland | | Lenoir | Weeksville | | Leon | Whippany | | Livingston | Whitman | | Lyons | Unnamed | i. In addition to the soil types listed above, wet phases of soils classified by the Soil Conservation Service as somewhat poorly drained may also indicate the presence of a freshwater wetland. ii. Where the accuracy of the Soil Survey Report mapping is questioned, the soil series actually present at the site shall be identified by comparing the soil profile characteristics observed in a soil profile pit with the range of soil profile characteristics given in the County Soil Survey Report for a particular soil series. (c) Evidence that the applicant has complied with applicable State freshwater wetland rules shall consist of any of the following documents:4. Table 5.4 Soil Suitability Classification¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 45
| Type of Limiting Zone | Depth^{1}, Ft. | Suitability Class |
|---|---|---|
| Fractured Rock or Excessively Coarse Substratum | >5 | I |
| 0-5 | IISc | |
| Massive Rock or Hydraulically Restrictive | >9 | I |
| 4-9 | IISr | |
| <4 | IIIISr | |
| Hydraulically Restrictive Horizon, Permeable Substratum | >9 | I |
| 4-9 | IIHr | |
| <4 | IIIIHr | |
| Excessively Coarse Horizon | >5 | I |
| 0-5 | IIHc | |
| Zone of Saturation, Regional | >5 | I |
| 2-5 | IIWr | |
| <2 | IIIIWr | |
| Zone of Saturation, Perched | >5 | I |
| 2-5 | IIWp | |
| <2 | IIIIWp |
Source context and notes
(c) As shown in Table 5.4 below, the soil suitability designation consists of a Roman numeral from I to III which designates the severity of the soil limitation, together with a letter symbol which designates the type(s) of limitation. When more than one limiting zone is present, the following practice shall be followed: 1. The primary classification of the soil is based upon whichever limiting zone presents the most severe limitation (highest number value). Secondary classifications are given based upon limitations which are less severe (lower number values). The primary classification is stated first followed by secondary classifications in parentheses. For example, the classification for a soil with a seasonally high water table (top of the zone of saturation) at a depth of 1.5 feet and a massive rock substratum at seven feet would be III Wr (II Sr). 2. When two or more limiting zones are present with the same degree of limitation, a compound symbol is used, in primary or secondary classifications, consisting of a Roman numeral showing the degree of limitation followed by a letter symbol for each limiting zone. For example, the classification for a soil with a seasonally high water table at 2.5 feet and a fractured rock substratum at three feet would be II Wr, Sc. Table 5.4 Soil Suitability Classification | Type of Limiting Zone | Depth^{1}, Ft. | Suitability Class | | --- | --- | --- | | Fractured Rock or Excessively Coarse Substratum | >5 | I | | | 0-5 | IISc | | Massive Rock or Hydraulically Restrictive | >9 | I | | | 4-9 | IISr | | | <4 | IIIISr | | Hydraulically Restrictive Horizon, Permeable Substratum | >9 | I | | | 4-9 | IIHr | | | <4 | IIIIHr | | Excessively Coarse Horizon | >5 | I | | | 0-5 | IIHc | | Zone of Saturation, Regional | >5 | I | | | 2-5 | IIWr | | | <2 | IIIIWr | | Zone of Saturation, Perched | >5 | I | | | 2-5 | IIWp | | | <2 | IIIIWp | (1) Depth is measured from the existing ground surface to the top of the limiting zone. In the case of disturbed ground, the depth to the limiting zone shall be measured from the existing ground surface, identified as prescribed in N.J.A.C. 7:9A-5.10, or the ground surface, whichever is lowest. 7:9A-5.5 Rock substrata (a) Criteria for recognition of rock substrata shall include but not be limited to the following:5. Table 6.1 Type of Test¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 52
| Purpose of Test and Soil Conditions at Depth of Test | Acceptable Test Options |
|---|---|
| I. Determination of Design Permeability at Level of Infiltration, Identification of Hydraulically Restrictive or Excessively Course Horizons or Substrata Above the Water Table | |
| A. Sands and loamy sands with single grain structure | 1, 2 or 3 |
| B. Other soil textures | |
| 1. Undisturbed sample can be taken | 1, 2 or 3 |
| 2. Undisturbed sample cannot be taken | 2 or 3 |
| II. Identification of Massive Rock Substrata Above the Water Table | 4 |
| III. Identification of hydraulically Restrictive Horizons or Substrata and Massive Rock Substrata Below the Water Table | 5 or 6 |
| IV. Design of Seepage Pits | 3 |
Source context and notes
Test Options: 1- Tube Permeameter Test 2- Soil Permeability Class Rating Test¹ 3- Percolation Test 4- Basin Flooding Test 5- Pit-bailing Test 6- Piezometer Test | Purpose of Test and Soil Conditions at Depth of Test | Acceptable Test Options | | --- | --- | | I. Determination of Design Permeability at Level of Infiltration, Identification of Hydraulically Restrictive or Excessively Course Horizons or Substrata Above the Water Table | | | A. Sands and loamy sands with single grain structure | 1, 2 or 3 | | B. Other soil textures | | | 1. Undisturbed sample can be taken | 1, 2 or 3 | | 2. Undisturbed sample cannot be taken | 2 or 3 | | II. Identification of Massive Rock Substrata Above the Water Table | 4 | | III. Identification of hydraulically Restrictive Horizons or Substrata and Massive Rock Substrata Below the Water Table | 5 or 6 | | IV. Design of Seepage Pits | 3 | ¹ This test shall not be used in soil horizons or substrata containing coarse fragments in excess of 50 percent by volume or 75 percent by weight. (d) The number and location of permeability tests required shall be as follows: 1. When the tube permeameter test or the soil permeability class rating test are used to determine the design permeability at the level of infiltration, a minimum of one test shall be conducted within each disposal field and each test shall consist of a minimum of two test replicates. The administrative authority shall require additional tests or more than two replicates per test where the variability of test results exceeds the limits allowed in N.J.A.C. 7:9A-6.2(i)2, or where the results of soil profile pits or borings, made as prescribed in N.J.A.C. 7:9A-5.2, indicate the presence of more than one soil type within the area of the disposal field. When soil tests taken in different parts of the disposal field yield different results, the system shall be designed based upon the most restrictive conditions found within the area of the disposal field.6. Table 6¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 53
| Size of Disposal Field (Square feet) | Minimum Number of Tests |
|---|---|
| Less than 1,500 | 2 |
| 1,500 - 3,000 | 3 |
| 3,000 - 4,000 | 4 |
| 4,000 - 6,000 | 5 |
Source context and notes
of each disposal field. The administrative authority may require more than one test where conditions vary from one part of the disposal field to another. 3. In cases where a pit-bailing or basin flooding test pit or part of a test pit has been excavated within the boundaries of the proposed disposal trench or bed, the pit shall be backfilled after use in a manner that will not result in a major discontinuity with respect to soil horizonation, density, or permeability in the soil below the disposal bed or trench. (e) When the percolation test is used the following requirements shall be met: 1. When the percolation test is used to determine the design permeability at the level of infiltration, the administrative authority shall require a minimum number of percolation tests based upon the size of the proposed disposal field, as follows: | Size of Disposal Field (Square feet) | Minimum Number of Tests | | --- | --- | | Less than 1,500 | 2 | | 1,500 - 3,000 | 3 | | 3,000 - 4,000 | 4 | | 4,000 - 6,000 | 5 | 2. When the accuracy of a percolation test is questioned, one or more replicate tests may be performed at the same location within the disposal field as a means of better defining the true soil conditions at that particular location. The average of the results obtained from replicate tests at a given location within the disposal field shall be used for design purposes or for determination of soil suitability at that location. 3. The results of percolation tests taken at different locations within the disposal field shall not be averaged. 4. When a percolation test is abandoned due to lack of measurable percolation, this test may be disregarded provided that a minimum of three replicate tests taken at that same location yield acceptable results and provided that all subsequent test replicates taken at that location yield measurable percolation rates.7. Table 7¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 57
| Measured Permeability Greater than | Soil Permeability Class |
|---|---|
| 20 inches per hour ("in/hr") | K5 |
| 6-20 in/hr | K4 |
| 2-6 in/hr | K3 |
| 0.6-2 in/hr | K2 |
| 0.2-0.6 in/hr | K1 |
| Less than 0.2 in/hr | K0 |
Source context and notes
[Note: When the standpipe is not used, the term $r^2/R^2$ is omitted from the equation.] (i) Variability of test results shall be evaluated as follows: 1. Soil permeability classes are defined as follows: | Measured Permeability Greater than | Soil Permeability Class | | --- | --- | | 20 inches per hour ("in/hr") | K5 | | 6-20 in/hr | K4 | | 2-6 in/hr | K3 | | 0.6-2 in/hr | K2 | | 0.2-0.6 in/hr | K1 | | Less than 0.2 in/hr | K0 | 2. The variability of soil permeability test results shall be considered acceptable only where the results of all replicate tests fall within one soil permeability class or two adjacent permeability classes. 3. Where the results of replicate tests differ by more than one soil permeability class, the samples shall be examined for the following defects: i. Cracks, worm channels, large root channels or poor soil tube contact within the sample yielding the highest permeability value(s);8. Table 8¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 68
| Volume, first bedroom | 200 gallons per day ("gal/day") |
|---|---|
| Volume, each additional bedroom | 150 gal/day |
| Minimum volume per dwelling unit | 350 gal/day |
| Minimum volume per apartment | 350 gal/day |
Source context and notes
7:9A-7.4 Volume of sanitary sewage (a) Each component of the individual subsurface sewage disposal system shall be designed and constructed to adequately treat and dispose of the expected volume of sanitary sewage to be discharged from the premises to be served. The expected volume of sanitary sewage from single residential occupancy activities shall be determined based on the criteria set forth in (b) below. The expected volume of sanitary sewage from establishments which have activities other than single residential occupancy shall be determined based on the criteria set forth in (c) below. The total expected volume is based on a maximum use day and shall be calculated by adding the daily volume of sanitary sewage associated with all activities proposed and planned in accordance with municipal subdivision or site plan approvals. (b) The criteria for estimating the volume of sanitary sewage from single residential occupancy activities shall be as follows: 1. The daily volume for each bedroom or dwelling unit shall be: | Volume, first bedroom | 200 gallons per day ("gal/day") | | --- | --- | | Volume, each additional bedroom | 150 gal/day | | Minimum volume per dwelling unit | 350 gal/day | | Minimum volume per apartment | 350 gal/day | 2. The administrative authority may approve the reduction of the daily design volume for a one-bedroom age-restricted unit or one-bedroom mobile home dwelling units less than 500 square feet in size to 200 gallons per day. (c) The volume of sanitary sewage from establishments which have activities other than single residential occupancy shall be based upon the types of activities that are expected to occur that will generate sanitary sewage, the size of the facility and the maximum expected number of persons that may be served during any single day of operation. The total expected volume shall be estimated for each activity generating sanitary sewage by multiplying the number of gallons per unit per day by the maximum anticipated number of units as identified in9. Table 7.4(a) Primary Design Criteria¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 70
| Primary Activity | Daily Volume (gallons) | Units | Footnotes |
|---|---|---|---|
| Commercial Use | 15 0.125 |
Employee or Gross Square Footage (whichever results in greater volume) |
1, 2, 3 |
| General Assembly | 3 | Seat/Person | 1, 2, 4 |
| Congregate living | 130 50 |
Sleeping unit Bed (whichever results in greater volume) |
1, 5 |
| Warehouse | 15 5 |
Maximum Employees; and Delivery/Field Personnel |
1, 2, 6 |
| Vehicle service | 125 10 |
Fueling Position; and Vehicle served in service bays |
1, 2, 7 |
| Education/Child care | Go to Table 7.4(b) | Maximum number of students (includes teachers and other employees) | 1 |
Source context and notes
Table 7.4(a) Primary Design Criteria | Primary Activity | Daily Volume (gallons) | Units | Footnotes | | --- | --- | --- | --- | | Commercial Use | 150.125 | Employee or
Gross Square Footage
(whichever results in greater volume) | 1, 2, 3 | | General Assembly | 3 | Seat/Person | 1, 2, 4 | | Congregate living | 130
50 | Sleeping unit
Bed (whichever results in greater volume) | 1, 5 | | Warehouse | 15
5 | Maximum Employees; and
Delivery/Field Personnel | 1, 2, 6 | | Vehicle service | 125
10 | Fueling Position; and
Vehicle served in service bays | 1, 2, 7 | | Education/Child care | Go to Table 7.4(b) | Maximum number of students (includes teachers and other employees) | 1 | Table 7.4(b) Additional Design Criteria | Additional Source of Sanitary Sewage 8 | Daily Volume (gallons) | Units | Footnotes | | --- | --- | --- | --- | | Private Access Restroom | 10 | Person Served | | | Public Access Restroom | 5 | Person Served | | | Showers | 5 | Person Served | 6, 9 | | Food Service | 5
35 | Person Served; or
Seat (whichever results in greater volume) | 1, 7, 10 | | Laundry | Increase expected daily volume from other activities by 50% or 550 | Machine | 1, 11 | | Sink Station | 120 | Sink | 2 | | Minimum Criteria | 350 | | 12 | Footnotes:
10. Table 7.4(b) Additional Design Criteria¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 70
| Additional Source of Sanitary Sewage 8 | Daily Volume (gallons) | Units | Footnotes |
|---|---|---|---|
| Private Access Restroom | 10 | Person Served | |
| Public Access Restroom | 5 | Person Served | |
| Showers | 5 | Person Served | 6, 9 |
| Food Service | 5 35 |
Person Served; or Seat (whichever results in greater volume) |
1, 7, 10 |
| Laundry | Increase expected daily volume from other activities by 50% or 550 | Machine | 1, 11 |
| Sink Station | 120 | Sink | 2 |
| Minimum Criteria | 350 | 12 |
Source context and notes
| General Assembly | 3 | Seat/Person | 1, 2, 4 | | Congregate living | 13050 | Sleeping unit
Bed (whichever results in greater volume) | 1, 5 | | Warehouse | 15
5 | Maximum Employees; and
Delivery/Field Personnel | 1, 2, 6 | | Vehicle service | 125
10 | Fueling Position; and
Vehicle served in service bays | 1, 2, 7 | | Education/Child care | Go to Table 7.4(b) | Maximum number of students (includes teachers and other employees) | 1 | Table 7.4(b) Additional Design Criteria | Additional Source of Sanitary Sewage 8 | Daily Volume (gallons) | Units | Footnotes | | --- | --- | --- | --- | | Private Access Restroom | 10 | Person Served | | | Public Access Restroom | 5 | Person Served | | | Showers | 5 | Person Served | 6, 9 | | Food Service | 5
35 | Person Served; or
Seat (whichever results in greater volume) | 1, 7, 10 | | Laundry | Increase expected daily volume from other activities by 50% or 550 | Machine | 1, 11 | | Sink Station | 120 | Sink | 2 | | Minimum Criteria | 350 | | 12 | Footnotes: 1. Total expected volume shall be calculated using a maximum service day; therefore, the use of this criterion does not preclude using criteria for every other proposed or existing activity for the facility.
