State Design Criteria For Wastewater Treatment Systems

                        430990014
 State Design Criteria
            for
Wastewater  Treatment
         Systems
        September 1990
     U.S.
           IL
Office of Municipal Pollution Control
        Office of Water
U.S. Environmental Protection Agency
     Washington, D.C. 20460

-------
                             Disclaimer

EPA has reviewed  the contents of this publication and approved it for
publication.  Approval does not signify that the contents reflect the views or
policies of the U.S. Environmental Protection Agency. The listing of trade
names or programs does not imply endorsement by the Agency.

This report was under EPA contract 68-C8-0022.  Data were  gathered and
entered in  the data  base  used for the  project  by the  EPA Small Flows
Clearinghouse under a grant.

-------
SECTION 1

INTRODUCTION

Background

This report provides a summary of criteria in use in various states for the design of
wastewater treatment plants. It is intended for use by states in reviewing their own design
criteria. Consultants may also be able to use the tables to see how states are approaching
regulation of certain technologies.

The methodology of preparing this report started out with the compilation of regulations
from as many states and counties as possible. The EPA Small Flows Clearinghouse at West
Virginia University gathered the regulatory information and condensed it into tabular form
with comments. The information was then sent back to the states for review, and any
revisions to data or additional comments were incorporated.

In analyzing the data, several states were found that could be combined because they use the
same regulatory criteria for their conventional technologies. Nineteen states use the "10-
State Standard". A list of these states is shown in Table 1-1.

TABLE 1-1

States Using the 10-State Standard
Alaska
Alabama
Delaware
Florida
Georgia
Hawaii
Indiana
Kentucky
Louisiana
Michigan
Mississippi
Missouri
Montana

Nebraska
New York
North Carolina
North Dakota
Ohio
South Carolina

In total, 44 states and 1 territory provided regulatory information concerning conventional
technologies. For on-site systems, 48 states, 2 territories, and 6 counties provided regulatory
guidelines. Due to the large amount of regulatory information that is not key to wastewater
treatment plant design, a data reduction step was used to eliminate those parameters that
are not of prime importance. The scaling down of information was discussed with
experienced professionals in the field of wastewater treatment design. Based upon their
years of experience and sound engineering judgment, the list of regulatory parameters was
condensed significantly to include only the most relevant parameters.

This report's primary goal is to serve as a ready reference that will allow states to review
their own design criteria against those of other states and localities. In no way does this
report constitute a total composite of all states' regulations concerning wastewater
treatment designs; however, this report does constitute a quick reference summary for some
key design parameters.

-------
Updates to these guidelines should be made whenever state's regulations change or other
important design technologies have been developed. All such additions or changes should
be forwarded to the U.S. EPA Office of Municipal Pollution Control for updates.

How to Use the Tables

The summary tables are divided into two parts:

• Parti: Conventional Technologies
• Part 2: On-Site Systems

Within Part 1, Conventional Technologies, there are individual tables for pre-treatment,
primary treatment, secondary treatment (includes trickling filters, activated sludge
processes, and ponds and lagoons), disinfection, and sludge treatment and management.
For Part 2, On-Site Systems, there is a single table for all technologies and parameters.

Each of the tables lists the design criteria in the first two columns and then summarize the
states'/localities' regulations in the following columns. Before each table, there is an
introduction that provides the context for the table and summarizes characteristics
common to many states. The introduction also provides any extra information concerning
the comments that states might have over what will fit easily within a table.

A comment column is provided to indicate comments. In many cases, there is information
in state standards that does not lend itself to portrayal in tabular, numerical format. An
asterisk indicates that a particular state has a comment referring to the individual
parameter. A summary of comments is provided in the two appendices (Appendix A:
Conventional Technologies Comments, Appendix B: On-Site Systems Comments). Note
that in many cases, states have complex tables or formulas in their regulations that could
not be included here. Where absolute accuracy is necessary, reviewers must obtain copies of
state regulations for clarity, additional requirements, and any other possible constraints.

-------
SECTION 2

PARTI. CONVENTIONAL TECHNOLOGIES

This section contains the data summary tables for conventional technologies. Within this
general category are the subcategories of pre-treatment, primary treatment, secondary
treatment (includes attached growth, activated sludge processes, and ponds and lagoons),
disinfection, and sludge treatment and management practices. Each subcategory has its own
table.

PRE-TREATMENT

Table 2-1 presents the summary of state regulatory design criteria for pre-treatment in
wastewater treatment plants. 24 states plus the 10-State Standard States provided data on
regulations that apply to pre-treatment processes; Minnesota and South Dakota reported no
regulations. Major categories of pre-treatment processes consist of bar screens, grit removal
facilities, and flocculation.

The design criteria for bar screens are based primarily on the flow-through velocity and the
spacing of the bars. Flow-through velocity generally ranged from 1 to 3 feet per second
depending upon the type of screen. Bar screen spacing requirements vary with the type of
cleaning system used. Comments on screens vary, with the most frequent comment being
that fine screens should be preceded by a mechanically cleaned coarse screen.

The design criteria for grit removal facilities are limited to a few basic factors depending
upon the type of grit removal facility, e.g., detention time and flow-through velocity for
horizontal flow grit chambers.

Only five states have specific design criteria for flocculation: Arizona, California, Kansas,
Oklahoma, and Pennsylvania. Three states (Connecticut, New Hampshire, and
Pennsylvania) have comments pertaining to the use of flocculation.

-------
Table 2-1   PRE-TREATMENT
TECHNOLOGY
SCREENS

- MECHANICALLY CLEANED
SCREENS

- MANUALLY CLEANED

•MANUALLY CLEANED
COARSE SCREENS
- FNE SCREENS
COMMUTMQ DEVICES

QMT REMOVAL FACIUTIE8
- HORIZONTAL FLOW GRIT
CHAMBER



- AERATED GRIT CHAMBER

FLOCCULATON






PARAMETER

VELOCITY, FT/SEC
VELOCITY, FT/SEC.
BAR SPACING, MCHES
VELOCITY, FT/SEC.
BAR SPACING. NCHES
BAR SPACING, NCHES
SIZE OPENING, NCH
WIDTH OF THE SLOTS. NCH
VELOCITY N THE SCREEN CHAMBER
AT AVERAGE RATE OF FLOW, FT/SEC

NUMBER OF UNITS
INLET ( nils)
FLOW THROUGH VELOCrTY. FTOEC
DETENTION TME, SEC
DEPTH TO WIDTH RATIO
AIR REQUIREMENT,
clnVn of crafflMr ItnQlh

DETENTION PERIOD, MINUTES •
-NORMAL DETENTION PERIOD (mh)
-NEVER LESS THAN (mln)
- FOR BOD REDUCTION (mln)
• IN THE QUICK MIX CHAMBER
PERIPHERAL SPEED OF PADDLES.fcs
10 ST
*
1. 25 -3.0

0.625
1
1-1.75


*

*


1










AZ


1.5-25*
0.625
1(2-4 p.rmittid
1-3

0.005 - 0 1


*


06-13
30-60(p»ak)

3-t

20-60
30

MIN 45
06-3
15
CA


2-3
0.625 • 3

1-2







O.t - 1 2
45 -90
1:1-15
162-4.86


30



12-3
CO
*

MAX.25
0.625
1-2
1-175




*


10










CT



0.625

125-2
4

NOT<0.25*
2
*
1-2

1



*






L


MAX. 2.5
0625

1-175







1










IA

1.25-3

0.625-1.75
MAX 25


0.06


*













KS


MAX.25
0625

1-2





MM 2

05-1

15-2:1
MN.3




MN.45
3

IvE



0625

1.25-2
4

NOT<025
2

1-2

1










M)
•*





1-2.5

055 - .75 *
2-3



1










MA



0625

125-2
4

NOT<0.25
2

1-2

1










MN
























NH
*

MAX 2.5
0625

1 TO 1.75


MN.0.2S*


MM 2

0.8 T0 12



*






NJ
*
S3

< 0.625
1
1 TO 1.5
»1i

NOT<0.25*
NOT<1
*


0.5 TO 1.0










            4 A

-------
PRE-TREATMENT (continued)
TECHNOLOGY
SCREENS

- MECHANICALLY CLEANED
SCREENS

- MANUALLY CLEANED

- MANUALLY CLEANED
COARSE SCREENS
•FNE SCREENS
COMMUTMQ DEVICES

OUT REMOVAL FACILITIES
- HORIZONTAL FLOW GRIT
CHAMBER



- AERATED GRIT CHAMBER

FLOCCULATION






PARAMETER

VELOCITY, FT/SEC
VELOCITY. FT/SEC.
BAR SPACING, NCHES
VELOCITY, FT«EC.
BAR SPACING. NCHES
BAR SPACING, NCHES
SIZEOPENING.NCH
WIDTH OF THE SLOTS, NCH
VELOCITY N THE SCREEN CHAMBER
AT AVERAGE RATE OF FLOW. FT/SEC

NUMBER OF UNITS
INLET ( unto)
FLOW THROUGH vaOCITY. FT/SEC
DETENTION THE, SEC
DEPTH TO WIDTH RATIO
AIR REQUIREMENT,
cfnVIt ol ehambw Imgft

DETENTION PERIOD, MINUTES •
•NORMAL DETENTION PERIOD (mln)
•NEVER LESS THAN (mln)
• FOR BOD REDUCTION (mln)
• IN THE QUICK MIX CHAMBER
PERIPHERAL SPEED OF PADDLES.*)! _
NM

125 TO 3.5



t T0 1.75

*



thtft
•onfMfc

1
30 TOM









OK



0.625

ITOtTS





MM.2

0.6(0 1.3
20(060
0.7-1 (dtp -
- 10-16(1)
3t>5


30
20
mln. 45
05 to 3
151025
PA

125 TO 3.0

0.625

1T01.75

*


*


1



*

30
20
MM.. 45
OS TO 3
15T025
SD
























TN
•*

1.25 T03*
0625

1T02

*
025




1










TX

2 TO 3


*
MN.0.75





MM 2












UT

175T03

0.625 - 1.75

MH1







1










VI


MAX. 2 5
0625
1
1T02





at least 2

1










VA

1 25 TO 3



1 T0 1.75







1


3DS







WA


MAX. 3
MW. 05
1T03
1T015
1.75-2.5
*

MM 2
*


1










wv

125-3

0625-1.75



*


*
MM.2

1










w

1.25 T03

2

1T02


*

*
mhl

1


3 TO 8







WY
*

1.25 T03
05T01.75
1.25T01J5
1 T0 1.75







O.t TO 1 3


0.01 - 0.04







COMM
*

*

*


*
*

*






it






         4 B

-------
PRIMARY TREATMENT

Table 2-2 presents the summary of state regulatory criteria for primary treatment.  Major
categories of primary treatment consist of primary clarifiers and chemical coagulation (in
settling tanks).

All states submitting regulatory information have at least one  regulation concerning the
design of primary clarifiers. Most states specify the same weir loadings for average flow of 1
MGD  or less (maximum  10,000 gallons/day/linear  foot), and  larger  average flows
(maximum 15,000 gallons/day/linear foot). The exceptions are most of the west coast states,
where higher loadings may be allowed.

Only three states submitted regulatory information about settling tanks with chemicals;
Arizona, Washington, -and California.

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Table 2-2   PRIMARY TREATMENT
TECHNOLOGY
CLARIFIERS-PRIMAHY
- MECHANICALLY CLEANED











CHBUCALCOAaUlATHN
• SETTLING TANKS
WITH CHEMICALS




PARAMETER


WEIRLOADNGS,
GAL/DAY/LINEAL FOOT
-FOR AV. FLOWS OF 1 MGD OR LESS
•FOR LARGER AV. ROWS
SURFACE OVERFLOW RATE (SOR)
gil/iq.lVd
(OR SURFACE SETTLING RATE )
-EXCEPT THOSE PRECEDING
ACTIVATED SLUDGE (AS)
PEAK SOR FOR MAX. FLOW
gaWiy/iq.lt
M MM UM DIA OF THE SLUDGE
WITHDRAWAL LINE, NCH
SIDE WATER DEPTH, FT.
LIQUID DEPTH IN FEET-
MIN.SLOPEOF SIDE WALLS
OF SLUDGE HOPPER
MAX.DMENSIONOFTHE
HOPPER BOTTOM. FT

SURFACE LOADING RATE. GPD/SO FT
• • -AVERAGE FLOW
- - - PEAK FLOW
WEIR LOADING RATE, GPD/UN. FT.
DETENTION PERIOD, HOURS
10 ST
*


MAX. 10000
MAX. 15000
MAX 1000













AZ


MAX 15000




700-1000




1.7V.1H


450-1000
500-1600
1000-15000
2-3
CA


10MOk












S25-750
1250-1500


CO





too



7









CT



MAX. 10000
MAX 15000


3000
6
NOT<7


1.7V: 1H






L








MN.e
MN7

1.7V:1H
2






LA



10000
15000
1000

1500

MN.7









KS





MAX. 1000



MM. 8

15V-1H
2






ME



MAX. 10000
MAX. 15000


3000
6
NOT<7


1.7V: 1H






MD


15000


MAX. 800




MN.1








MA



MAX 10000
MAX. 15000


3000
6
NOT<7


1.7V-1H






MN



10000
15000
MAX. 1000

MAX. 1500

MN7

17V:1H
2






NH



MAX. 10000








1.7:1






NJ
*





NOT > 600





17VT01H






           6 A

-------
PRIMARY TREATMENT (continued)
TECHNOLOGY
CLARFIERS-PflMARV
-MECHANICALLY CLEANED

CHEMCAL COAGULATION
- SETTING TANKS
WITH CHEMICALS

PARAMETER

WEIR LOADMGS,
GAL/DAYrtJNEAL FOOT-
•FOR AV. ROWS OF 1 MGD OR LESS
•FOR LARGER AVERAGE ROWS
SURFACE OVERFLOW RATE (SOR),
g«l/iq.lt/d
(OR SURFACE SETTING RATE )
•EXCEPT THOSE PRECEDING
ACTIVATED SLUDGE (AS)
PEAK SOR FOR MAX. FLOW
gal/day/
-------
SECONDARY TREATMENT

Secondary treatment is divided into three tables:

• Attached Growth
• Activated Sludge
• Ponds and Lagoons

Each table is preceded by a discussion of the contents of that table.

Attached Growth

Table 2-3 presents the summary- of state -regulatory design criteria for attached growth
systems in wastewater treatment plants. 23 states plus the 10-State Standard states provided
data on regulations that apply to these types of systems. California, Colorado, and South
Dakota reported no regulations. Major categories of attached growth systems consist of
trickling filters, low rate trickling filters, intermediate rate trickling filters, high rate
trickling filters, roughing filters, rotating biological contactors (RBCs), and activated
biofilters (ABFs). Key parameters relating to the regulation of trickling filters are depth of
the media, sizing of the media, slope, velocity, hydraulic loading rate, organic loading rate,
depth of the filter bed, and BOD removal percentage. Those states reporting regulations for
generic trickling filters, low rate trickling filters, intermediate rate trickling filters, and
roughing filters all generally have the same range of regulations. In the high rate trickling
filters, the states of Iowa, Minnesota, Tennessee, Texas, Washington, and Wisconsin all
have hydraulic loading rates that can exceed 900 gpd/sq. foot; whereas Arizona, Connecticut,
Kansas, Maine, Massachusetts, New Hampshire, New Jersey, Oklahoma, Virginia, and
Wyoming all maintain a level of less than 700 gpd/sq. foot. As expected, the organic
loading rates differ for the same groups of states.
-------
Table 2-3 SECONDARY TREATMENT • ATTACHED GROWTH
TECHNOLOGY
TRtCKUNO FILTERS (TF)

PARAMETER

CAPACITY OF EACH UNIT, MOD
5-DAY BOD REDUCTION N PRIMARY
TREATMBJT,%
ROCK MEDIA :•
-DEPTH OF THE MEDIA, FT
•DEPTH OF THE MANUFACTURED
FILTER, FT
-SENG OF MEDIA
SENG OF MEDIA, % BY WEIGHT-
•PASSING 4.5 INCHES
-RETAINED ON 3 INCHES
-PASSING 2 INCHES
-PASSNG 1 1NCH
MNMUM SEE OF THE MEDIA, NCH
MAXMUM SIZE OF THE MEDIA, NCH
MANUFACTURED MEDIA
UNDERDRANAGE SYSTEM:
AREA OF NLET OPENING INTO
UNDERDRAWS.
-WITH RESPECT TO SURFACE
AREA OF FILTER, %
SLOPE, %
VELOCITY, FT/SEC
FREE BOARD, FT
10 ST
*

s-to

too
95 -100
0-2
0-1

15
MN1
MH2
MN.4
AZ

5-7
5-20

100
95
0-2
0-1
3
5

15
1
MK2

*
MM 5

100
95-100
0-2
0-1

15
1
2

100
95-100
0-2
0-1

MN1
MM 2

30-35

MAX. 30

MM 6
upB22

100
95-100
0-2
0-1

MM. 2
ME

MN5

100
95-100
0-2
0-1

15
1
2

5-t

YES
95

15
1
MM.2

MNS

100
95-100
0-2
0-1

15
1
2

30-35

5-10
10-30

100
95-100
0-2
0-1

MAX. 35

5 TO 10
MAX. 30

100
95 TO 100
OT02
OT01

MN1S
1
MM. 2
MN.0.25
NJ
*

NOT > 35

5 TO 8

stolid paw
4'scfMn

btratahtdcn
2.5'KTMn

MN.15
MK1
2

8 A
-------
SECONDARY TREATMENT • ATTACHED GROWTH (continued)
TECHNOLOGY
TMCXUNQ FILTERS (IF)

PARAMETER

CAPACITY OF EACH UNIT. MGD
5-OAY BOO REDUCTION N PRMARY
TREATMENTS
ROCK MEDIA :-
•DEPTH OF THE MEDIA, FT
•DEPTH OF THE MANUFACTURED
FILTER FT
-SENG OF MEDIA
SEWQ OF MEDIA, % BY WEK3HT-
-PASSINQ 4.5 INCHES
-RETAINED ON 3 INCHES
•PASSING 2 INCHES
'••SSNG1WCH
MNMUM SIZE OF THE MEDIA, NCH
MAXNUM SIZE OF THE MEDIA, NCH
MANUFACTURED MEDIA
UNDERDRAWAGE SYSTEM:
AREA OF NLET OPENING INTO
UNDERDRAINS-
•WITH RESPECT TO SURFACE
AREA OF FILTER, %
SLOPE, %
VELOCITY, FT/SEC
FREEBOARD.FT
NM
*

MM 5

MAX 50
1
MM 2

MM. 5
MM 10

100
S5TOIOO
OT02
OTOt

MH2
PA
*

30 TO 35

5 T0 10
MAX. 30

100
95-100
OT02
01

MN 15
MK1
MM. 2
MN.4
SD

TN
*

30 TO 35

100
90-100
OT02
0
3
S
*

MM 15
1
MM. 2

100
95 to tOO
02
01

5B10
101030

100
95-100
OB 2
OBI

irin.4
VI

100
95-100
OT02
OT01
5
3

MM 15
1
MM 2

MM. 5
MM 10

100
95 TO 100
OT02
OT01
3
5

MINIS
MN1
MM 2
MM. 4
WA

30-35

MM 5
MN.10

100
95 TO 100
OT02
OT01

15
1
2
MN.4
w

MN 5

100
95 to 100
0.2
01

*
5 T0 10

MM. 15

4
COMM
*

8B
-------
SECONDARY TREATMENT - ATTACHED GROWTH (continued)
TECHNOLOGY
- LOW RATE TRICKUNG
FILTER -67

9 A
-------
SECONDARY TREATMENT • ATTACHED GROWTH (continued)
TECHNOLOGY
LOW RATE TRICKLING
FILTER-nck nudli

• NTERMEDIATE RATE
TRICKLNG FILTER

• HIGH RATE TRICKLING FILTER
-•SINGLE STAGE

• ROUGHNG FILTER

PARAMETER

HYDRAULIC LOADING RATE (GPD/SO.FT)
ORGANIC LOADING RATE.
bi.otBOMiiyHOOOdt
DEPTH OF THE FILTER BED, FT
BOD REMOVAL. %

HYDRAULIC LOADNG RATE
GPD/SO.FT/DAY
ORGANIC LOADNG RATE.
b.ofBOO/dqrtOOOcft
DEPTH OF THE FILTER BED. FT
BOD REMVOAL, %

HYDRAULIC LOADNG RATE (GPD/SO.FT)
ORGANIC LOADNG RATE,
bt d BCXVday/1000 eft

HYDRAULIC LOADING RATE,
GPD/SOFT
ORGANIC LOADNG RATE,
tx. ol BOO/1000 cttday
DEPTH OF THE RLTER BED, FT
BOO REMVOAL, %
NM

45 TO 90
5 T0 12

230-190
30.100

23-92
5 TO 25
5 TO 10
10-15

92 TO 230
10B40
4TOI
50-70

230 to 920
2S TO 300

*
13(0-4140
too *
15 TO 40
40 TO 65
TX

25-90
510 25

90-230
151030

230-900
25 to 300

1400-4200
40-65

46-92
9.2 TO 16.4

230-690
27.6 - 75.9

23-92
5 TO 25

92-230
1540

230-920
MAX 300

92
20

253
30

969
60

144-432
10 T0 16

COMM

9B
-------
SECONDARY TREATMENT • ATTACHED GROWTH (continued)
TECHNOLOGY
ROTATING BIOLOGICAL
CONTACTOR (RBC)

• CLARIFIER FOR RBC

ACTIVATED BIOFILTER (ABF)
• ABF TOWER

PARAMETER
ORGANIC LOADING RATE, N TERMS OF
• -tU. BODAtayNOOO iq.lt
• AVERAGE FLOW
--FOR STAGE)
--FOR TOTAL RBC SYSTEM
-PEAK ROW (Stag. 1|
ORGANIC LOADING RATE, N TERMS OF
• »». BOWa«»f1000 iq.lt
•AVERAGE FLOW
-•TOR STAGE 1
•-FOR TOTAL RBC SYSTEM
-PEAK FLOW (Slv1)

OVERFLOW RATE, GPIVSO.FT •
•• AT AVERAGE DESIGN FLOW
- - AT PEAK FLOW
DEPTH, FT
Dipt) of arttdal nwdl In TF porton, FT
HYDRAULIC LOADING RATE.
GPM/SO.FT
ORGANIC LOADING RATE,
b. BOD/I 000 dMay
10 ST

CT
*

MAX 1000
MIN.7

MAX. 1000
MM. 7

10 A
-------
SECONDARY TREATMENT • ATTACHED GROWTH (continued)
TECHNOLOGY
ROTATING HOLOOCM.
CONTACTOR (RBC)

• CURIFIER FOR R8C

ACTIVATED BIOFILTER (ABF)
• ABF TOWER

PARAMETER
ORGANIC LOADMG RATE.N TERMS OF
-bt. BODMay/1000 tq.lt
- -AVERAGE FLOW
•-FOR STAGE)
••FOR TOTAL RBC SYSTEM
•PEAK FLOW (Slag. 1)
ORGANIC LOADNG RATE.N TERMS OF
• •*». ol ml. BOOMiyHOOO iq.lt
•AVERAGE ROW
•-FOR STAGE t
••FOR TOTAL RBC SYSTEM
•PEAK FLOW (Stag. 1|

OVERFLOW RATE. GPWSO.FT -
• • AT AVERAGE DESIGN FLOW
• - AT PEAK FLOW
DEPTH, FT
Dipt) ol uttdat midii In TF pocfcn. FT
HYDRAULIC LOADING RATE.
GPWSQ.R
ORGANIC LOADNG RATE,
b. BOO/1000 drday
NM

1200
MN12

mat. 1200
mh7

PA
*

TN
*
J5T035

7T025
15T055
350
TX

mat. 8

MAX. 5
MAX. 2
MAX. 6

MAX. 2.5
MAX 1.1
MAX. 4

MAX. 700
'1100
10 TO 13

15 TO 55
100-350
wv

140
40

BOO
1200

COMM
*

10B
-------
Activated Sludge

Table 2-4 presents the summary of state regulatory design criteria for activated sludge
systems. 24 states plus the 10-State Standard states reported regulatory data pertaining to
activated sludge systems. California and South Dakota reported no regulations. The two
main regulated components of activated sludge are aeration and secondary settling tanks.
As indicated by the table, design parameters for activated sludge systems are often
dependant upon the specific type of activated sludge system utilized (e.g., high rate,
conventional, step aeration, complete mix, pure oxygen, etc.). Key parameters typically
regulated include aeration time, space loading, MLSS concentration, loading factor, sludge
age, recirculation factor, side water depth, and surface overflow rate.

