9-4-25: APPENDIX A, ILLUSTRATIONS AND EXHIBITS (IDPH SECTION 905):

ILLUSTRATION A
QUANTITY OF SEWAGE FLOWS

Type Of Establishment		Unit (Per)	Gallons Per Day
Permanent residential dwellings:
	Single-family	Bedroom	200
	Multi-family	Bedroom	200
	Individual mobile homes	Bedroom	200
	Mobile home parks	Space	400
	Boarding houses	Person	50
	Rooming houses	Resident	40
Institutions:
	Hospitals, medical	Bed	250
	Hospitals, medical	Employee	15
	Hospitals, mental	Bed	150
	Hospitals, mental	Employee	15
	Long term care institutions	Bed	125
	Long term care institutions	Employee	15
	Prison	Inmate	150
	Prison	Employee	15
Schools:
	Boarding school	Person	150
	Schools without cafeteria or showers	Person	15
	Schools with cafeteria and showers	Person	25
	Schools with cafeteria or showers	Person	20
Travel:
	Airports	Passenger	5
	Railway stations	Passenger	5
	Bus stations	Passenger	5
	Highway rest areas	Traveler	5
Recreational and seasonal areas:
	Campgrounds with mobile homes	Site	150
	Swimming pools and bathing beaches	Person	10
	Comfort station with toilets and showers	Space	35
	Comfort station without showers	Space	25
	Day camps without meals	Person	25
	Day camps with meals	Person	35
	RV parks with water and sewer hookups	Space	50
	Cottages and/or small dwellings with seasonal occupancy	Bedroom	150
	Picnic parks with toilet facilities only	Person	10
	Youth camps without cafeteria	Person	50
	Youth camps with cafeteria	Person	60
	Migrant labor camps	Person	150
	Sanitary dump station for unsewered site	Site	20
	Campground with central bath and toilet facilities	Person	35
Commercial, industrial and miscellaneous:
	Country clubs, no kitchen	Member	25
	Hotels and motels	Bed	50
	Places for public assembly	Person	5
	Theaters	Seat	5
	Churches without kitchen	Seat	3
	Churches with kitchen	Seat	6
	Restaurants	Meal	10
	Restaurants with bar and cocktail	Meal	12
	Offices and day workers	Person	15
	Shopping centers	(Per 1,000 sq. ft. of floor area)	250
	Stores	Toilet	400
	Service stations (served)	Vehicle	10
	Laundries	Customer	50
	Construction camps or sites, factories with toilets and showers	Person	35
	Factories with toilets, no showers	Person	20

 

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION C
LIST OF APPROVED PLASTIC PIPE FOR PRIVATE SEWAGE DISPOSAL SYSTEM

X - Indicates approved use

Types Of Pipes	ASTM Standard 3	Building Sewer1 Or Common Collector	Sewer Lines1	All Subsurface Seepage Systems
		5' from building to septic aeration tank to 5' beyond the septic tank, aeration tank or distribution box	Additional treatment facilities and sand filter distribution lines and collection lines
ABS (DWV schedule 40)	F628-06	X	X	X
ABS (DWV schedule 40)	D2661-06	X	X	X
ABS	D1527-99 (2005)	X	X	X
ABS (sewer pipe)	D2751-05	X2	X2	X2
PVC	D1785-06	X	X	X
PVC (DWV schedule 40)	D2665-07	X	X	X
PVC (DWV schedule 40)	F891-04	X	X	X
PVC (type PSM) (SDR 35)	D3034-06	X2	X2	X2
PVC (sewer and drain PS-50)	F891-04	X	X	X
PVC (sewer and drain PS-25)	F891-04	X	X
PVC (corrugated-smooth wall)	F949-06	X	X
PVC (std. or perforated)	D2729-03		X	X
PE (smooth wall)	R810-07 AASHTO standard M252-06		X	X
PE (corrugated-perforated)	F405-05 (heavy duty only)			X
PE (corrugated-perforated)	F667-06			X

 

Notes:

    1.    Plastic materials shall not be commingled within this area except through the use of proper adapters. (See Illinois plumbing code.) When the building sewer is of a type of material that is different from the building drain, proper transition fittings shall be used.