11. Table 11¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 73
| Constituent | Concentration (mg/L) |
|---|---|
| Total suspended solids (TSS) | 155 |
| Five-day biochemical oxygen demand (BOD₅) | 155 |
| Fats, oils and grease (FOG) | 70 |
| Chemical oxygen demand (COD) | 500 |
Source context and notes
(f) The minimum requirements for construction, materials and foundations of grease traps shall be the same as those required for septic tanks, as prescribed in N.J.A.C. 7:9A-8.2. (g) The inlet and outlet of the grease trap shall be provided with "T" baffles extending to a depth of 12 inches above the tank floor and well above the liquid level. (h) To facilitate maintenance, manholes extending to finished grade shall be provided. Covers shall be of gas-tight construction and shall be designed to withstand expected loads and prevent access by children. (i) High strength wastewater pretreatment components shall be approved by the administrative authority only if the components are designed, constructed and certified by a septic system designer to actively treat and therefore reduce fats, oils and grease, total suspended solids, biochemical oxygen demand and chemical oxygen demand. The components shall be designed to meet the following effluent criteria: | Constituent | Concentration (mg/L) | | --- | --- | | Total suspended solids (TSS) | 155 | | Five-day biochemical oxygen demand (BOD₅) | 155 | | Fats, oils and grease (FOG) | 70 | | Chemical oxygen demand (COD) | 500 | (j) The septic system designer certification of the high strength wastewater pretreatment components must specify how the grease removal components are to be installed and maintained to achieve the identified effluent design criteria. (k) Grease removal components must be equipped with audio and visual alarms to identify when the storage capacity of the system has reached 75 percent. When the storage capacity reaches 75 percent, the operator of the system shall take immediate steps to maintain effluent criteria by ensuring that grease is removed from the system. Disposal of grease must be in compliance with all local, State and Federal requirements. (l) Any grease removal components that are not operated and maintained in conformance with the original administrative authority approval or manufacturer’s specifications shall be considered non-compliant with N.J.A.C. 7:9A-3.4.12. Table 12¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 80
| Soil Permeability (in/hr) | Percolation Rate (min/in) | Required Dose Volume Gravity Dosing | Required Dose Volume Pressure Dosed |
|---|---|---|---|
| 6-20 | 3-15 | minimum of 75 percent V,1 maximum of 25 percent Q |
minimum of 10V2 maximum of 25 percent Q |
| 0.2-6 | 15-60 | minimum of 75 percent V maximum of 100 percent Q |
minimum of 10V maximum of 100 percent Q |
Source context and notes
## 7:9A-9.2 Dosing tanks (a) A dosing tank using a siphon or pump is required for systems using gravity or pressure dosing and shall meet the requirements of (b) through (f) below. (b) The minimum capacity of dosing tanks using pumps shall be determined as follows: 1. Dosing tanks using pumps shall have sufficient capacity to distribute septic tank effluent equally to all parts of the disposal field during each dosing cycle and to provide adequate reserve storage capacity in the event of a pump malfunction. The total liquid capacity shall be great enough to accommodate the minimum required dose volume $(\mathrm{V_d})$ determined as prescribed in (b)2 below, plus the minimum required reserve storage capacity determined as prescribed in (b)3 below. Additional volume must be provided above the pumping level to accommodate the volume of water displaced by the pump and controls $(\mathrm{V_{pd}})$ as well as any quantity of effluent which will drain back into the dosing tank when the pump shuts off at the end of a dosing cycle $(\mathrm{V_{cp}})$ . Additional volume must be provided below the pumping level so that the pump may be placed on a pedestal, above the dosing tank bottom, to prevent the pump from drawing in air or whatever solids may accumulate in the bottom of the dosing tank. 2. The dose volume $(\mathrm{V_d})$ shall be determined based upon the soil permeability or percolation rate, daily volume of sewage (Q) and the total internal volume of the distribution network (V), as shown below. In the case of pressure dosing systems, the volume of the distribution network, V, shall include the volume of the delivery pipe $(\mathrm{V_p})$ , the manifold $(\mathrm{V_m})$ and the laterals $(\mathrm{V_l})$ . | Soil Permeability (in/hr) | Percolation Rate (min/in) | Required Dose Volume Gravity Dosing | Required Dose Volume Pressure Dosed | | --- | --- | --- | --- | | 6-20 | 3-15 | minimum of 75 percent V,1maximum of 25 percent Q | minimum of 10V2
maximum of 25 percent Q | | 0.2-6 | 15-60 | minimum of 75 percent V
maximum of 100 percent Q | minimum of 10V
maximum of 100 percent Q |
13. Table 13¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 86
| Pressure Head (ft.) | 1/4 | 5/16 | 3/8 | 7/16 | 1/2 |
|---|---|---|---|---|---|
| 2.5 | 1.18 | 1.85 | 2.66 | 3.63 | 4.73 |
| 3.0 | 1.28 | 1.99 | 2.87 | 3.91 | 5.10 |
| 3.5 | 1.40 | 2.19 | 3.15 | 4.29 | 5.60 |
| 4.0 | 1.47 | 2.30 | 3.31 | 4.51 | 5.89 |
| 4.5 | 1.59 | 2.48 | 3.57 | 4.86 | 6.35 |
Source context and notes
1. Step One: Determine the length, number and spacing of distribution laterals based upon the required size of the disposal field, determined as prescribed in N.J.A.C. 7:9A-10.2, and the requirements for spacing of disposal trenches or the requirements for spacing of distribution laterals within disposal beds as prescribed in N.J.A.C. 7:9A-10.3(d). The number of distribution laterals will also depend upon whether a central or end manifold arrangement is used. 2. Step Two: Select the hole diameter and spacing. The hole diameter shall be a minimum of one-quarter inch but no larger than one-half inch. The minimum allowed hole spacing shall be 30 inches. The maximum allowed hole spacing shall be 60 inches, except in the case of systems installed in soils or fill material with a permeability faster than six inches per hour or a percolation rate faster than 15 minutes per inch, in which case the maximum allowed hole spacing shall be 36 inches. 3. Step Three: Based upon the hole diameter and the hole spacing selected and the length of the laterals, determine the required diameter of laterals using Figure 14 of Appendix A. If the disposal field configuration is such that it is beyond the applicable limits of Figure 14, other methods of hydraulically evaluating adequate lateral diameter may be used subject to prior approval by the administrative authority. 4. Step Four: Pressure distribution systems shall be designed so that a minimum pressure head of 2.5 feet shall be maintained at the distal end of the laterals. Based upon the hole diameter and the design pressure head at the distal end of the laterals, determine the hole discharge rate from the table below. Determine the lateral discharge rate by multiplying the hole discharge rate by the number of holes per lateral. Discharge Rate (gallons per minute) based on Hole Diameter (inches) | Pressure Head (ft.) | 1/4 | 5/16 | 3/8 | 7/16 | 1/2 | | --- | --- | --- | --- | --- | --- | | 2.5 | 1.18 | 1.85 | 2.66 | 3.63 | 4.73 | | 3.0 | 1.28 | 1.99 | 2.87 | 3.91 | 5.10 | | 3.5 | 1.40 | 2.19 | 3.15 | 4.29 | 5.60 | | 4.0 | 1.47 | 2.30 | 3.31 | 4.51 | 5.89 | | 4.5 | 1.59 | 2.48 | 3.57 | 4.86 | 6.35 |14. TABLE 10.1 TYPE OF DISPOSAL FIELD INSTALLATION¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 90
| Type of Limiting Zone | Depth², Ft. | Suitability Class | Type of Installation Permitted³ |
|---|---|---|---|
| Fractured Rock or | >5 | I | C, (SRB, SRE, M, MSR) |
| Excessively Coarse | 0-5 | IISc | SRE, M, (MSR) |
| Substratum | |||
| Massive Rock | >9 | I | C, (SRB, SRE, M, MSR) |
| Hydraulically Restrictive | 4-9 | IISr | M, (MSR) |
| Substratum | <4 | IIIISr | UNSUITABLE |
| Hydraulically Restrictive | >9 | I | C, (SRB, SRE, M, MSR) |
| Horizon, Permeable | 4-9 | IIHr | SRB, SRE, M, (MSR) |
| Substratum | <4 | IIIIHr | SRB, SRE, (MSR) |
| Excessively Coarse Horizon | >5 | I | C, (SRB, SRE, M, MSR) |
| 0-5 | IIHc | SRE, M, (MSR) | |
| Zone of Saturation, | >5 | I | C, (SRB, SRE, M, MSR) |
| Regional | 2-5 | IIWr | M, (SRE, MSR) |
| <2 | IIIIWr | UNSUITABLE | |
| Zone of Saturation, Perched | >5 | I | C, (SRB, SRE, M, MSR) |
| 2-5 | IIWp | C⁴, (SRB⁴, SRE, M, MSR) | |
| <2 | IIIIWp | C⁴, (SRB⁴, SRE, M, MSR) |
Source context and notes
SRB = Soil Replacement, Bottom-lined Installation SRE = Soil Replacement, Fill-enclosed Installation M = Mound Installation MSR = Mounded Soil Replacement Installation¹ | Type of Limiting Zone | Depth², Ft. | Suitability Class | Type of Installation Permitted³ | | --- | --- | --- | --- | | Fractured Rock or | >5 | I | C, (SRB, SRE, M, MSR) | | Excessively Coarse | 0-5 | IISc | SRE, M, (MSR) | | Substratum | | | | | Massive Rock | >9 | I | C, (SRB, SRE, M, MSR) | | Hydraulically Restrictive | 4-9 | IISr | M, (MSR) | | Substratum | <4 | IIIISr | UNSUITABLE | | Hydraulically Restrictive | >9 | I | C, (SRB, SRE, M, MSR) | | Horizon, Permeable | 4-9 | IIHr | SRB, SRE, M, (MSR) | | Substratum | <4 | IIIIHr | SRB, SRE, (MSR) | | Excessively Coarse Horizon | >5 | I | C, (SRB, SRE, M, MSR) | | | 0-5 | IIHc | SRE, M, (MSR) | | Zone of Saturation, | >5 | I | C, (SRB, SRE, M, MSR) | | Regional | 2-5 | IIWr | M, (SRE, MSR) | | | <2 | IIIIWr | UNSUITABLE | | Zone of Saturation, Perched | >5 | I | C, (SRB, SRE, M, MSR) | | | 2-5 | IIWp | C⁴, (SRB⁴, SRE, M, MSR) | | | <2 | IIIIWp | C⁴, (SRB⁴, SRE, M, MSR) | (1) Mounded soil replacement systems are generally required only in cases where several limiting zones are present as, for example, in compound soil suitability classes such as IIScWr, IIIHr (IISr) or IIIHr (IIWr). (2) Depth is measured from the ground surface to the top of the limiting zone. In the case of disturbed ground, the depth to the limiting zone shall be measured from the existing ground surface, identified as prescribed in N.J.A.C. 7:9A-5.10(c), or the ground surface, whichever is lowest.15. TABLE 10.2(a) APPLICABLE DISPOSAL FIELD SIZING CRITERIA¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 93
| Type of Disposal Field Installation | Type of Disposal Field | Method of Distribution | Applicable Sizing Criteria |
|---|---|---|---|
| Conventional | Trench | Gravity | N.J.A.C. 7:9A-10.2(b) |
| Pressure | N.J.A.C. 7:9A-10.2(b) | ||
| Bed | Gravity | N.J.A.C. 7:9A-10.2(c) | |
| Pressure | N.J.A.C. 7:9A-10.2(c) | ||
| Soil Replacement, Bottom-lined | Trench | Gravity | N.J.A.C. 7:9A-10.2(c) |
| Pressure | N.J.A.C. 7:9A-10.2(d) | ||
| Bed | Gravity | N.J.A.C. 7:9A-10.2(c) | |
| Pressure | N.J.A.C. 7:9A-10.2(d) | ||
| Soil Replacement, Fill-enclosed | Trench | Gravity | N.J.A.C. 7:9A-10.2(b) |
| Pressure | N.J.A.C. 7:9A-10.2(b) | ||
| Bed | Gravity | N.J.A.C. 7:9A-10.2(c) | |
| Pressure | N.J.A.C. 7:9A-10.2(d) |
Source context and notes