For those states reporting regulations on aeration equipment and secondary settling tanks,
the regulated values, are usually in the same approximate range. Some values do differ
significantly. For instance, under contact stabilization's sludge age, Arizona's regulations
say 3.5 to 7 days while Iowa states 6 to 15 days.

Only one state, Tennessee, reported regulations for sequencing batch reactors.
11
-------
Table 2-4 SECONDARY TREATMENT - ACTIVATED SLUDGE
TECHNOLOGY
AERATION TANK

• HIGH RATE PROCESS

• CONVENTIONAL

PARAMETER

MAXIMUM CAPACITY OF EACH BASN
FREE BOARD, NCHES
•AT PEAK FLOWS, INCHES
-WITH MECHANICAL AERATORS
NUMBER OF AERATION TANKS
MINWUM D.O. H AERATION TANK, mtfl
LIQUID DEPTH, FEET

AERATION TNE.HRS.-
SPACE LOAD NO.
tt». BODS/1000 CFT/DAY.
MLSS CONCENTRATION, mgfL
LOADNG FACTOR (F/M RATIO),
tor BOMuWLVSS.d
LOADING FACTOR,
IbrBOO/lbrolMLSS.d
SLUDGE AGE, DAYS
•Madman RF

AERATION TIME, HOURS •••
SPACE LOADNG,
to. BOD5/1000 CFT/DAY -
-FOR PURE OXYGEN SYSTEM
-FOR AIR SYSTEM,
IU.BOOS/1000 CFTOJAY
10 ST
*

MM IB

2ormon
2
10-30

40
1000-3000
02-0.5

40
AZ

10-15

0.5-2
100-1000
4000-10000

0.4-1. 5
0.5 -2
i

4- J
35 (20-40)

CO
*
025 MGD

NOTttB

1-3
<100
<1000
0,5-5 0

<40
CT

0.04 MGD

NOT < 18
MM. 3-5
MM. of 4
2
10-20

MIN.19

Multplt
2
MM. 10

35-50

MAX 40

mix 18

MK10

6T08
30-40

0.04 MGD

NOT < 18
MN3T05
MNOF4
2
10 TO 20

MD
*
05MGD
It

1(2 desiratt)

35
MA

0.04 MGD

NOT < 18
MN.3T05
MM. OF 4
2
10 TO 20

100000
MM 18

10 TO 20

4 TO 8
40

40000 gpd
MM. 18

Mufflpto
MM. 2
101015

30
NJ
*

Multyh

10-15

NOT<6
NOT>36

12 A
-------
SECONDARY TREATMENT - ACTIVATED SLUDGE (continued)
TECHNOLOGY
AERATION TANK

• HIGH RATE PROCESS

•CONVENTIONAL

PARAMETER

MAXNUM CAPACITY OF EACH BASN
FREE BOARD. NCHES
• AT PEAK FLOWS, INCHES
•WITH MECHANICAL AERATORS
NUMBER OF AERATION TANKS
MINMUM D.O. N AERATION TANK, mtfL
LIQUID DEPTH FEET

AERATION TNE.HRS.-
SPACE LOAD NO.
*». BODS/1000 CFT/OAY.
MLSS CONCENTRATION, m?L
LOADNO FACTOR (F/M RATIO),
lt». BOMuWLVSS d
LOADING FACTOR,
lb«.BOO*«. olMLSS.d
SLUDGE AGE, DAYS
-MadmunflF

AERATION TIME. HOURS---
SPACE LOAD NG,
Ibr BODS/1000 CFT/DAY •
•FOR PURE OXYGEN SYSTEM
-FOR AIR SYSTEM,
fci.BOD5/100fl CFTrtJAY.
NM

MM. It

20 TO 40

10 T0 15

6 TO 8
30 TO 40

PA
*
50000 gpd. *
irintt

2
10T030

160
40
SD

18B24

multl^e
2(1atp«ak
Dow)
10T030

mhe

5000 CFT
Iria IB

101030

4M6
20B40

2
10 T0 15

75
35

4TO«
20 TO 40

1T03
100-250
6000-JOOO
04 TO 1.5

5 TO 10
0.5

4TOI
20 TO 40

MM. 18

MM. 10

40
w

01MGD
18

MM 10

*
18T036

6T09
MAX 35

COMM
*

128
-------
SECONDARY TREATMENT - ACTIVATED SLUDGE (continued)
TECHNOLOGY

• STEP AERATION

- COMPLETE-MIX

- PURE OXYGEN SYSTEM

PARAMETER
MLSS CONCENTRATION, mgl
MLSS CONCENTRATION
•PURE OXYGEN SYSTEM. mtfL
-AIR SYSTEM, mjl
LOADNG FACTOR (F/M RATIO),
bi.BOO/tt».MLVSS.d
SLUDGE AGE. DAYS
H«drc. Factor- Maximum RF
AERATION TIME, HOURS • • •
SPACE LOADNG,
tt».B005/1000 CFT/DAY
MLSS CONCENTRATION, m?L
LOADNG FACTOR (F/M RATIO),
bf.BOO»t.MLVSS.d
SLUDGE AGE, DAYS
Rtdrc Factor- Maximum RF
AERATION TIME. HOURS ---
MLSS CONCENTRATION, mtfL
LOADNG FACTOR (F/M RATIO),
b.BOD«iMLVSSd
LOADNG FACTOR,
IbrBOOSMOOItaMLSS
SLUDGE AGE, DAYS
Rtdrc. Factor • Maximum RF
AERATION TIME, MRS.
SPACE LOAD NO,
ta.BODS/1000 CFT/DAY.
MLSS CONCENTRATION, myl
LOADNG FACTOR (F/M RATIO),
bfBODlttx.MLVSS.d
SLUDGE AGE. DAYS
Rtdrc. Factor • Maximum RF
10 ST

1000-3000

0.75

40
1000-3000
0.2 • 0.5

0.75

AZ
1 500-3000

3.7-7
OS
2-4
50 (40-60)
2000-3500

3.5-7
075
3-5
3000-6000

50-75
3.5-7
1
1-3
100-250
60oo-eooo

1-2
05
CA

1500-4000

<50
1500-4000
0.2-0.5

30-50

IA
1000-3000

02T005
6 T0 15

MAX. 40
1000-3000
02 TO OS
6 T0 15

1000-3000
05T005

8T015

6TO«
30-50

3 TO 24

5 T0 10

MN
1000-3000

0.2 TO 05

0.75
3T05
40
1000-3000
0.2 TO 0.5

0.75
3T05
1000-3000
02T005

100-250
3000-6000
0 5 TO 1 2

075

0.2 TO 0.5

0.75

13 A
-------
SECONDARY TREATMENT - ACTIVATED SLUDGE (continued)
TECHNOLOGY

• STEP AERATION

•COMPLETE-MIX

•PURE OXYGEN SYSTEM

PARAMETER
MLSS CONCB4TRATION. mgt
MLSS CONCENTRATION
• PURE OXYGEN SYSTEM, myl
•AIR SYSTEM, mgl
LOADNG FACTOR (HM RATIO),
b..BOO/H».MLVSS.d
SLUDGE AGE, DAYS
R«*c. Factor -MadmumRF
AERATION TIME. HOURS •••
SPACE LOADNG,
Ita.BOOVIOOO CFT/DAY.
MLSS CONCBflTRATION, mc/L
LOADNG FACTOR (RM RATIO).
b«.BOWU.MLVSS.d
SLUDGE AGE, DAYS
R»drc Factor -MudmumRF
AERATION TIME, HOURS •••
MLSS CONCENTRATION, mc/L
LOADNG FACTOR (F/M RATIO),
bt.80Dfti.MLVSS.d
LOADING FACTOR,
ta.80D5)100l».MLSS
SLUDGE AGE. DAYS
R»dre. Factor -MaxImmRF
AERATION TIME. HRS.
SPACE LOADNG,
Ita.BODVIOOO CFT/OAY.
MLSS CONCENTRATION, mc/L
LOADNG FACTOR (F/M RATIO).
tn.BODAbt MLVSS.il
SLUDGE AGE, DAYS
R»drc. Facto • Maximum RF
NM
1500-3000

0.2 TO 0.5

OK
>5000

0.75
ITOi
30 TO 50
>5000

0.75

3000-5000
1000-3000

0.75
2

0.75

UT
1500-4000

0 2 10 0.4
4lot
0.75
4101
20 to 40
1500-4000
0.2 U 04
«tot
075
4Ut
1500-4000
021004

4109

VA
1500-4000

02T005
5 T0 15
1

2T05
100 TO 250
4000-8000
0 25 TO 1
5 TO 15
05
WA
1500-3000

02 TO 0.4
5T015
05
3T05
20-60
2000-3500
OJ2T00.8
ST015
0.75
3T05
2000-5000
02-06

5T015
1
1ZT05
100-250
3000-6000
0.5 TO 1 2
8 TO 20

wv
1000-3000
0.2 TO 0.5

075

40
1000-3000
02 TO OS

075

1000-3000
0.2 TO Oi

W
1000-3000

0.2 TO 05

0.75

40
2000-3500
02T005

0.75

3000-5000
0.2 TO 0.6

0,75

WY
1000-3000

6T09
MAX 35
1000-3000

6TOS
1000-3000

COMM

13 B
-------
SECONDARY TREATMENT - ACTIVATED SLUDGE (continued)
TECHNOLOGY
CONTACT • STABILIZATION

• EXTENDED AERATION
(Wdaton Dkdi)

AERATION EQUIPMENT:

•DIFFUSED AIR SYSTEM

PARAMETER
CONTACT AERATION TIME, HOURS. -
REAERATIONTNE,HRS
SPACE LOAD NG,
It*. BOD5/1000 CFT/OAY,
MLSS CONCENTRATION, moA
• CONTACT, mg/t
• REAE RATION. mgIL
LOADNG FACTOR (FVM RATIO),
ta.BOLVtuWLVSSd
SLUDGE AGE DAYS
Radrc. Factor- Maximum RF
AERATION TME, MRS-
LIQUID DEPTH. FEET
MLSS CONCENTRATION, moA
LOADING FACTOR,
fct.BOD5/100lb«.MLSS
SLUDGE AGE, DAYS
Rodrc. Factor- Maximum RF
Air «u«iy ratt ,t».02/1b. BODS M
(•UxotptOO)-
AIR REQUIREMENT,
dm/1000 c» ol *nk
AIR REQUIREMENT,
cfMb. of BOD ramowd
•HIGH RATE
•CONVENTIONAL
-STEP AERATION
•CONTACT STABILIZATION
-EXTENDED AERATION
-KRAUS SYSTEM
-MODIFIED AERATION
-COMPLETE MIX SYSTEM
10 ST

so
1000-3000

0.2 - O.t

3000-5000

15
U (in**
oidtcri)

1500
1500
1500
2000

1000-3000
4000-10000

3.5-7
1
24

2000-4000
5-15
10 or more
1

700-1000
500-700

2100
800
400-600

CO
0.25 TO 0.5
2T06
<75

2000-4000
4000-6000
0.2-0 5

2000-6000

is
20-24

5-10

1500
1500
1500
2000

30-50

MAX 50
1000-3000

0.2 TO 0.6
6 T0 15

3000-5000

20-30

KS
0.5T01
2T06
30 TO 50

24
MM. 3

510100

1000
1000
1500
2000

1500
ME

15
20- 24

5 T0 10

1500
1500
1500
2000

15
20 -24

5 T0 10

1500
1500
1500
2000

MN
05T01.5
3TO«
50

1000-3000
02T006

3000-5000

20 TO 30

15
20 TO 24

400-1SOO
1200-1500
1200-1500
1200-1500
1500-2000

1000*

14 A
-------
SECONDARY TREATMENT - ACTIVATED SLUDGE (continued)
TECHNOLOGY
- CONTACT • STABILIZATION

• EXTENDED AERATION
(CMdafcnDteh)

AERATION EQUIPMENT:

•DIFFUSED AIR SYSTEM

PARAMETER
CONTACT AERATION TIME. HOURS. •
REAERATONTME,HRS.
SPACE IOADWG,
Ibt. BODS/1000 CTOAY.
MISS CONCENTRATION, mjfL
- CONTACT, mj/L
• REAE RATION, m»l
LOADNQ FACTOR (F/M RATIO),
bs.BOO/lln.MLVSS.d
SLUDGE AGE, DAYS
R«drc.F«ct»-M«dniumRF
AERATION TME. MRS •
LIQUID DEPTH, FEET
MLSS CONCENTRATION, mtfL
LOADING FACTOR,
U.BOD5/100 U.MLSS
SLUDGE AGE, DAYS
R»drc. Factor- Maximum RF
Ak supply rib Jta.02/lb. BODS M
(riwcifXOD)-
AIR REQUIREMENT,
dnVtOOOcltofW*
AIR REQUIREMENT,
cWfcofBODrwwwd
-HIGH RATE
•CONVENTIONAL
-STEP AERATION
-CONTACT STABILIZATION
-EXTENDED AERATION
-KRAUS SYSTEM
•MODIFIED AERATION
-COMPLETE MIX SYSTEM
MM

3000-6000

>5000
5 T0 10

IS
1.1

1500

PA
s

60
1000-3000

oiTooe

24
MAX 10
3000-5000

IS
1.1

MN 1500
MM. 1500
MN 1500
MIN. 2000

400-1500
1500
1500
1500
2100

1800

1800
2850

1600
UT
tt>3
3106
50
2000-4000

0.2 BOS
31910

2000-6000

VA
05T01.5
3T06
30 TO 50

1000-3000
3000-8000
0.2 TO 06
5 TO 15
1
24

2000-6000

20 TO 30
15
MN.1.1
20 TO 30

1500
1500
1500
2100

1500
WA
0.5 TO 1.5
3 TO 6
30-75

1000-4000
4000-10000
02 TO 0.6
5TOt5
1
10-24

2000-6000

10 TO 30
IS

400-1500
MN. 1500
MN 1500
MIN 1500
MIN 2100

so
1000-3000

02 TO 0.6

3000-5000

IS
1.1

400-1500
1500
1500
1500
2600

1000-3000
4000-10000
0.2 TO 0.6

3000-5000

02
1.1

WY
0.5 TO 3
MN.6
SO

1000-3000
5000-10000

MN.16

1000-3000

COMM

-------
mcMirviem - AUIIVAICU bLuuut (continued)
TECHNOLOGY
SECONDARY
SETTLING TANK (SST)

• SST FOR CONVENTIONAL
HIGH RATE. STEP AERATION.
CONTACT STABILIZATION,
EXTENDED AERATION, *
HIGH PURITY 02 SYSTEM
PARAMETER
NUMBER OF UNITS
SCUM REMOVAL
WEIRLOADNG
• tor awtigt lows, gaWfl
•tor l«rg« mragt Horn, gd/dtt
VELOCITY IN WEIR TROUGH, FT«EC
FREE BOARD, INCH
SIDE WATER DEPTH, FT.-
fantear9imMn.fi
-For drohr Unto:
-UptoioUfltMN • 40 (Ml
-40to70h«t
•71 to 100
- 101 B 140
•Gn«hr ton 140 M
-FOR FLOW 2 MGD AND LESS
•FOR FLOW OVER 2 MGD
SURFACE SETTLING RATE. gpoVtq ft-
•FOR FLOW 2 MGD AND LESS
-FOR FLOW OVER 2 MGD
AVERAGE SOUOS LOADING RATE,
It*. tohk/oViq.r)
PEAK HOURLY SOUOS LOADING RATE,
Ibt/oViq.t
MNMUM DETENTION TME, HRS:
Fordislgnllowi -UPTOO.SMGD
-OSTOI.SMGD
•1.5 MGD AND UP
AV. SURFACE OVERFLOW RATE.
9afoViq.lt.
10 ST

not > 10000
not> 15000
MN1
MM 12
MK12

AZ
*

10000
8000-15000

3-4
2.5-4
2-3.6

CO
*

*
not > 20000

MN.10

3-4
25-36
2-3

CT
it

10
It
12
13
14
IS

200-800
L
MULTIPLE

20000
loK.lmgd
30000
toolmgd

MM. 12

tooo
(p«* hourly)

MAX. SO

IA
*

12 *

X
SO

MN.10

3-35
25-3
2-25

10
11
12
13
14
15

200-800
MD

10
11
12
13
14
15

200-800
MN

10000
15000

10T012

3-4
2 5-3.6
2-3

8T010
10 T0 12

600
1000

15A
-------
SECONDARY TREATMENT - ACTIVATED SLUDGE (continued)
TECHNOLOGY
SECONDARY
SETTLING TANK (SST)

•SST FOR CONVENTIONAL,
HIGH RATE, STEP AERATION,
CONTACT STABILIZATION,
EXTENDED AERATION. *
HIGH PURITY O2 SYSTEM

PARAMETER
NUMBER OF UNITS
SCUM REMOVAL
WEIRLOADNG
• lor avtragt lows, g**(l.
• lot Itrgw avwag* Itom, gd/dffl
VELOCITY IN WEIfl TROUGH, FT/SEC
FREE BOARD. INCH
SIDE WATER DEPTH, FT.-
•Fof rMtmgite tmk». FT
•Focdicutartnb:
•Up to a d«ntlw • 40lMt
•40b70bM
•71 ID 100
•101*140
-GrMtwtunMOtot
-FOR FLOW 2 MGD AND LESS
•FOR aOW OVER 2 MGD
SURFACE SETTLINQ RATE, gpd/iq.fl-
•FOnaOW2MGDANDLESS
•FOR ROW OVER 2 MGD
AVERAGE SOLIDS LOADING RATE,
KM. SOMS/cytt^.tt
PEAK HOURLY SOUDS LOADING RATE,
ItatWtq.ft
MMWUM OETENDON TME. HRS:
Fcrdtslgnltowt -UPT00.5MGD
•OJT01JMGD
•1.5MGDANDUP
AV. SURFACE OVERFLOW RATE,
gaWsq It.

10000
15000
1

11*112

1-4

irtn.12

200-800

500-800

15000
MM1
MM. 12

MM 12

11
12
13
14
15

800

400-800
15B
TX

1.3-22

400-700

MM 12

MN.8

MAX. 800

10000
15000

MM. 12

000-1200

12T013
13 T0 14
15T016
15 TO 20
20

10000

600-1200

28
SO

COMM
*

-------
SECONDARY TREATMENT - ACTIVATED SLUDGE (continued)
TECHNOLOGY

SEQUBKOM BATCH
REACTOR
PARAMETER
F«d»lgrilowiuplo-0.5MGD
•0.5TOI5MGD
•1.5MGDANOUP
PEAK SOR, aalAHq.R •
Fotlkm -UPT00.5MGD
•OiTOIiMGO
•ISMGDANDUP
AV. SOUDS LOADING RATE,
g«dte).lt
AV. SOUDS LOADING RATE,
b. lolidi/day/iq ft •
PEAK SOUDS LOADNQ RATE,
g*(t«q.n
PEAK SOUDS LOADNQ RATE,
b. uMt/dayfeq.!)

10 ST

MAX. 1200

AZ
440-600
700
800
1000

CO
300-600
600-700
700-800

600-1200

1-30

30-50

1000-1200

KS
600
700
800

5000
10000
15000

600-1200

1-30

30-50

600-1200

1-30

30-50

1000-1200

NH
300-700
600-700
700-800
MAX. 1400

16 A
-------
SECONDARY TREATMENT - ACTIVATED SLUDGE (continued)
TECHNOLOGY

SEQUENCING BATCH
REACTOR
PARAMETER
F« dMlgn Hoot uptt) - 0.5 MOO
-0.5TO15MGD
•1.5MGDANDUP
PEAK SOR, galfthq.ft •
For torn -UPT00.5MGD
•OST01SMGD
•1SMGDANOUP
AV. SOUDS LOADING RATE,
g**«q.1
AV. SOLIDS LOADING RATE,
b. Mndfday/iq.n •
PEAK SOLIDS LOAD NO RATE
gsWiq.n
PEAK SOUDS LOADNG RATE,
b. >oMi/day«q.«

1000-1200

800-1200

20-35

1000-1200

30-40

TN
600
600
too
1000-1200

25-30
30-35
SO
50
*
TX

BOO- 14 00

1000-1200

4 8-24

336

WA
200-600
300-700
400-800

900-1000
1000-1200
1200

1000-1200

286-336

4»

COMM

*
16B
-------
Ponds and Lagoons

Table 2-5 presents the summary of state regulatory design criteria for pond and lagoon
systems. 22 states plus the 10-State Standard states provided data on regulations that apply
to pond and lagoon systems. Arizona, California, Minnesota, and New Jersey reported no
regulations. Major categories of ponds and lagoons consist of stabilization ponds
(subcategorized into primary cells and total pond), aerated ponds systems, and aerated
facultative lagoons. Key parameters typically regulated consist of surface loading rate,
design loading, water depth, detention time, and the physical dimension of the pond and
dike.

For those states reporting regulations concerning stabilization ponds, most states have the
same design parameters. The only parameter that varies significantly is the length to width
ratio (New Mexico = 3:1, Virginia •= 10:1).