    2.    Pipe shall be SDR (standard dimension ratio) 35 only.

    3.    The last 2 numbers of the ASTM standard indicate the date of the edition.

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013) (Ord. 15-961, 4-14-2015)

ILLUSTRATION D
LOCATION OF COMPONENTS OF PRIVATE SEWAGE DISPOSAL SYSTEMS

Component Part Of System	Minimum Distance Allowable From 1,2
	Cistern Well, Or Suction Line From Pump To Well	Water Supply Line3 Pressure	Lake, Stream, Inground Swimming Pool Or Other Body Of Water	Property Dwelling	Property Line4	Artificial Drain
Building sewer5	50'	10'	25'	-	-	-
Septic tank or aerobic treatment plant	50'	10' 9	25'	5'	5'	-
Distribution box	75'	10'	25'	10'	5'	-
Subsurface seepage system	75'	25'	25'	10'	5'	10'
Sand filter	75'	25'	15'	10'	5'	10'
Privy	75'	25'	25'	20'	5'	10'
Waste stabilization pond	75'	25'	25'	20'	5'	10'
Surface discharge effluent line	50'	10'	-	-	5'	-
Effluent receiving trench	75'	25'	15'	10'	5'	10'
Treated effluent discharge point6	50'	10'	-	20'	25'	25'
Class V injection wells7	200' 8	25'	25'	10'	5'	10'

 

Notes:

   1.    These distances have been determined for use in clay, silt and loam soils only. The minimum distances required for use in sand or other types of soil shall be determined for the proposed private sewage disposal system and approved by the department. Approval will be given if the department determines that the soil will provide treatment of the sewage.

   2.    For separation distances to closed loop wells, see 77 Illinois administrative code 920.180.

   3.    See section 905.20(d) for additional details on water line and sewer separation.

   4.    If a common property is used, the boundary of the common property shall be used.

   5.    The building sewer or surface discharge effluent line may be located to within 10 feet of a well or suction line from the pump to the well when cast iron pipe with mechanical joints or schedule 40 PVC pipe with watertight joints is used for the building sewer or surface discharge effluent line.

   6.    Any surface discharging system installed, repaired or renovated after January 1, 2014.

   7.    Class V injection wells are defined in Illinois pollution control board rules. They are typically a shallow well used to place fluids directly below the land surface. See, e.g., 35 Illinois administrative code 704.105, 704.106 and 704.280.

   8.    A lesser separation distance may be obtained with approval or a waiver from IEPA.

   9.    There shall be 25 feet separation from public water supply, water mains and water service lines. The terms public water supply, water main and water service line shall have the same meaning as in the Illinois pollution control board's public water supplies rules. See, e.g., 35 Illinois administrative code 653.118 and 653.119.

   10.    A 10 foot minimum separation is required from any septic component to a drain tile, open ditch, swale, driveway, fence or deck.

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013) (Ord. 15-961, 4-14-2015; amd. Ord. 2015-966, 12-8-2015)

ILLUSTRATION E
SEPTIC TANKS

   Exhibit A: Septic Tank With Slip-In Baffles

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit B: Septic Tank With T-Baffles

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit C: Typical Gas Deflection Devices

(Source: Added at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION F
MINIMUM VOLUMES FOR SEPTIC TANKS SERVING RESIDENTIAL UNITS

 

Number Of Bedrooms	Minimum Liquid Capacity Of Tank (Gallons)	Minimum Liquid Capacity Of Tank (Gallons) When Garbage Grinder Is Used
2 or less	750	1,125
3	1,000	1,500
4	1,250	2,000
5	1,500	2,200
6	1,750	2,600
7	2,000	3,000

 

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION G
INSTRUCTIONS FOR CONDUCTING PERCOLATION TESTS

Percolation tests shall not be made in frozen ground or ground that has been filled in the preceding 12 months. Percolation tests shall be performed in accordance with the following procedures:

      1.   Number And Location Of Percolation Tests: Select an area where the seepage field will be located. When digging the holes, avoid animal burrows, large root channels, etc. At least 3 separate percolation tests shall be performed at the site of each proposed disposal area. The percolation test holes shall be at least 50 feet apart. At least one hole shall be located at the lowest elevation of the proposed absorption field area. The 2 holes with the highest results shall be used to determine percolation rate.