# 7:9A-10.2 Disposal field sizing requirements (a) The minimum required disposal field size or the maximum allowable hydraulic loading rate shall be determined, using sizing criteria as prescribed below, based upon the volume of sanitary sewage, determined as prescribed in N.J.A.C. 7:9A-7.4, and the results of permeability tests or percolation tests performed as prescribed in N.J.A.C. 7:9A-6. 1. The disposal field sizing criteria to be used shall be determined based upon the type of disposal field, disposal field installation and the method of effluent distribution used, as follows: TABLE 10.2(a) APPLICABLE DISPOSAL FIELD SIZING CRITERIA | Type of Disposal Field Installation | Type of Disposal Field | Method of Distribution | Applicable Sizing Criteria | | --- | --- | --- | --- | | Conventional | Trench | Gravity | N.J.A.C. 7:9A-10.2(b) | | | | Pressure | N.J.A.C. 7:9A-10.2(b) | | | Bed | Gravity | N.J.A.C. 7:9A-10.2(c) | | | | Pressure | N.J.A.C. 7:9A-10.2(c) | | Soil Replacement, Bottom-lined | Trench | Gravity | N.J.A.C. 7:9A-10.2(c) | | | | Pressure | N.J.A.C. 7:9A-10.2(d) | | | Bed | Gravity | N.J.A.C. 7:9A-10.2(c) | | | | Pressure | N.J.A.C. 7:9A-10.2(d) | | Soil Replacement, Fill-enclosed | Trench | Gravity | N.J.A.C. 7:9A-10.2(b) | | | | Pressure | N.J.A.C. 7:9A-10.2(b) | | | Bed | Gravity | N.J.A.C. 7:9A-10.2(c) | | | | Pressure | N.J.A.C. 7:9A-10.2(d) |16. Table 16¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 94
| Mounded, Mounded Soil Replacement | Trench | Gravity | N.J.A.C. 7:9A-10.2(b) |
|---|---|---|---|
| Pressure | N.J.A.C. 7:9A-10.2(b) | ||
| Bed | Gravity | N.J.A.C. 7:9A-10.2(c) | |
| Pressure | N.J.A.C. 7:9A-10.2(d) |
Source context and notes
| Mounded, Mounded Soil Replacement | Trench | Gravity | N.J.A.C. 7:9A-10.2(b) | | --- | --- | --- | --- | | | | Pressure | N.J.A.C. 7:9A-10.2(b) | | | Bed | Gravity | N.J.A.C. 7:9A-10.2(c) | | | | Pressure | N.J.A.C. 7:9A-10.2(d) | 2. Systems that incorporate an advanced wastewater pretreatment device may, at the administrative authority's discretion, alternatively use Table 10.2(d) below for Table 10.2(b) below and Table 10.2(e) below for (d) below or Table 10.2(c) below, as applicable, for the criteria used to calculate the size of a disposal field. (b) All disposal fields using trenches, except for bottom-lined soil replacement installations, shall meet the following size requirements: 1. The minimum required length of trenches per gallon of daily sewage volume, L/Q, shall be determined from Table 10.2(b) below, based upon the trench width selected and the results of permeability tests or percolation tests, performed as prescribed in N.J.A.C. 7:9A-6. 2. The minimum required length of trenches, L, shall then be determined by multiplying the value of L/Q obtained from the table by the daily volume of sewage, Q, determined as prescribed in N.J.A.C. 7:9A-7.4.17. TABLE 10.2(b) MINIMUM REQUIRED DISPOSAL TRENCH LENGTH PER GALLON OF DAILY SANITARY SEWAGE VOLUME, L/Q (ft/gal per day)¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 94
| Permeability (in/hr) | Percolation Rate (min/in) | Trench Width (ft): | L/Q^{1} (ft/gal per day) | |||
|---|---|---|---|---|---|---|
| 1.5 | 2.0 | 2.5 | 3.0 | |||
| >6-20 | <3-15 | 0.65 | 0.54 | 0.46 | 0.40 | |
| >2-6 | <15-30 | 0.83 | 0.69 | 0.59 | 0.52 | |
| >0.6-2 | <30-45 | 1.03 | 0.85 | 0.73 | 0.64 | |
| >0.2-0.6 | <45-60 | 1.18 | 0.98 | 0.84 | 0.74 |
Source context and notes
1. The minimum required bottom area of disposal field per gallon of daily sewage volume, A/Q, shall be determined from Table 10.2(c) below, based upon the results of permeability tests or percolation tests performed as prescribed in N.J.A.C. 7:9A-6. 2. The minimum required bottom area shall then be determined by multiplying the value of A/Q obtained from the table by the daily volume of sewage, Q, in gallons, determined as prescribed in N.J.A.C. 7:9A-7.4. (d) All disposal beds using pressure dosing except for conventional installations and all bottom-lined soil replacement trench installations using pressure dosing shall have a minimum size of 1.33 square feet of bottom area per gallon of daily sewage volume. TABLE 10.2(b) MINIMUM REQUIRED DISPOSAL TRENCH LENGTH PER GALLON OF DAILY SANITARY SEWAGE VOLUME, L/Q (ft/gal per day) | Permeability (in/hr) | Percolation Rate (min/in) | Trench Width (ft): | L/Q^{1} (ft/gal per day) | | | | | --- | --- | --- | --- | --- | --- | --- | | | | | 1.5 | 2.0 | 2.5 | 3.0 | | >6-20 | <3-15 | | 0.65 | 0.54 | 0.46 | 0.40 | | >2-6 | <15-30 | | 0.83 | 0.69 | 0.59 | 0.52 | | >0.6-2 | <30-45 | | 1.03 | 0.85 | 0.73 | 0.64 | | >0.2-0.6 | <45-60 | | 1.18 | 0.98 | 0.84 | 0.74 | TABLE 10.2 (c) MINIMUM REQUIRED DISPOSAL FIELD BOTTOM AREA OF ZONE OF TREATMENT PER GALLON OF DAILY SANITARY SEWAGE VOLUME A/Q¹ (ft²/gal per day)) | Permeability (in/hr) | Percolation Rate (min/in) | A/Q^{1} (ft²/gal per day) | | --- | --- | --- | | >6-20 | <3-15 | 1.61 | | >2-6 | <15-30 | 2.08 |18. TABLE 10.2 (c) MINIMUM REQUIRED DISPOSAL FIELD BOTTOM AREA OF ZONE OF TREATMENT PER GALLON OF DAILY SANITARY SEWAGE VOLUME A/Q¹ (ft²/gal per day))¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 94
| Permeability (in/hr) | Percolation Rate (min/in) | A/Q^{1} (ft²/gal per day) |
|---|---|---|
| >6-20 | <3-15 | 1.61 |
| >2-6 | <15-30 | 2.08 |
Source context and notes
| | | | 1.5 | 2.0 | 2.5 | 3.0 | | >6-20 | <3-15 | | 0.65 | 0.54 | 0.46 | 0.40 | | >2-6 | <15-30 | | 0.83 | 0.69 | 0.59 | 0.52 | | >0.6-2 | <30-45 | | 1.03 | 0.85 | 0.73 | 0.64 | | >0.2-0.6 | <45-60 | | 1.18 | 0.98 | 0.84 | 0.74 | TABLE 10.2 (c) MINIMUM REQUIRED DISPOSAL FIELD BOTTOM AREA OF ZONE OF TREATMENT PER GALLON OF DAILY SANITARY SEWAGE VOLUME A/Q¹ (ft²/gal per day)) | Permeability (in/hr) | Percolation Rate (min/in) | A/Q^{1} (ft²/gal per day) | | --- | --- | --- | | >6-20 | <3-15 | 1.61 | | >2-6 | <15-30 | 2.08 |19. TABLE 10.2(d) MINIMUM REQUIRED DISPOSAL TRENCH LENGTH PER GALLON OF DAILY SANITARY SEWAGE VOLUME, L/Q¹ (ft/gal per day) WITH AN ADVANCED WASTEWATER PRETREATMENT DEVICE¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 95
| Permeability (in/hr) | Percolation Rate (min/in) | Adjusted L/Q¹ (ft/gal per day) | ||||
|---|---|---|---|---|---|---|
| Trench Width (ft) | 1.5 | 2.0 | 2.5 | 3.0 | ||
| >6-20 | <3-15 | 0.50 | 0.42 | 0.36 | 0.31 | |
| >2-6 | <15-30 | 0.68 | 0.57 | 0.49 | 0.43 | |
| >0.6-2 | <30-45 | 0.89 | 0.73 | 0.63 | 0.55 | |
| >0.2-0.6 | <45-60 | 1.04 | 0.86 | 0.74 | 0.65 |
Source context and notes
2.56 >0.2-0.6 <45-60 2.94 TABLE 10.2(d) MINIMUM REQUIRED DISPOSAL TRENCH LENGTH PER GALLON OF DAILY SANITARY SEWAGE VOLUME, L/Q¹ (ft/gal per day) WITH AN ADVANCED WASTEWATER PRETREATMENT DEVICE | Permeability (in/hr) | Percolation Rate (min/in) | | Adjusted L/Q¹ (ft/gal per day) | | | | | --- | --- | --- | --- | --- | --- | --- | | | | Trench Width (ft) | 1.5 | 2.0 | 2.5 | 3.0 | | >6-20 | <3-15 | | 0.50 | 0.42 | 0.36 | 0.31 | | >2-6 | <15-30 | | 0.68 | 0.57 | 0.49 | 0.43 | | >0.6-2 | <30-45 | | 0.89 | 0.73 | 0.63 | 0.55 | | >0.2-0.6 | <45-60 | | 1.04 | 0.86 | 0.74 | 0.65 | TABLE 10.2(e) MINIMUM REQUIRED DISPOSAL FIELD BOTTOM AREA PER GALLON OF DAILY SANITARY SEWAGE VOLUME, A/Q¹ (ft²/gal per day) WITH AN ADVANCED WASTEWATER PRETREATMENT DEVICE | Permeability (in/hr) | Percolation Rate (min/in) | Adjusted A/Q¹ (ft²/gpd) | | --- | --- | --- | | >6-20 | <3-15 | 1.233 | | >2-6 | <15-30 | 1.704 | | >0.6-2 | <30-45 | 2.190 | | >0.2-0.6 | <45-60 | 2.596 | | Pressure Dosing Design | | 0.956 | ¹ Additional Requirements:20. TABLE 10.2(e) MINIMUM REQUIRED DISPOSAL FIELD BOTTOM AREA PER GALLON OF DAILY SANITARY SEWAGE VOLUME, A/Q¹ (ft²/gal per day) WITH AN ADVANCED WASTEWATER PRETREATMENT DEVICE¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 95
| Permeability (in/hr) | Percolation Rate (min/in) | Adjusted A/Q¹ (ft²/gpd) |
|---|---|---|
| >6-20 | <3-15 | 1.233 |
| >2-6 | <15-30 | 1.704 |
| >0.6-2 | <30-45 | 2.190 |
| >0.2-0.6 | <45-60 | 2.596 |
| Pressure Dosing Design | 0.956 |
Source context and notes
| | | Trench Width (ft) | 1.5 | 2.0 | 2.5 | 3.0 | | >6-20 | <3-15 | | 0.50 | 0.42 | 0.36 | 0.31 | | >2-6 | <15-30 | | 0.68 | 0.57 | 0.49 | 0.43 | | >0.6-2 | <30-45 | | 0.89 | 0.73 | 0.63 | 0.55 | | >0.2-0.6 | <45-60 | | 1.04 | 0.86 | 0.74 | 0.65 | TABLE 10.2(e) MINIMUM REQUIRED DISPOSAL FIELD BOTTOM AREA PER GALLON OF DAILY SANITARY SEWAGE VOLUME, A/Q¹ (ft²/gal per day) WITH AN ADVANCED WASTEWATER PRETREATMENT DEVICE | Permeability (in/hr) | Percolation Rate (min/in) | Adjusted A/Q¹ (ft²/gpd) | | --- | --- | --- | | >6-20 | <3-15 | 1.233 | | >2-6 | <15-30 | 1.704 | | >0.6-2 | <30-45 | 2.190 | | >0.2-0.6 | <45-60 | 2.596 | | Pressure Dosing Design | | 0.956 | ¹ Additional Requirements: a. Where garbage disposal units or grinder/ejector pumps are installed or proposed, the value obtained from this table shall be increased by a factor of 50 percent for use in disposal field sizing. (e) Any system designed in accordance with Table 10.2(d) or (e) above shall not be sized less than 400 square feet of total bottom area and shall also include at least one of the following restrictions, at the administrative authority’s discretion, in the application for the proposed design:21. TABLE 10.8 DRIP DISPERSAL AREA LOADING RATES¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 109
| Percolation Rate | Area Loading Rate |
|---|---|
| Mpi | gal/ft2/day |
| 5 | 0.303 |
| 10 | 0.278 |
| 15 | 0.253 |
| 20 | 0.228 |
| 25 | 0.211 |
| 30 | 0.203 |
| 35 | 0.196 |
| 40 | 0.189 |
| 45 | 0.180 |
| 50 | 0.173 |
| 55 | 0.162 |
| 60 | 0.154 |
Source context and notes
dripperline flushing. All disposal and flushing parameters shall meet the listed system integrator's requirements and fall within the operational range of the pump selected. TABLE 10.8 DRIP DISPERSAL AREA LOADING RATES | Percolation Rate | Area Loading Rate | | --- | --- | | Mpi | gal/ft2/day | | 5 | 0.303 | | 10 | 0.278 | | 15 | 0.253 | | 20 | 0.228 | | 25 | 0.211 | | 30 | 0.203 | | 35 | 0.196 | | 40 | 0.189 | | 45 | 0.180 | | 50 | 0.173 | | 55 | 0.162 | | 60 | 0.154 | ## Subchapter 11. Seepage Pits ### 7:9A-11.1 Site/soil requirements (a) Seepage pits shall not be approved except as specified in N.J.A.C. 7:9A-7.6. When a seepage pit is approved, the following site/soil requirements shall be met:22. Table 22¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 110
| Average Percolation Rate (Min/inch) | Minimum Area Per Bedroom Per Day (Square feet) |
|---|---|
| 10 or less | 72 |
| 11-20 | 108 |
| 21-30 | 144 |
| 31-40 | 180 |
| over 40 | not acceptable |
Source context and notes
| Average Percolation Rate (Min/inch) | Minimum Area Per Bedroom Per Day (Square feet) | | --- | --- | | 10 or less | 72 | | 11-20 | 108 | | 21-30 | 144 | | 31-40 | 180 | | over 40 | not acceptable | (c) The minimum percolating area for facilities other than individual dwellings shall be determined from the following table based upon the volume of sanitary sewage, determined as prescribed in N.J.A.C. 7:9A-7.4, and a weighted average of the percolation rates of all soil layers exposed in the sidewalls, determined as prescribed in N.J.A.C. 7:9A-6.4(f)4. In no case, however, shall the percolating area be less than 110 square feet. | Average Percolation Rate (Min/inch) | Minimum Area Per Gallon Per Day (Square feet) | | --- | --- | | 10 or less | 0.48 | | 11-20 | 0.72 | | 21-30 | 0.96 | | 31-40 | 1.20 | | over 40 | not acceptable | 7:9A-11.3 Construction requirements23. Table 23¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 110
| Average Percolation Rate (Min/inch) | Minimum Area Per Gallon Per Day (Square feet) |
|---|---|
| 10 or less | 0.48 |
| 11-20 | 0.72 |
| 21-30 | 0.96 |
| 31-40 | 1.20 |
| over 40 | not acceptable |
Source context and notes