For those states reporting regulations concerning aerated ponds systems, most states
regulate the minimum dissolved oxygen, total detention time, and water depth. The only
major difference between states is between Colorado and other reporting states on the
parameter of total detention time. Colorado regulates detention time from 10 to 25 days,
whereas other states (e.g., Maine) require 0.5 to 5 days.
17
-------
Table 2-5 SECONDARY TREATMENT • PONDS AND LAGOONS
TECHNOLOGY
-LAGOONS

- STABILIZATION PONDS (SP)

• SP-PRMARY CELLS

• SP • TOTAL POND

PARAMETER

NO. OF PONDS
DBTNCE FROM HABITATION, MILE
DISTANCE BETWEEN BOTTOM OF
POND AND MAXNUM GROUND
WATER LEVEL. FEET
FREE BOARD. FEET
CAPACITY •
•-MN. AREA. ACRE
••MAX AREA. ACRE
SURFACE LOADING RATE,
b of BODS/1000 tq.ttd
DESIGN LOADING, tit. BOD/K-ftttay
DEPTH, FT
MNIMUM STORAGE TIME, DAYS

DESIGN LOADING, to. BOD/K-Mhy
LENGTH TO WIDTH RATIO,
MNMUM WATER DEPTH, FT.
MAXMUM WATER DEPTH, FT.
MNMUM FREE BOARD, FT
DETENTION TIME, DAYS
TOP WIDTH OF THE DIKE, FT.
DIKE SLOPES-
-VERTICALLY, NOT STEEPER THAN
|irmw S ouW)
-VERTICALLY, NOT FLATTER THAN
fkmr)
EXTERIOR SLOPES
10 ST

MM. 0-25
MM. 4
3*

034 - O.J

2
6

1V:3H
1 V-4H

MAX 05

not>3

5
3
IN
MM.8

3-1
6-1

0.604

3
5
2

MN12

3-1

MIN 2 - 1
L
*
MM 2

MM 3

301
2
nol<5

MM.8

IV. 3H
IV 4H

MM. 2

046 TO 056

MAX 6
30

0575
NOTx)
2

2
180
MN. 6

3H-1 V
4H IV

0.782
68.4-136.6
(anawoUc)
uptoS
(ariMfobio
10to20)
120(>5
dayitot
anasrobtc)

35:1{ouler)
25 1

0.604

3
S
2

MM. 12

3T01

WIN 2 TO 1
MD

tacit/200
populafon

0.164

3
S

MM 60
to
3.t TO 4 1

0.804

3
5
2

MN.12

3T01

MIN 2T01
MN

034 TO 08

3
5
3

11*1.8

3H 1
4H I

ISA
-------
SECONDARY TREATMENT - PONDS AND LAGOONS (continued)
TECHNOLOGY
•LAGOONS

• STABILIZATION PONDS (SP)

• SP-PRIMARY CELLS

• SP - TOTAL POND

PARAMETER

NO. OF PONDS
D6TNCE FROM HABITATION. MILE
DISTANCE BETWEEN BOTTOM OF
POND AND MAXMIM GROUND
WATER LEVEL. FEET
FREE BOARD, FEET
CAPACITY -
-•MM. AREA, ACRE
-MAX AREA. ACRE
SURFACE LOADING RATE
bo! BODS/1000 iq.fW
DESIGN LOADING, b*. BOD/w-ftttay
DEPTH, FT
MNIMUM STORAGE TIME, DAYS

DESIGN LOADING, t». BOD/ac-fKday
LENGTH TO WIDTH RATIO,
MNNLN WATER DEPTH, FT.
MAXNUM WATER DEPTH, FT.
MNWUM FREE BOARD, FT
DETENTION TIME, DAYS
TOP WIDTH OF THE DIKE, FT.
DIKE SLOPES-
•VERTICALLY. NOT STEEPER THAN
(inwloukf)
•VERTICALLY. NOT FLATTER THAN
(Irrw)
EXTERIOR SLOPES
NM

mh.2

3.41
3
5
3

MN.4
3

MN.8

1V:3H
1 V:4H

Mai 40 an«
per pond.
Pondiyimln
3nDsB
facflltali

0.34 TO O.I

3
90-120*
10

3H.1V
4H-1V

multlpto
O.Sfmln .25)
rn'm. 4(10
abovt rodi)
mh.3

MAX. 0 69

5
tao

2
6

mha

1V:3H
IV 6H

MM 3

n*\1

O.S
40

MAX. SO
MAX 6*

MAX. 30
NOT>3

MM. 12

3H.1V-lnnw

multiplt

203

mw.75

n«m. 3 B 5

n*i10

1V:3H

t-4

04 TO 0.8

3
12
-------
SECONDARY TREATMENT - PONDS AND LAGOONS (continued)
TECHNOLOGY
PARAMETER
AERATED POND SYSTEM (APS)

APS-ADOITONAL POND

AERATED FACULTATIVE
LAOOON

SURFACE LOADING RATE,
to. BODS/Mtt-fooKlay
VOLUMETRIC LOADNG RATE,
Ite. BODS/1000 eft
MN. D.O. TO BE MAINTANED. m#L
TOTAL DETENTION TME (HRT), DAYS
WATER DEPTH, FT-
-MMMUM WATER DEPTH, FT
•NORMAL WATER DEPTH, FT
LENGTH TO WIDTH RATIO
MN. NUMBER OF CELLS REQUIRED
MAX. SIZE OF A POND. ACRES
MIN. NUMBER OF SETTLING BASNS
DETENTION PERIOD, DAYS

DETENTION TIME (HRT), DAYS
ORGANIC LOADNG,
In. of BODS/1000 eft
VOLUME FOR SLUDGE STORAGE, %
WATER DEPTH. FT.
FREE BOARD. FT
OXYGEN REQUIREMENT,
UofOM>.ol80D5«ppl«d
MNMUMD.O. LEVEL, mtf.
10 ST

*
2
10-15

3
40

CA
*

2
10-25

2-5

CT
*

2
0.5 • 5.0
10-15

20-30

2-3
2
L

Max. 0.5 br
1st nl

IA
*

10 T0 15
MN2
MN.2
2
KS

upt) 30

IBS

10T012

51020
OS

5 TO 12

2
05T050
10 TO 15

20-30

2T03
2
MD

MM JO
0.46

MAX IS
1-4

2
0.5 TO 5.0
10T015

20-30

2 TO 3
2
MN
*

ISO
075
2

10
15

19 A
-------
SECONDARY TREATMENT • PONDS AND LAGOONS (continued)
TECHNOLOGY
PARAMETER

AERATED POND SYSTEM (APS)

- APS-ADOmONAL POND

AERATED FACULTATIVE
LAOOON

SURFACE LOADING RATE.
lot. BOOSfen-fooVday
VOLUMETRIC LOADHG RATE.
Ibt. BODS/1 000 eft
MM. D.O. TO BE MAINTANED. mtf L
TOTAL DETENTION TME (HRT), DAYS
WATER DEPTH, FT-
•MMMUM WATER DEPTH. FT.-
FORMAL WATER DEPTH, FT-
LENGTH TO WIDTH RATIO
MN. NUMBER OF CELLS REQUIRED
MAX. SIZE OF A POND, ACRES
MIN. NUMBER OF SETTLNG BASNS
DETENTION PERIOD. DAYS

DETENTION TIME (HRT), DAYS
ORGANIC LOADNG,
U.ol BOOS/1000 eft
VOLUME FOR SLUDGE STORAGE, %
WATER DEPTH. FT.
FREE BOARD. FT
OXYGEN REQUIREMENT.
bt 0(02*. of BODS an*«d
MMWUM D.O. LEVEL, m^L
NM

MM2

10 TO 15
3

NOT>3

min. 2ponds

6T015

6TOI5

«
MAX 15

MAX 10

4 T0 15

1T015

COMM

19B
-------
DISINFECTION

Table 2-6 presents the summary of state regulatory design criteria for disinfection. 22 states
reported regulatory data pertaining to disinfection. The 10-State Standard states and
California, Minnesota, South Dakota, and West Virginia reported no regulations. The sole
disinfection category considered is chlorination. Key parameters typically regulated consist
of contact time and dosing capacity for a multitude of conditions (e.g., raw sewage, primary
sedimentation effluent, trickling filter plant effluent, etc.). For those states that regulate the
same parameters, there is close consensus on values.
20
-------
Table 2-6 DISINFECTION
TECHNOLOGY
CHLORWATtON

PARAMETER
CONTACT TME AT DESIGN ROW, MIN
CONTACT TIME AT PEAK HOURLY
FLOW, MM
FREE CHLORNE RESIDUAL N
FNAL EFRUENT, PPM
DOSING CAPACITY
(BASED ON DESIGN AV. FLOW). PPM
•FOR RAW SEWAGE
• FOR PRMARY SEDIMENTATION
EFFLUENT
- FOR TRCKLNG FLITER PUNT
EFFLUENT (TFE)
• FOR TFE t STABIUZATION PLANT
EFRUENT
• FOR WASTE STABIUZATION POND
• FOR ACTIVATED SLUDGE PLANT
EFRUENT
• FOR ACTIVATED SLUDGE RETURN
- FOR SAND FILTER EFRUFJ4T
• FOR TERTIARY FILTRATION
EFRUENT
•FOR NITRIFIED EFRUENT
-FOR STABILIZATION POND
EFRUENT
-FOR PHYSICAL CHEM EFRUENT
DOSING CAPACITY
(BASED ON PEAK ROW), PPM
•FOR RAW SEWAGE
• FOR PRMARY SEDIMENTATION
EFRUENT
• FOR TRICKLNG FLTTER PLANT
EFFLUENT (TFE)
10 ST

CO
*
30

CT
*
15*

MN.15

20
10

CWchwn-4

K
10

s
6

KS
MM. 30
MIN. 15
MAX 05

MIN. 30

MN.15

NJ
MM. 30
NOT<20
2

30
20
15

21 A
-------
DISINFECTION (continued)
TECHNOLOGY
CHLORMATON

PARAMETER
CONTACT TWE AT DESIGN ROW. MIN.
CONTACT TIME AT PEAK HOURLY
FLOW, MM
FREE CHLORNE RESIDUAL M
FWAL EFFLUENT, PPM
DOSING CAPACITY
(BASED ON DESIGN AV. FLOW), PPM
-FOR RAW SEWAGE
• FOR PRNARY SEDIMENTATION
EFFLUENT
• FORTRCKLNG FUTER PUNT
EFFLUENT (TFE)
- FOR TFE t STABILIZATION PLANT
EFFLUENT
• FDR WASTE STABILIZATION POND
• FOR ACTIVATED SLUDGE PLANT
EFFLUENT
- FOR ACTIVATED SLUDGE RETURN
• FOR SAND FILTER EFFLUENT
• FOR TERTIARY FILTRATION
EFFLUFM
•FOR NITRIFIED EFFLUENT
• FOR STABILIZATION POND
EFFLUENT
• FOR PHYSICAL CHEM EFFLUENT
DOSING CAPACITY
(BASED ON PEAK FLOW). PPM
•FOR RAW SEWAGE
- FOR PRMARY SEDIMENTATION
EFFLUENT
- FORTRICKLNG FUTER PLANT
EFFLUENT (TFE)
NM

MH15

«
6

PA
30
IS

15
is
1

6
6

TN
irin 30
nh.15

20-25

3 TO 15

2TO«
5 TO 10

1T06
2T06
upto3S

UT
60
X

20 TO 25
15

8
6

VA
30
20

WA
MIN. 60
MN. 20

20-25
5 TO 20
6 T0 15
wv

w
60
30

COMM
*

21 B
-------
SLUDGE TREATMENT AND MANAGEMENT

Table 2-7 presents the summary of state regulatory design criteria for sludge treatment and
management. 22 states plus the 10-State Standard states provided data on regulations that
apply to sludge treatment and management. Major categories consist of Imhoff tanks,
anaerobic digestion, aerobic digestion, heat conditioning, composting, sludge thickening
(gravity thickening and dissolved air flotation), and sludge dewatering (vacuum filtration,
sludge drying and incineration, sludge drying beds, and shallow sludge lagoons). Key
parameters typically regulated include solids loading rate, side water depth, and physical
dimensions of a specific technology.

For those states reporting regulations concerning anaerobic digestion, most states specify the
number of units required (usually multiple), volatile matter in digested sludge (usually 40-
50%), loading rate, side water.depth,-and bottom slopes of the tanks (all reporting states
have the same slopes). The only parameter with a slight discrepancy between states is the
loading rates associated with completely mixed and moderately mixed systems.

For those states with regulations concerning aerobic digestion, most states report on the
number of units required (usually multiple), volatile solids loading (usually the maximum
being TOO pounds/1000 eft/day), solids retention time, the minimum dissolved oxygen to be
maintained, and an oxygen requirement (usually minimum of 30 cfm of O2/1000 eft of
tank). The major discrepancies between states are located in the volatile solids loading rate.
Tennessee and Virginia both range the loading rate from 100 to 200 lbs/1000 eft/day, while
the rest of the states reporting regulations limit the rate to 100 lbs/1000 eft/day.

Only four states reported regulations on heat conditioning: Arizona, Connecticut, Maine,
and Massachusetts. Connecticut, Maine, and Massachusetts all report the same regulations
for the temperature of the liquid sludge (300-500°F), and pressure (150-400 psi). Arizona
limits the temperature to 65-350°F and the pressure to 120-350 psi.

For those states reporting regulations concerning gravity thickening, most states limit the
solids loading rate for the different types of sludge, the hydraulic loading, and the side water
depth. All reporting states are in close agreement.

For those states reporting regulations concerning dissolved air flotation, most states specify
the solids loading rate, the hydraulic loading, and the percentage of floatable solids. All
reporting states are in close agreement.

The subtopic of sludge dewatering is broken down further into four groups: vacuum
filtration, sludge drying and incineration, sludge drying beds, and shallow (sludge) lagoons.

Six states report regulations concerning vacuum filtration (Connecticut, Maine,
Massachusetts, New Hampshire, Pennsylvania, and Virginia). Connecticut, Maine,
Massachusetts, Pennsylvania, and Virginia all report regulations concerning the rate of
filtration. Connecticut, Maine, and Massachusetts all list the same requirements for the
same parameters within fresh solids and digested solids (from primary treatment, primary
22
-------
& trickling filter, and primary & activated sludge). Virginia only reported on regulations
for fresh solids from the same three parameters as the previous states. New Hampshire's
only reported regulation concerning vacuum filtration is the capacity of sludge holding
tanks.

For those states reporting regulations on sludge drying beds, most states specify the area
consideration, and the specific dimensions and components of the bed. The parameter of
area consideration (or area requirements) is broken down further into many types of beds
and sludges that are regulated usually by only one or two states for a specific sludge or bed
type. Concerning the specific dimensions and components of the beds, most reporting states
agree with each other in their individual regulations.

Three states reported regulations concerning shallow (sludge) lagoons, Iowa, Maryland, and
Oklahoma. All regulations are printed in the comment section of the table. Each state
regulates a different aspect of shallow lagoons.
23
-------
Table 2-7 SLUDGE TREATMENT AND MANAGEMENT
TECHNOLOGY
IMHOfF TANKS
AN AERO WC DIGESTION

PARAMETER

MNMUMNO.OFUNITS
VOLATILE MATTER IN
DIGESTED SLUDGE, %
CAPACITY, MIN. CFT/CAPITA
•FOR PRIMARY * STANDARD RLTER
• MODERATELY MIXED SYSTEM
• COMPLETELY MIXED SYSTEM
• FOR PRMARY*HIGH RATE FILTER
• FOR CHEMICAL COAGULATION
•FOR ACTIVATED SLUDGE
• FOR ACTIVATED SLUDGE,
HEATED
-FOR ACTIVATED SLUDGE,
UNHEATED
• FOR PRNARY t ACT. SLUDGE
• • MODERATELY MIXED SYSTEM
• - COMPLETELY MIXED SYSTEM
LOADNGRATE,
fn ol wHallt ioftJt/1000 cftday:
-FOR COMPLETELY MIXED SYSTEM
•FOR MODERATELY MIXED SYSTEM
LOAD WQ RATE,
Ita VS dMtopd/cftAty
• cOfflpMMy HMM
-ufwnhwd
SIDE WATER DEPTH, FT
skfe water dopti for 60 It dla. dlg«t«r
skte «al« deph In 100 ft dia. digsstsr
FREE BOARD, FT
10 ST

*
40-50

to
40

MIN 20

MAX. 80
MAX. 40

01-02
0.02-005

40-50

120
40

MM. 20

*
MuWpto
40-50

MAX. 80
MAX. 40

MM 20

MJIpU
40-50

max 80
ma 40

rtwi 20

MUflpto

4 TO 5
2.7 TO 3.3

4 TO 6
2.7 TO 4

100-400
40-100

nwi 6

40-50

120
40

MIN 20

1/1 MOD

5 TO 6
8T012

90
MAX 40

IT02
MA

40-50

120
40

MM. 20

UMfli

5
6
6

max. 30
400

NJ
*

20RMORE*

2.5 TO 3

3T04
4 TO 6
4 TO 6

24 A
-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY
IMHOFF TANKS
ANAEROBIC DBESTION

PARAMETER

MNMUMNO.OFUNITS
VOLATILE MATTER IN
DIGESTED SLUDGE, X
CAPACITY, MIN. CFT/CAPITA
•FOR PRIMARY * STANDARD FILTER
• MODERATELY MIXED SYSTEM
• COMPLETELY MIXED SYSTEM
• FOR PRMARY+HK3H RATE FILTER
• FOR CHEMCAL COAGULATION
•FOR ACTIVATED SLUDGE
•FOR ACTIVATED SLUDGE,
HEATED
•FOR ACTIVATED SLUDGE,
UNHEATED
- FOR PRMARY « ACT. SLUDGE
• • MODERATELY MIXED SYSTEM
• • COMPLETELY MIXED SYSTEM
LOADNG RATE,
lb« of volant «olldiWOO cWday:
- FOR COMPLETRYMIXED SYSTEM
• FOR MODERATELY MIXED SYSTEM
LOAOMQ RATE,
Ibi VS dM»oy*oVcfl/dar
•Mmpto«i»n*<«d
• innhwd
SIDE WATER DEPTH, FT
sid« warn depti lor 60 ft dia. (*g«sl«
sid» water deph tor 100 It dia. digest*
FREE BOARD, FT
NM

mulllplt

min. 20

muWpl.

5(h««l»d.<)

S3
(htakd . 4)

4
1

mai.tO
max. 40

min. 20

*
40 TO 50

MAX 100
MAX. SO

MIN 20

mulllplo

4TOS
Z. 7-3.3

4 TO 6
2.7 TO 4

1SO-400
UPTO 40

1/2 the da
1/3ir»dia

29.S crVlb
BOO/day
440 cfVlfa
BOD/day

multplt

120
40

mm. 20

multiple

4 TO 6

multlpl<

MAX 200
MAX 40

mK6

mullplt

mat 90
max 40

mn to

BO
40

MIN. 20

2ormor«

300(heal«l)
100|h«at>d)

COMM
*
*
*

-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY

AEROBC OtOESTION

HEAT CONDI TONING

COMPOSTING
SLUDGE THICK B* NO
PARAMETER
BOTTOM SLOPES OF THE TANKS:
-w/sud)on iMchantein to
wtitidraml of iludgt
-<*«(• *«jj« It r»mov»d by gr«v»ty1
MM 30

MM. 1 T0 12
1T04

100

20
20
15
1T02
30
300-500
150-400

1-04

25 A
-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY

AEROBIC (ME*TION

HEAT CON DtTKJNWO

coNPoernw
SLUDGE THICK BIINO
PARAMETER

BOTTOM SLOPES Of THE TANKS:
-w/suctten nttctanhfli ta
withdrawal ol«lud9«
-wtw « tludgt It rmmd by yavtty aforw
DETENTION TIME, DAYS-
•FOR HIGH RATE DIG ESTER
- FOR STANDARD-RATE DIGESTER
VOLATILE SOLIDS REDUCTION, %
• FOR HIGH RATE DIGESTER
• FOR STANDARD RATE DIGESTER
SOUDS RETENTION TIME. DAYS-
- FOR COMPLETELY MIXED SYSTEM
- FOR MODERATELYMHED SYSTEM
• FOR MULTISTAGE SYSTEM
NUMBER OF UNITS
VOLATILE SOLIDS LOADING,
bi/1000 efntay
SOLIDS RETENTION TIME. DAYS:
- FOR PRMARY SLUDGE
- FOR PHMARY SLUDGE «
WASTE ACTIVATED SLUDGE
- FOR WASTE ACTIVATED SLUDGE
MNMUM DO. TO BE MANTAINED, mtfL
OXYGEN REQUIREMENT,
elm ol 02/1000 eft ol tar*
TEMP. OF LIQUID SLUDGE, °F
PRESSURE, PSI

muNpb*

1T02

MM 1:12
1 B4

MAX. 100
MM. tO*

102
min.30

1:12
1:04

MN.1S
MM. 30

*
MAX 100*
*

MM. 20
MM. IS
1T02
MN.25

*
SD

1/12 • 1/4

*
100-200

1(2d«st»d)

MM. 30

MH1S*

mln.30*

minis

mJ«pl«
100-200

max. 100

irin.20
iHntS

min30

MM 15

MAX 100

11*1. 20
IT*). 20
mtilS
1
*

10(hMted)
30(h«at»d)

20
2

COMM

*
*
*

*
*
25 B
-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY
• GRAVITY THICKENING

• DISSOLVED AIR FLOTATION

PARAMETER
SOLIDS LOADNG RATE, lb»M«y/tq,(t
• FOR PRNARY SLUDGE
- FOR TF SLUDGE
•FOR ACTIVATED SLUDGE
- - to * lyttm
• -W purv Oxyytn lyitwti
•FOR ACTIVATED SLUDGE
Phyifcri t Ch«iM WJm, Akm,
or Iran
- FOR PRNARY AND TF SLUDGE
• FOR PRNARY t ACT. SLUDGE
HYDRAULIC LOADING, gpd/«q,«
DIAMETER OF THE THICKENER FT
SIDE WATER DEPTH. FT
FREE BOARD, FT
SOLIDS CONCENTRATION, PPM
SOLIDS LOADNG RATE (SLR),
Ibftq.fVday
SLR WITH md WITHOUT POLYMER
Ib./iq.lVdiy
•PRIMARY SLUDGE ONLY
• WASTE ACTIVATED SLUDGE
••WITH AIR
• WASTE ACTIVATED SLUDGE
••WITH OXYGEN
• TRICKLING FILTER SLUDGE
• PRIMARY * WASTE
ACTIVATED SLUDGE (AIR)
• PRNARY < TRICKUNG
FILTER SLUDGE
HYDRAULIC LOADING, gpm/sq.H
HYDRAULIC LOADING WITH POLYMER.
GPWSO.FT
10 ST

2(1.25-1.75)

22 (20-30)
9 (8-10)

4 (4-12)
5
5-30
15 (12-20)
10 (6-16)

MAX 15000

11(40 156
36 (29-60)

84 (60-108)

UPT008

20-30
(8-10)
8-10 (7-9)
4-8 (25-3)

10-12 (7-9)
6-10 (3-6)
400-600

10-14

20-50

UPT008

20-30
(8-10)
6-10 (7-9)
4-8 (2.5-3)

10-12 (7-9)
6-tO (3-6)
400-800

10 TO 14

20-50

>
MAX. 900

72 TO 96

UPT008

20-30
(8-10)
6-10 (7-9)
4-S (25-3)

10-12 (7-9)
6-10 (3-6)
400-800

10 TO 14

20-50

26 A
-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY
•GRAVITY THICKENING

• DISSOLVED AIR FLOTATION

PARAMETER
SOLIDS LOADNQ RATE, «»«a»f«q.lt
• FOR PRMARY SLUDGE
• FOR TF SLUDGE
-FOR ACTIVATED SLUDGE
• - tor * lyitMi
- - fee pun Otygm syturn
•FOR ACTIVATED SLUDGE
PhyiMtQMmloilWlUm(,AJuni,
or Iron
- FOR PRMARY AND TF SLUDGE
- FOR PRIMARY AND ACT. SLUDGE
HYDRAULIC LOADING, gpd/tq.ft
DIAMETER OF THE THICKENER, FT
SHE WATER DEPTH, FT.
FREE BOARD, FT
SOLIDS CONCENTRATION, PPM
SOLIDS LOADMG RATE (SLR),
lb/m.ft/d«y:
SLR WITH mi WITHOUT POLYMER,
Ib./sq.fl/diy
•PRIMARY SLUDGE ONLY
• WASTE ACTIVATED SLUDGE
• •WITH AIR
•WASTE ACTIVATED SLUDGE
• •WITH OXYGEN
•TRICKLING FILTER SLUDGE
• PRIMARY * WASTE
ACTIVATED SLUDGE (AIR)
• PRMARY tTRICKLNG
FILTER SLUDGE
HYDRAULIC LOADING, gpm/sq.ft
HYDRAULIC LOADING WITH POLYMER.
GP(*SO.FT
NM

20 TO 30
8 T0 10

4 TO 8
5 TO 10

12T020
• TO 16
600-800
(MIN. 400)

UPT053
5-15 (mlMd
liquor)
12-30

20-40

PA
5 to 12

400-800

20 • 40

20-30
8T010
5TOS

10 TO 12
6 TO 10
500-800 *
MAX. SO*

MM 2

0/19.92-30
w/060
w/10.08
W/04B
W/14.4-192
wit 52 8
w/14.4-19.2
w/0 48
w/14.4-30
w/0 48
w/1 9.92-30
w/0 60

25
TX

20h>30
8 to 10
4M8

10fc 12
6 to 12

101014

20-30 (no
pd)m«)
08

400-800

n*l10

24(dlgested
(pitm. . 20)

60(prlm.«
liTO-20)

400-800

(w/alum.12)