      2.   Depth Of Percolation Test Hole: Dig or bore the holes with horizontal dimensions approximately 4 to 6 inches in diameter to the depth of the proposed seepage field or seepage bed.

      3.   Preparation Of Test Hole:

         a) Carefully pick the bottom and sides of the hole with a knife blade or sharp pointed instrument to remove smeared or smoothed soil and to provide a natural soil interface into which water may percolate.

         b) Remove all loose material from the hole.

         c) Add 2 inches of coarse gravel to protect the bottom from scouring and sediment. A removable hardware cloth screen to line the lower part of the hole also helps prevent sloughing of the hole sides during testing.

      4.   Saturation And Swelling Of Soil: It is important to distinguish between saturation and swelling. Saturation means the void spaces between soil particles are full of water. This can be accomplished in a very short period of time. Swelling is caused by the intrusion of water into the individual soil particle. This is a slow process, especially in a clay type soil and is the reason for requiring a prolonged soaking period.

         a) On the day prior to conducting the percolation test, carefully fill the hole with water and keep it full for at least 4 hours. The percolation test shall be conducted on the day following this presoaking at least 18 hours after presoaking is completed but prior to 30 hours after presoaking is completed. Cover the hole during this 18 - 30 hour waiting period. In sandy soils with greater than 70% sand and less than 15% clay (sand and loamy sand), after the 4 hour presoak, a percolation test may be attempted without the 18 hour waiting period. If the percolation test results are greater than 45 minutes for a 6 inch drop in water, the test must be repeated after the 18 hour waiting period. If the percolation test results are 45 minutes or less, the percolation rate shall be used to size the system.

         b) On the day of conducting the percolation test, carefully fill the hole with water to 12 inches above the gravel.

         c) Allow the water level to drop to a point 6 inches above the gravel. If the water does not fall from 12 inches to 6 inches in 6 hours, the percolation test is terminated and an alternate system is required.

         d) Measure the last 6 inch drop in water level at thirty minute intervals until all the water has seeped away. Warning: Under no conditions shall measurements be taken from water filled to the top of the hole or on water 12 inches deep in the hole. Such results are completely invalid and will not be accepted. Results from the last 6 inches of drop in water are the only results that will be accepted.

      5.   Recording Of Results: Record results of all tests as the total minutes required for the last 6 inches of seepage. If the last 6 inches of water has not seeped away at the end of 6 hours, the soil must be considered unsuitable for seepage field disposal and the appropriate statement marked on the results form. If there is more than a 30 minute difference between the highest 2 percolation tests, use the larger result or perform additional percolation tests.

      6.   Calculating The Percolation Rate: Add the total minutes required for the last 6 inches of water to fall from the 2 holes with the highest result and divide by 2. If the average is less than 60 minutes, use the percolation rate of 60 minutes. If the average is greater than 60 minutes, refer to illustration H of this appendix. Locate in the first column (time (minutes) required for last 6 inches of water to fall) where the highest 2 hole average fits and use the next highest result as the percolation rate for sizing and design. An example of this procedure is as follows: If 3 percolation tests are conducted with results of 120 minutes, 140 minutes, and 155 minutes, the highest 2 hole average would be (140 + 155)/2 or 147.5 minutes. Looking at illustration H of this appendix, the next highest result would be 150 minutes. The 150 minute rate would be used to size and design the subsurface seepage system.