| 10 or less | 72 | | 11-20 | 108 | | 21-30 | 144 | | 31-40 | 180 | | over 40 | not acceptable | (c) The minimum percolating area for facilities other than individual dwellings shall be determined from the following table based upon the volume of sanitary sewage, determined as prescribed in N.J.A.C. 7:9A-7.4, and a weighted average of the percolation rates of all soil layers exposed in the sidewalls, determined as prescribed in N.J.A.C. 7:9A-6.4(f)4. In no case, however, shall the percolating area be less than 110 square feet. | Average Percolation Rate (Min/inch) | Minimum Area Per Gallon Per Day (Square feet) | | --- | --- | | 10 or less | 0.48 | | 11-20 | 0.72 | | 21-30 | 0.96 | | 31-40 | 1.20 | | over 40 | not acceptable | 7:9A-11.3 Construction requirements (a) Seepage pits shall be constructed within an excavation affording adequate working space and shall be constructed of stone, brick, cinder, precast concrete or concrete block, or similar material laid dry with open joints where permeable strata has been penetrated, except that if the seepage pit is not of circular construction or if the surrounding ground is subject to cave-in, all horizontal joints shall be mortared in such a manner as to prevent structural failure. The following requirements shall be met: 1. All joints above the inlet, in all cases, shall be made water-tight. 2. Before placement of backfill, all sidewall areas shall be scarified. 3. The bottom of the seepage pit shall be filled with coarse gravel to a depth of one foot unless the bottom is in a sand or gravel formation.24. TABLE 13 CRITICAL AREAS¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 116
| Critical Area | Affected County(ies) | Affected Municipality(ies) | Geographical Area | Restriction(s) |
|---|---|---|---|---|
Source context and notes
2. The type(s) of sewerage facilities which may thereafter be located, constructed, altered or repaired in the critical area in order to protect public health and the environment. (d) New critical area designations shall be distributed by the Department to affected municipal governing bodies and administrative authorities in the newly established critical area. The designation shall specify, at a minimum, the information listed in (c)1 and 2 above. (e) The Department shall publish in the New Jersey Register a notice of administrative change revising the list of critical areas contained in Table 13 below and shall mail notice of such revision to the affected municipality(ies). The list in Table 13 is for informational purposes only. Any person may obtain the most current list of such critical areas from the Department’s Division of Water Quality, Bureau of Nonpoint Pollution Control at 401-02B, P.O. Box 420, Trenton, NJ 08625 or from the Division’s website (http://www.state.nj.us/dep/dwq). TABLE 13 CRITICAL AREAS | Critical Area | Affected County(ies) | Affected Municipality(ies) | Geographical Area | Restriction(s) | | --- | --- | --- | --- | --- | | | | | | |25. Table 25¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 130
| LATERAL LENGTH (FT) | PIPES WITH 1/4 INCH HOLES | PIPES WITH 5/16 INCH HOLES | PIPES WITH 3/8 INCH HOLES | |||||||||
|---|---|---|---|---|---|---|---|---|---|---|---|---|
| HOLE SPACING (FT) | HOLE SPACING (FT) | HOLE SPACING (FT) | ||||||||||
| 2 | 3 | 4 | 5 | 2 | 3 | 4 | 5 | 2 | 3 | 4 | 5 | |
| 10 | 1 | 1 | 1 | |||||||||
| 15 | ||||||||||||
| 20 | 1 | 1 | 1 | |||||||||
| 25 | ||||||||||||
| 30 | 3/2 | 5/4 | 2 | |||||||||
| 35 | ||||||||||||
| 40 | 2 | 3/2 | 3 | |||||||||
| 45 | ||||||||||||
| 50 | ||||||||||||
| LATERAL LENGTH (FT) | PIPES WITH 7/16 | PIPES WITH 1/2 | ||||||||||
| --- | --- | --- | --- | --- | --- | --- | --- | --- | ||||
| HOLE SPACING (FT) | HOLE SPACING (FT) | |||||||||||
| 2 | 3 | 4 | 5 | 2 | 3 | 4 | 5 | |||||
| 10 | 1 | 1 | ||||||||||
| 15 | 1 | 1 | ||||||||||
| 20 | 3/2 | 5/4 | 3/2 | 5/4 | ||||||||
| 25 | 3/2 | 3/2 | 3/2 | 3/2 | ||||||||
| 30 | 3/2 | 3/2 | 3/2 | 3/2 | ||||||||
| 35 | 2 | 3/2 | 2 | 3/2 | ||||||||
| 40 | 3 | 3 | 3 | 3 | ||||||||
| 45 | 3 | 3 | 3 | 3 | ||||||||
| 50 | 3 | 3 | 3 | 3 |
Source context and notes
| LATERAL LENGTH (FT) | PIPES WITH 1/4 INCH HOLES | | | | PIPES WITH 5/16 INCH HOLES | | | | PIPES WITH 3/8 INCH HOLES | | | | | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | | | HOLE SPACING (FT) | | | | HOLE SPACING (FT) | | | | HOLE SPACING (FT) | | | | | | 2 | 3 | 4 | 5 | 2 | 3 | 4 | 5 | 2 | 3 | 4 | 5 | | 10 | 1 | 1 | 1 | | | | | | | | | | | 15 | | | | | | | | | | | | | | 20 | 1 | 1 | 1 | | | | | | | | | | | 25 | | | | | | | | | | | | | | 30 | 3/2 | 5/4 | 2 | | | | | | | | | | | 35 | | | | | | | | | | | | | | 40 | 2 | 3/2 | 3 | | | | | | | | | | | 45 | | | | | | | | | | | | | | 50 | | | | | | | | | | | | | | LATERAL LENGTH (FT) | PIPES WITH 7/16 | | | | PIPES WITH 1/2 | | | | | --- | --- | --- | --- | --- | --- | --- | --- | --- | | | HOLE SPACING (FT) | | | | HOLE SPACING (FT) | | | | | | 2 | 3 | 4 | 5 | 2 | 3 | 4 | 5 | | 10 | 1 | | | | 1 | | | | | 15 | 1 | | | | 1 | | | | | 20 | 3/2 | 5/4 | | | 3/2 | 5/4 | | | | 25 | 3/2 | 3/2 | | | 3/2 | 3/2 | | | | 30 | 3/2 | 3/2 | | | 3/2 | 3/2 | | | | 35 | 2 | 3/2 | | | 2 | 3/2 | | | | 40 | 3 | 3 | | | 3 | 3 | | | | 45 | 3 | 3 | | | 3 | 3 | | | | 50 | 3 | 3 | | | 3 | 3 | | | Figure 14. Required Lateral Diameters, in Inches, For Various Hole Diameters, Hole Spacings and Lateral Lengths26. Table 26¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 132
| Flow (gpm) | 1 | 1 1/4 | 1 1/2 | 2 | 2 1/2 | 3 | 4 | 6 | 8 | 10 |
|---|---|---|---|---|---|---|---|---|---|---|
| 2 | ... | ... | ... | ... | ... | ... | ... | ... | ... | ... |
| 4 | 1.01 | ... | ... | ... | ... | ... | ... | ... | ... | ... |
| 6 | 2.14 | 0.55 | ... | ... | ... | ... | ... | ... | ... | ... |
| 8 | 3.63 | 0.97 | 0.46 | ... | ... | ... | ... | ... | ... | ... |
| 10 | 5.50 | 1.46 | 0.70 | 0.21 | ... | ... | ... | ... | ... | ... |
| 12 | 5.64 | 2.09 | 1.01 | 0.30 | 0.12 | ... | ... | ... | ... | ... |
| 15 | 11.75 | 3.06 | 1.45 | 0.44 | 0.18 | 0.07 | ... | ... | ... | ... |
| 18 | 4.37 | 2.07 | 0.62 | 0.25 | 0.10 | ... | ... | ... | ... | |
| 20 | 5.23 | 2.46 | 0.73 | 0.31 | 0.12 | ... | ... | ... | ... | |
| 25 | 7.89 | 3.72 | 1.10 | 0.46 | 0.16 | ... | ... | ... | ... | |
| 30 | 11.10 | 5.22 | 1.55 | 0.65 | 0.23 | ... | ... | ... | ... | |
| 35 | 6.95 | 2.06 | 0.87 | 0.30 | 0.07 | ... | ... | ... | ||
| 40 | 8.90 | 2.62 | 1.11 | 0.39 | 0.09 | ... | ... | ... | ||
| 45 | 11.06 | 3.29 | 1.38 | 0.48 | 0.12 | ... | ... | ... | ||
| 50 | 13.45 | 3.98 | 1.68 | 0.58 | 0.16 | ... | ... | ... | ||
| 55 | 16.04 | 4.75 | 2.00 | 0.70 | 0.18 | ... | ... | ... | ||
| 60 | 18.85 | 5.58 | 2.35 | 0.81 | 0.21 | ... | ... | ... | ||
| 65 | 21.86 | 6.47 | 2.72 | 0.95 | 0.25 | ... | ... | ... | ||
| 70 | 7.43 | 3.13 | 1.08 | 0.28 | ... | ... | ... | |||
| 75 | 8.44 | 3.55 | 1.12 | 0.33 | ... | ... | ... | |||
| 80 | 9.51 | 4.00 | 1.38 | 0.37 | ... | ... | ... | |||
| 85 | 10.64 | 4.49 | 1.55 | 0.41 | ... | ... | ... | |||
| 90 | 11.83 | 4.98 | 1.73 | 0.46 | ... | ... | ... | |||
| 95 | 5.50 | 1.91 | 0.49 | ... | ... | ... | ||||
| 100 | 6.05 | 2.09 | 0.55 | 0.07 | ... | ... | ||||
| 110 | 7.22 | 2.51 | 0.67 | 0.09 | ... | ... | ||||
| 120 | 8.48 | 2.94 | 0.78 | 0.11 | ... | ... | ||||
| 130 | 3.42 | 0.91 | 0.12 | ... | ... | |||||
| 140 | 3.92 | 1.04 | 0.14 | ... | ... | |||||
| 150 | 4.45 | 1.17 | 0.16 | ... | ... | |||||
| 200 | 2.02 | 0.28 | 0.07 | ... | ||||||
| 250 | 3.05 | 0.41 | 0.11 | ... | ||||||
| 300 | 0.58 | 0.16 | ... | |||||||
| 350 | 0.78 | 0.20 | 0.07 | |||||||
| 400 | 0.99 | 0.26 | 0.09 | |||||||
| 450 | 1.22 | 0.32 | 0.11 | |||||||
| 500 | 0.38 | 0.14 | ||||||||
| 600 | 0.54 | 0.18 | ||||||||
| 700 | 0.72 | 0.24 | ||||||||
| 800 | 0.32 | |||||||||
| 900 | 0.38 | |||||||||
| 1000 | 0.46 |
Source context and notes
FRICTION LOSS IN SCHEDULE 40 PLASTIC PIPE, C=150 (ft/100 ft) Pipe Diameter (in) | Flow (gpm) | 1 | 1 1/4 | 1 1/2 | 2 | 2 1/2 | 3 | 4 | 6 | 8 | 10 | | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | | 2 | ... | ... | ... | ... | ... | ... | ... | ... | ... | ... | | 4 | 1.01 | ... | ... | ... | ... | ... | ... | ... | ... | ... | | 6 | 2.14 | 0.55 | ... | ... | ... | ... | ... | ... | ... | ... | | 8 | 3.63 | 0.97 | 0.46 | ... | ... | ... | ... | ... | ... | ... | | 10 | 5.50 | 1.46 | 0.70 | 0.21 | ... | ... | ... | ... | ... | ... | | 12 | 5.64 | 2.09 | 1.01 | 0.30 | 0.12 | ... | ... | ... | ... | ... | | 15 | 11.75 | 3.06 | 1.45 | 0.44 | 0.18 | 0.07 | ... | ... | ... | ... | | 18 | | 4.37 | 2.07 | 0.62 | 0.25 | 0.10 | ... | ... | ... | ... | | 20 | | 5.23 | 2.46 | 0.73 | 0.31 | 0.12 | ... | ... | ... | ... | | 25 | | 7.89 | 3.72 | 1.10 | 0.46 | 0.16 | ... | ... | ... | ... | | 30 | | 11.10 | 5.22 | 1.55 | 0.65 | 0.23 | ... | ... | ... | ... | | 35 | | | 6.95 | 2.06 | 0.87 | 0.30 | 0.07 | ... | ... | ... | | 40 | | | 8.90 | 2.62 | 1.11 | 0.39 | 0.09 | ... | ... | ... | | 45 | | | 11.06 | 3.29 | 1.38 | 0.48 | 0.12 | ... | ... | ... | | 50 | | | 13.45 | 3.98 | 1.68 | 0.58 | 0.16 | ... | ... | ... | | 55 | | | 16.04 | 4.75 | 2.00 | 0.70 | 0.18 | ... | ... | ... | | 60 | | | 18.85 | 5.58 | 2.35 | 0.81 | 0.21 | ... | ... | ... | | 65 | | | 21.86 | 6.47 | 2.72 | 0.95 | 0.25 | ... | ... | ... | | 70 | | | | 7.43 | 3.13 | 1.08 | 0.28 | ... | ... | ... | | 75 | | | | 8.44 | 3.55 | 1.12 | 0.33 | ... | ... | ... | | 80 | | | | 9.51 | 4.00 | 1.38 | 0.37 | ... | ... | ... | | 85 | | | | 10.64 | 4.49 | 1.55 | 0.41 | ... | ... | ... | | 90 | | | | 11.83 | 4.98 | 1.73 | 0.46 | ... | ... | ... | | 95 | | | | | 5.50 | 1.91 | 0.49 | ... | ... | ... | | 100 | | | | | 6.05 | 2.09 | 0.55 | 0.07 | ... | ... | | 110 | | | | | 7.22 | 2.51 | 0.67 | 0.09 | ... | ... | | 120 | | | | | 8.48 | 2.94 | 0.78 | 0.11 | ... | ... | | 130 | | | | | | 3.42 | 0.91 | 0.12 | ... | ... | | 140 | | | | | | 3.92 | 1.04 | 0.14 | ... | ... | | 150 | | | | | | 4.45 | 1.17 | 0.16 | ... | ... | | 200 | | | | | | | 2.02 | 0.28 | 0.07 | ... | | 250 | | | | | | | 3.05 | 0.41 | 0.11 | ... | | 300 | | | | | | | | 0.58 | 0.16 | ... | | 350 | | | | | | | | 0.78 | 0.20 | 0.07 | | 400 | | | | | | | | 0.99 | 0.26 | 0.09 | | 450 | | | | | | | | 1.22 | 0.32 | 0.11 | | 500 | | | | | | | | | 0.38 | 0.14 | | 600 | | | | | | | | | 0.54 | 0.18 | | 700 | | | | | | | | | 0.72 | 0.24 | | 800 | | | | | | | | | | 0.32 | | 900 | | | | | | | | | | 0.38 | | 1000 | | | | | | | | | | 0.46 | Figure 16. Friction Loss in Schedule 40 Pipe27. Table 27¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 142
| Site Number | Nominal Site Square Openings (1) | Amounts finer than each laboratory sieve (square openings), percentage by weight | ||||||||||||||
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
| 1 | 3½ | 3 | 2½ | 2 | 1½ | 1 | ¾ | ½ | ¾ | No. 4 | No. 8 | No. 16 | No. 50 | No. 100 | ||
| 1 | 3½ to 1½ | 100 | 90-100 | 25-60 | 0-15 | 0-5 | ||||||||||
| 2 | 2½ to 1½ | 100 | 90-100 | 35-70 | 0-15 | 0-5 | ||||||||||
| 24 | 2½ to ¾ | 100 | 90-100 | 25-60 | 0-10 | 0-5 | ||||||||||
| 3 | 2 to 1 | 100 | 90-100 | 35-70 | 0-15 | 0-5 | ||||||||||
| 357 | 2 to No. 4 | 100 | 95-100 | 35-70 | 10-30 | 0-5 | ||||||||||
| 4 | 1½ to ¾ | 100 | 90-100 | 20-55 | 0-15 | 0-5 | ||||||||||
| 467 | 1½ to No. 4 | 100 | 95-100 | 35-70 | 10-30 | 0-5 | ||||||||||
| 5 | 1 to ½ | 100 | 90-100 | 20-55 | 0-10 | 0-5 | ||||||||||
| 56 | 1 to ¾ | 100 | 90-100 | 40-75 | 15-35 | 0-15 | 0-5 | |||||||||
| 57 | 1 to No. 4 | 100 | 95-100 | 25-60 | 0-10 | 0-5 | ||||||||||
| 6 | ¾ to ¾ | 100 | 90-100 | 20-55 | 0-15 | 0-5 | ||||||||||