*/48
W/012

COMM

*
*

-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY

SLUOOE DEWATEfflNa
• VACUUM FILTRATION

- SLUDGE ORYMG AND
INCINERATION
- SLUDGE DRYNG BEDS

PARAMETER
% FLOAT SOLIDS
AIR/SOLIDS RATIO
RECIRCULATON RATIO, %

RATE OF FILTRATION,
lb« of dry «olldt/K|.(Ky«»
FOR FRESH SOLIDS FROM-
•PRIMARY TREATMENT
• PRIMARY < TRICKUNG FILTER
• PRIMARY ft ACTIVATED SLUDGE
FOR DIGESTED SOLIDS FROM-
• PRIMARY TREATMENT
- PRIMARY 4TRICKLNG FILTER
• PRIMARY J ACTIVATED SLUDGE
•ACTIVATED SLUDGE
•CHEMICALLY PRECIPITATED
CAPACITY SLUDGE HOLDING TANKS,
CFT/CAPITA

AREA REQUIREMENTS, «q tVcf^B
•PRIMARY TREATMENT
•PRMARY DIGESTED SLUDGE
(PDS), OPEN BEDS
• PDS, OPEN BEDS, solids.b;5C|ft/yi
••ALL TYPES OF SLUDGE
- PRWARY DIGESTED SLUDGE.
COVERED BEDS
10 ST

002
200-250

2.2-24

CT
3.5 - 5.0

«-8
3-6
3-4

4-6
3-5
3-4

1-2*

ME
35T050

4 TO 8
3T08
3 TO 4

4 TO 6
3 TO 5
3 TO 4

IT02

0 005 - 0 06
200

10T015

075T010
MA
35T050

4 TO 8
3T06
3 TO 4

4 TO 6
3 TO 5
3 TO 4

1T02

*
27 A
-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY

8LUDQE DEWATEMNO
• VACUUM FILTRATION

• SLUDGE DRYNG AND
INCINERATION
• SLUDGE DRYNG BEOS

PARAMETER
% FLOAT SOLI OS
AIR/SOLIDS RATIO
RECIRCULATION RATIO, %

RATE OF FILTRATION,
Ibi of dry vMV>n.Hi»*
FOR FRESH SOLIDS FROM-
•PRIMARY TREATMENT
• PRIMARY « TRICKING FILTER
• PRIMARY « ACTIVATED SLUDGE
FOR DIGESTED SOLIDS FROM-
•PRIMARY TREATMENT
• PRIMARY « TWCKLNG RLTER
- PRIMARY » ACTIVATED SLUDGE
-ACTIVATED SLUDGE
-CHEMICALLY PRECIPITATED
CAPACITY SLUDGE HOLDING TANKS,
CFT/CAPITA

AREA REQUIREMENTS, K).VapKt
•PRIMARY TREATMENT
•PRMARY DIGESTED SLUDGE
(PCS), OPEN BEDS
• PDS, OPEN BEDS, ioMs. IbJsqlKyr
--ALL TYPES OF SLUDGE
• PRMARY DIGESTED SLUDGE,
COVERED BEDS
NM

1TO1.5
25 TO 40

*
3T05

IST02*

tTOlS
275

075 lot
TX

0.5 TO 0.75

0.02 • 0.04

4 TO 6
3T05
3 TO 4

MN.2

MNI

COMM

*
*
*

*
2/B
-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY

PARAMETER
• DIGESTED PRIMARY (DP).
HUMUS SLUDGE. OPEN BEDS
-DIGESTED PRIMARY.
HUMUS SLUDGE. COVERED BEDS
-STANDARD RATE FILTER
•HIGH RATE FILTER
• ATTACHED GROWTH, opm bate
• ATTACHED GROWTH, OOWKJ tah
-Attadttdgrowti, aptntMdt.uMi,
ltfiq.lty«
• SUSPENDED GROWTH, opn tivtt
• SwpinMgrowfi. opMib«kM«di,
fc/iq.*y««
• SuiptneM growl), connd bidi
-ACTIVATED SLUDGE
-DP* ACTIVATED SLUDGE,
OPEN BEDS
- DP t ACTIVATED SLUDGE,
COVERED BEDS
- DP « CHEMICALLY PPT SLUDGE.
OPEN BEDS
COVERED BEDS
-CHEMICAL PRECIPITATION
SEE OF THE GRAVEL, NCH
DEPTH OF GRAVEL BED AROUND
UNDERDRAW, NCH
DEPTH OF THE SAND BED, NCH
EFFECTIVE SIZE OF SAND, MM
- FOR TRICKLING FILTER SLUDGE
• FOR WASTE ACTIVATED SLUDGE
UNIFORMITY COEFFICIENT OF SAND
DIAMETER OF THE UNDERDRAW, NCH
SPACING OF THE UNDERDRAW, FT
10 ST

1/« • t/4
1!
6-9

1/8 • 1/4
12
6-9

1/8 TO 1/4
12
6T09

MD
1.25T01.75
1.0 T0 125

175T025
125TO15
20T025
125T01.5

1/8 TO 1/4
12
9 TO 18

1/8 TO 1/4
12
6T09

125

1/8 TO 1/4
12
9T012
03 TO 0.6

NOT > 3.5
MN4
MAX. 10
NJ

175
1.75

225
1/8 TO 1/4
12
«

28 A
-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY

PARAMETER
- DIGESTED PR WARY (DP) »
HUMUS SLUDGE, OPEN BEOS
•DIGESTED PRIMARY.
HUMUS SLUDGE, COVERED BEDS
-STANDARD RATE FILTER
•HIGH RATE FILTER
• ATTACHED GROWTH, opm tab
• ATTACHED GROWTH, cowtd b«t»
•AltKhldgrawti, opwibtdt.ioMi.
to/m.Wyw
• SUSPENDED GROWTH, opwi tavh
-SuipmM grant), op»nb»ditoW«,
nyiqfty»
• SwpWKtod gron*, oovMtd b«d«
•ACTIVATED SLUDGE
• DP t ACTIVATED SLUDGE,
OPEN BEDS
- DP + ACTIVATED SLUDGE,
COVERED BEDS
- DP t CHEMICALLY PPT SLUDGE.
OPEN BEDS
• DP tCHEM. PPT SLUDGE,
COVERED BEDS
- CHEMICAL PRECIPITATION
SIZE OF THE GRAVEL, NCH
DEPTH OF GRAVEL BED AROUND
UNDERDRAW. NCH
DEPTH OF THE SAND BED, NCH
EFFECTIVE SIS OF SAND. MM
- FOR TRICKLING FILTER SLUDGE
• FOR WASTE ACTIVATED SLUDGE
UNIFORMITY COEFFICIENT OF SAND
DIAMETER OF THE UNDERDRAIN, MCH
SPACING OF THE UNDERDRAW, FT

OK
12TOI7

1.7T03

2T025

1/« TO 1/4
12
MH9
0 3 TO 1 2

MAX 5
MIN6
MAX. '0

1/8 TO 1/4
12
»T09
0.3 T0 1.2

NOT<5
MM. 4
MAX X

no i.s
1 to 1.25
22
25
15
2

1/6 10 1/4
12
IT*. 9

08T03
0.5 TO 01
NOT<3S
MIN4

28 B
TX

0.75 T0 1.2

15T025

1 T0 1.35

12
12
03 TO 0.75

1f8 TO 1/4
12

COMM

-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY
-SHALLOW (SLUDGE)
LAOOON8
PARAMETER

10 ST

IA
*
KS

MD
*
MA

29 A
-------
SLUDGE TREATMENT AND MANAGEMENT (continued)
TECHNOLOGY
-SHALLOW (SLUDGE)
LAGOONS
PARAMETER

OK
*
PA

COMM
*
29 B
-------
PART 2. ON-SITE SYSTEMS

This section contains the state summary tables for on-site systems. Within this general
category are the subcategories of: septic tanks, distribution boxes, aerobic biological systems,
subsurface trench or bed, low pressure distribution systems, syphons, absorption or seepage
pits, sand filters, elevated sand mounds, wastewater ponds, and vault privy.

Table 2-8 presents the summary of regulatory design criteria for on-site systems. Forty-nine
states, one territory, and six counties reported regulatory design criteria for on-site systems.

All reporting agencies reported at least one regulation concerning septic tanks. Key
parameters concerning septic tanks are the physical tank dimensions and construction of
the tanks. Individual agencies do vary from other agencies on some regulations, yet, no
one agency strays far from any other ageney. • •

Twenty-eight agencies report regulations concerning distribution boxes. Iowa, Alabama,
and Kansas do not require distribution boxes, and Idaho does not use distribution boxes.
The remaining agencies mostly regulate the inlet and outlet locations. All reporting
agencies have similar regulations concerning these parameters.

Twenty-six agencies report regulations concerning aerobic biological systems. Access, NSF
schedule, grease trap, and aeration compartment capacity are regulated by the various
reporting agencies. There are variances among the different agencies especially in the
regulation of grease traps.

All states, territories, and counties reporting regulations have regulations concerning
subsurface trenches or beds. Parameters regulated concern the characteristics of the
trenches, beds, and the location of the beds and trenches. No single agency radically differs
from the other agencies; however, there are differences on many parameters among
agencies.

Thirty-three states, two counties and Puerto Rico have regulations concerning low-pressure
distribution systems. Key parameters regulated are the dosing cycle, the construction of the
dosing chamber, and the construction of the percolation line. There are slight variances
among the agencies reporting regulations for the individual parameters; however, the
differences among the agencies' criteria are not great.

Three states have regulations concerning syphoning. All regulations are short comments
with varied concerns.

Sixteen states, three counties, and Puerto Rico have regulations concerning absorption or
seepage pits. Key parameter regulated are the depth to groundwater table, capacity,
percolation tests, separation of pits, and access. For each parameter there is significant
differences between most reporting agencies.

Seven states have regulations concerning sand filters. Key parameters regulated are loading
rate, and depth to groundwater table. For each parameter there is usually close agreement
between states.
30
-------
Seven states and Marin County, California have regulations concerning elevated sand
mounds. The two key parameters of elevated sand mounds are depth to groundwater table,
and the maximum height in inches. Five agencies require the depth to groundwater table
to be > 2 feet (Florida >30"). Idaho qualifies its requirements by stating that the depth
depends upon the type of soil, and Wyoming species a separate regulation. For the
parameter of the maximum height, only Florida specifies that the maximum height should
be 96 inches.

Seven states report regulations concerning wastewater ponds. Key parameters concerning
wastewater ponds are loading, maximum water depth, capacity, depth, and length to width
ratio. The range and specific regulations covered for the various states is very broad, and
cannot be easily summarized.

Eight states list regulations concerning, vault privies. Key parameters concern the effective
capacity, the depth to groundwater, and the location of vault privies. Four states specify the
effective capacity of vault privies. Colorado limits the capacity to >400 gallons, whereas
Maine, Ohio, and Wyoming require >500 gallons. Colorado and Illinois both regulate the
depth to groundwater table at >4 feet. Only Virginia specifically regulates the location of
vault privies. Vault privies are prohibited in the state of South Dakota.
31
-------
Table 2-8 ON-SFTE SYSTEMS
TECHNOLOGY
SEPTIC TANKS

PARAMETER
DETENTION PERIOD (hours)
TANK SIZE (galon.)
TANK SIZE (gdons)
Basad on badroomi
1B2
3
4
5
MohKkHoral
SEWAGE FLOW (gpoVbdrm)
SEPTAGE REMOVAL (y*n)
COMPARTMENTS
Numb*
Ottm CharacferMoi
LIQUID DEPTH (te»l)
FREEBOARD (Ittt)
INLET-OUTLET STRUCTURES
TOP ACCESS
MANHOLE DIAMETER (In)
WATERTIQHTNESS
SEPARATION DISTANCE (iMt)
wel or suction Ina
wafer tuppty/pniparty lint
surface wafer course
AK

1000
1000
1250
1500
250

12* dxp

AL
48 mln

750 mln
1000
1000
1250
250
150
3-5

mini
1st
2/3 iff. vol.
3-6
075

watertight
tolWshed
grad.
V*
*

£750

750
1000
1250
1500
250

2250 gal
•ach*

*
3-6
20.583
*

Intel t oufet

lOOkom wdl

Unhsio^
dally (low
max 20.000
960
9(0
1200
1500
*

*
mln 2
1«dj
2/3tot. vol
4-6
In+i

airtight*
it*) 16
raqulrMJ

MARINCO
CA

mh. 1200

1200
1200
1200
1500
250
150

nwi2
vd1-2>vor2
*

required

THETreUo"
CO..CA

810
1200
1600

2mh
pracast

N. COAST
REG..CA

uritom
plumb, cd *

•OTTTJIEGo'
CO..CA

1000
1000
1200
1500
6-1500

2nwilq
1th 2/3 ml
4
1

1/cofnpfnfri
22rr*i
raqulrtd

CO
30

750
1000
1250
1500
250

4 • B
1

Ucomp

1000
1250
1500
1750
250

By V90, 2
chsnbws

3rr*i

watertight

required
*

DE
24 0 P«ak
Dow
120
gal/bd/day

1000
1000
1000
1250
250

2ITWI
let
2/3 tot. vol

*
18'*
raquirwl

50
10
25
FL

750 mln

multlpto
*
*31f2*
£15% of
wkm>

22Ssqin

750
900
1000

250

50
10
25
H

18- mh

50
32 A
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY
SEPTIC TANKS

PARAMETER
DETRITION PERIOD (hours)
TANK SIZE (grim)
TANK SIZE (galom)
BOMO onbodroofTis
Ito2
3
4
5
eachadtttonal
SEWAGE ROW (gpoYMrm)
SEPTAGE REMOVAL (ye«i)
COMPARTMENTS
Numb*
0>w Charackriita
LIQUID DEPTH (feel)
FREEBOARD (fMt)
INLET-OLTTLET STRUCTURES
TOP ACCESS
MANHOLE DIAMETER (In)
WATERTIGHTNESS
SEPARATION DISTANCE (feel)
wel or suction Ine
water supply pr line
surface water course
LA

28' da
24, 1/oomp
*
required

2xADF

750
990
1000

250
no regulator)

1
1st -1/2-
2/3 capacity
25-50
15% tank
capacity

1/comp
*
20rrin
required

10-25
50-100
L

w/grlnder
250-1250
1000-1500
1250 • 2000
250-400

0>1350gpd

1st: 1/2 • 2/3
lot capacity
3.5 -8

Inspect of
Met/oulel *
12mh
(•quired

50
to
25
IN

750
1000
1250
1500
150

2.5 - 6.5
215%lquid
depth

t/comp*
28' *

50
10
25
KS

750
900
1000
1250
2SO

21/2-5
*

Watertight
20*. 1/comp
required
50 from *
water source

w/o garbage
dspotal

750
1000
1250
1500
250

2.8 - 4 5
10--V

210' S24'

LA
60 hours
2 5 < ADF

500 - 750
1000
1250
1SOO
250
gal/Mrm
100
Inspect 2-5

3ma*
250 gpm
2.5-6
125'

Inlet, outlet
1/comp
24mln
(20x20 n-m)
required
min 50(1 *
from water

ISOImes
wstQn low

51 000 gal

access ID
Mel J outlet
24, 1/comp

760
1000
1250
1500
250

*
750 working
capadty
1000
1000

250

2
*

YES
*
S1», 1/comp
YES
SETBACK
DISTANCES
100
10
25-100
;fURLEV6l>
CO.,M

1000
1000
1250
1500
250

50
0
50
KENT CO.
M

1500
1500
1750
2000
250

10% of Ik).
capac 20.75

at outlet II
oriyone
?20

50
0
50
MN
36 hours *
*

750
1000
1000
1500

*
*
22.5 *
*

220
*

1000
1000
1250
1500
V-0.750+
1125

*
reqd if >1500
&

1st Is 1/2-
2/3 tod. vol. *
2.S - 65

w/in 6' of
wab *
220

50
10
50
•V) Ft
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY
SEPTIC TANKS

PARAMETER
DETENTION PERIOD (hoori)
TANK SIZE (gilom)
Based on bedrooms
Bedrooms
1t>2
3
4
5
McharJrHoral
SEWAGE FLOW (gpdMrm)
SEPTAGE REMOVAL (ve«s)
COMPARTMENTS
Number
0*w Characteristics
LIQUID DEPTH (feel)
FREEBOARD (reel)
INLET-OUTLET STRUCTURES
TOP ACCESS
MANHOLE DIAMETER (h)
WATERTK3HINESS
SEPARATION DISTANCE (!M|)
wl ot suction Ine
water supply pr line

MS
Fdows EPA
mania1

Matrie
or part

requred
*

900. 1000
1000
1000
1250

«Ullqd»p.

lit 21/2
tot volume
2.5 -5
1

to Met and
outlet
£20
required

M
NC

900
900
1000
1250
V. 1.170*
500

2n*i
tit 2/3-3/4
totcapac

waurllghc
ortn 6' of
yanl *
24

1000
1000
1200
1500

24
required

1st wild 1/2-
2/3totvol *
3.5 - 6.5
21/omp

SO
to
56
NH

mh.s1 0,000

750
900
1000
1250
250

$5 fur
23000 gal*
*

I/coop
it
220
mustba
watertight
275ffm well
SO
10
75
NJ

250 - 500
750
1000
1250
250

* garbage
grinder
tepdcvol. »
50%capac
mhlOOOgal
3-6

Hush w/grd
*
20 mh
required

SO
10
25
NM

750
1000
1200
1500
150

22 1I2S 6

*
220

SO
10
55
NV

1000
1000
1000
1250

1lt 1/2-2/3
tot volume
2.5-5

at Inlet *
outlet
24
required

Mn rccnvMo
750 750
900 1000
1000 1200
1250 1250

220MWS
if
*

50
OH

>1000g

fer2tar*«
225xeast
dally Dow

total 2500

£2

24'SIO1
21/4 llqdep

watertghl
211
required
210*

21000;
RowtSO*

1st 1/2-2/3
tot volume
5
1

1/comp
224

1000
1000
1000
1450
> 51500

band on
design Dow

*
*

20 In

50
10
55'- -
32 C
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY
SEPTIC TANKS

PARAMETER
DETENTION PERIOD (hours)
TANK SIZE (galore)
TANK SIZE (gallons))
Baud on bsdioonw
1D2
3
4
5
Mchaddfcnl
SEWAGE FLOW (gpd/bdm)
SEPTAGE REMOVAL (pan)
COMPARTMENTS
Nunbv
Ot*t Charachrisfci
LIQUID DEPTH (fc.t)
FREEBOARD (tot)
INLET-OUTLET STRUCTURES
TOP ACCESS
MANHOLE DIAMETER (h)
WATERTIGHTNESS
SEPARATION DISTANCE (l«t)
wriormdonlra
warn supply pi. Ito
surfact walw MUM
PR

*
4

1000
1000
1250
1500
250

>4,3000gal
required

1/2 • 2/3
capacity
2.5-6
1

1/oomp
20 mh
required

750
900
1000

250
150
3-5

2
*
21/2-5 *
20%

1/comp.
20* da.
18xt8n*t
*

750
1000
1250
1500
250

»r«qtd
lstw/1/2-
2/3 Btvol

10-dia/sqlo
•alowlnt

requlr«d

SO
10
50
UT

(1 bdrm)750
(2-3 bdtm)
1000
1250

250

S3
it
42,5

J18

50
to
25
VA
548

750
900
1200
1500

*
1»Xl8lT*l

500
600
750
900
200

4 -6.5
OS3

224
required
*

so
25
25
WA

750
900
1000
1250
250

watertight

100
to
too
w
24

750
975
1200
1425
225
150
0 1/3 liquid
capacity

>3067

abonirfetor
outlet
24* squara .
>24* da
P*
it

750
1000
1000

250

it
»1/2 *
9inchM

1000
1000
1000
1250
250
150

1st 41/2
tot ml.
4-6
scum storagt
• 20% of
IqukJdoplh

1/comp
420
rsqulttd

it
it
*

*
*
*
*
*
*
*
*
*
it
it

-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

DISTRIBUTION BOXES

AEROBIC MOLOQKAL
SYSTEMS

PARAMETER
dwellng, property hw
BAFFLES/TEES
Met
Oirtet
MATERIALS
INLET INVERT OVER OUTLET INV. (In)
DISTRIBUTION BOX
MnfcnumWklti(lnch«)
Freeboard (Inch* itove Invert)
Wet Elw.AbowOufct (Inch)
Oufcl B«. At»v» Row (heh)
Separation Dm (ft)

ACCESS
NSF
GREASE TRAP
AK

Slypes
local of STD
codeorwel
6'abow
18' Mow
Concrak,
Fbetdass.
Pla««c
3
not required

NSF
STD 40
NSF STD
33
Petmlg
AR

*
6' below L
24* dam
*
not txcessiw
duay*
23
r«qd,
water tight*

appdbyNSF

[•quired,;
L>. f torn
lop
tatibdow.
Unabora
nonoorrotlvi
nodndw-
Week
2
*

1
4 •<
mfc?

*
MARIN CO
CA

nonwtalor
wood

MENDCMO
CO..CA

nbwglasi

sllghlty

N. COAST
REG..CA

w/p«rmll

SAN DIEGO
CO..CA

41 day; 19'
betow llq
•'day;
18t»kM,
6'abovo

24*

1
2

*
12-1 8 below
1) Iwel; > 61
above LL
SI 8 below
igtevel, >6'
above Sq lev

*
DE
10
*
3 In. dam
Skidiam
*
nun corrosive;
masonry
2

1C*

extend£33%
oflqdept
*
extend 230%
<;40% ol Ik)
depth *
sound

Inti

10D.054 (2)
(e) In regs
*
GA
10

*
H
5

33 A
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

DRTRWUTION BOXES

AEROBIC BKXOOKAL
SYSTEMS

PARAMETER
OWHlDQ pTOp0f ty IfW
BAFFLES/TEES
MM
OuUt
MATERIALS
INLET INVERT OVER OUTLET IMV (h)
DISTRIBUTION BOX
MHrmjmWktti(lnchM)
RMboard (Mm «bow limit)
lr*(EI«v.Abow Outer. (In*)
OufctBw. Atom Hoor (heh)
Separrton Dht (II)

ACCESS
NSF
GREASE TRAP
IA

No MM
Ta*s

No ttquhtd

D
5

*
*
NoiM

NolUwd

LagoorauMd

L
i
r to top of
tank
6'bolowllq.
level r*i. *
40%olllq
o^plhMow
«xrt
durab. *
2ci*i

t)Mtvk»
an pal.

N
10

6-botow
IquUlwtl
0.4xlq *
doptfidown

12
>J ol •Dint
1
>4

NSF 40

?6-botow
Iquldtowl *
*
*

oplooa*

*
KY

•xttnd 6-10'
betowlqkiv
35-40% ol
liquWdsp*

*
Jatow
IquWltvel
*
concrete, *
ikriappti
2-mln
*

Cabora
lowfcie

appiowd

ME
10
6-I2' abovtf
belowSq
d«pti *
33% Mow
Iq level

Noncwroslw
*
3 *
waltrtlght

NSF 40
*
SURIEVoTS
CO., Ml
10
*

KEHTCo.
M
10
*

Duratfe, *
carry lead

*
*
*

21
>-4

MO
10
24-dia
«•
*
*

3
watertight

33 B
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

DISTRIBUTION BOXES

AEDOHCMLOQICM.
SYSTEMS

PARAMETER
dwelling, property Bn«
BAFFLESfTEES
Wet
Oul.l
MATERIALS
INLET INVERT OVER OUTLET INV. (h)
DISTRIBUTION BOX
Mr*i>uniWUti(lnch«)
Freeboard (Mwt above kmrt)
M.tEI»v. Abort Oufcl (In*)
Outlet B«v. Abort Row (Inch)
Separator) Dlit ((I)

ACCESS
NSF
GREASE TRAP
MS

itMl, ooncrt
apptf
2

MT
10

upZ-
JT.down
16-19'
*
1

not txcMdvi
corrosion

wal«r«ghl

NO
10

NE
10
1r
^•Mow
liquid dtptt)
b»lowby
40% Iq. dsp
*
Z
drconn.

i
4

*
NH
10

Invwl 51'
atnwlqlw
*
twtowby
40% Iq dtp
noncKdn
dMV *

1/ea* Irid

rtslaruants
tdMngldh
*
NJ
5
•riM-dt
below -25%
IquWdepti

nomeU
*
2

NM
5
*
4' above, 12
below Iq lev
4'abov«,ir
betowlqkv

4 In Mow k).
40% of l.d.
betowliqsurf
struct sound,
duraWe
3

1
4-6

NY
10

*
a

a above LL

w/ln V ol top
6" below
«qle«l*
•*
concrele,
stMl, appy
*

watertight
ft, *

22
•a.