      7.   Distribution Of Results: The results of the percolation tests shall be given to the homeowner and shall be retained by the contractor for at least 5 years. The percolation test data report shall be returned to the appropriate regional office or local authority.

Test Hole:
	Test Hole #1		Test Hole #2		Test Hole #3
Reading #	Time (In Min.)	Water Level (In Inches)	Time (In Min.)	Water Level (In Inches)	Time (In Min.)	Water Level (In Inches)
1	0		0		0
2	30		30		30
3	60		60		60
4	90		90		90
5	120		120		120
6	150		150		150
7	180		180		180
8	210		210		210
9	240		240		240
10	270		270		270
11	300		300		300
12	330		330		330
13	360		360		360

 

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

 ILLUSTRATION H
SUBSURFACE SEEPAGE SYSTEM SIZE DETERMINATION

Exhibit A: Gravel System1,2,3,4

Time (Minutes) Required For Last 6" Of Water To Fall	For Residential Use Required Absorption Area (Sq. Ft./Bedroom)	For Institutional Or Commercial Use Allowable Application Rate (GPD/Sq. Ft.)5	Recommended Depth From Bottom Of The Trench To The Limiting Layer
18 - 60	200	1.0
90	210	0.95	3'
120	235	0.85
150	265	0.75
180	290	0.69
240	320	0.62
300	350	0.57	2'
360	385	0.52

 

Notes:

    1.    Absorption area is figured as trench bottom area in absorption trenches and bottom area in seepage beds.

    2.    Seepage beds require 11/2 times the seepage field absorption area specified.

    3.    Over 360 is unsuitable for subsurface seepage systems.

    4.    Under 18 is unsuitable for subsurface seepage systems.

    5.    Divide the required total gallons per day by this number to get the number of square feet required.

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit B: Gravelless System1,2

Time (Minutes) Required For Last 6" Of Water To Fall	For Residential Use Required Absorption Area (Sq. Ft./Bedroom)		For Institutional Or Commercial Use Allowable Application Rate (GPD/Sq. Ft.)3		Recommended Depth From Bottom Of The Trench To The Limiting Layer
	8"	10"	8"	10"
18 - 60	100	70	2.00	3.00
90	105	70	1.90	2.86	3'
120	120	80	1.66	2.50
150	135	90	1.48	2.22
180	145	100	1.38	2.00
240	160	110	1.25	1.82
300	175	120	1.14	1.66	2'
360	195	130	1.0	1.54

 

Notes:

    1.    Over 360 is unsuitable for subsurface seepage systems.

    2.    Under 18 is unsuitable for subsurface seepage systems.

    3.    Divide the required total gallons per day by this number to get the number of linear feet required.

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION I
SEEPAGE FIELD CONSTRUCTION

Exhibit A: Gravel System

Trench length, maximum length from point of discharge into seepage trench	100'
Trench bottom, minimum width	8"
Trench bottom, maximum width	36"
Trench bottom, minimum depth	18"
Trench bottom, maximum depth	36"
Trench bottom, slope	Level
Distribution line, minimum diameter	4"
Distribution line, minimum earth cover	6"
Distribution line, maximum earth cover	24"
Distribution line, maximum slope	Level

 

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

Exhibit B: Size And Spacing; Gravel System

 

Width Of Trench At Bottom	Minimum Center To Center Spacing Of Distribution Lines	Effective Absorption Area Per Linear Foot Of Trench
8"	6.0'	0.67 sq. ft.
12"	6.0'	1.0 sq. ft.
18"	6.0'	1.5 sq. ft.
24"	6.0'	2.0 sq. ft.
30"	7.5'	2.5 sq. ft.
36"	9.0'	3.0 sq. ft.