| 67 | ¾ to No. 4 | 100 | 90-100 | 20-55 | 0-10 | 0-5 | ||||||||||
| 68 | ¾ to No. 8 | 100 | 90-100 | 30-65 | 5-25 | 0-10 | 0-5 | |||||||||
| 7 | ½ to No. 4 | 100 | 90-100 | 40-70 | 0-15 | 0-5 | ||||||||||
| 78 | ½ to No. 8 | 100 | 90-100 | 40-75 | 5-25 | 0-10 | 0-5 | |||||||||
| 8 | ¾ to No. 8 | 100 | 85-100 | 10-30 | 0-10 | 0-5 | ||||||||||
| 89 | ¾ to No. 16 | 100 | 90-100 | 20-55 | 5-30 | 0-10 | 0-5 | |||||||||
| 9 | No. 4 to No. 16 | 100 | 85-100 | 10-40 | 0-10 | 0-5 | ||||||||||
| 10 | No. 4 to 0² | 100 | 85-100 | 10-30 |
Source context and notes
| Site Number | Nominal Site Square Openings (1) | Amounts finer than each laboratory sieve (square openings), percentage by weight | | | | | | | | | | | | | | | | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | --- | | | | 1 | 3½ | 3 | 2½ | 2 | 1½ | 1 | ¾ | ½ | ¾ | No. 4 | No. 8 | No. 16 | No. 50 | No. 100 | | 1 | 3½ to 1½ | 100 | 90-100 | | 25-60 | | 0-15 | | 0-5 | | | | | | | | | 2 | 2½ to 1½ | | | 100 | 90-100 | 35-70 | 0-15 | | 0-5 | | | | | | | | | 24 | 2½ to ¾ | | | 100 | 90-100 | | 25-60 | | 0-10 | 0-5 | | | | | | | | 3 | 2 to 1 | | | | 100 | 90-100 | 35-70 | 0-15 | | 0-5 | | | | | | | | 357 | 2 to No. 4 | | | | 100 | 95-100 | | 35-70 | | 10-30 | | 0-5 | | | | | | 4 | 1½ to ¾ | | | | | 100 | 90-100 | 20-55 | 0-15 | | 0-5 | | | | | | | 467 | 1½ to No. 4 | | | | | 100 | 95-100 | | 35-70 | | 10-30 | 0-5 | | | | | | 5 | 1 to ½ | | | | | | 100 | 90-100 | 20-55 | 0-10 | 0-5 | | | | | | | 56 | 1 to ¾ | | | | | | 100 | 90-100 | 40-75 | 15-35 | 0-15 | 0-5 | | | | | | 57 | 1 to No. 4 | | | | | | 100 | 95-100 | | 25-60 | | 0-10 | 0-5 | | | | | 6 | ¾ to ¾ | | | | | | | 100 | 90-100 | 20-55 | 0-15 | 0-5 | | | | | | 67 | ¾ to No. 4 | | | | | | | 100 | 90-100 | | 20-55 | 0-10 | 0-5 | | | | | 68 | ¾ to No. 8 | | | | | | | 100 | 90-100 | | 30-65 | 5-25 | 0-10 | 0-5 | | | | 7 | ½ to No. 4 | | | | | | | | 100 | 90-100 | 40-70 | 0-15 | 0-5 | | | | | 78 | ½ to No. 8 | | | | | | | | 100 | 90-100 | 40-75 | 5-25 | 0-10 | 0-5 | | | | 8 | ¾ to No. 8 | | | | | | | | | 100 | 85-100 | 10-30 | 0-10 | 0-5 | | | | 89 | ¾ to No. 16 | | | | | | | | | 100 | 90-100 | 20-55 | 5-30 | 0-10 | 0-5 | | | 9 | No. 4 to No. 16 | | | | | | | | | | 100 | 85-100 | 10-40 | 0-10 | 0-5 | | | 10 | No. 4 to 0² | | | | | | | | | | 100 | 85-100 | | | | 10-30 | In inches, except where otherwise indicated. Numbered sieves are those of the United States Sieve Series. Screenings. Figure 26. N.J. Department of Transportation Standard Sizes for Coarse Aggregate28. Table 28¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 145
| Type of Test | Test (number) | Replicate (letter) | Depth (inches) | Result* |
|---|---|---|---|---|
Source context and notes
APPLICATION FOR PERMIT TO CONSTRUCT/ALTER/REPAIR AN INDIVIDUAL SUBSURFACE SEWAGE DISPOSAL SYSTEM Form 3a. Soil Permeability Data Lot ___ Block ___ Assign a number for each test and a letter for each test replicate. Show test data and calculations on Form 3b, 3c, 3d, 3e, 3f or 3g. Use one sheet for each separate test or test replicate. 1. Summary of Data—Enter data for each test replicate on a separate line. | Type of Test | Test (number) | Replicate (letter) | Depth (inches) | Result* | | --- | --- | --- | --- | --- | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | |29. Table 29¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 146
| Type of Limiting Zone Identified | Test Number |
|---|---|
Source context and notes
* For tube permeameter, pit-bailing and piezometer tests report results in inches per hour. For Soil permeability class rating give soil permeability class number. For percolation test report result in minutes per inch. For basin flooding test report result as positive if basin drains completely within 24 hours after second filing, negative otherwise. 2. Design Permeability/Percolation Rate: Specify Test Number ______ - Average of Test Replicates - Single Replicate - Slowest of Replicates | Type of Limiting Zone Identified | Test Number | | --- | --- | | | | | | | | | | 4. Attachments (Check items included): - Form 3b—Tube Permeameter Test Data—Number of Sheets - Form 3c—Soil Permeability Class Rating Test Data—Number of Sheets - Form 3d—Percolation Test Data—Number of Sheets - Form 3e—Pit-Bailing Test Data—Number of Sheets - Form 3f—Piezometer Test Data—Number of Sheets - Form 3g—Basin Flooding Test Data—Number of Sheets 5. I hereby certify that the information furnished on Form 3a of this application (and the attachments thereto) is true and accurate. I am aware that falsification of data is a violation of the Water Pollution Control Act (N.J.S.A. 58:10A-1 et seq.) and is subject to penalties as prescribed in N.J.A.C. 7:14-8. Signature of Soil Evaluator ___________________________ Date ___________ Signature of Professional Engineer _______ License # _______30. Table 30¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 146
| Time, Start of Test Interval, t₁ | Time, End of Test, Interval t₂ | Length of Test Interval, t, minutes |
|---|---|---|
Source context and notes
Sample Volume (L x 2.54cm./inch x 3.14R²), cc ___________ Bulk Density (Sample Wt./Sample Volume), grams/cc ___________ 6. Standpipe Used: __ No __ Yes — Indicate Internal Radius, cm ___________ 7. Height of Water Level Above Rim of Test Basin, in inches: At the Beginning of Each Test Interval, H₁ ___________ At the End of Each Test Interval, H₂ ___________ 8. Rate of Water Level Drop (Add additional lines if needed): | Time, Start of Test Interval, t₁ | Time, End of Test, Interval t₂ | Length of Test Interval, t, minutes | | --- | --- | --- | | | | | | | | | | | | | | | | |31. Table 31¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 147
Source context and notes
| | | | | --- | --- | --- | 9. Calculation of Permeability: K, (in/hr) = 60 min/hr x r²/R² x L(in)/T(min) x In (H₁/H₂) = 60 min/hr x _/_ x _/_ x in (_/_) = _ 10. Defects in the Sample (Check appropriate items): ☐ None ☐ Cracks ☐ Worm Channels ☐ Root Channels ☐ Soil/Tube Contact ☐ Large Gravel ☐ Large Roots ☐ Dry Soil ☐ Smearing ☐ Compaction ☐ Other—Specify __________ 11. I hereby certify that the information furnished on Form 3b of this application is true and accurate. I am aware that falsification of data is a violation of the Water Pollution Control Act (N.J.S.A. 58:10A-1 et seq.) and is subject to penalties as prescribed in N.J.A.C. 7:14-8.32. Table 32¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 148
| Depth of Water, Start of Interval (inches) | Depth of Water, End of Interval (inches) | Drop in Water Level(Inches) |
|---|---|---|
Source context and notes
- Sandy Textured Soil Only, Shortened Pre-soak—Indicate Time Required for 12 Inches of Water to Drain After Second Filling, Minutes ___ - Four Hour Pre-soak Completed—Indicate Result: - Test Hole Drained Within 16 to 24 Hours After Pre-soak - Test Hole Did Not Drain Within 24 Hours After Pre-soak 4. Rate of Fall Data: a. Time Interval Selected, Minutes ___ b. Record the Drop in Water Level During Each Time Interval to the Nearest 1/10th-Inch On the Lines Below: | Depth of Water, Start of Interval (inches) | Depth of Water, End of Interval (inches) | Drop in Water Level(Inches) | | --- | --- | --- | | | | | | | | | | | | | | | | | | | | | | | | | 5. Percolation Rate: a. Time, minutes, Required for a Six-inch Drop in Water Level ___ b. Percolation Rate = a/6 = ___ /6 = ___ min/in 6. I hereby certify that the information furnished on Form 3d of this application is true and accurate. I am aware that falsification of data is a violation of the Water Pollution Control Act (N.J.S.A. 58:10A-1 et seq.) and is subject to penalties as prescribed in N.J.A.C. 7:14-8. Signature of Site Evaluator ___________________________ Date ___________33. Table 33¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 148
| Water Depth, Start of Interval inches, d1 | Time at Start of Interval | Water Depth, End of Interval inches, d1 | Time at End of Interval | Length of Interval, min, t |
|---|---|---|---|---|
Source context and notes
## Form 3e. Piezometer Test Data 1. Test Number ___ Reference Soil Log ___ Date Tested ___ 2. Diameter of Soil Auger, in. ___ Depth of Test Hole, in. ___ Inside Radius of Pipe, R, in. ___ 3. Depth to Apparent Static Water Level, in. ___ 4. Measure and Record: | Water Depth, Start of Interval inches, d1 | Time at Start of Interval | Water Depth, End of Interval inches, d1 | Time at End of Interval | Length of Interval, min, t | | --- | --- | --- | --- | --- | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 7:9A 14834. Table 34¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 149
| t_{n} | d_{n} (in.) | l, w (ft²) | A_{n}, (ft²) | h_{rise} (in) | A_{av} (ft²) | H (ft) | K_{a} |
|---|---|---|---|---|---|---|---|
| t_{0} | XXXX | XXXX | XXXX | XXXX | |||
| T_{1} | |||||||
| T_{2} | |||||||
| T_{3} | |||||||
| T_{4} | |||||||
| T_{0} | XXXX | XXXX | XXXX | XXXX | |||
| T_{1} | |||||||
| T_{2} | |||||||
| T_{3} | |||||||
| T_{4} | |||||||
| T_{0} | XXXX | XXXX | XXXX | XXXX | |||
| T_{1} | |||||||
| T_{2} |
Source context and notes
- Water Surface Dimensions, ft: l,w 4. Calculate the following values and enter in the table below: - Water Surface Area, ft², $A_n$ - Water level Risem $h_{\text{rise}}$ (Subtract current value of $d_n$ from previous value) - Ave. Water Surface Area, ft², $A_{av}$ (Take average of $A_n$ and previous $A_n$) - Ave. Height of Water Level Above Impermeable Stratum, ft, h (Take ave. of $d_n$ and previous value of $d_n$, convert to ft., and subtract from $D_{\text{stratum}}$) - Permeability, in/hr, $K_a$ (Calculate using formula): $K_a = \left[ h_{\text{rise}} / T \right] \times \left[ A_{av} / 2.27 \left( H^2 - h^2 \right) \right] \times 60 \min/hr$ | t_{n} | d_{n} (in.) | l, w (ft²) | A_{n}, (ft²) | h_{rise} (in) | A_{av} (ft²) | H (ft) | K_{a} | | --- | --- | --- | --- | --- | --- | --- | --- | | t_{0} | | | | XXXX | XXXX | XXXX | XXXX | | T_{1} | | | | | | | | | T_{2} | | | | | | | | | T_{3} | | | | | | | | | T_{4} | | | | | | | | | T_{0} | | | | XXXX | XXXX | XXXX | XXXX | | T_{1} | | | | | | | | | T_{2} | | | | | | | | | T_{3} | | | | | | | | | T_{4} | | | | | | | | | T_{0} | | | | XXXX | XXXX | XXXX | XXXX | | T_{1} | | | | | | | | | T_{2} | | | | | | | |35. Table 35¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 150
| T4 | |||||||
|---|---|---|---|---|---|---|---|
Source context and notes
| T4 | | | | | | | | | --- | --- | --- | --- | --- | --- | --- | --- | 5. Record the Following Data: —Final Depth of Pit, $D_{\mathrm{pit}}$, ft —Depth to Impermeable Stratum, ft, $D_{\mathrm{stratum}}$ (If no impermeable stratum is encountered assume $D_{\mathrm{stratum}} = D_{\mathrm{pit}}$) —Height of Standpipe Above Reference Level, ft, $h_{\text{pipe}}$ —Depth to Water Level after 24 hr. Stabilization Period, ft, $D_{\text{water}}$ (Take measurement from top of standpipe. Subtract $h_{\text{pipe}}$) —Height of Static Water Level Above Impermeable Stratum, ft, H (H = Dstratum - Dwater) —Average Height of Water Level Above Impermeable Stratum, ft, h (Take average of $d_n$ from beginning and end of last time interval recorded in section 4, convert this to ft., subtract from $D_{\text{stratum}}$) 6. Re-calculation of K using data from section 5 above and from final time interval of section 4: $$K = \left[\frac{h_{\text{rise}}}{t}\right] \times \left[\frac{A_{\text{av}}}{2.27(H^2 - h^2)}\right] \times 60 \, \text{min/hr} = \left[\frac{-1}{2}\right] \times \left[\frac{-2.27}{2 - \frac{-1}{2}}\right] \times 60 \, \text{min/hr} = \text{---}$$ 7. I hereby certify that the information furnished on Form 3f of this application is true and accurate. I am aware that falsification of data is a violation of the Water Pollution Control Act (N.J.S.A. 58:10A-1 et seq.) and is subject to penalties as prescribed in N.J.A.C. 7:14-8.36. Table 36¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 156