PA
10

6' below
lq.levd *
40% Of
iqulddsfith *

S3'

standard 140

33 C
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

HSTmeunoN BOXES

AEROKHOUXKAl
SYSTEM

PARAMETER
cMMng, pnptrty IM
BAFFLES/TEES
HM
Ouht
MATERIALS
INLET INVERT OVER OUTLET INV. (In)
DISTRIBUTION BOX
MHnunMdtt(MiN)
Fr«ibe«d (Mm 4bm Inmt)
Into) Etov.AtewOutel (Inch)
Oukl Btv. Atom Row (Mi)
S«f>arrion 01.1 (10

ACCESS
NSF
GREASE TRAP
PR

it
CMw
wattflm
down to 40%
oflqdv

3'mh

*
R

VWowlow
Ira *
*
*
2-

2!
£4

*
so

3
watertight

1r*
4n*

•xundtr
betowliqtev
+
MMnd 18'
betowllqtev
*

TX
IB

l-V to lop
olBnk
2-4' to top
of tank
noroSI
lankt *
3

SISOOgpd

JlOOgi *
UT
s

extwd 6'
Mowlqlw
*
Mtandlo
40%«qdep
•*
*
&
*

*
eoncntt
prtforrcd *

2t2
i12

2 crown of
Intel
6' below
Ik) limit
duratfe.
notdtcay
3
1/fl«ld

1
4-6

VT
T!

concrete

>6'*0«, 9'
b8towlql»»

skd.oonc
approvtd *
2

nttnd 2 C
$20% liquid
d«plh
J35%540%
llqdtplh

roqulnd

Hit 4 outht
(halt»aoKS
ku Inspect

£3

NSF It) No.
4-1978-
rafw to «Kt
39(b) for
amble uriK

2onifn

*
*
*
ir

*
*

*
*
*
33 D
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

SUBSURFACE TRENCH
ORBED
(Gravity OisHbutlwi)

PARAMETER
AERATION COMPARTMENT
Capacity (galora)
SIZE
Tun* BoBom ATM ( tq. It)
Bad Bottom Area («q. (I.)
DEPTH TO GWT (M) wrfan
LOCATION
SOIL CONDITIONS
Dill B Impwv. material (ft)
Oeplh to Ngh ground water ImW
PwcoUlon Ran (mtolM / Inch)
SLOPE -Surfaotldtg.)
Tt»n* Bottom»(h/100lt)
AK

6n*i
4n*i
Mmn

area ( rspt
area
mil 125

1S
15
5-60
oomvn «)n
51125
0
AR

*
*

*
24
S4'
10-75

1-4 uriform
AZ
*
w/100%r«v
artaavalaUs

n*5
1-eotencti
1-30 b«J pit

0
MAHINCO
CA

dualrtq'd

1-120

•MtRDOJc"
CO.,CA

5r*i
5n*i

mat 30%

N. COAST
REG..CA

« - rapl ar«a

3n*i *
•A. ?fer
altwrullw
60 ma
30 ma

wnrao-
CO..CA

»r«svar«a

^3'SORT(
pare rl)/S *

4'
S 60, «'
•530

r«sva-ea
avatar**

4mh
limn

2-4*
DE

* 100%
replacement
330'fOS
.42 Ot"0.5

3n*i
3lT*1
6-60
*

1000 max

*
10D6.047
(2)lnreg»

H
*

34 A
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

SUBSURFACE TRENCH
ORBED
(Grivliy Nsirtiutkm)

PARAMETER
AERATION COMPARTMENT
Capacity (galore)
SIZE
Trench Bottom ATM ( iq. ft.)
B«f Bottom Ana (tq. II)
DEPTH TO GW (hwt) «wl*o>
LOCATION
SOIL CONDITIONS
DM. to hiptrv. material (It)
Dapti to high gminl watar kwW
Pwcolafen Ran (mlnulH / Inch)
SLOPE • SurfiM (d«g.)
Trtneh Bottomi (In /100 ll)
IA

i3'
*y
HOSt

r««v« arta
ttqulnd

3mh

1-120
20maxlm*
ImaxM
0
L
500(4bdrm
max)
*

LSltHKh
9M

4minil
knokiw
««min

N
2500; 150
gal/bdim
A.|(t50g)«
(Ibd))/
loading rate

220
22 It

S675

1-60

£30

4min
2min

6" across
xta

? *
30 max
25 max

6-67d»gr.««

mRiEVoiy
CO.,M

minQtwJ
badroonit

24
24
245
£5.4
0
KENT CO.
M

from bottom
oltranch
24
24
260 (ranch
2btds
520
0-4
MN
2500
*

3 from bttm

MO
2120
gal/bdrm/day

2400

3 *
260
S6.75
2J
34 B
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

SUBSURFACE TRENCH
ORBED
(Giavity Distribution)

PARAMETER
AERATION COMPARTMENT
Capacity (galora)
SIZE
Trench Bottom Area { sq. ft)

Bid Bottom Ana («q. It.)

DEPTH TO GW (feel) surface
LOCATION
SOIL CONDITIONS

Dl>t to hiperv. material (It)

D«pth to high ground wat« levol(ft)

Percolation Rat* (mtoiw / Inch)
SLOPE • Surface (deg.)

Trench Bottoms (In fl 00 ft.)
MS

Wows EPA
Maul

3.3 mh

15% max

replacement
field reqd

t-60
S11.25

0
NC

25
NO

2-4
NE

from bottom
of btd/lindi
4

560
<5625

0
NH

sktewdlnc.

noddtwal

MO *
*

4min

4n*i

3-60
75 max

4 ft from
kiflltr surf
4lt from
Innilr turf

ITW160

560

625
OH

120/d/bdrm
rit./gal/d

£4

21000
to sq.rv
1 ft dst pipe

$60

a *

4' B perm
gwt *

30d«gtM

based on
perc. rate
baud on
perc rate

4' from
ln«» surf

$25%
(trench)
6X(bed)

34 C
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

SUBSURFACE TRENCH
ORBED
(Gravity Distribution)

PARAMETER
AERATION COMPARTMENT
Capacity (jalom)
SIZE
Trench Bottom AIM ( sq. fl)
B«d Bottom Ana (sq. II.)
DEPTH TO GWT (fMt) lurfac*
LOCATION
SOIL CONDITIONS
Dlst to hiporv. malarial (II)
Dipt) B high ground watar «jval(n)
Pit eolation Rate (mlrujfcs / Inch)
SLOPE -Swfaci (dig.)
Trio* Bottom! (h /tOOfl)
PR

4
21,560

51
3'
£40

1
05

SD
2 vo/gpm of
flow TSOgpm

A-
0(1) 1/2/s

4mln
41
5-60

4
*
10-105
530% *
$4
TX

A.
\.KQRi
A^ISO
(l*B)|/Ra

*
0
UT

24 *

2l
560 tWKh.
530 bid
S25% *

max. (*e ten
1800(1 *
HOO *

t (». S h)

»2S4
VI

0-3/A".S
0-.8/3I" 5
53 below
hi surf

«, ?4 bdrk
below Inf surf
Z3 betew
hi surf
>1,<60
20%lr>nch;
10% bad

a can be
reduce1 tor
into spec
drcurnst if
(fcsgndby
PE rig, sarit
or ctrllf
disgnr

+
bottom aria
oriy
bottom aria
oriy
4.7

3
3
260
520
0
wv

3
3

S25%

riplacimint
nqd

D»p»iro
wasonihioti
gwjf from
bottom of abs
UMS2-
torn natural
gmd. turf.
tocalon
rqmB. are
rich in wet
36, site
turtablllry t
Hd 35
isoMon

4
4
H
112
0
Donun
*
*
*
*
*

*
*
it
*
*

-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

PARAMETER
TRENCH CHARACTERISTICS
L«ng«i(l».)
D*#l(h*«)
WMh (hotel)
Dill M» tonohm (It)
Stop* of boom (W100 II)
BED CHARACTERISTICS
DtptiM
Ungli(rO
NIL hrw pipM (ft)
Stap»(X)
GRAVa
Sl» (Mm. dam. )
0«ptl(h*M)
COVER (h*. *ov»grm«l)
SEPARATION DISTANCE
wtortuctonttt
wibrwHfypr.lkM
Mfm mkr courw
Anting, prapwfylte
AK

100 nw
22-42
ie-3«
s
0(lmki30%
6' under
2-abon
3/4 -2,
4abov«
12ul *

MARINCO
CA
*
mat too
12 -M
IS -36
11*16

vokfe
3/4-11/2

12-30 *

HETOKm
CO..CA

30 n*
24mln

0-33

3/4 - 2 1/2
12undtf,
2abow
*

N. COX5T
REG..CA
SeplcTv*
Maid

•ssmjiETSo-
CO..CA

200t>Lmln
36mln
60 max *
18 n*

12n*i

?10 *

S75
£4>
mac 36
4 x wtdfi ac

pp«12
r
16-
6 *
*

24 mh

24mti

b*M
3/4-21/2
6telow,
2*o»
12mti

too
10
100
10
FL

S36'
26'*

*
1/4-2
6t»low
12' loli

100
225
536'
6*

12-

50
S
35 A
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

PARAMETER
TRENCH CHARACTERISTICS
Length (11)
D«p12alboltn

3/4-11/2
no ton
J6 betew,
2 above
1/8-1/2
no tan
12- backfill

24-36
6-9 *

100 Max
24-30
24
5' or 50%
ol width
f

100' MAX
5' or 50%
olwldlh
1MOOK

1 above (min|
7 below
2' hay, 8-12
back All
Setbacks
too
10
100
10
:HARLEVOIX
CO..M
S 2 tenches
$100
18-30
18-36

6.5 - 7.5

2- above,
6' below.
12* tMt
1/2 • 1 I/?

hay or Haw
22'

50
10
100
10
KENT CO.
H
22 required
5100
S36
18-36

1/2 - 1 1/2
washed.
6' below
2- above

6-24
Uodegiadble

£100
(and beds)

18-36

5100
U-30
18-36

3/4 - 2 t/21.
6' below.
r above

100
10
25
10
35 B
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

PARAMETER
TRENCH CHARACTERISTICS
L«ng«i(ll)
Dtpti(lnchM)
Width (hcbM)
DM. b/w tranohM (ft)
Stop»olbollom(lrV100fl)
BED CHARACTERISTICS
D»pft(ln)
L«ngti(IO
DM. b/w plpu (fl)
Stop.(%)
GRAVEL
Sl» (kKhH.dam )
Dtplh(lnchH)
COVER (Inch, abow»«vd)
SEPARATION DISTANCE
wtloitucfcnkM
water tupply pi. Hm
wrian mw OOUM
oVnllng, property llrw
MS

24-36

10
2im>

6unlw,
2 one
12-24 *
*

5100
24 -36

6* Mow.
2-abov»

12-20 *

100
10
100
10
NC

36 max
36 max
5m!n

6 Wow
r*ov»

100
10
SO
10
ND

S100;
per IdOgpd
16-36
16-36

6t»lo»*
1/2 • 2 1/21

too

10
NE

S100

$36

£100

6 - 24 Mow
8-36

altq^al
S36
12-36

3/4'-2 1/2
*

12MOW
<16'

12-36
te-36
6 mil

n*i2lnM

lOmax

12-18 Wow,
2abow
9-18

too
to
SO
10
NM

216 S36P
6

3/4 - 2 1/2 *
22'abov«
212-Mllm
J12

100
10
SO
S
NV

<100
1«n*i
12-24
2«dspth
0

3/4 - 1 1/2
2abm,
(below
4-6*

4mh

0.75 - 1.5

212

24 -30
212

212
3/4 • 1 1/21
2'
20 *

16-36
224

3' Mow
r*cM

S12S
211. S2' top
<35
2 1 album

12 total
&6 bottofnj
2? above
26

100
10
50-100
10
PA

12-36'
12-72
5mh
tov«U-
2V100II

26t»low,
22>abov>»rw
212- *

100
10
SO
10
35 C
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

PARAMETER

TRENCH CHARACTERISTICS
l«nglh (II.)
D«plh(M>M)
Width (Indws)
Hit V» taMhM (II)
Stop* of bottom (In/100 ft)
BED CHARACTERISTICS
MpfiOn)
L«nBti(H)
Oltt (*» plp« (ft)
»P«<%)
GRAVEL
Sin (Mm, dm.)
Dtpth(MiM)
COVER (Ml, above gavel)
SEPARATION DISTANCE
wdortucfcnfcw
walet tuoply pr. line
surface walw course
dwellng, property lint
PR

100
It -36
18-36

16-36

CtMtow,
4'abowftw
2 *

S77

<3
5'

1/2- 2
6- Mow.
2-abow
*
2

too
25
too
10
sc

S231
518536
7
4

1/2 - 2 1/2 *
6' Mow
3'«tonkw
9 *
*

100' may be
Cavity no
IMt II pnu
dlst.
48" max
36- max
Groin
4V 100 It
36" ma
36 'max
100 mat
5'
kMl

1/2 • 2 IS
6-mln

100 max
iW J241

t
$4

•*
1/2 - 2 1/2
22-abov.
?6' below
S12 *

275
18-36
£36
sSlwtttl

*
3/4 • 2
6 below,
12 total
*

<10C
>12
5125536
3xd>pli;
12-

S4 In/It
*
3/4 • 2 1/2
6-bdow
2-abowkw
*

100
10
too
5
VA

5100
£18 *
18-36
3»«id«l
mtl *

1/2 - 1 1/2
13

18-36
18-36

*
1/2 • 2 1/2

<36
$48
S4
1-2 max

518, <36

3/4-1 1/2
212(lr>nch).
6 (bad)
below pipe
6-12 HI,
2-4 topsoil

100
25
50
a
WA

tlOO1
218
12-60
«•
0

8-42
S100
3-6
2-4 pw 100'
*
1/2 - 2 1/2
6 Mow plpt,
r above
18
*

5100*
218' S36'
12-36'
6*

*
1/2-2
?6- below
?2abow
J6'

100

minsepoO'
Of distance -
1.25«ftdep
dep of tench
wHohevwIs
gream
0 MOO ft

Oisl piping
spaced s Iff
apart
Slops -ie
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

jow ?nuu»
DliMbudon Syifcnu

PARAMETER
LEAD LINE CHARACTERISTICS
Slnldanwtw.lnchw)
L>ng«t (M
Slept (Inch M 00 tot)
Ottw Characfcrlctkx
MattM
PERCOLATION LNE
Size (dam*. Inch)
Ungti (lot)
Slopi (Inch MOO Iwt)
Nil bft» Irwt (ft)
Material
Otwr CrwacfcfUlloi

DOSING CYCLE
DOSNG
dfipth of sytlMn v*a
DOSNG CHAMBER
Atom
Capadly (gal / min / 100 «q,«.)
PERCOLATION LNE
Sln(danwt«,lnchM)
HotoSI»(dam
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

LOW Pnuui* DMfculon
Systmi

PARAMETER
LEAD LINE CHARACTERBTICS
St«(d»»l«,kKhM)
L»ng»>(M
Slop« (Inch MOO M
C4w CharacMcfci
Material
PERCOLATION LINE
Slu(d6

walsittgM If
btlowgwt
drcul wprta
Iwmpunp

d w/»-t

a«*l<>h^i
Itvd

TOBtEV5R
CO.,11

2-6

sound
durable

roq'd
owcam
static htat
1 McHon

21
iO.75

KENT CO.
M

4mh

0-4

appy
tor 022000
gpd

S4*

*
275galons
*

i7.5
*

1 to 1-1/2

it-

«4 trim/day
nMonvTwid
*

36 B
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

Low Pmsurt Distributor)
Systems

PARAMETER
LEAD LINE CHARACTERISTICS
Size (dametw, Indies)
Length (het)
Slop* (Inch/ 100 feel)
Ota CharacKilcta
MikrW
PERCOLATION UNE
Sin (olametof. In*)
L.ngth ((Ml)
Slop* (Inch MOO feel)
Dlst b/w Inei (ft)
Mahrid
Other Charackrlifct

DOSING CYCLE
DOSNG
DOSMG CHAMBER
AUvm
Capadly (gal 1 mta / 100 iq II.)
PERCOLATION UNE
Size (dameler, Indus)
Hole Size (otoneto. Inch)
Holt Placwnsnt (Iset)
MS

»<•

I2.S

pro.p«,ab«

3
not lot 750

ictwUO
PVC.PE
ABS.tqulv.

audH«or
vfetd
m stptlc
tankcapac

1-2
M2 In lor
2/3 lal ten

duraUt

NE
1/percol-line
S4

0
watertight
connectlom

S4 *

<4
Hmts/day

NH
nolaltowed

4
$100
0

6-8 times/
day/field

3mki

2Smin
*

3n*l

2 max

tight (olntt

nrn2tnx
1 -3
1/4 - 1/2
along Hot
25-5
NM

S100
43'

•vary 3 - 4
nous *

NV
not allowed

diriclly.to
dUt box

5-100
2 - 4/1000'

*
12 24 in
below surl

24
560
625-3125

kid lit

24
S150
6

fold lit

8' b(w dlsl
Pip*

S150
s2-/pipe l«n

24'
S4'
*
watertight

<2500gpd

onbp
PA

J1/4VFT

2 1/4VFT

1 1/2
3/16
*
36 C
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

LowPreuue
DUWbulon Sphmi

PARAMETER
LEAD UNE CHARACTERISTICS
SizMdUmtw.kichM)
Lenglh(fceO
Slope (Inch/ 100 bet)
Odw Cfiaractorlctlci
Material
PERCOLATION UNE
Size (d«nt»f. Inch)
Leng«i (feel)
Slope (Inch MOO feet)
Ol$t hMr IrMl (It)
Material
Oder Cfuracftrisoct

DOSING CYCLE
DOS NO
DOSNC CHAMBER
AI0TT)
C«p«dty(oaJ/mln/100.c,ft.)
PERCOLATION LNE
Size (dameter, Inches)
Holt Size (*m«to, Inch)
HotaPbamwiKM
PR

>1/18V(1 mln

21 .5

R
*

S75

24
S75
2-4

*
rqd.

100 max;
750 lot

1 Urn*/
3-4 hows

32
1500 Ibs
crush
*

24 Id.
$100
22, 44

1-1/4 Id
3/16- 1/4
3-5
VI
notaknwd

1/3" op«
joins *

4
•stOOirioss
dosed
2

5l
>1/4

toMplpt
approved

4
<100-
2 -4

approved
8 -42*t»low
surtan *

min2jpsi
wateiKghl *

mln 2.5 psi

1-3
1/4 -3/8
varies
wv

24*

WY
4 in*

ASTM2729

3D mln
AS TM 2729

ASTM
D2729

teler to
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

SYPHON
A890RP. OR SEEPAGE PITS

SAND FILTER

aEVATED SAND MOUND

WA8TEWATER POND

PARAMETER
Material

NUMBER AND SIZNG
DEPTH TO GWT (ft)
LEACH NG CHAMBER
material
consmdlxVdknensloni
CAPACITY ( mltYIn)
PERCOLATION TESTS
SEPARATION OF PITS (ft)
ACCESS
DEPTH (tot)
GRAVEL
Loading Rat* (gal/sq.ftyd)
Slop* of DhWbutw Llnei (W100 ft)
SLOPE OF LNDERDRAINS
GROUND WATER TABLE (ft) depfc
MNMUMAREA
Deph t> GWT (ft)
Ma«lMlght(lndm)
LOADNG
MAX. WATER DEPTH (fetf)
AK

Nolwllh
convsyst

or «xp«rimnl
to lh« Stak
Board

Altwnatlvo
UM

notundw
AR

*100%
reserve area
1-30
rrin12

m«12

5(1'B
in perm)

MARIN CO
CA
sdwUe
40PVC

case -by-case

TJEimcifRr
CO..CA

N. COAST
REG..CA

30 max

•SATPJIEGc7
CO..CA

Xirtn

*
i2
*

>2
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

SYPHON
ABSOHP. OR SEEPAGE PITS

SAND FILTER

ELEVATED SAND MOUND
WASTEWATER POND

PARAMETER
MaMak

NUMBER AND SIZNG
DEPTH TO GWT (ft)
LEACH NG CHAMBER
matoiW
oomhidaVdhwmlan
CAPACITY ( mlrrtn)
PERCOLATION TESTS
SEPARATION Of PITS (ft)
ACCESS
DEPTH (btt)
GRAVEL
Lorilng Rut (gtfiq.ft/d)
Slop* of DbMbutar Llmi (W100 ft)
SLOPE OF UNDERDRAWS
GROUND WATER TABLE (ft) dip»i
MNMUMAREA
D«p(h 10 GWT (ft)
LOADNG
MAX. WATER DEPTH ((*•(
IA

pin n not
*Md

{dtpmfcon
toHtypt)

L
*

3>lBgMt
dimikr

N
if plasHc-26

2-3
4mln

12ftwkJ«,
25 ft long

400 gpd
S ft
MA

2xIARLEVOIX
CO., II

KENT CO.
M

410

MN
*
*

37 B
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

SYPHON
ABSORP. OK SEEPAGE PITS

SAND FILTER

ELEVATED SAND MOUND
WASTEWATER POND

PARAMETER
Makriate

NUMBER AND SIZNG
DEPTH TO GWT (ft)
LEACHNG CHAMBER
maMal
oomtudofMinimlont
CAPACITY ( mWIn)
PERCOLATION TESTS
SEPARATION OF PITS (ft)
ACCESS
DEPTH (fat)
GRAVEL
Loading Rat* (gal/tq.lL/d)
Slop* of Dbtlbutot Umi (W100 It)
SLOPE OF UNDERDRAINS
GROUND WATER TABLE (ft) dtplh
MfMUMAREA
Dtplh to GWT (ft)
LOADNG
MAX. WATER DEPTH (f«D
MS

NC
leopsipvc

NJ
sol vwt weld
joints

40 mh

Jr10'

215
212-dMp
»4 - 1 1/2

S3' / 1001
da. i 4"
412V1001

240 ffbdrm

PA
watertight
*

37 C
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

SYPHON
ABSORP. OR SEEPAGE PITS

SAND FILTER

ELEVATED SAND MOUND
WASTEWATER POND

PARAMETER

Material

NUMBER AND SIZNG
DEPTH TO GWT (ft)
LEACH NO CHAMBER
mMW
cons tucfutVubii trwon •
CAPACITY ( mWta)
PERCOLATION TESTS
SEPARATION OF PITS (ft)
ACCESS
DEPTH (hit)
GRAVEL
Loading R«t» (gil/iq.fl/d)
Slop* of DbMbutn Line* (InflOO ft)
SLOPE OF UNDERDRAINS
GROUND WATER TABLE (ft) dep»i
MNMUMAREA
Depth to GWT (ft)
LOADNG
MAX WATER DEPTH (IwQ
PR

watertight

24' above

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it
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TX

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sect 41(c)
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refer to
sect 37
Domm

*
*

*
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*
*

*
*
37 D
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

VAULT PRIVY

PARAMETER
CAPACITY
DEPTH (FT)
LENGTH:WIDTH

Eltodrv* Capacity (grim)
D«p*i k Ground Wriw T«U« (R)
Localon
AK

AL
lurtedkalwi
AL Dipt of
Public Htallh
AL Dept. ol
Env.Mgml

UARINCO
CA

wnnciw
CO..CA

N. COAST
REG..CA

5ANOIECO
CO..CA

£400
£4

38 A
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

VAULT TONY

PARAMETER
CAPACITY
DEPTH (FT)
LENGTH:WIDTH

Elbe** Capacity (gakra)
Dtp* * OiDund Watte TaU» (tt)
Locafen
IA

L
90XADF *
3 • 5 uniform
13 max
wattitght

ma 4

4-5 II
25' X 25'

*
2500

:HARLEVOIX| KENT CO.
CO., Mi 1 If

38 B
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

VAULT PRIVY

PARAMETER
CAPACITY
DEPTH (FT)
LENGTH:WIDTH

Elftctvt C*>adty (galont)
D»p»i to Ground Watte TiUt (ft)
Located
MS

vert wall ana
bdowHtt

2500

38 C
-------
ON-SITE SYSTEMS (continued)
TECHNOLOGY

VAULT PRIVY

PARAMETER
CAPACITY
DEPTH (FT)
LENGTH :WIDTH

ElhcBv* Capacity (galons)
Dtp*) B Ground Water Tabi (H)
Locdon
PR

prohibited

TN
*
6
variable

it
VI

VYV

>500/tlset

uomrn
*

*
*

*
38 D
-------
Appendix A

Conventional Technologies Comments
-------
COMMENTS ON THE CONVENTIONAL TREATMENT SYSTEMS

I. PRE-TREATMENT

A. Screens and Comminutors

10-StateStd Screens may be used in lieu of primary sedimentation providing that
subsequent treatment units are designed on the basis of anticipated screen
performance. Fine screens shall be preceded by a mechanically cleaned bar
screen or other protective device. Comminuting device shall not be used
ahead of fine screens.