 

(Source: Amended at 9 Ill. reg. 20738, effective January 3, 1986)

Exhibit C: Gravelless System

STANDARDS FOR SEEPAGE FIELD CONSTRUCTION (GRAVELLESS)

Trench length, maximum length from point of discharge into system	100'
Trench bottom, minimum width	18"
Trench bottom, maximum width	24"
Trench bottom, minimum depth	18"
Trench bottom, maximum depth	36"
Trench bottom, slope	Level
Distribution line, minimum inside diameter	8"
Distribution line, maximum inside diameter	10"
Distribution line, minimum earth cover	6"
Distribution line, maximum earth cover	24"
Distribution line, maximum slope	Level

 

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

Exhibit D: Spacing - Gravelless And Chamber Systems

SPACING FOR SEEPAGE FIELD CONSTRUCTION (GRAVELLESS AND CHAMBER SYSTEMS)

 

Gravelless And Chamber Dimensions	Minimum Center To Center Spacing Of Distribution Lines
8 inch inside diameter of gravelless pipe system	7.0'
10 inch inside diameter of gravelless pipe system	7.0'
12 inch wide chamber system	7.0'
18 inch wide or wider chamber system	9.0'

 

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

Exhibit E: Chamber Sizing Requirements

Example: Chamber systems shall be sized on the absorption area of the chamber that is equivalent to the bottom area of a gravel system. The equivalent chamber absorption area per linear foot is equal to the average inside width of the chamber times an equivalency factor of 2.5. For example, a chamber that has an average inside width of 1.25 feet provides an equivalent absorption area of 3.125 square feet per linear foot. (1.25 feet times the 2.5 equivalency factor equals 3.125 square feet per linear foot.)

To determine the length of chambers required, first calculate the absorption area required for a gravel system based on illustration H, exhibit A or illustration M, exhibit A of this appendix. Then divide this area by the equivalent chamber absorption area per linear foot. For example, if a 3 bedroom house requires 870 square feet of absorption field and chambers 1.25 feet wide are being used, then the length of chambers needed is 278 feet. (870 square feet divided by 3.125 square feet per linear foot equals 278 feet.)

Chamber systems with an average inside dimension equal to or greater than 20 inches shall not be designed to receive an equivalent absorption area of greater than 54 square feet per linear foot.

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

ILLUSTRATION J
SEPTIC TANK SUBSURFACE SEEPAGE FIELD

   Exhibit A: Plan View - Gravel System

(Source: Amended at 27 Ill. reg. 2431, effective March 15, 1996)

   Exhibit B: Section View - Gravel System

(Source: Amended at 27 Ill. reg. 2431, effective March 15, 1996)

   Exhibit C: Plan View - Gravelless And Chamber System

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

   Exhibit D: Section View - Gravelless And Chamber System

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

ILLUSTRATION K
SERIAL DISTRIBUTION

   Exhibit A: Plan View #1 - Gravel System

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit B: Section View #1 - Gravel System

Note: Invert of the first relief line must be at least 1 inch lower than invert of the septic tank outlets.

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit C: Plan View #2 - Gravel System

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit D: Section View #2 - Gravel System

Note: Differing ground slopes over subsurface disposal fields may require use of various combinations of fittings.

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit E: Plan View #1 - Gravelless System

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit F: Section View #1 - Gravelless System

Note: Invert of the septic tank outlet shall be at least 1 inch higher than the top of the gravelless pipe.

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit G: Plan View #2 - Gravelless System

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit H: Section View #2 - Gravelless System