| Type of Limiting Zone | Depth, ft. | Suitability Class |
|---|---|---|
| Fractured Rock or Excessively | >5 | I |
| Coarse Substrata | 0-5 | IISc |
| Massive Rock or Hydraulically | >9 | I |
| Restrictive Substrata | 4-9 | IISr |
| 0-4 | IIIISr | |
| Hydraulically Restrictive | >9 | I |
| Horizon, Permeable Substratum | 4-9 | IIHr |
| 0-4 | IIIHr | |
| Excessively Coarse Horizon | >5 | I |
| 0-5 | IIHc | |
| Zone of Saturation, Regional | >5 | I |
| 2-5 | IIWr | |
| 0-2 | IIIWr | |
| Zone of Saturation, Perched | >5 | I |
| 2-5 | IIWp | |
| 0-2 | IIIWp |
Source context and notes
## APPENDIX D SOIL SUITABILITY CLASSIFICATION OF NEW JERSEY SOILS Explanation of the Soil Suitability Classification System The suitability of soil for onsite disposal of sanitary wastewater by means of individual subsurface sewage disposal systems is classified based upon the type and depth of soil limiting zones as outlined below. Definitions and criteria for recognition of soil limiting zones are provided in Subchapters 2 and 5 of this chapter. | Type of Limiting Zone | Depth, ft. | Suitability Class | | --- | --- | --- | | Fractured Rock or Excessively | >5 | I | | Coarse Substrata | 0-5 | IISc | | Massive Rock or Hydraulically | >9 | I | | Restrictive Substrata | 4-9 | IISr | | | 0-4 | IIIISr | | Hydraulically Restrictive | >9 | I | | Horizon, Permeable Substratum | 4-9 | IIHr | | | 0-4 | IIIHr | | Excessively Coarse Horizon | >5 | I | | | 0-5 | IIHc | | Zone of Saturation, Regional | >5 | I | | | 2-5 | IIWr | | | 0-2 | IIIWr | | Zone of Saturation, Perched | >5 | I | | | 2-5 | IIWp | | | 0-2 | IIIWp | The soil suitability classification consists of a Roman numeral from I to III which is indicative of the severity of the limitation and a letter symbol which indicates the type of limiting zone. (In general the limitation is considered more severe when the limiting zone occurs at a shallower depth in or below the soil profile). Where more than one type of limiting zone is present, the primary classification of the soil is based upon whichever limiting zone(s) presents the most severe limitation (highest numerical symbol). Secondary limitations are given based upon limitations which are less severe (lower numerical symbols). The primary classification is stated first, followed by secondary classifications in parentheses. For example, the classification for a soil with a seasonally high water table (top of a regional zone of saturation) at a depth of 1.5 feet and a massive rock substratum at a depth of 7 feet would be IIIWr(IISr). Where two or more limiting zones are present with the same degree of limitation, a compound symbol is used in primary or secondary classifications, consisting of a Roman numeral showing the degree of limitation together with a letter symbol for each type of limited zone. For example, the classification for a soil with a seasonally high water table at a depth 2.5 feet and a fractured rock substratum at a depth of 3 feet would be IIWrSc. ## Soil Suitability Classes of New Jersey Soil Series37. Table 37¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 157
| Soil Series (Variant) Name | Typical Classification(s) |
|---|---|
| Abbottstown | IIIHR, Wp(IIISc); IISr, Wp(IIISc) |
Source context and notes
Each soil series is characterized by a range of soil profile characteristics so that two or more soil suitability classes may be possible for a given soil series. The soil suitability classes given below are those which are considered most typical for a given soil series. Other soil suitability classes are possible depending upon conditions which may vary from location to location. Soil survey maps delineate the boundaries of soil mapping units in which a specific soil series, soil phase, soil complex, association or other grouping is predominant. Within every soil mapping unit however, there may be areas of dissimilar soils which are too small and scattered or otherwise impractical to show at the scale of mapping used. For this reason, use of the soil survey is not a substitute for onsite soil evaluation when detailed information for a specific site is required. Many soil series in the coastal plain region of southern New Jersey are underlain by stratified sedimentary formations which consist of layers of contrasting grain size. In some cases layers of highly permeable sand and gravel may alternate with hydraulically restrictive layers of silt and clay. Where hydraulically restrictive layers occur at depths less than nine feet they will be a determining factor for the soil suitability classification. The presence of such layers below a depth of five feet however, is generally not indicated in the soil survey reports and therefore may not be reflected in the soil suitability classes given here. As a result, coastal plain soils series which are classified as having no limitation (Roman numeral I) with respect to hydraulically restrictive horizons and substrata may in some locations have IIHr or IISr limitations. In other cases, soil series which are assigned classifications of IISr or IIISr may in some locations have permeable substrata at depths below the extent of soil survey data such that a classification of IIHr or IIIHr may be appropriate. In the northern portion of the state many soil series are described as having bedrock substrata at shallow depths below the soil profile. Soil survey reports generally do not provide information relative to the permeability of these rock substrata. Rock substrata underlying soil profiles of the same soil series may often range from excessively permeable to relatively impermeable. Soil suitability classes are given to represent those conditions which are considered most typical for a soil series. In many cases, however, soil series which are given classes of I or IISc may in some locations have the more severe limitations associated with classes IISr or IIISr. Classifications of rock substrata given here must be regarded as preliminary in nature and may be subject to modification based upon detailed onsite evaluation and testing. | Soil Series (Variant) Name | Typical Classification(s) | | --- | --- | | Abbottstown | IIIHR, Wp(IIISc); IISr, Wp(IIISc) | 7:9A 15738. Table 38¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 158
| Adelphia | IIWr |
|---|---|
| Adelphia Clayey Substratum | IIISr(IIWr) |
| Adelphia Glauconitic Variant | IIISr(IIWr) |
| Adelphia Truncated | IIIWr |
| Adrian | IIIWr |
| Albia | IIIHr,Wp; IIISr,Wp |
| Amwell | IIIHr,Wp; IIIHr,Wp(IISr) |
| Amwell Rock Substratum | IIIHr,Wp; IIIHr,Wp(IISr) |
| Annandale | IIIHr |
| Arendtsville | I; IISc |
| Atherton | IIIWr |
| Athol | I |
| Atsion | IIIWr |
| Atsion Tide Flooded | IIIWr |
| Aura | I; IIHr |
| Aura Moderately Firm | I; IIHr |
| Aura Ironstone Variant | I; IIHr |
| Barclay | IIWr; IIIWr |
| Bartley | IIIHr(IIWp) |
| Bath | IIIHr(IIWpSc) |
| Bath Stony | IIIHr(IIWpSc) |
| Bayboro | IIISrWr |
| Bayboro Ponded | IIISrWr |
| Bedington | IISc |
| Berks | IISc |
| Berryland | IIIWr |
| Berryland Flooded | IIIWr |
| Berryland Freq. Flooded | IIIWr |
| Berryland Heavy Subsoil Var. | IIIWr |
| Bertie | IIIWr |
| Bibb | IIIWr |
| Biddeford | IIISrWr |
| Birdsboro | I; IIWr; IISc; IIWrSc |
| Birdsboro Gravelly Solum Var. | I |
| Birdsboro Sandy Subsoil Var. | IISc |
Source context and notes
| Adelphia | IIWr | | --- | --- | | Adelphia Clayey Substratum | IIISr(IIWr) | | Adelphia Glauconitic Variant | IIISr(IIWr) | | Adelphia Truncated | IIIWr | | Adrian | IIIWr | | Albia | IIIHr,Wp; IIISr,Wp | | Amwell | IIIHr,Wp; IIIHr,Wp(IISr) | | Amwell Rock Substratum | IIIHr,Wp; IIIHr,Wp(IISr) | | Annandale | IIIHr | | Arendtsville | I; IISc | | Atherton | IIIWr | | Athol | I | | Atsion | IIIWr | | Atsion Tide Flooded | IIIWr | | Aura | I; IIHr | | Aura Moderately Firm | I; IIHr | | Aura Ironstone Variant | I; IIHr | | Barclay | IIWr; IIIWr | | Bartley | IIIHr(IIWp) | | Bath | IIIHr(IIWpSc) | | Bath Stony | IIIHr(IIWpSc) | | Bayboro | IIISrWr | | Bayboro Ponded | IIISrWr | | Bedington | IISc | | Berks | IISc | | Berryland | IIIWr | | Berryland Flooded | IIIWr | | Berryland Freq. Flooded | IIIWr | | Berryland Heavy Subsoil Var. | IIIWr | | Bertie | IIIWr | | Bibb | IIIWr | | Biddeford | IIISrWr | | Birdsboro | I; IIWr; IISc; IIWrSc | | Birdsboro Gravelly Solum Var. | I | | Birdsboro Sandy Subsoil Var. | IISc | 7:9A 15839. Table 39¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 159
| Boonton | IIIHrWp; IIISrWp |
|---|---|
| Bowmansville | IIIWr |
| Braceville | IIIHrWp |
| Bucks | IISc; IISr |
| Califon | IIIHrWp |
| Califon Friable Subsoil Var. | IIIWr |
| Carisle Muck | IIIWr |
| Chalfont | IIISrWp |
| Chenango | IISc |
| Chillum | I; ISc; IIISr |
| Chippewa | IIISrWr |
| Cokesbury | IIIHrWp |
| Colemantown | IIIHrWp |
| Collington | I |
| Colonie | I |
| Colts Neck | I, IIHr |
| Croton | IIISrWp; IIISrWr |
| Donlonton | IIIHrWr |
| Downer | I |
| Downer Clayey Substratum | I |
| Downer Gravelly Substratum | I; IISc |
| Downer Loamy Substratum | I |
| Downer Truncated | I |
| Doylestown | IIISrWr |
| Dragstown | IIIWr; IIWr |
| Duffield | I; IISr |
| Duffield Very Rocky | IISr |
| Dunellen | I |
| Dunellen Mod. Well Drained Var. | IIIWr |
| Edneyville | I; IISc |
| Elkton | IIISrWr |
| Ellington Loamy Subsoil Var. | IISrWpWr, IIISrWpWr |
| Evesboro | I |
| Evesboro Clayey Substratum | IIISr; IIIHr |
| Evesboro Sandy Loam Subsoil Var. | I |
Source context and notes
| Boonton | IIIHrWp; IIISrWp | | --- | --- | | Bowmansville | IIIWr | | Braceville | IIIHrWp | | Bucks | IISc; IISr | | Califon | IIIHrWp | | Califon Friable Subsoil Var. | IIIWr | | Carisle Muck | IIIWr | | Chalfont | IIISrWp | | Chenango | IISc | | Chillum | I; ISc; IIISr | | Chippewa | IIISrWr | | Cokesbury | IIIHrWp | | Colemantown | IIIHrWp | | Collington | I | | Colonie | I | | Colts Neck | I, IIHr | | Croton | IIISrWp; IIISrWr | | Donlonton | IIIHrWr | | Downer | I | | Downer Clayey Substratum | I | | Downer Gravelly Substratum | I; IISc | | Downer Loamy Substratum | I | | Downer Truncated | I | | Doylestown | IIISrWr | | Dragstown | IIIWr; IIWr | | Duffield | I; IISr | | Duffield Very Rocky | IISr | | Dunellen | I | | Dunellen Mod. Well Drained Var. | IIIWr | | Edneyville | I; IISc | | Elkton | IIISrWr | | Ellington Loamy Subsoil Var. | IISrWpWr, IIISrWpWr | | Evesboro | I | | Evesboro Clayey Substratum | IIISr; IIIHr | | Evesboro Sandy Loam Subsoil Var. | I | 7:9A 15940. Table 40¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 160
| Fallsington | IIIWr |
|---|---|
| Fallsington Clayey Substratum | IIIHr |
| Fallsington Var. | IIIHrWrWp |
| Fort Mott | I |
| Fredon | IIIWr |
| Freehold | I |
| Freehold Clayey Substratum | IIISr |
| Fripp | I |
| Galestown | I |
| Galestown Clayey Substratum | IISr |
| Haledon | IIIHrWp |
| Haledon Wet Var. | IIIHrWpWr |
| Halsey | IIIWr; IIIWr(IISc) |
| Hammonton | IIWr; |
| Hammonton Clayey Substratum | IIISr(IIWrWp); IIIHr(IIWrWp) |