10-StateStd Comminutor capacity shall be adequate to handle peak flow. Each
comminutor that is net preceded by grit removal equipment should be
protected by a 6" deep gravel trap.

AZ Mechanically cleaned bar screens should be placed on a slope of 60 to 90
degrees with the horizontal.

CD Screens or shredding devices shall be provided for all mechanical wastewater
treatment plants.

00 Bars are placed at a slope of 30 to 45 degrees with the horizontal.

CT An elevated drive motor for the comminutor should be provided where
flooding is expected. Removable baffle plates should be used above the
comminutor to prevent passage of unscreened flows during periods of high
liquid levels. Gravel traps should precede comminutors that are not preceded
by grit removal.

MD Fine screens should be evaluated on an individual basis. Coarse screens
including bar screens and comminutors shall be installed ahead of units to be
protected.

MD Mechanically cleaned bar screens normally have slopes ranging from 45 to 90
degrees with the horizontal. Manually cleaned bar screens normally have
slopes from 30 to 75 degrees with the horizontal.

NH All sewage treatment plants shall be provided with mechanical means for
comminuting or screening coarse materials in the sewage. Operation of such
mechanically-cleaned devices shall be continuous or automatically
controlled. In designing comminuting or screening chambers, consideration
shall be given to protection from the weather; adequate lighting and
ventilation.

NH The use of fine screens in lieu of sedimentation alone shall not be approved.
For treatment plant with capacities up to 5.0 mgd, a minimum of one (1)
mechanically cleaned bar screen or comminutor shall be provided.
A-l
-------
NJ All treatment plants shall be provided with means for screening or
comminuting coarse material in the sewage. Screening equipment in very
small plants should be of the mechanical type. Fine screens will not be
approved as the sole method of treatment.

NJ A bypass screen shall be provided except where there are multiple screens.

NM The use of fine screen systems should be supported by full scale studies or by
pilot studies concerning effectiveness and reliability.

PA Fine screens may be used in lieu of primary sedimentation providing that
subsequent treatment units are designed on the basis of anticipated screen
performance. Fine screens shall be preceded by a mechanically-cleaned bar
screen or other-protective device. •

PA Comminutors shall be used in plants that do not have primary
sedimentation or fine screens and should be provided in cases where
mechanically-cleaned screens will not be used.

TN Slope of the bars shall be 30 to 60 degrees from the vertical. A perforated drain
plate shall be installed at the top of the bar screen for temporary storage and
drainage.

TN Mechanically cleaned bar screens are recommended for all plants greater than
1 mgd.

TN Fine screens shall be preceded by a trash rack or coarse bar screen.
Comminution shall not be used ahead of fine screens. A minimum of two
fine screens shall be provided, each capable of independent operation at peak
design flow.

TX Manually cleaned bar screens shall be constructed having a 30 to 60 degree
slope to a horizontal platform which will provide for drainage of the
screenings.

W A Fine screens are sometimes used to replace primary clarification. The units
should normally be installed following the raw sewage pumps. They can be
installed before or after grit removal facilities.

W A Manually cleaned screens, except those for emergency use, should be placed
on a slope of 30 to 60 degrees with the horizontal.

WI Inlets shall be designed to distribute flow evenly across the tank.
Tanks shall be deep enough to prevent turbulent flow.
An additional depth of 15 to 25 cm shall be provided for raking mechanisms.
Surface area of the sedimentation tank shall be designed not to exceed a
surface settling rate of 1,900 cubic meters/day/sq. meter.
A-2
-------
W V The use of fine screens in lieu of sedimentation is not permitted.

W V Comminutors may be required at sewage treatment plants 40,000 gallons or
greater in size

W Y Bars shall be between 45 and 90 degrees measured from the horizontal.

B. Grit Removal facilities

10-State Std Plants treating wastes from combined sewers should have at least two
mechanically cleaned grit removal units.

AZ Grit chambers shall have duplicate manually cleaned units or a single
mechanically .cleaned unit with-a-bypass.

AZ The velocity control shall be based upon retaining a 0.2 mm diameter particle
of assumed specific gravity of 2.65.

AZ Aerated grit chambers are preferred over conventional grit chambers.

CO Grit removal facilities should be provided for all wastewater treatment plants.
If a plant is designed without grit facilities, the design shall include
provisions for future installations.

CO Parallel units are encouraged. Grit chambers with a bypass may be acceptable
for small wastewater treatment plants.

CO The design should take into consideration undesirable turbulence and
velocities at inlets and outlets.

CO Channel-type chambers shall be designed to provide controlled velocities,
applied over the entire flow range, as dose as possible to 1 ft/sec.

CO The detention period shall depend on the size of the particle removed.

CT/PA Plants serving combined sewer systems should have at least one
mechanically-cleaned grit chamber. Single, manually-cleaned chambers with
a by-pass are acceptable for small wastewater treatment plants.

IA Design of grit chambers shall be based on the size and specific gravity of the
grit particle to be removed.

NH Inlet turbulence shall be minimized.

NJ Detention shall be adequate to deposit grit coarser than 0.2 mm. Provisions
for dewatering shall be made.

W A Length of the channels depend on the size of grit desired for removal and the
maximum depth of flow.
A-3
-------
W A On the basis of a grit specific gravity of 2.65, settling velocities are 3.7 feet/min
for 65-mesh and 2.5 feet/min for 100-mesh.
WA
Mechanically cleaned grit chambers are recommended for plants greater than
2.0 mgd average design flow.
WI Design of grit chambers shall be based on the size and the specific gravity of
the grit particle to be removed. If the information is not available, then the
design shall assume removal of all particles retained on a 65 mesh sieve and
having a minimum specific gravity of 2.65.

W V The detention time shall be based on the size of particles (0.21) to be removed.
Undesirable turbulence and velocities at inlets and outlets shall be taken into
consideration in the design.

C. Flocculation

CT Flocculation of wastewater by air or mechanical agitation, with or without
chemicals, may be desirable in certain instances.

NH/PA Flocculation of sewage shall be provided when it is desired to reduce the
strength of sewage prior to subsequent treatment or to pretreat sewage
containing specific industrial wastes.
II. PRIMARY TREATMENT

A. Primary Clarif iers

10-State Std Multiple units capable of independent operation are desirable and shall be
provided in all plants where design flows exceed 100,000 gallons per day.
Plants not having multiple units shall include other provisions to assure
continuity of treatment.

NJ Channels shall be designed to maintain a velocity of 1 foot/second at 50
percent of design flow.

NJ This method of sewage treatment shall be considered as a degree of treatment
intermediate between sedimentation and sedimentation plus oxidation.
A-4
-------
III. SECONDARY TREATMENT

A. Attached Growth

1. Trickling filters and roughing filters

10-State Std/ Pilot testing is recommended to verify performance predictions based upon
PA the various design equations, particularly when sufficient amounts of
industrial wastes are present.

CT The media should be crushed igneous rock. The media shall be durable,
resistant to spilling and flaking, and be relatively insoluble in wastewater.

CT The media shall conform-to'the size and grading when mechanically graded
over vibrating screens with square openings.

CT The figures are based on average rate of flow and BODs of waste after settling
except the hydraulic loading for high rate filters which is the allowable range
of rates of instantaneous applications of settled waste plus recirculation.

NJ When the average BOD5 of the raw sewage exceeds 325 ppm, two stages of
trickling filter treatment are recommended, with or without intermediate
sedimentation.

NJ The average rate of application during dosing periods shall not exceed 22
gallons/1000 cubic feet of media/minute. The time intervals between dosing
cycles to the filter should generally not exceed five minutes at design flow.

NJ Under conditions where treatment of unusually strong sewage is necessary
and two-stage filtration is adopted, intermediate settling tanks may be
required, with suitable sludge and scum removing devices to provide a
detention period of one hour based upon design flow.

NM Rock and stone filter media shall have a minimum depth of 5 feet above the
underdrains. Manufactured media shall have a depth in accordance with the
manufacturer's recommendations and design conditions.

NM Filter media shall be free from thin, elongated and flat pieces, dust, clay, sand
and fine material. The size of the filter media shall be such that 100 percent
by weight shall be retained on a 3 inch screen.

NM Unit sizing should be based on experience at similar full-scale installations or
on thoroughly documented pilot testing with the particular wastewater.

TN Roughing filters shall be followed by additional treatment and will be
equipped with manufactured media.

TN The recirculation ratio should be in the range of 0.5 to 4.0.
A-5
-------
TN Application of manufactured media should be evaluated on a case-by-case
basis. Suitability should be evaluated on the basis of experience with
installations handling similar wastes and loadings.

WY Rocks shall be durable and free from thin, elongated, flat pieces and should
have the following size distribution:
Passing 6" screen - 100% by weight
Retained on 4" screen - 95 - 100% by weight

2. Rotating biological contactors

CT All RBC installations must be preceded by units capable of providing
acceptable primary treatment including scum and grease collection.

PA Design standards, operating data and experience for this process are not well
established. Therefore, expected performance of RBCs shall be based upon
full-scale experience or thoroughly documented pilot testing with a particular
wastewater.

TN Primary clarifiers or fine screens should be placed ahead of the RBC process to
minimize solids settling in the RBC tanks.

6. Activated Sludge

1. Aeration tank

10-State Std Mixed liquor suspended solid levels greater than 5000 mg/1 may be allowed
provided adequate data are submitted showing the aeration and clarification
system capable of supporting such levels. MLSS values are dependent upon
the surface area provided for sedimentation, rate of sludge return, and the
aeration process.

10-State Std These values apply to plants receiving peak to average diurnal load ratios
ranging from about 2:1 to 4:1.

10-State Std Total aeration capacity includes both contact and reaeration capacities.
Normally, the contact zone equals 30 to 35% of the total aeration capacity.

CO It is intended that these design parameters be met over the entire flow range
expected for the design life of the plant. Deviations from the above criteria
must be justified.

CO Aeration basin detention times shown do not include recirculation.

IA Total aeration capacity includes both contact and reaeration capacities.

MD In the event the activated sludge process is designed lor rough treatment as
an intermediate process, the volumetric loading should not exceed 50 pounds
of BODs/day/1000 cubic foot of aeration tank.
A-6
-------
NJ Total required detention period of aeration tanks, based upon 125 percent of
design flow.

PA Where primary settling tanks are not used, effective removal or exclusion of
grit, debris, excessive oil or grease, and communition or screening of solids
shall be accomplished prior to the activated sludge process.

PA Total aeration capacity includes both contact and reaeration capacities.
Normally the contact zone equals 30 to 35% of the total aeration capacity.

2. Aeration equipment - Diffused air

CT The requirements assume equipment capable of transferring at least 1.0 Ib.
oxygen to the mixed liquor per pound of BODs aeration tank loading.

NJ The air diffuser system shall be capable of delivering 150% of normal
requirements.

3. Secondary settling tank

AZ Under no circumstance shall the surface loading rate exceed 1000
gallons/day/sq. ft for the secondary sedimentation.

CO Scum from the final settling tanks should not be discharged back to the
aeration basins, but rather should be discharged to facilities that allow for
ultimate removal from the plant.

CO Weir loading is specified for maximum hourly flow per linear foot of weir
length.

CO The allowable maximum clarifier overflow rate should be 1.75 times the
allowable overflow based on average daily flow.

CT Multiple units capable of independent operation are desirable and shall be
provided in all plants where design flows exceed 40,000 gallons per day unless
other provisions are made to assure adequate treatment. A minimum of 4
independent settling tanks shall be provided in all plants where design flow
exceeds 20 mgd.

LA Settling tanks following the activated sludge process may have 10 foot
sidewater depths provided that less than 340 Ibs/day of BODs is treated and
the clarifier is followed by a 5-day pond.

4. Sequencing batch reactors

A pre-aeration, flow equalization basin is to be provided for when the SBR is
in the settle and/or draw phases. If multiple SBR basins are provided, a pre-
aeration basin will not be needed if each SBR basin is capable of handling all
the influent peak flow while another basin is in the settle and/or draw phase.
A-7
-------
C. Ponds and Lagoons

10-State Std For very small systems, 2 feet may be acceptable.

IL Lagoons as a means of disposing of or dewatering digested sludge will be
permitted upon proof that the character of the digested sludge and the design
mode of operation are such that offensive odors will not result.

WA An approved system of groundwater monitoring wells may be required
around the perimeter of the pond site to facilitate groundwater monitoring.
The use of wells will be determined on a case-by-case basis.

1. Stabilization ponds

10-State Std Pond design for BODs loading may range from 15 to 35 pounds/acre/day at
the mean operating depth in the primary cells.

CO Ponds must consist of a minimum of 3 cells and be designed to be operated
both in series and in parallel.

CO With one cell out of operation, the system must be able to operate with
primary cell(s) not loaded more than 1 Ib of BODs/lOOO sq. ft. of water surface
area/day.

CO Interior corners of the ponds are rounded.

NH Stabilization ponds used as a method of treatment shall be limited to smaller
communities and shall be used only with specific approval of the
commission.

PA A detention time of 90-120 days for the entire pond system should be
provided; however, this must be properly related to other design
considerations. It should be noted that the major factor in the design is the
duration of the cold weather period (water temperature less than 5°C).

TN The primary pond depth should not exceed 6 feet. Greater depths will be
considered for polishing ponds and the last ponds in a series of 4 or more.

2. Aerated pond system

10-State Std This depth limitation may be altered depending on the aeration equipment,
waste strength and climatic conditions.

CO A separate pond or a quiescent area shall be provided to settle out suspended
solids which are kept in suspension by the aeration system.

CO The first pond shall be aerated with oxygen to be dispersed throughout the
pond. The second pond shall be aerated and should have oxygen dispersion
in the first 2/3 of the pond. The third pond shall be for settling.
A-8
-------
IL Aeration systems shall be designed to provide a minimum of 1,500 cu. ft. of
air/lb of BODs in the raw waste. Floating type aerators will not be permitted.

KS The minimum air requirement is 3 cubic feet per minute per foot of chamber
length when the total depth of the basin is approximately 10 to 12 feet. Higher
air rates per foot are required for wider and deeper installations.

NH Aerated lagoons shall be designed so as to accomplish a minimum of 85%
removal of BODs under winter conditions and 90% removal under summer
conditions.

3. Aerated facultative lagoon

IA The design minimum detention times of aerated cells treating domestic waste
of greater strength than 200 mg/1 BODs should be determined utilizing an
equation [given in the regulation] on a per-cell basis.

IV. DISINFECTION

CO Disinfection systems, other than those using chlorine, will be reviewed on a
case-by-case basis. The same is true for dechlorination systems other than
those utilizing sulfur dioxide.

CT Chlorine is the most commonly used chemical method for wastewater
disinfection. The forms most often used are liquid or gaseous chlorine and
sodium and calcium hypochlorite. Other disinfectant methods including
chlorine dioxide, ozone, ultraviolet light radiation, bromine, iodine, silver
oxide and gamma radiation may be accepted by the approving authority in
individual cases.

CT The contact period required for effluent discharging to shellfish areas shall be
30 minutes unless otherwise indicated by the regulatory agency.

V. SLUDGE TREATMENT AND MANAGEMENT

1. Imhoff tanks

NJ The use of Imhoff tanks will not be approved except by special permission of
the Department.

2. Anaerobic digestion

10-State Std Multiple tanks are recommended.

IL Sludge production for a two-stage anaerobic digestion process is estimated as
at least 0.12 Ibs/P.E./day of dry solids with a maximum solids concentration of
5% without additional thickening. A production value of 0.09 Ibs/P.E./day
shall be used for primary and fixed film reactor plants.
A-9
-------
NJ In cases of very small installations where a lagoon or open tank is available
for emergency use without creating local nuisance and where pumps are
piping are available for such emergency, a single digestion tank may be
approved if the plan and the report show emergency provisions.

PA Multiple units are desirable. A single digestion tank may be used only where
other means for disposal of sludge are available so that the tank may be taken
out of service without unduly interrupting plant operations.

3. Aerobic digestion

10-State Std Multiple tanks are recommended.

10-StateStd. Where sludge-temperature-is lower than 50°F, additional detention time
should be considered.

NH/TN The size and the number of aerobic sludge digestion tank(s) shall be
determined by factors such as volume of sludge added, percent solids and
character, degree of volatile solids reduction required, the size of installation
with appropriate allowance for sludge and supernatant storage aeration time.

N M The determination of tank capacity shall be based on factors such as quantity
of sludge produced, sludge characteristics, time of aeration and mixing to be
provided and sludge temperature.

OK The process is conducted by agitating sludge with air or oxygen to maintain
aerobic conditions, at residence times ranging from 60 days at 15°C to 40 days
at 20°C.

PA Multiple tanks are recommended. A single sludge digestion tank may be
used in the case of small treatment plants or where adequate provision is
made for sludge handling and where a single unit will not adversely affect
normal plant operations.

PA Lower loading rates, between 25 to 100 pounds/1000 cu. ft/day, may be
necessary depending on temperature, type of sludge, and other factors.

PA Where sludge temperature is lower than 59°F, additional detention time
should be considered.

TX If a separate system of air compressors or blowers will supply air to the
digester, then the compressor or blower system shall be designed so that the
air requirements can be met with the largest single unit out of service.
Surface aerators with an oxygen transfer capability equivalent to 0.02 pounds
of oxygen/ minute/1,000 cubic feet.

TX A digester shall provide a minimum sludge retention time of 15 days. The
design volume of the aerobic digesters may be calculated using 20 cubic feet
per Ib BODs per day.
A-10
-------
TX It is recommended that this volume be provided in two cells capable of
operating as a single or two-step unit.

WI In the absence of experimentally determined values, the design oxygen
requirements for aerobic digesters shall be 2.0 kilograms oxygen per kilogram
anticipated volatile suspended solids reduction. An additional 1.8 kilograms
oxygen per kilogram of BODs applied to the digester by primary sludge shall
be supplied.

4. Composting

TN Composting operations will be considered on a case-by-case basis, provided
that the basis for design and a cost-effective analysis are submitted by the
engineer.

5. Sludge thickening

10-StateStd The design of thickeners should consider the type and concentration of
sludge, the sludge stabilization processes, the method of ultimate sludge
disposal, chemical needs, and the cost of operation.

PA Air flotation thickening is best applied to thickening waste activated sludge
and it is possible to thicken the sludge to 6 percent solids.

TN For very thin mixtures, hydraulic loading rates of 100-200 gpd/sq ft are
appropriate. The diameter of a gravity thickener should not exceed 80 feet.

6. Sludge dewatering

10-State Std 2 sq. ft/capita is the basis of estimation when the drying bed is the primary
method of dewatering; whereas 1 sq. ft/capita is the basis when it is to be used
as a back-up dewatering unit. An increase of bed area by 25% is recommended
for paved beds.

AZ Incineration is employed as a method of sludge volume reduction. Heat
drying by the flash drying or rotary kiln method is employed for the purpose
of removing sludge moisture so that it can be incinerated efficiently or
processed into fertilizer.

CT In determining the area of sludge drying beds, consideration shall be given to
climatic conditions, the character and volume of the sludge to be dewatered,
the method and schedule of sludge removal, and other methods of sludge
disposal.

IA Sludge lagoons shall not be substituted for adequate sludge digestion and
shall not be approved for use as a sludge volume reduction process.
A-ll
-------
KS The climatic conditions, character and volume of the sludge to be dewatered
shall be used to determine the area needed for sludge drying beds. Unless
calculations are submitted to justify the design, the minimum size bed for
digested sludge shall not be less than 1 square foot per capita for percolation
type and 1.5 square feet per capita for impervious type beds. Smaller area may
be used if alternative methods of sludge dewatering are provided.

MD The volume of a sludge lagoon depends on the local climatic conditions and
the characteristics of the sludge to be disposed of. The volume should be
adequate to provide a storage capacity for at least 2 months operation.

NJ Area required for glass covered beds is 60% of open beds.

NJ For installations where undigested or partially digested sludge is to be filtered,
vacuum filters shall be provided in duplicate unless nuisance-free storage of
sludge is provided in a manner approved by the Department.

OK Anaerobically digested sludge may be stored temporarily in facultative sludge
lagoons. Organic loadings shall not exceed 20 pounds volatile solids per 1000
sq. ft surface area per day. Aeration equipment must be provided to maintain
a minimum dissolved oxygen of 0.5 mg/1 throughout a lagoon receiving
solids from aerobic treatment units. It is recommended that aeration
equipment be provided on all lagoons receiving sludge to maintain an
aerobic surface layer.

OK The use of effluent liquid recirculation is strongly recommended to maintain
an active biological growth at all times and to increase overall efficiency.

OK Corresponding area requirements for covered beds vary from 70 to 75 percent
of those for open beds.

PA The sizing of the drying bed may be estimated on the basis of 1.5 to 2.0 sq.
ft/capita when the drying bed is the primary method of dewatering, and 1.0 sq.
ft/capita if it is to be used as a back-up dewatering unit. An increase of bed
area by 25% is recommended for paved type beds. Sand drying beds may be
reduced in size by 25% when covered.

PA Chemical conditioning of the sludge should precede vacuum filtration.
A-12
-------
Appendix B

On-Site Systems Comments
-------
COMMENTS ON THE ON-SITE TREATMENT SYSTEMS

I. SEPTIC TANKS

A. Detention Period

MN The liquid capacity of a septic tank shall be sufficient to provide sewage
detention period of not less than 36 hours in the tank for sewage flows
less than 1,500 gallons/day, but in no instance shall the liquid capacity
be less than 750 gallons.

B. Tank Size

AZ Dens, garages, family rooms-and similar areas that can be converted to
bedrooms may be included at the discretion of the county health
department. For more than 6 bedrooms use 1.6 * 200 * # of bedrooms
for minimum tank capacity in gallons.

N. Coast, CA At a minimum, septic tank size requirements shall be based upon the
current edition of the Uniform Plumbing Code, the United States
Public Health Service Manual of Septic Tank Practice, or other local
agency regulations approved by the Regional Board.

GA Septic tanks shall be increased by 50% where garbage grinders are to be
used.

ME For 2-4 units the minimum liquid working capacity shall be 500
gallons per unit or 1.5 times the design flow, whichever is greater. For
5 units or more the minimum liquid working capacity shall be 1.5
times the design flow.