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION L
SEEPAGE BED

   Exhibit A: Plan View

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit B: Side View

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit C: End View

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

ILLUSTRATION M
SOIL SUITABILITY FOR ON SITE SEWAGE DESIGN

   Exhibit A: Loading Rates In Square Feet Per Bedroom And Gallons/Square Feet/Day

NR = Subsurface disposal system not recommended

Design Group	Soil Group (Most Limiting Layer)	Minimum Separation To Limiting Layer 1	Permeability Range	Size Of System
				Residential Required Absorption (Ft.2/Bedroom)	Institutional/Commercial Allowable Application Rate (GPD/Ft.2)
I	1A	NR	Very rapid	NR	NR
II	2A; 2B; 2K	3 ft.	Rapid	200	1.0
III	3B; 3K	3 ft.	High moderately rapid	220	0.91
IV	3A; 3L; 4D; 4K	3 ft.	Low moderately rapid	240	0.84
V	4A; 4B; 4H; 4L; 5D	3 ft.	Very high moderate	265	0.75
VI	4F; 4M; 5B	3 ft.	High moderate	290	0.69
VII	4N; 5A; 5C; 5H; 5K; 6D	2 ft.	Moderate	325	0.62
VIII	4O; 5E; 5I; 5L; 6A; 6B; 6E; 6H; 6K	2 ft.	Low moderate	385	0.52
IX2	5F; 5M; 6C; 6L; 7D; 7F	2 ft.	High moderately slow	445	0.45
X2	5G; 6F; 6I; 7E; 7C; 7H	2 ft.	Low moderately slow	500	0.40
XI2	5N; 6G; 6J; 6M; 7F; 7I	2 ft.	Slow	740	0.27
XII2	7G; 7J; 7L; 8E; 8I	2 ft.	Very slow	1,000	0.20
XII2	5O; 6N; 6O; 7M; 7N; 7O; 8J; 8M; 8O	NR	NR	NR	0.00
XIII	9	Subsurface disposal not recommended

 

Notes:

   1.    Limiting layers include fragipans; bedrock; compact glacial tills; seasonal high water table or other soil profile features that will materially affect the absorption of liquid from the disposal field.

   2.    Soils in this group are less than the minimum percolation rate established in illustration H of this appendix as suitable for subsurface seepage systems.

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

Exhibit B: Key For Determining Sewage Loading Rates (Gallons/Square Foot/Day)1

Structure And Parent Material

Single Grain; Weak; Platy2

Granular, Angular And Subangular Blocky; Prismatic

Structureless Or Massive

Loess; Outwash; Alluvium; Lacustrine8

Till3

Loess; Outwash; Alluvium; Lacustrine8

Till3

Weak

Moderate; Strong

Strong

Moderate; Strong

Moist consistence

lo vfr fr

vfr fr

fi

vfr

fi

vfr fr

fi

fr

fi

vfi

vfr

fr

fi

vfr fr

fi vfi

Texture

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

1. Fragmental; extreme or very gravelly sand

>1.004

n/a5

n/a

n/a

n/a

n/a

n/a

n/a

n/a

n/a

n/a

n/a

n/a

n/a

n/a

2. Sand; loamy course sand; loamy sand; gravelly sand; coarse sand; gravelly loamy sand

1.00

1.00

n/a

n/a

n/a

n/a

n/a

n/a

n/a

n/a

1.00

n/a

n/a

n/a

n/a

3. Fine sand; loamy fine sand; coarse sandy loam

0.84

0.91

n/a

n/a

n/a

n/a

n/a

n/a

n/a

n/a

0.91

0.84

n/a

n/a

n/a

4. Sandy loam; fine sandy loam; gravelly sandy loam; gravelly loam; gravelly silt loam

0.75

0.75

n/a

0.84

n/a

0.69

n/a

n/a

0.75

n/a

0.84

0.75

0.69

0.62

0.52

5. Loam; silt loam; very fine sandy loam; sandy clay loam; silt; very fine sand; loamy very fine sand; gravelly clay loam

0.62

0.69

0.62

0.75

0.52

0.456

0.406

0.62

0.52

n/a

0.62

0.52

0.456

0.276

N/R7

6. Silty clay loam (<35% c); clay loam (<35% c)

.052

0.52

0.456

0.62

0.52

0.408

0.276

0.52

0.406

0.276

0.52

0.456

0.276

N/R

N/R

7. Silty clay loam (>35% c); clay loam (>35% c)

n/a

n/a

0.406

0.456

0.406

0.276

0.206

0.406

0.276

0.206

n/a

0.206

N/R

N/R

N/R

8. Sandy clay; clay

n/a

n/a

n/a

n/a

0.206,9

n/a

n/a

n/a

0.206,9

N/R

n/a

n/a

N/R

n/a

N/R

9. Organics; fragic; lithic; paralithic

Soil properties have very severe limitations; subsurface disposal not recommended

 

Notes:

    1.   Disturbed soils are highly variable and require special on site investigations.

    2.    Moderate or strong platy structure for the soil textures in groups 4, 5 and 6 have a loading rate of 0.40 g/sq.ft./d. Platy structure having firm or very firm consistency or caused by mechanical compaction has a loading rate of 0.0 g/sq.ft./d.