| Hazen | I; IISc |
| Hazleton | IISc |
| Hero | IIScWr; IIWr |
| Hibernia | IIIHrWp |
| Holmdel | IIIWr; IIWr |
| Holmdel Clayey Substratum | IIISrWr |
| Holyoke Rocky | IISc; IIISr |
| Hoosic | I; IISc |
| Howell | IIWr; IIIWr |
| Keansburg | IIIWr |
| Keyport | IIISr(IIWp) |
| Klej | IIWr; IIIWr |
| Klej Clayey Substratum | IIISrWr; IIISr(IIWr) |
| Klej Loamy Substratum | IIISrWr; IIISr(IIWr) |
| Klinesville Shaly | IISc; IISr |
| Kresson | IIIHrWp(IIWr) |
| Lakehurst | IIWr; IIIWr |
| Lakehurst Clayey Substratum | IIISrWrWp; IIISr(IIWrWp) |
| Lakehurst Loamy Substratum | IIWr; IIIWr |
| Lakehurst Thick Surface | IIWr; IIIWr |
Source context and notes
| Fallsington | IIIWr | | --- | --- | | Fallsington Clayey Substratum | IIIHr | | Fallsington Var. | IIIHrWrWp | | Fort Mott | I | | Fredon | IIIWr | | Freehold | I | | Freehold Clayey Substratum | IIISr | | Fripp | I | | Galestown | I | | Galestown Clayey Substratum | IISr | | Haledon | IIIHrWp | | Haledon Wet Var. | IIIHrWpWr | | Halsey | IIIWr; IIIWr(IISc) | | Hammonton | IIWr; | | Hammonton Clayey Substratum | IIISr(IIWrWp); IIIHr(IIWrWp) | | Hazen | I; IISc | | Hazleton | IISc | | Hero | IIScWr; IIWr | | Hibernia | IIIHrWp | | Holmdel | IIIWr; IIWr | | Holmdel Clayey Substratum | IIISrWr | | Holyoke Rocky | IISc; IIISr | | Hoosic | I; IISc | | Howell | IIWr; IIIWr | | Keansburg | IIIWr | | Keyport | IIISr(IIWp) | | Klej | IIWr; IIIWr | | Klej Clayey Substratum | IIISrWr; IIISr(IIWr) | | Klej Loamy Substratum | IIISrWr; IIISr(IIWr) | | Klinesville Shaly | IISc; IISr | | Kresson | IIIHrWp(IIWr) | | Lakehurst | IIWr; IIIWr | | Lakehurst Clayey Substratum | IIISrWrWp; IIISr(IIWrWp) | | Lakehurst Loamy Substratum | IIWr; IIIWr | | Lakehurst Thick Surface | IIWr; IIIWr | 7:9A 16041. Table 41¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 161
| Lakeland | I |
|---|---|
| Lakeland Firm Substratum | I |
| Lakeland Water Table | IIWr |
| Lakewood | I |
| Lakewood Loamy Substratum | I |
| Lakewood Thick Surface | I |
| Lamington | IIIHrWpWr |
| Lansdale | IISc |
| Lansdowne | IIIHrWp(IISc): IIIHrWp(IISr) |
| Lansdowne Var. | IIIHrWp(IISc); IIISrWp |
| Lawrenceville | IIISrWp; IIIHrWp |
| Legore | I; IISr |
| Lehigh | IIISrWp; IIIHrWp(IISc) |
| Lenoir | IIISrWr |
| Leon | IIIWr |
| Livingston | IIISrWr |
| Lyons | IIIWr; IIISrWr; IIISrWr(IISc) |
| Manahawkin | IIIWr; |
| Marlton | IIIHr(IIWp); IIIHr |
| Matapeake | IIISr(IIWp); IISrWp: I |
| Matapeake Thin Solum | I |
| Matawan | IIWr; IIIHrWp(IIWr) |
| Mattapex | IIISr(IIWr); IIWr |
| Mattapex Clayey Substratum | IIISrWr |
| Mattapex Glauconitic Substratum | IIWr |
| Meckesville | IIIHr(IIWp) |
| Middlebury | IIIWr |
| Minoa | IIIWr |
| Mount Lucas | IIIWp(IISr) |
| Mullica | IIIWr |
| Mullica Loamy Substratum | IIIWr |
| Nassau | IIISr; IISc |
| Neshaminy | IISr |
| Neshaminy Fragipan Var. | IIISrWp; IIIHrWP |
| Netcong | I |
Source context and notes
| Lakeland | I | | --- | --- | | Lakeland Firm Substratum | I | | Lakeland Water Table | IIWr | | Lakewood | I | | Lakewood Loamy Substratum | I | | Lakewood Thick Surface | I | | Lamington | IIIHrWpWr | | Lansdale | IISc | | Lansdowne | IIIHrWp(IISc): IIIHrWp(IISr) | | Lansdowne Var. | IIIHrWp(IISc); IIISrWp | | Lawrenceville | IIISrWp; IIIHrWp | | Legore | I; IISr | | Lehigh | IIISrWp; IIIHrWp(IISc) | | Lenoir | IIISrWr | | Leon | IIIWr | | Livingston | IIISrWr | | Lyons | IIIWr; IIISrWr; IIISrWr(IISc) | | Manahawkin | IIIWr; | | Marlton | IIIHr(IIWp); IIIHr | | Matapeake | IIISr(IIWp); IISrWp: I | | Matapeake Thin Solum | I | | Matawan | IIWr; IIIHrWp(IIWr) | | Mattapex | IIISr(IIWr); IIWr | | Mattapex Clayey Substratum | IIISrWr | | Mattapex Glauconitic Substratum | IIWr | | Meckesville | IIIHr(IIWp) | | Middlebury | IIIWr | | Minoa | IIIWr | | Mount Lucas | IIIWp(IISr) | | Mullica | IIIWr | | Mullica Loamy Substratum | IIIWr | | Nassau | IIISr; IISc | | Neshaminy | IISr | | Neshaminy Fragipan Var. | IIISrWp; IIIHrWP | | Netcong | I | 7:9A 16142. Table 42¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 162
| Nixon | I |
|---|---|
| Nixon Var. | IIWr; IIIWr |
| Nixonton | IIIWr |
| Norton | IIIHr |
| Norwich | IIIHrWr |
| Oquaga | IISc; IIISr(IISc) |
| Othello | IIIWr |
| Otisville | IISc |
| Palmyra | IISc |
| Parker | IISc |
| Parker Rocky | IISc |
| Parsippany | IIIHrWr; IIISrWr |
| Parsippany Sandy Loam Substratum | IIIHrWr |
| Parsippany Var. | IIISrWr |
| Pasquotank | IIIWr |
| Pattenburg | IISc |
| Pattenburg Moderately Wet | IIScWr; IIIWr(IISc) |
| Pemberton | IIWr; IIIWr |
| Pemberton Thick Surface | IIWr;IIIWr |
| Penn | IISc; IIISr |
| Penn Shaly | IISc; IIISr |
| Phalanx | IISc |
| Plummer | IIIWr |
| Plummer Very Wet | IIIWr |
| Pocomoke | IIIWr |
| Pompton | IIIWr; IIIWr(IISc) |
| Pope | I; IISc |
| Portsmouth | IIIWr |
| Preakness | IIIWr |
| Preakness Dark Surface Var. | IIIWr |
| Quakertown | IISc; I |
| Quakertown Channery | IISc |
| Raritan | IIIHrWp; IIIHrWp(IISc); IIIHrWp(IISr) |
| Raynham | IIIWr |
| Readington | IIIHrWp(IISc); IIWpSrSc; IIWrSc |
Source context and notes
| Nixon | I | | --- | --- | | Nixon Var. | IIWr; IIIWr | | Nixonton | IIIWr | | Norton | IIIHr | | Norwich | IIIHrWr | | Oquaga | IISc; IIISr(IISc) | | Othello | IIIWr | | Otisville | IISc | | Palmyra | IISc | | Parker | IISc | | Parker Rocky | IISc | | Parsippany | IIIHrWr; IIISrWr | | Parsippany Sandy Loam Substratum | IIIHrWr | | Parsippany Var. | IIISrWr | | Pasquotank | IIIWr | | Pattenburg | IISc | | Pattenburg Moderately Wet | IIScWr; IIIWr(IISc) | | Pemberton | IIWr; IIIWr | | Pemberton Thick Surface | IIWr;IIIWr | | Penn | IISc; IIISr | | Penn Shaly | IISc; IIISr | | Phalanx | IISc | | Plummer | IIIWr | | Plummer Very Wet | IIIWr | | Pocomoke | IIIWr | | Pompton | IIIWr; IIIWr(IISc) | | Pope | I; IISc | | Portsmouth | IIIWr | | Preakness | IIIWr | | Preakness Dark Surface Var. | IIIWr | | Quakertown | IISc; I | | Quakertown Channery | IISc | | Raritan | IIIHrWp; IIIHrWp(IISc); IIIHrWp(IISr) | | Raynham | IIIWr | | Readington | IIIHrWp(IISc); IIWpSrSc; IIWrSc | 7:9A 16243. Table 43¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 163
| Reaville | IIISrWp(IIHc) |
|---|---|
| Reaville Deep Var. | IIISrWp(IIHc) |
| Reaville Wet Var. | IIISrWp(IIHc) |
| Ridgebury | IIIHrWp |
| Riverhead | I; IISc |
| Riverhead Neutral Var. | I; IISc |
| Rockaway | IIIHrWp |
| Rowland | IIIWr |
| Royce | IISc |
| Sassafras | I |
| Sassafras Clayey Substratum | IIISr; IISr; IIIHr; IIHr |
| Sassafras Water Tabl | IIWr |
| Shrewsbury | IIIWr |
| Shrewsbury Clayey Substratum | IIIWrSr |
| Shrewsbury Ironstone Var. | IIIWrHr |
| Shrewsbury Truncated | IIIWr |
| Sloan | IIIWr |
| Steinsburg | IISc |
| St. Johns | IIIWr |
| St. Johns Clayey Substratum | IIIWrSr |
| Swartswood | IIIHrWp |
| Tinton | I |
| Tinton Thick Surface | I; |
| Tioga | I; IIWr; IIWrSc; IISc |
| Turbotville | IIIHrWp |
| Unadilla | I |
| Valois | I |
| Venango | IIIHrWp; IIISrWp |
| Wallkill | IIIWr |
| Washington | I; IISc |
| Wassaic | IISc; IIISr |
| Wassaic Rocky | IISc; IIISr |
| Watchung | IIIHrWpWr |
| Wayland | IIIWr; IIIWrSr |
| Weeksville | IIIWr |
Source context and notes
| Reaville | IIISrWp(IIHc) | | --- | --- | | Reaville Deep Var. | IIISrWp(IIHc) | | Reaville Wet Var. | IIISrWp(IIHc) | | Ridgebury | IIIHrWp | | Riverhead | I; IISc | | Riverhead Neutral Var. | I; IISc | | Rockaway | IIIHrWp | | Rowland | IIIWr | | Royce | IISc | | Sassafras | I | | Sassafras Clayey Substratum | IIISr; IISr; IIIHr; IIHr | | Sassafras Water Tabl | IIWr | | Shrewsbury | IIIWr | | Shrewsbury Clayey Substratum | IIIWrSr | | Shrewsbury Ironstone Var. | IIIWrHr | | Shrewsbury Truncated | IIIWr | | Sloan | IIIWr | | Steinsburg | IISc | | St. Johns | IIIWr | | St. Johns Clayey Substratum | IIIWrSr | | Swartswood | IIIHrWp | | Tinton | I | | Tinton Thick Surface | I; | | Tioga | I; IIWr; IIWrSc; IISc | | Turbotville | IIIHrWp | | Unadilla | I | | Valois | I | | Venango | IIIHrWp; IIISrWp | | Wallkill | IIIWr | | Washington | I; IISc | | Wassaic | IISc; IIISr | | Wassaic Rocky | IISc; IIISr | | Watchung | IIIHrWpWr | | Wayland | IIIWr; IIIWrSr | | Weeksville | IIIWr | 7:9A 16344. Table 44¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 164
| Westphalia | I |
|---|---|
| Whippany | IIISrWp; |
| Whippany Sandy Loan Substratum | IIIHrWp |
| Whitman | IIIHrWp |
| Woodmansie | I |
| Woodmansie Firm Substratum | I |
| Woodmansie Loamy Substratum | I |
| Woodstown | IIIWr; IIWr |
| Woodstown Clayey Substratum | IIIWrSr; IIIWr(IISr); IIWrSr; |
| Woodstown Loamy Substratum | IIIWr; IIWr |
| Wooster | IISc; I |
| Wurtsboro | IIIHrWp; IIIHrWp(IISc) |
Source context and notes
| Westphalia | I | | --- | --- | | Whippany | IIISrWp; | | Whippany Sandy Loan Substratum | IIIHrWp | | Whitman | IIIHrWp | | Woodmansie | I | | Woodmansie Firm Substratum | I | | Woodmansie Loamy Substratum | I | | Woodstown | IIIWr; IIWr | | Woodstown Clayey Substratum | IIIWrSr; IIIWr(IISr); IIWrSr; | | Woodstown Loamy Substratum | IIIWr; IIWr | | Wooster | IISc; I | | Wurtsboro | IIIHrWp; IIIHrWp(IISc) |45. Table 45¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 165
| Mapping Unit Designation | Type(s) of Limitations |
|---|---|
| Alluvial Land (Various Modifying Terms) | Flooding, Wetland |
| Clayey Land-Keyport Materials | Hydraulically Restrictive Substrata |
| Clayey Land-Marlton Materials | Hydraulically Restrictive Substrata |
| Clay Pits | Disturbed Ground, Hydraulically Restrictive Substrata |
| Coastal Beach | Dunes, Excessively Coarse Substrata |
| Cut and Fill Land | Disturbed Ground |
| Dune Land | Dunes, Excessively Course Substrata |
| Fill Land (Various Modifying Terms) | Disturbed Ground |
| Fluvaquents | Flooding |
| Fresh Water Marsh | Wetland |
| Gravel Pits | Disturbed Ground, Excessively Coarse Substrata |
| Humaquepts | Wetland |
| Made Land (Various Modifying Terms) | Disturbed Ground |
| Marsh (Various Modifying Terms) | Wetland |
| Mine Dump | Disturbed Ground |
| Muck (Various Modifying Terms) | Wetland |
| Peat (Various Modifying Terms) | Wetland |
| Pits (Various Modifying Terms) | Disturbed Ground |
| Psamments | Dunes, Excessively Coarse Substrata |
| Quarries | Disturbed Ground |
| Rock Land-Edneyville Material | Rock Outcrops, Excessively Coarse Substrata |
| Rock Outcrop | Rock Outcrops |
| Rough Broken Land | Excessively Stony |
| Sand Pits | Disturbed Ground, Excessively Coarse Substrata |
| Sandy Land | Excessively Coarse Substrata |
| Steep Stony Land Parker Material | Slope, Excessively Stony |
| Sulphaquents | Wetland |
| Sulphihemists | Wetland |
| Swamp | Wetland |
| Tidal Marsh | Wetland |
| Urban Land | Disturbed Ground |
Source context and notes