MN For sewage flows greater than 1,500 gallons/day the minimum liquid
capacity shall equal 1,125 gallons plus 75% of the daily sewage flow.

NJ When serving installations other than single family dwellings, the
minimum capacity shall be 1.5 times the volume of sanitary sewage. In
no case shall the capacity be less than 1,000 gallons.

OR For sewage flows less than 1,500 gallons/day, septic tanks shall have a
liquid capacity equal to 1.5 times the sewage flow for a day. For sewage
flows greater than 1,500 gallons/day, the septic tanks shall have a
liquid capacity equal to 1,125 gallons plus 75% of the projected daily
sewage flow.

RI For sewage flows up to 500 gallons/day the capacity shall be 1,000
gallons. For sewage flows between 500 and 1,500 gallons/day, the
capacity of the tank shall be equal to at least 2 times the day's flow. For
flows greater than 1,500 gallons/day, the capacity of the tank shall
equal 1,500 gallons plus 100% of the maximum daily flow.
B-l
-------
UT
B. Septage Removal

San Diego,CA
MO
NE
C. Compartments

MARIN CO, CA

MN
For wastewater flows up to 500 gallons/day the capacity of the tank
should be 750 gallons. For wastewater flows between 500 and 1500
gallons per day, the liquid capacity of the tank shall be at least 1.5 times
the 24-hour estimated sewage flow. For wastewater flows between
1,500 and 5,( ) gallons per day, the liquid capacity of the tank shall
equal at least i,125 gallons plus 75% of the daily wastewater flow.
Openings between tank compartments must serve to retain all possible
sludge and scum in the first compartment. The bottom of the 4"
opening shall be 28" from the bottom of the tank.

Septage-from 'the tank should be removed whenever the top of the
sludge layer is less than 12" below the bottom of the outlet baffle or
whenever the bottom of the scum layer is less than 3" above the
bottom of the outlet baffle.

Septage from the tank should be removed whenever the top of the
sludge layer is less than 12" below the bottom of the outlet baffle or
whenever the bottom of the scum layer is less than 3" above the
bottom of the outlet baffle.
The minimum capacity of any compartment of a multi-compartment
tank shall not be less than 250 gallons, and the inlet end compartment
capacity shall not be less than 350 gallons.

Inlet and outlet connections of each compartment of a septic tank shall
be designed and installed to retain sewage solids, scum and sludge
effectively.

The first compartment shall be twice the capacity of the second and
separated by a baffle.

Septic tanks shall be watertight and may have single or multiple
compartments, or tanks placed in series, to achieve required liquid
capacity.

Two compartment tanks shall have an inlet compartment capacity of
not less than 0.5 but not more than 2/3 of the total tank capacity.

Septic tanks larger than 3,000 gallons and fabricated as a single unit
shall be divided into two or more compartments.
B-2
-------
MN Connections between compartments shall be baffled so as to obtain
effective retention of scum and sludge. Adequate venting shall be
provided between compartments by an opening of at least 50 square
inches near the top of the compartment wall.

MO Connections between compartments shall be baffled so as to obtain
effective retention of scum and sludge.

NE When a septic tank is divided into three or more compartments, one-
half of the total volume shall be in the first compartment and the
other half equally divided in the other compartments.

PA If the tank has more than one compartment, the first compartment
shall-have-at least-the same capacity as the second but shall not exceed
twice the capacity of the second. Tanks or compartments shall be
connected in series and shall not exceed 4 in number in one
installation.

PR The inlet compartment of tanks having two compartments shall have
the capacity of the inlet compartment not less than half and not more
than two-thirds of the total tank capacity.

TN Septic tanks installed after January 1,1991 shall be of two-compartment
design. The inlet compartment of a two-compartment tank shall be
between 2/3 and 3/4 of the total tank capacity.

UT Septic tanks may be divided into compartments provided the volume
of the first compartment must equal or exceed the volume of any
other compartment and no compartment shall have an inside
horizontal distance less than 24".

W V It is recommended that dual compartment tanks or dual tanks be used.
If a dual compartment tank or dual tank are used, the volume ratio of
the first compartment or tank to the second compartment or tank shall
be 2 to 1. In a dual compartment tank, the connection between
compartments shall be an elbow with a minimum diameter of 4",
placed so that the invert at the partition is approximately 16" below the
liquid level.

D. Liquid Depth

FL Liquid depths greater than 72" shall not be considered in determining
the effective liquid capacity.

MN A liquid depth greater than 6.5' shall not be considered in determining
tank capacity.

NH The liquid depth shall not exceed 5' for septic tanks of less than 3,000
gallons capacity and shall not exceed 6' for larger tanks.
B-3
-------
PA The depth of liquid in a tank should be 2.5 to 5 feet for a tank with a
capacity less than 600 gallons and 3 to 7 feet for a tank with a capacity of
more than (^00 gallons.

TN The liquid depth may range from 30 to 60" with the preferred liquid
depth being 48".

W V Minimum liquid depth should be 30". Liquid depth should not exceed
5' for tanks less than 3,000 gallons and should not exceed 6' for larger
tanks.

E. Freeboard

AR In horizontal; cylindrical tanks; this distance should be equal to 20% of
the tank diameter.

KS/NH For tanks having straight, vertical sides, the distances between the top
of the tank and the liquid line should be equal to 20% of the liquid
depth. In horizontal, cylindrical tanks an area equal to 15% of the total
circle should be provided above the liquid level.

MN The space between the liquid surface and the top of the inlet and outlet
baffles shall not be less than 20% of the total required liquid capacity,
except in horizontal cylindrical tanks this space shall not be less than
15% of the total required capacity.

F. Inlet-Outlet Structures

RI Tops of tees or baffles shall be left open to provide ventilation. There
shall be an air space of at least 3" between tops of the tees or baffles and
the top interior of the tank.

G. Top Access/Manhole Diameter

AZ Septic tank covers shall be sufficiently strong to support static and
dynamic loads.

MARIN CO,CA Septic tanks should be installed so that manhole opening(s) are within
12" of ground surface.

DE A 4" diameter inspection port shall be located over each
intercompartment connection and shall be extended no more than 6"
below the grade level. Access opening shall be at least 18" square or in
diameter and extended to no more than 12" below grade level with
appropriate manhole extension.
B-4
-------
IA In the event the tank is covered by 24" or more backfill, a manhole
with a suitable cover shall be extended to within 6" of the ground
surface, such manhole to be at least 30" in diameter and placed over an
access opening in the top of the tank.

ID If the top of the septic tank is to be located more than 24" below the
finished grade, manholes will be extended to within 18" of the
finished grade.

ID An inspection port measuring at least 8" in its minimum dimension
will be placed above each inlet and outlet. Manholes may be
substituted for inspection ports.

IL A manhole or access port extension collar or riser with a minimum
dimension of 12" shall be provided to bring access to the tank to
within 12" of the ground surface.

IN Access manholes at least 8" in diameter extending to the ground
surface and fitted with safely secured, gas-tight covers, shall be
provided for each septic tank or compartment. Access for inspection
shall be provided in the top of the septic tank above the inlet and
outlet baffles of each tank and compartment.

ME A cleanout opening shall be provided over each baffle or sanitary tee
with a recommended area of least 100 sq. inches with the smallest
dimension being at least 8 sq. inches.

MN There shall be one or more manholes with a minimum dimension of
20" and located within 6' of all walls of the tank. There shall be an
inspection pipe of at least 4" diameter.

MO A manhole shall extend through the cover to a point within 12" but
no closer than 6" below finished grade. All manhole covers should be
covered with at least 6" of earth. There shall be an inspection pipe of
at least 4" diameter or a manhole over both the inlet and outlet
devices.

Any system with a design sewage flow greater than 3,000 gallons/day
shall have access manholes over each compartment.

Adequate access shall be provided to each compartment of the tank for
inspection and cleaning. Both the inlet and the outlet devices shall be
accessible. Access shall be provided to each compartment by means of
either a removable cover or a 20" manhole in the least dimension.
B-5
-------
NJ An inspection port extending to finished grade shall be provided over
each tank or compartment inlet and outlet which is directly below a
manhole. Inspection ports shall extend to finished grade, shall be
constructed of 4" cast iron or PVC and shall have a locked or bolted
cap.

NM Access to each septic tank shall be provided by at least 2 manholes 20"
in minimum dimension or by an equivalent removable cover slab.
Wherever a first compartment exceeds 12' in length, an additional
manhole shall be provided over the baffle wall.

NY The top of the tank shall be no more than 12" below the finished grade
and should be provided with 2 openings: one large enough for
entering'and inspection; the other large enough for cleanout purposes.
The larger opening or manhole shall be a minimum of 20" in the
shorter dimension.

OR All septic tanks installed with the manhole access deeper than 18"
shall be provided with a watertight manhole riser extending to the
ground surface or above.

RI At least one manhole with a removable cover of concrete, iron or
other durable material shall be provided for each septic tank
compartment.

VA Watertight access manholes over inlet and outlet structures (at
minimum) with an open space of 18" by 18" (minimum). If tank has
more than 30" of soil cover, manhole must be within 18" of the
ground surface and have tight fitting covers.

H. Watertightness

TN A septic tank shall be watertight, structurally sound, and not subject to
excessive corrosion or decay.

I. Separation Distance

AL Easements or right-of-way areas for underground utilities, or
subsurface drainage shall not be used in computing lot sizes or as
location for individual water supplies or on-site sewage disposal
system

CT Normally 50' with a minimum distance of 25'.

KS The tank should not be located within 5' of any building. The tank
should not be located in swampy areas, nor in areas subject to flooding.

LA The location of a septic tank shall be at least 50' and downgrade from a
well or suction line supplying potable water.
B-6
-------
MS
OH
OK
PR
VI
WI
J. Baffles/Tees

MN/MO
A septic tank must be located at least 50' away and downgrade from
any well or other source of water supply.

Septic tanks must be located at least 10' from buildings, at least 100'
from any private water supply source, and at least 300' from any public
water supply well.

Septic tank shall be at least 50' from any water well, 5' from dwellings.
A 15' separation distance shall be maintained between the septic tank
and the top bank of any stream.

Septic tanks shall be located at a minimum distance of 3' from a
property line, 100' from a potable water supply source, and 3' from any
building structure.

Septic tanks shall be located at a minimum distance of 5' from a
property line, 50' from a potable water supply source, and 5' from any
dwelling.

Septic and other treatment tanks shall not be located within 5' of any
building or its appendage, water service, 2' of any lot line, 10' of any
cistern, 15' of any pool, 25' of any well, reservoir or high water mark of
any lake, stream, pond or flowage, within the interior foundation
walls of a building; nor shall a new building or addition to an existing
building be constructed or located over or within 5' of a tank.
Inlet and outlet tees shall be 4" or larger schedule 40 PVC or other
approved non-corrosive material.

Both the inlet and the outlet baffles will encompass not more than 48
sq. inches of liquid surface area.

All inlet and outlet connections shall be sanitary tees or baffles
constructed of cast-in-pkce concrete, vitrified clay or PVC.

The inlet and the outlet baffles or sanitary tees shall extend at least 12"
below the liquid level, but to a level no deeper than 40% of the liquid
depth.

The inlet tee or baffle shall extend downward to at least 6" below the
liquid level, but it shall not extend below the level of the lower end of
the outlet and shall extend at least 6" above the liquid level.

Inlet and outlet baffles shall be constructed of acid resistant concrete,
acid resistant fiberglass, or plastic.
B-7
-------
MN/MO Sanitary tees shall be affixed to the inlet or the outlet pipes with a
permanent waterproof adhesive.

MN There shall be at least 1" between the underside of the top of the tank
and the highest point of the inlet and the outlet devices. The
horizontal distance between the nearest points of the inlet and the
outlet devices shall be at least 4'.

NE The space in the tank between the liquid surface and the top of the
inlet and outlet baffles shall not be less than 20% of the total required
liquid capacity.

NM The vertical leg of a round inlet and outlet fittings shall not be less in
size than the connecting sewer -pipe nor less than 4". A baffle type
fitting shall have the cross-sectional area of the connecting sewer pipe
and not less than a 4" horizontal dimension when measured at the
inlet and the outlet pipe inverts.

NM The inlet and outlet pipe or baffle shall extend 4" above and at least 12"
below the water surface. The invert of the inlet pipe shall be at a level
not less than 2" above the invert of the outlet pipe.

PR Baffles shall be located 6 to 8" from the walls and shall extend at least
6" above the flow line and have a 1" vent space between the top of the
baffle and the treatment tanks.

1. Inlet

FL The inlet invert shall enter the tank 1-3" above the liquid level of the
tank. The inlet device shall have a minimum diameter of 4" and shall
not extend below the liquid surface more than 33% of the liquid depth.

ID Vented tees or baffles will extend above the liquid level 7" or more but
not closer than 1" to the top of the tank. Tees should not extend
horizontally into the tank beyond 2 times the diameter of the inlet.

IL Inlet baffles shall be provided and shall extend at least 6" below the
surface of the liquid and to within at least 3" of the tank lid.

KS The inlet invert should be located at least 1" above the liquid level in
the tank.

MN The inlet baffle shall extend at least 6" but no more than 20% of the
total liquid depth below the liquid surface and at least 1" above the
crown of the inlet sewer. Inlet baffles shall be no less than 6" and no
more than 12" measured from the end of the inlet pipe to the nearest
point on the baffle.
B-8
-------
MO Inlet baffles shall be no less than 6" or no more than 12" measured
from the end of the inlet pipe to the nearest point on the baffle.

NH A vented inlet tee or baffle shall be provided to divert the incoming
sewage downward. It shall penetrate at least 6" below the liquid level.

OK The inlet baffle or the tee shall extend a minimum of 6" below the
liquid depth in the septic tank.

PA Inlet baffles or vented tees shall extend below the liquid level at least
6".

RI The inlet shall be provided with a tee or baffle which must extend
down ward-at least 1' below' the flow line but not below the outlet tee.

TN An inlet tee or baffle shall be provided to divert the incoming sewage
downward and extend at least 12" below the liquid level.

UT An inlet baffle or sanitary tee of wide sweep design shall be provided
to divert the incoming sewage downward. This baffle or tee is to
penetrate at least 6" below the liquid level, but the penetration is not to
be greater than that allowed for the outlet devices.

2. Outlet

AR The outlet tee shall extend to a distance below the surface to 40% of the
liquid depth. For horizontal, cylindrical tanks, this should be reduced
to 35%.

FL A minimum 4" diameter vented outlet tee, swamp or baffle shall
extend below the liquid level of the tank a distance not less than 30%
nor greater than 40% of the liquid depth, and shall extend at least 5"
above the liquid level.

ID Vented tees or baffles will extend above the liquid level 7" or more but
not closer than 1" to the top of the tank. Tees and baffles will extend
below the liquid level to a depth where 40% of the tank's liquid
volume is above the bottom of the tee or baffle. For vertical walled
rectangular tanks, this point is at 40% of the liquid depth. In
horizontal cylindrical tanks this point is about 35% of the liquid depth.

ED All concrete outlet baffles must be finished with an asphalt or other
protective coating.

IN The septic tank outlet baffle or sanitary tee and baffles or submerged
pipes between compartments shall extend below the liquid level a
distance of 1/10 times the tank liquid depth.
B-9
-------
KS The outlet device should extend below the liquid surface a distance
equal to 40% of the liquid depth. For horizontal, cylindrical tanks, this
distance should be reduced to 35%.

LA On the outlet side of the tee, the baffle shall extend downward to a
distance below the water surface equal to 40% of the liquid depth of
tanks with vertical sides and 35% of liquid depth of tanks of other
shapes.

MN The outlet baffles and the baffles between the compartments shall
extend below the liquid surface a distance equal to 40% of the liquid
depth except that the penetration of the indicated baffles or sanitary
tees for horizontal cylindrical tanks shall be 35%. Outlet baffles shall
be 6" from-the beginning of the outlet pipe to the nearest point on the
baffle.

MO Outlet baffles shall be 6" measured from beginning of the outlet pipe to
the nearest point on the baffle.

OK Outlet baffles or tees and the passage in the common wall of two
compartments tanks shall be located below 20 to 40% of the total liquid
depth.

PA The outlet baffles or vented tees shall extend below the liquid surface
to a distance equal to 40% of the liquid depth. Penetration of outlet
baffles or tees in horizontal cylindrical tanks shall be equal to 35% of
the liquid depth.

RI The outlet shall be provided with a tee either precast or installed of
other acceptable material. The outlet tee shall extend downward one-
third of the depth below the flow line. Multiple outlets shall be
provided on tanks wider than 7'.

TN A tee or baffle shall be provided on the first compartment sides of the
partition at the same elevation as the outlet tee or baffle.

UT For tanks with vertical sides, outlet baffles or sanitary tees shall extend
below the liquid surface a distance equal to approximately 40% of the
liquid depth. For horizontal cylindrical tanks and tanks of other
sludge shapes, that distance shall be reduced to approximately 35% of
the liquid depth.

VA Outlet shall extend below normal liquid surface to a distance 35 to 40%
of the liquid depth and 8 to 10 inches above normal liquid level.

K. Materials

AR Pre-cast septic tanks may be constructed with high strength concrete or
other materials as approved by the Department.
B-10
-------
IL Septic tanks shall be constructed of the following materials: poured-in-
place reinforced concrete, precast reinforced concrete, concrete block,
reinforced plastic, reinforced fiberglass, and thermoplastic.

KS Septic tanks shall be water tight and constructed of material not subject
to excessive corrosion or decay such as concrete, coated metal, vitrified
clay, concrete blocks, fiberglass, and hard-burned bricks.

LA The tank shall be constructed of materials which are corrosion
resistant and provide a watertight permanent structure.

ME Reinforced concrete, fiberglass, polyethylene, and other materials as
approved by the National Sanitation Foundation.

KENT CO, MI Septic tanks will be constructed of materials which will not permit the
flow of water from surrounding soils into the septic tanks. Acceptable
materials may include reinforced concrete, cement blocks, or bricks, or
other materials approved by the Director.

MT Watertight, corrosion resistant materials should be used. These
include concrete, reinforced fiberglass, vitrified clay or plastic.

NE Concrete, coated metal, concrete blocks, and fiberglass are acceptable.

NH Septic tanks should be watertight and constructed of materials not
subject to excessive corrosion or decay, such as concrete, coated metal
or fiberglass.

NJ Metal septic tanks are prohibited. Septic tanks may be made of poured-
in-place concrete, precast reinforced concrete, fiberglass, and
polyethylene.

NY The tank must be watertight, constructed of durable material and not
subject to excessive corrosion, decay, frost damage, or cracking.

OK Fiberglass, steel, and plastic septic tanks must be approved by the State
Health Department.

RI Septic tanks shall be watertight. They shall be constructed of sound
and durable materials not subject to excessive corrosion, decay, or frost
damage, or to cracking or buckling due to settlement or soil pressures.

TX The septic tank shall be of sturdy, watertight construction. Materials
used may be steel-reinforced poured-in-place concrete, steel reinforced
pre-cast concrete, reinforced fiberglass, polyethylene or other materials
approved by the regulatory authority. Metal septic tanks are prohibited
because they are subject to corrosion.
B-ll
-------
UT
VA
WI
Septic tanks may be constructed of the following: precast reinforced
concrete, prefabricated metal, fiberglass, polyethylene, poured-in-place
concrete, concrete block, cinder block, or brick and other material
approved by the Department.

Concrete is preferred. The structure should be resistant to chemical
and electrolytic corrosion and structural strength to resist lateral,
compressive and bearing loads.

Septic tanks shall be fabricated or constructed of welded steel,
monolithic concrete, fiberglass or other materials approved by the
department. All tanks shall be watertight and fabricated so as to
constitute an individual structure. The design of a prefabricated septic
tanks ^hall be approved by the department.
II. DISTRIBUTION BOXES
A. Distribution Box

SAN DIEGO,CA

MN
OK
OR
All distribution boxes utilized on dosed systems must be baffled in
order to insure flow equalization.

The distribution box is to be constructed of sound, durable material
such as to assure watertightness.

A pre-cast distribution box having at least an inside diameter of 13"
will be acceptable for a maximum of three tile line openings to seepage
pits.

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

A distribution box is not required for flat areas.

When sewage tank effluent is delivered to the distribution box by
pump, either a baffle wall shall be installed in the distribution box or
the pump discharge shall be directed against the wall or side of the box
on which there is no outlet.

Retention boxes shall be used on sloping sites. The outlet weir in the
retention box shall be 10" above the bottom of the trench. The inlet
may be at the bottom of the retention box.

The minimum inside horizontal dimension measured at the bottom
shall be 8", with a minimum bottom inside surface area of 160 square
inches.
B-12
-------
UT Distribution boxes may be used on level or nearly level ground. They
shall be watertight and constructed of concrete or other durable
material approved by the Department.

III. Aerobic Biological Systems

A. Access

MN Treatment system including each individual unit or compartment
shall be easily accessible for inspection and maintenance and shall be
provided with secured covers.

B.NSF

N. COAST, CA Individual treatment units other than septic tanks shall require
certification by the National Sanitation Foundation (NSF) or the
International Association of Plumbing and Mechanical Officials
(IAMPO) prior to approval for use.

C. Grease Trap

AZ Pretreatment tanks are recommended to remove grease, floating
solids, and large debris. The capacity of the pretreatment tank shall be
equal to at least 150 gpd/bedroom.

CT All new grease traps shall be provided with manhole covers which
have been placarded with notification as to the danger of entering the
chamber due to noxious gases.

FL The inlet invert of grease interceptors shall discharge a minimum of
2.5" above the liquid level line and the outlet pipe shall be taken off
the outer wall of the grease interceptor basin at a 45° angle in such a
manner as to provide a trap seal of approximately 18".

GA Grease traps shall be designed to provide a liquid capacity of not less
than 125 gallons.

KS Discharge from a garbage grinder should never be passed through
grease traps.

ME An external grease trap shall be installed for all new or expanded
restaurants with 30 or more seats or other establishments.

NE If an external grease trap is used it shall be watertight, durable, and
constructed of the same materials as septic tanks. The grease trap shall
be provided with an inspection or cleanout cover over the inlet and
the outlet.
B-13
-------
NH The grease trap size shall be based on 2.5 gallons for each patron served
at one meal, but the minimum size shall be 125 gallons.

PR Grease trap is required before the septic tank if the raw wastewater
contains oil or grease.

SC Commercial food preparation establishments shall be required to have
a grease trap on the kitchen wasteline preceding the individual sewage
treatment and disposal system.

TX Grease traps shall be used on kitchen wastelines. The grease
interceptors are required to have two compartments. The primary
compartment shall hold seven times the maximum gallons-per-
minute flow-rate and the secondary shall hold five times the flow rate.

D. Aeration Compartment

1. Capacity

AZ Pretreatment tanks are recommended to remove grease, floating
solids, and large debris. The capacity of the pretreatment tank shall be
equal to at least 150 gpd/bedroom.

HI The design of a household aerobic unit shall be based on 200 gallons
per bedroom per day.

MN The aeration compartment shall have a minimum holding capacity of
500 gallons or 120 gallons per bedroom, whichever is greater.

PA The minimum capacity of an aerobic treatment tank shall be 400
gallons/day. For single family dwelling units a minimum of 400 gpd
shall be used to determine required aerobic capacity. This figure shall
be increased by 100 gallons for each additional bedroom over three.

IV. SUBSURFACE TRENCH OR BED

A. Size

AR Where dosing tanks are provided, a reduction of 10% in the leaching
field size shall be permitted. Where an approved curtain drain is
installed, a reduction in leaching field size of 5% will be permitted for
septic tank systems on sloping terrain.

CT If the representative percolation rate it the reserve area is slower than
that of the primary area, then the rest -e area shall be sized according
to the slower rate.