    3.    Basal glacial tills structured by geogenic processes have the same loading rates as structureless glacial till.

    4.    This soil group is estimated to have very rapid permeability and exceeds the maximum established rate in illustration H, exhibit A of this appendix.

    5.    n/a means not applicable.

    6.    These soil groups are estimated to have moderately slow to very slow permeability and are less than the minimum established rate in illustration H, exhibit A of this appendix.

    7.    N/R means not recommended. These soils have loading rates considered too low for conventional subsurface disposal.

    8.    In some areas, lacustrine material may have physical properties similar to glacial till and should be placed in the glacial till columns.

    9.    Nonswelling (1:1 lattice) clays formed in bedrock residuum have a loading rate of 0.27 g/sq.ft./d. Swelling (2:1 lattice) clays are not recommended for subsurface disposal.

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

ILLUSTRATION N
BURIED SAND FILTER

   Exhibit A: Plan View

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

   Exhibit B: Section View

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

   Exhibit C: End View

(Source: Amended at 37 Ill. reg. 14994, effective August 28, 2013)

ILLUSTRATION O
RECIRCULATING SAND FILTER SYSTEM

   Exhibit A: System Diagram

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit B: Flow Splitter Detail

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION P
RECIRCULATING SAND FILTER SIZING CHART

Number Of Bedrooms	Sewage Flow Per Day (Gal.)	Septic Tank Size (Gal.) No Garbage Grinder	Recirculation Tank Size (Gal.)	Area Of Sand Filter (Sq. Ft.)	Recommended Size Of Sand Filter	Number Of Underdrains	Number Of Distribution Pipes
1	200	750	500	100	10' x 10'	1	3
2	400	750	500	133	11' x 12'	1	3
3	600	1,000	500	200	14' x 14'	1	4
4	800	1,250	500	266	16' x 17'	1	5
5	1,000	1,500	500	333	18' x 19'	2	6
6	1,200	1,750	500	400	20' x 20'	2	6
7	1,400	2,000	500	466	20' x 23'	2	6
8	1,500	2,250	500	500	20' x 25'	2	6

 

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION Q
RECIRCULATING TANK PUMP CONTROL

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION R
WASTE STABILIZATION POND

   Exhibit A: Plan View

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit B: Section View

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit C: Waste Stabilization Pond Surface Area In Square Feet

	With Septic Tank			With Aeration
Depth	3 Feet	4 Feet	5 Feet	3 Feet	4 Feet	5 Feet
Bedrooms:
1	533 1/3	400	320	160	120	96
2	1,067	800	640	320	240	192
3	1,600	1,200	960	480	360	288
4	2,133	1,600	1,280	640	480	384
5	2,667	2,000	1,600	800	600	480
6	3,200	2,400	1,920	960	720	576
7	3,733	2,800	2,240	1,120	840	672

 

(Source: Added at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION S
CHLORINE CONTACT TANK

   Exhibit A: Minimum Required Chlorine Contact Tank Volume

Average Flow Rate (GPD)	Minimum Required Volume (Gallons)
100	30
200	30
300	30
400	30
500	30
600	30
700	36
800	42
900	47
1,000	52
1,100	57
1,200	63
1,300	68
1,400	73
1,500	78

 

   Exhibit B: Chlorine Feeder, Contact Tank, And Sampling Port

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION T
SANITARY AND CONCRETE VAULT PRIVY

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION U
SEPTIC PRIVY DISTRIBUTION SYSTEM