Following is a listing of miscellaneous mapping unit designations which do not consist of any one specific soil series or soil series variant. In general these mapping units cannot be assigned a soil suitability class due to extreme variability or a lack of data. The type of limitations which are generally associated with these mapping units are indicated below: | Mapping Unit Designation | Type(s) of Limitations | | --- | --- | | Alluvial Land (Various Modifying Terms) | Flooding, Wetland | | Clayey Land-Keyport Materials | Hydraulically Restrictive Substrata | | Clayey Land-Marlton Materials | Hydraulically Restrictive Substrata | | Clay Pits | Disturbed Ground, Hydraulically Restrictive Substrata | | Coastal Beach | Dunes, Excessively Coarse Substrata | | Cut and Fill Land | Disturbed Ground | | Dune Land | Dunes, Excessively Course Substrata | | Fill Land (Various Modifying Terms) | Disturbed Ground | | Fluvaquents | Flooding | | Fresh Water Marsh | Wetland | | Gravel Pits | Disturbed Ground, Excessively Coarse Substrata | | Humaquepts | Wetland | | Made Land (Various Modifying Terms) | Disturbed Ground | | Marsh (Various Modifying Terms) | Wetland | | Mine Dump | Disturbed Ground | | Muck (Various Modifying Terms) | Wetland | | Peat (Various Modifying Terms) | Wetland | | Pits (Various Modifying Terms) | Disturbed Ground | | Psamments | Dunes, Excessively Coarse Substrata | | Quarries | Disturbed Ground | | Rock Land-Edneyville Material | Rock Outcrops, Excessively Coarse Substrata | | Rock Outcrop | Rock Outcrops | | Rough Broken Land | Excessively Stony | | Sand Pits | Disturbed Ground, Excessively Coarse Substrata | | Sandy Land | Excessively Coarse Substrata | | Steep Stony Land Parker Material | Slope, Excessively Stony | | Sulphaquents | Wetland | | Sulphihemists | Wetland | | Swamp | Wetland | | Tidal Marsh | Wetland | | Urban Land | Disturbed Ground | 7:9A 16546. Table 46¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 171
| ONSITE SYSTEM INSPECTION FORM | ||||
|---|---|---|---|---|
| Inspection Overview: • Preliminary system information • Inspection of treatment tanks • Absorption system inspection • Disposal/conveyance system assessment • Identification of any alternative technology approved components - Requires additional inspection | INTERNAL USE ONLY: | |||
| CLIENT INFO | Client Name:_________ Different from owner? ( ) Yes ( ) No | Inspector Name:_____ Date:____ ISSDS Address (including municipality):______ New Jersey Coordinate: Block: ___ Lot: ___ Was GPS used? ( ) Yes ( ) No | ||
| Client Address:_____ Contact Method: Home tel. _____ Work tel. ____ E-mail ____ | ||||
| Preliminary Information: Weather:_____ Last Precipitation:____ Age of System:___ Type of Dwelling? ( ) Residential Number of Bedrooms: ___ ( ) Non Residential Describe: _ How many systems are being inspected? List any commercial activities or high impact hobbies: _____ Describe prior problems and/or repair history including soil fracturing or use of chemical additives. Include dates and explain why the remedial measures have been applied to the system (if available): _______ Date file review requested with administrative authority: | Is there a site plan or septic map available? Is the dwelling currently being occupied? If so, how many occupants? _ If no, date last occupied? _ If there is a washing machine, is it connected to a separate greywater disposal system? Is the dwelling free of additional greywater systems? Is the dwelling free of garbage disposal systems? Is the dwelling free of sump pump discharges to the system? Is the dwelling free of any historical sewage back ups into the structure? Does all sewage enter the septic system and no type of sewage bypass exists? Septic Tank Pumping: Is the septic tank pumped regularly? Frequency: _ Date of Last Pumping: _ Was file review completed prior to inspection? If no, explain why below. | Yes No ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) | ||
| Comments:_____ ____ ___ ______ |
Source context and notes
| ONSITE SYSTEM INSPECTION FORM | | | | | | --- | --- | --- | --- | --- | | Inspection Overview: • Preliminary system information • Inspection of treatment tanks • Absorption system inspection • Disposal/conveyance system assessment • Identification of any alternative technology approved components - Requires additional inspection | | | | INTERNAL USE ONLY: | | CLIENT INFO | Client Name:___________________________ Different from owner? ( ) Yes ( ) No | | Inspector Name:___________________________ Date:___________________________ ISSDS Address (including municipality):___________________________ New Jersey Coordinate: Block: ___ Lot: ___ Was GPS used? ( ) Yes ( ) No | | | | Client Address:___________________________ Contact Method: Home tel. _________________________ Work tel. _________________________ E-mail _________________________ | | | | | Preliminary Information: Weather:___________________________ Last Precipitation:___________________________ Age of System:___________________________ Type of Dwelling? ( ) Residential Number of Bedrooms: ___ ( ) Non Residential Describe: __________ How many systems are being inspected? List any commercial activities or high impact hobbies: ___________________________ Describe prior problems and/or repair history including soil fracturing or use of chemical additives. Include dates and explain why the remedial measures have been applied to the system (if available): ___________________________ Date file review requested with administrative authority: | | Is there a site plan or septic map available? Is the dwelling currently being occupied? If so, how many occupants? __________ If no, date last occupied? __________ If there is a washing machine, is it connected to a separate greywater disposal system? Is the dwelling free of additional greywater systems? Is the dwelling free of garbage disposal systems? Is the dwelling free of sump pump discharges to the system? Is the dwelling free of any historical sewage back ups into the structure? Does all sewage enter the septic system and no type of sewage bypass exists? Septic Tank Pumping: Is the septic tank pumped regularly? Frequency: __________ Date of Last Pumping: __________ Was file review completed prior to inspection? If no, explain why below. | | Yes No ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) | | Comments:___________________________ ___________________________ ___________________________ ___________________________ | | | | |47. Table 47¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 172
| Treatment Tank: () Septic Tank() Other () Greywater () Multi-Compartment:# | Main tank lid opened for inspection? Liquid level below the tank's inlet invert? Liquid level below the tank's outlet invert? Treatment tank pumped for this inspection? Are all portions of the tank(s) clear of structures like a deck or a driveway? Is the area clear of evidence that sewage has surfaced above the treatment tank? Does water flow unimpeded from the treatment tank? Is an effluent filter a part of the system? If yes, does it appear properly maintained? Are there any other types of accessory units present? Depth to top of tank: _ inches Depth to top of tank access: _ inches Comments: ____ | Yes No () () () () () () () () () () () () () () () () () () () () () () | |
|---|---|---|---|
| Name the material of the system? () Concrete () Block () Steel () Other | |||
| Approximate treatment tank volume: ______ gal. | |||
| Evaluate the conditions of tank below: Satisfactory_Unsatisfactory N/A Top and Lids () () () Inlet Baffle () () () Outlet Baffle () () Cracks or Leaks () () Sewage Flow from Structure () () () | |||
| Absorption Area: Name the type of the absorption system? () Disposal Bed () Disposal Trench () Seepage Pit () Mounded () Other Was the absorption system located? () Yes () No If no, explain below. Are inspection ports present? () Yes () No If yes, how many? _ Were the inspection ports checked? ( ) Yes () No () N/A All levels observed must be included in report Was a separate probe dug in the absorption area to confirm the observations in the inspection ports? Is the area of the absorption system free of sewage odors? () Yes () No Does sewage flow from the treatment tank to the absorption system without flowing back? Are the areas at or near any of the system components free from visible signs of effluent or sewage? Are the areas at or near the inlet invert of any absorption area component free of visible signs of sewage or effluent? Is the area above or near system components free of lush vegetation? () Yes () No If exposed, is the distribution box in satisfactory condition? ( ) Yes () No () N/A If not exposed, explain why not: _ Is the area directly over any part of the absorption system free of any evidence of, large objects (cars, pools, etc.)? ( ) Yes () No () N/A | |||
| Comments: ____ |
Source context and notes
| Treatment Tank: () Septic Tank() Other () Greywater () Multi-Compartment:# | | Main tank lid opened for inspection? Liquid level below the tank's inlet invert? Liquid level below the tank's outlet invert? Treatment tank pumped for this inspection? Are all portions of the tank(s) clear of structures like a deck or a driveway? Is the area clear of evidence that sewage has surfaced above the treatment tank? Does water flow unimpeded from the treatment tank? Is an effluent filter a part of the system? If yes, does it appear properly maintained? Are there any other types of accessory units present? Depth to top of tank: __________ inches Depth to top of tank access: __________ inches Comments: __________ | Yes No () () () () () () () () () () () () () () () () () () () () () () | | --- | --- | --- | --- | | Name the material of the system? () Concrete () Block () Steel () Other | | | | | Approximate treatment tank volume: ______ gal. | | | | | Evaluate the conditions of tank below: Satisfactory_Unsatisfactory N/A Top and Lids () () () Inlet Baffle () () () Outlet Baffle () () Cracks or Leaks () () Sewage Flow from Structure () () () | | | | | Absorption Area: Name the type of the absorption system? () Disposal Bed () Disposal Trench () Seepage Pit () Mounded () Other Was the absorption system located? () Yes () No If no, explain below. Are inspection ports present? () Yes () No If yes, how many? __________ Were the inspection ports checked? ( ) Yes* () No () N/A *All levels observed must be included in report Was a separate probe dug in the absorption area to confirm the observations in the inspection ports? Is the area of the absorption system free of sewage odors? () Yes () No Does sewage flow from the treatment tank to the absorption system without flowing back? Are the areas at or near any of the system components free from visible signs of effluent or sewage? Are the areas at or near the inlet invert of any absorption area component free of visible signs of sewage or effluent? Is the area above or near system components free of lush vegetation? () Yes () No If exposed, is the distribution box in satisfactory condition? ( ) Yes () No () N/A If not exposed, explain why not: __________ Is the area directly over any part of the absorption system free of any evidence of, large objects (cars, pools, etc.)? ( ) Yes () No () N/A | | | | | Comments: __________ | | | |48. Table 48¶
N.J.A.C. 7:9A - Standards for Individual Subsurface Sewage Disposal Systems, PDF p. 173
| Dosing or Pump Tank: | Yes | No | N/A |
|---|---|---|---|
| Does the system contain a pump tank? | () | () | () |
| Is the pump operating? | () | () | () |
| Do the alarm(s) on the pump work? | () | () | () |
| Is the pump elevated above the tank floor? | () | () | () |
| Is the lid in satisfactory condition? | () | () | () |
| Is the tank in satisfactory condition? | () | () | () |
| Is the tank free of accumulated solids? | () | () | () |
| Summary: | Satisfactory | Satisfactory with Concerns | Unsatisfactory |
| --- | --- | --- | --- |
| Condition of the treatment tank(s) | () | () | () |
| Condition of the conveyance and pump system(s) | () | () | () |
| Condition of the absorption area(s) | () | () | () |
| Condition of any accessory components | () | () | () |