   Exhibit A: Plan View

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit B: Section View

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION V
SANITARY DUMP STATION

   Exhibit A: Section View #1

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit B: Plan View

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

   Exhibit C: Section View #2

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION W
SWIMMING POOL BACKWASH WATER HOLDING TANK

(Source: Amended at 20 Ill. reg. 2431, effective March 15, 1996)

ILLUSTRATION X
ILLINOIS RAISED FILTER BED

   Exhibit A: Sizing Requirements

	Residential		Nonresidential
U.S./Gals	Beds 4 Gal/Sq. Ft. Minimum Sq. Ft.	Suggested Bed Size Minimum	Beds 2.5 Gals/Sq. Ft. Minimum Sq. Ft.	Suggested Bed Size Minimum
300	75 sq. ft.	7'6" x 10'0"	120 sq. ft.	10'0" x 12'0"
450	112.5 sq. ft.	10'0" x 11'3"	180 sq. ft.	12'0" x 15'0"
500	125 sq. ft.	10'0" x 12'6"	200 sq. ft.	12'0" x 17'0"
600	150 sq. ft.	12'0" x 12'6"	240 sq. ft.	15'0" x 16'0"
800	200 sq. ft.	12'0" x 16'8"	320 sq. ft.	16'0" x 20'0"
1,000	250 sq. ft.	12'0" x 21'0"	400 sq. ft.	20'0" x 20'0"
1,100	275 sq. ft.	12'6" x 22'0"	440 sq. ft.	20'0" x 22'0"
1,200	300 sq. ft.	15'0" x 20'0"	480 sq. ft.	20'0" x 24'0"
1,300	325 sq. ft.	15'0" x 22'0"	520 sq. ft.	20'0" x 26'0"
1,400	350 sq. ft.	18'0" x 20'0"	560 sq. ft.	20'0" x 28'0"
1,500	375 sq. ft.	18'0" x 21'0"	600 sq. ft.	20'0" x 30'0"
1,600			640 sq. ft.	2 @ 16'0" x 20'0"
1,700			680 sq. ft.	2 @ 17'0" x 20'0"
1,800			720 sq. ft.	2 @ 18'0" x 20'0"
2,000			800 sq. ft.	2 @ 20'0" x 20'0"
2,100			840 sq. ft.	2 @ 20'0" x 21'0"
2,200			880 sq. ft.	2 @ 20'0" x 22'0"
2,400			960 sq. ft.	2 @ 20'0" x 24'0"
2,500			1,000 sq. ft.	2 @ 20'0" x 25'0"
3,000			1,200 sq. ft.	2 @ 24'0" x 25'0"
12,000			4,800 sq. ft.	8 @ 24'0" x 25'0"

 

(Source: Old illustration X repealed at 9 Ill. reg. 20738, effective January 3, 1986; new illustration X added at 27 Ill. reg. 3074, effective February 10, 2003)

   Exhibit B: Batch Treatment Aeration Tank Design Requirements

(Source: Added at 27 Ill. reg. 3074, effective February 10, 2003)

   Exhibit C: Filter Bed Cross Section

   (Side View)

(Source: Added at 27 Ill. reg. 3074, effective February 10, 2003)

   Exhibit D: Filter Bed Cross Section

   (End View)

(Source: Added at 27 Ill. reg. 3074, effective February 10, 2003)

   Exhibit E: Sizing Requirements

   Using Soils Investigation Information

Design Group	Percolation Rate Equivalent
I	Unsuitable
II	10 minutes/inch
III	15 minutes/inch
IV	20 minutes/inch
V	23 minutes/inch
VI	25 minutes/inch
VII	30 minutes/inch
VIII	35 minutes/inch
IX	40 minutes/inch
X	50 minutes/inch
XI	70 minutes/inch
XII	90 minutes/inch

   

(Source: Added at 27 Ill. reg. 3074, effective February 10, 2003) (Ord. 15-961, 4-14-2015)