DE All systems requiring a total if more than 1.250 sq. ft of disposal area
shall have a pressurized distribution system.
B-14
-------
FL The minimum drain field absorption area shall be 75 square feet for a
1 /2 bedroom residence with an additional 25 sq. ft. for each additional
bedroom.

IL A subsurface seepage field designed and constructed to be at least 2/3
the size determined necessary by the percolation tests.

MD The disposal and two recovery areas for an individual lot may not be
less than 10,000 sq. ft and shall meet all physical and distance
requirements.

VA If a system has more than 1800 feet of percolation piping, it shall be
split into multiple systems, each with a maximum of 1,200 linear feet
of percolation piping.

WI A filled area must be large enough to accommodate a shallow trench
system and a replacement system. The size of the area that must be
filled is determined by the percolation rate of the natural soil and use
of the building. When any portion of the trench system or its
replacement is in the fill, the fill shall extend 20' beyond all sides of
both systems before the slope begins.

1. Trench bottom area

AR Trench depths other than 24" must be approved by the authorized
agent. The absorption area in square feet is two times the total length
of the trenches.

VA The total trench bottom area required shall be based on the average
estimated percolation rate for the soil horizon(s) into which the
absorption trench is to be placed. If more than one soil horizon is
utilized to meet the sidewall infiltrative surface required, the
absorption trench bottom area shall be based on the average estimated
or measured percolation rate of the "slowest" horizon.

VA The required area can be reduced when using low pressure
distribution but no reduction is allowed when flow diversion is used
with low pressure distribution.

2. Bed bottom area

CO The area cannot be increased by more than 20% with garbage grinders
and not more than 40% with automatic clothes washers.

CT The effective area of leaching beds shall consist of 1/3 of the total
bottom area of the leaching bed.

W V Absorption beds shall be sized to provide an area 30% greater than that
calculated for a standard absorption field to make up for sidewall loss.
B-15
-------
B. Depth To Ground Water Table

CHARLEVOIX, CO,
MI The natural ground surface should be not less than 6' above
maximum groundwater level, known high water mark of adjoining
lake or stream, impervious rock or impervious soil stratum, and
fractured rock.

UT In areas where absorption systems are to be constructed, the maximum
elevation of the seasonal ground water table or perched ground water
table shall be at least 2' below the bottom of the absorption system
excavation and at least 4' below finished grade.

C. Soil Conditions

AR Soils capable of absorbing and adequately renovating septic tank
effluent may be utilized with certain restrictions.

1. Dist. to imperv. material

N. COAST, CA Where the ground slope is 20 to 30%, minimum soil depth
immediately below the bottom of the leaching trench shall be 5'.
Where ground slope is less than 20%, a minimum soil depth of 3'
immediately below the leaching trench shall be permitted.

FL The resulting soil profile must be satisfactory to a minimum depth of
54" beneath the bottom surface of the proposed drain field.

OR Soil with rapid or very rapid permeability shall be 36" or more below
the ground surface. A minimum of 18" separation shall be
maintained between the soil with rapid permeability and the bottom
of disposal trenches.

2. Depth to high ground water level

MO Greater vertical separation may be required where water-bearing
formations are in danger of contamination.

OR A permanent water table shall be 4' or more from the bottom of the
absorption facility. A temporary water table shall be 24" or more below
the ground surface.

TN A lesser depth may be permitted were soil conditions provide adequate
protection for groundwater.

3.1 eolation rate

DE Systems placed on slopes between 10-15% shall provide for serial
distribution.
B-16
-------
MD A percolation rate faster than 2 mins/inch, after prewatering may not
be approved west of the fall line and may also be disapproved east of
the fall line.

NH The size of the leaching area shall be based on the percolation rate
taken in the least permeable subsoil.

D. Slope-surface

MN Where the elevation difference of the ground surface does not exceed
28" in any direction within the soil treatment system, the sewage tank
effluent may be directed to the soil treatment system through a system
of interconnected distribution pipes of trenches in a continuous
system. With slightly sloping ground, the sewage tank effluent may be
distributed by a distribution box provided the final ground elevation of
the lowest trench is at least 1' higher than the inverts of the
distribution box.

NH For leaching fields built on a sloping site, the bottom elevation shall be
calculated from the uphill side.

TN Slopes of more than 30% shall be considered unsuitable unless soil
conditions will prevent lateral movement of sewage effluent to the
ground surface.

TX Where the topography or ground slope is too steep for feasible
construction of a closed-looped trench system, the following alternate
layout may be used. There shall be a minimum of 16" drop from the
bottom of the outlet pipe to the bottom of the first trench when
trenches are installed in this configuration.

UT Construction of absorption systems on slopes in excess of 15% but not
greater than 25% may be allowed providing that subsoil profiles
indicate no restrictive layers of soil and appropriate engineering design
is provided.

E. Trench Characteristics

MARIN CO, CA Drain field trenches shall be arranged to achieve serial distribution.

1. Length

W V If distribution lines of greater than 100' are necessary, the solid sewer
pipe from the septic tank shall be connected to the center of the
distribution line so that the lengths on either side of the connection
will be equal and not exceed 100' each.
B-17
-------
2. Depth

SAN DIEGO, CA

VA
The trench depth may vary in those instances where the soil
absorption field was designed to overcome limiting soil characteristics.

Where the percolation of the soil is not satisfactory, disposal trenches
may be designed to a maximum depth of 5'. In addition, there shall be
at least 5' of soil below the bottom of the 5' trench.

In a mineral soil with the landscape having a slope less than 10%, the
minimum trench depth shall be increased by at least 5" for every 10%
increase in slope. Sidewall depth is measured from the ground surface
on the downhill side of the trench.
3. Dist b/w trenches
FL
GA
MD
VA
W V
4. Slope of bottom

SAN DIEGO, CA
F. Gravel
AR
FL
There shall be a minimum separation distance of 6' between centers of
the trenches to be installed.

Laterals shall be equal in length and spaced not less than 8' apart,
center to center.

When a standard trench is used, there shall be at least 6' of
undisturbed soil between 2' wide trenches and 9' between 3' wide
trenches.

Where trench bottoms are 2' or more above rock, pans and
impervious strata, the absorption trenches shall be separated by a
center-to-center distance no less than 3 times the width of the trench
for slopes up to 20%. The minimum horizontal separation distance
shall be increased by one foot for every 10% increase in slope.

Additional separation may be required in areas of severe topography
and poor soil characteristics to avoid interaction between the trenches.
Disposal trenches containing open joint or perforated tile line shall be
graded level.
The distribution line shall be surrounded by clean, graded gravel,
washed rock, or similar aggregate.

Filter material may vary in size from 0.25-2.0" and shall be free of
excessive fines which could clog the soil.
B-18
-------
KS/NH Trenches constructed within 10' of large trees or dense shrubbery
should have at least 12" of gravel or crushed stone beneath the tile.

OK Rocks and gravel used shall be clean, durable, decay resistant, and
reasonably free of dust, sand, silt, and clay.

TN Media for the disposal fields shall consist of crushed rock, gravel or
other suitable material as approved by the department, and shall be
size number 2,3, 4 or 24 coarse aggregate as defined by ASTM D-448-86.
The material must be free from dust, sand, clay or excessive fines. At
least 90% of the material must pass a 2.5" screen and not more than 5%
may pass a 0.5" screen. Media for the disposal fields shall extend from
at least 2" above the top of the perforated field line pipe to at least 6"
below the bottom of the perforated field line pipe.

TX The trench media must be clean graded gravel, broken vitrified brick,
washed rock, crushed stone or similar aggregate that is one uniform
size (0.75" to 2.0").

TX In areas of the State where rock media is difficult to obtain, the total
amount of rock media may be reduced by filling the initial 12" of the
bed with coarse sand and placing rock media only around the top,
bottom and sides of the distribution pipe to form an 18" enclosure.

UT The stone or "gravel" fill used in absorption field trenches shall
consist of crushed stone, gravel, or similar material, ranging from 3/4
to 2.5" in diameter. It shall be free from fines, dust, sand, or organic
material and shall be durable, and resistant to slaking and dissolution.
It shall extend the full width of the trench, shall not be less than 6"
deep beneath the bottom of the distribution pipes, and shall
completely encase and extend at least 2" above the top of the
distribution pipe.

VI Filter material shall be crushed stone, gravel, slag, clean cinder, or
similar material having sufficient voids.

WI A minimum of 6" of aggregate ranging in size from 0.5" to 2.5" shall be
laid into the trench or bed below the distribution pipe elevation. The
aggregate shall be evenly distributed a minimum of 2" over the top of
the distribution pipe. The aggregate shall be covered with synthetic
materials approved by the department or with 9" of uncompacted
marsh hay or straw. Building paper shall not be used to cover the
aggregate. A minimum of 18" of soil backfill shall be provided above
the covering.

W V Aggregate utilized in the construction of a soil absorption field shall be
washed gravel, crushed stone, or slag, 0.5 to 2" in size, with a hardness
of 3 on the Moh scale of hardness. Crushed limestone shall be
dolomitic.
B-19
-------
1. Size

2. Depth

RI
G. Cover

MARIN CO, CA

MENDICINO, CA

MT
The filter material may be washed gravel, crushed stone, slag, or clean
bank-run gravel ranging in size from 0.5" to 2.5".

Clean stone, gravel, slag or similar filter media varying in size from
0.75 to 2.5" shall be placed in the trench.

The coarse aggregate shall range in size from 0.5 to 2.5". Fines are
prohibited.
The stones should be placed to a depth not less than 6" and 12" below
the distribution lines in a disposal trench and bed respectively. The
stones shall extend to 2" above the top of the pipes. The stones shall be
covered with at least 2" layer of washed pea stone or a 2" layer of straw
or hay, or untreated building paper.
Backfill shall be at least 12" of native soil over a protective layer of
untreated building paper, filter fabric or other pervious biodegradable
material.

Filter fabric, straw, graded aggregate or other suitable filter material
shall be placed immediately above the drain rock.

Roofing felt, heavy brown paper or 4 ml plastic must be placed over
the drain rock and leach pipe prior to backfill with earth to prevent
infiltration of soil into leach pipe.

A cover of straw, hay or similar impervious material may be used.

It should be hand tamped and made suitable for vegetation.

A layer of non-woven filter fabric shall be paved over all stone used in
leaching system construction before backfilling.

The aggregate will be covered throughout with untreated building
paper, a synthetic filter fabric, a 3" layer of straw or other permeable
material.

After the gravel is in place, it should be covered with untreated
building paper, fiberglass, or 2" of hay or pine straw.

Untreated building paper or straw.
B-20
-------
N V The aggregate must be covered with untreated building paper, and the
top of the trench must be overfilled with 4-6" of earth.

PA The top of aggregate material shall be covered with untreated building
paper or a two-inch layer of hay, straw or similar material. Minimum
depth of earth cover over the aggregate in all installations shall be 12".

PR The crushed stone shall be covered with at least a 2" layer of
compressed hay or straw.

SC The coarse aggregate over the distribution pipe shall be covered with a
strong, untreated pervious material to prevent infiltration of backfill
material.

TN The media for the disposal fields shall be covered with untreated
building paper, a layer of straw at least 2" thick or other material
determined to be equivalent by the commissioner.

TX Covering of several layers of newspaper, a layer of butcher paper or
geotextile filter fabric material over the top of the gravel is required to
prevent the sandy loam or sand backfill from invading the gravel.

UT The top of the filter media shall be covered with an effective, pervious,
material such as an acceptable synthetic filter fabric, unbacked
fiberglass building insulation, a 2" layer of compacted straw, or similar
material before being covered with earth backfill. Absorption systems
shall be backfilled with earth that is free from stones 10" or more in
diameter. The first 4 to 6" of soil backfill should be hand-filled.
Distribution pipes shall not be crushed or disaligned during
backfilling. When backfilling, the earth should be mounded slightly
above the surface of the ground to allow for settlement and prevent
depressions for surface ponding of water.

H. Separation Distance

CT Normally 50' with a minimum distance of 25'.

MS All sections of the disposal field must be located at least 100' from any
well or source of water supply.

OH Tile fields should be located at least 100' from any water supply well,
20' from any occupied building, and 10' to 15' from a property line.

OK House sewer and other solid pipe should be located 50' from any water
well or surface water supply. A minimum of 10' must be maintained.
Perforated pipes shall be located at least 50' from any water well or
surface water supply.
B-21
-------
SC The system should be at least 5' away from property lines, at least 50'
from wells and surface water bodies, at least 25' of a drainage ditch, at
least 15' from the top of the slope of embankments, and at least 10' of
upslope and 25' of interceptor drains.

VI The system shall be 50' from any source of domestic water supply, 25'
from a stream, 10' from dwellings, trees, and property lines.

WI The soil absorption system shall be located not less than 5' from any
lot line, 10' from a water service, or an uninhabited slab constructed
building measured from the slab; 25' from the below grade foundation
of any occupied or habitable building or dwelling, public water main or
cistern, 50' from any water well. Private sewage systems in compacted
areas such as parking lots and •driveways are prohibited.

I. Lead Line Characteristics

SAN DEEGO, CA The line from the septic tank to the distribution box, leach line, or
seepage pit must be constructed of watertight, cast iron, clay, approved
plastic or other approved material properly joined and sealed.

EG All distribution laterals shall be connected in closed loop systems
except when serial- distribution is utilized.

RI All distribution pipes for minimum of 2' from the distribution box to
the first section in the laterals shall be level and unperforated and
shall be laid with tight joints.

1. Size

CT 3" diameter of PVC, meeting ASTM D2729 specs or 4" diameter PVC,
meeting ASTM D3034 SDR 35 or equal, is required for all solid
distribution piping.

2. Slope

OR The equal distribution system shall be used on generally level ground.
All trenches and piping shall be level within a tolerance of plus or
minus 1". All lateral piping shall be at the same elevation.

3. Other characteristics

AR In systems utilizing a distribution box, all lateral lines must be of the
same length. In systems utilizing serial distribution, lateral lines must
be of an appropriate design and adequate length.
B-22
-------
NJ
4. Material
AR
AZ

J. Percolation Line

1. Size

2. Length

TN
Connecting pipes shall be laid in a continuous grade and in a straight
line. Drop manholes may be installed if found necessary. Horizontal
bends shall not be sharper than 45°. The inside angle between adjacent
sections of pipe shall be no less than 135°.
All non-perforated pipes and the distribution box must be bedded on
undisturbed earth to prevent settling. Pipes shall be constructed of
Schedule 40 PVC, cast iron, or with a steel sleeve in areas where traffic
will pass over, or in instances where less than 6" of cover is used.

All types of piping materials used in construction shall have
established ASTM, ANSI or NSF standards.

3" diameter PVC, meeting ASTM D2729 specs or 4" diameter PVC,
meeting ASTM D3034 SDR 35 or equal, is required for all solid
distribution piping.

All piping located from a point 5' from the building foundation to a
point 6' beyond the septic tank shall be ductile iron, vitrified clay,
asbestos cement, or plastic.

If a system has more than 1800 feet of percolation piping, it shall be
split into multiple systems, each with a maximum of 1,200 linear feet
of percolation piping.
Distribution pipe used in trenches or beds for gravity flow distribution
shall be at least 4" in diameter, and for pressure flow shall be 1" in
diameter, and constructed of sound and durable material.

Distribution pipe used in trenches or beds for gravity flow distribution
shall be at least 4" in diameter, and for pressure flow shall be 1" in
diameter, and constructed of sound and durable material.

Pipe for gravity distribution systems shall have a minimum diameter
of 4". Smaller size pipes may be utilized for pressure distribution
systems.
The maximum length of a single line should not exceed 100 feet
unless conditions require a longer line.
B-23
-------
3. Slope

4. Material

AR
AZ
SAN DIEGO,CA
IL
NV
NY
OK
Drainlines may be placed level or with a downward slope not
exceeding 0.5" per 10'. For standard gravity gravel drain field systems,
drainlines shall be graded with a downward slope of 0.25-0.5" per 10 ft.

The equal distribution system shall be used on generally level ground.
All trenches and piping shall be level within a tolerance of plus or
minus 1". All lateral piping shall be at the same elevation.
All non-perforated pipes and the distribution box must be bedded on
undisturbed «arth to prevent settling. Pipes shall be constructed of
Schedule 40 PVC, cast iron, or with a steel sleeve in areas where traffic
will pass over, or in instances where less than 6" of cover is used.

All types of piping materials used in construction shall have
established ASTM, ANSI or NSF standards.

Open joint 4" tile lines must be 0.25" apart. All tile leaching lines
must be of clay, bituminous fibre, 4" diameter, or other material
approved by the Director of Public Health.

All piping located from a point 5' from the building foundation to a
point 6' beyond the septic tank shall be ductile iron, vitrified clay,
asbestos cement, or plastic.

Distribution piping must be made of perforated clay tile, plastic,
bituminous fiber, cement asbestos or short lengths of clay or concrete
drain pipe. The bottom of the distribution piping must be laid 12-24"
below the ground surface. A slope of 2-4" per 1000 feet must be
maintained. Drain pipes must be spaced approximately 0.25" apart.

4" diameter agricultural drain tile, clay tile, bituminous fiber and rigid
or corrugated plastic are acceptable materials for use as open joint or
perforated distribution lines.

Perforated pipe shall be polyethylene (PE) ASTM F405, ASTM F810 or
ASTM D3350 or polyvinyl chloride (PVC) plastic pipe ASTM D2729,
ASTM D3034 or ASTM D3350.
5. Other characteristics
AL
Effluent distribution lines shall be, but not limited to, rigid or
semirigid perforated plastic pipe with minimum exfiltration area of 2.2
sq. inches/foot of pipe.
B-24
-------
SAN DIEGO,CA No more than one crossover will be permitted between two leach
lines.

CT When leaching trenches are at the same elevation, ends of trenches
shall be connected wherever feasible.

CD Must be perforated.

FL Perforated pipe shall have a minimum perforated area of 1 and 1.5
square inches per linear foot. Perforations shall be located in the
bottom half of the pipe. All plastic pipes shall conform to the
standards of ASTM F 405-82a.

IL The ends of the lines shall be looped except in serial distribution.

MO The ends of the distribution lines should be capped or plugged, or
when they are at equal elevations, they should be connected.

NE Distribution pipes shall have a load bearing capacity of more than 1,000
pounds per linear foot.

NH The holes in the leach lines shall be positioned at 5 and 7 o'clock
positions. The leach lines shall be sealed into the distribution box. All
leach lines shall be either interconnected or plugged at the far end of
the system.

PR Perforated pipes used in a distribution system shall be installed and
aligned so that the holes are located in the lower half of the pipe. Solid
pipe shall be installed between the treatment tank and the disposal
area.

TN The pipe used in the disposal field trenches shall have a minimum
diameter of 4", be perforated with 0.5" holes and conform to the
standards of ASTM F-405-82A.

VI All open joints shall be protected, on top, by strips of asphalt-treated
building paper at least 10" long and 3 to 6" wide.

WI Fresh air observation inlets of cast iron shall be provided and
connected to the perforated distribution pipe with an approved fitting
or junction box and be placed so as to assure a free flow of air
throughout the whole installation.
B-25
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V. LOW PRESSURE DISTRIBUTION SYSTEMS

A. Dosing Cycle
CT
ID
MN
NM
VA
B. Dosing

C. Dosing Chamber

FL
Systems located on different elevations may be dosed by pump, siphon
or a dosing distribution box to promote uniform application of
effluent.

Medium & fine sand shall receive 4 doses/day, loamy sand shall
receive 1-2 doses/day, and loam and finer soils 1 dose/day.

The quantity of effluent delivered for each pump cycle shall be no
greater than 25% of one day's sewage flow.

Dosing tanks shall be equipped with an automatic siphon or pump
which discharges the tank once every 3 to 4 hours. The tank shall
have a capacity equal to 60 to 75% of the interior capacity of the pipe to
be dosed at one time.

The effluent applied to the absorption area per dosing cycle is from 7 to
10 times the volume of the distribution piping, however the volume
per dosing should not result in a liquid depth in the absorption trench
greater than 2".
The daily dose volume ratio should be at least 7 times the volume of
the manifold and lateral piping which drains between doses plus one
time the interior volume of the transport line.

Dosing chamber to dose 3-4 times daily. Reduction of field size by 25%
with local Board of Health approval.

The size of the effluent dose shall be determined by design of the soil
treatment unit but in no case shall the dosing chamber be sized to
provide a dose of less than 75 gallons.

Dosing is recommended for all systems except serial distribution
systems and shall be provided when the design sewage flow requires
more than 500' of distribution line.
Systems having less than 2,000 square feet of drain field shall consist of
a dosing tank that is at least 24" in diameter, or equivalent rectangular
size.
B-26
-------
RI
RI
WI
1. Capacity

D. Percolation Line

1. Size

2. Hole Placement

PA
3. Materials
IL
A dosing tank equipped with a siphon or two alternating pumps shall
be provided where the total length of the distribution lines exceed 500'.
The dosing tank shall be provided with at least two alternating
siphons or two alternating pumps delivering to separate seepage
systems if the total length of the distribution lines exceeds 1,000 feet.

All pumps shall be equipped with a high water level visible and
audible alarm powered by a circuit separate from the pump power.

The alarm system shall consist of a bell or light mounted in the
structure and shall be located so it can be easily seen or heard. The
high water warning device shall be installed 2" above the depth set for
the on-pump control. Alarm systems shall be installed on a separate
circuit from, the electrical service.
The pump discharge head shall be at least 5' greater than the head
required to overcome pipe friction losses and the elevation difference
between the pump and the distribution device.

The minimum pump capacity shall be calculated shall be calculated by
multiplying the total number of discharge holes contained in the
laterals of a proposed distribution layout by a factor of 0.75 gprn.
The distal end of the delivery pipe from the pumping chamber must
be fitted with an elbow turned down, or else the distribution box must
be baffled.
The orifice diameter will be 0.25".
calculating flows and pump size.
A residual head of 2.5' is used for
The first hole in the lateral shall be 3' from the manifold. Additional
holes shall be placed 6' on the center with the last hole placed directly
in the end cap. The maximum spacing between discharge holes shall
be 10' and 8' for an equilateral triangle and square pattern respectively.
All piping located from a point 5' from the building foundation to a
point 6' beyond the septic tank shall be ductile iron, vitrified clay,
asbestos cement, or plastic pipes.
B-27
-------
MN The distribution pipes shall be constructed of sound and durable
material not subject to corrosion or decay or to loss of strength under
continuously wet conditions.

V A Plastic is preferred, either PVC or ABS is also acceptable. Lines shall
have countersink holes placed on a straight line along the
longitudinal axis of the pipe. Joining shall be accomplished with
manufactured pressure type joints.
VI. SYPHON

MN For a siphon a maintenance inspection shall be made every 6 months.

PA A siphon may be substituted for a pump where site conditions permit
the use of gravity flow device.

VII. Absorption or Seepage Pits

A. Leaching Chamber

1. Material

RI The chamber shall be constructed of concrete, stone, brick, or cement
block, laid dry with open joints. The cover should be removable and
constructed of reinforced concrete.

2. Construction/dimensions

RI The space between the excavation and the lining shall be backfilled
with washed stone, 0.5 to 2" in size for a distance of at least 12" from
the lining. The stone outside the chamber shall extend to within 2" of
the top of the chamber and be covered with a 2" layer of washed pea
stone or a 2" layer of straw or hay, or by a layer of untreated building
paper. Washed stone 0.5 to 2" in size shall be placed on the bottom of
the excavation to a depth of at least 12".

B. Capacity

CO Capacity should be based on weighted average of percolation tests done
on each vertical stratum penetrated.

CT Leaching pits or galleries greater than 30" in depth shall only be used
when at least 50% of the effective depth of the structure can be
installed below original natural grade level.
B-28
-------
RI The sidewall area below the invert of the inlet and the bottom of the
excavation, not to exceed 2' around and below the liner, shall be used
to determine the effective leaching area. Sidewall or bottom area
having a percolation rate exceeding the design percolation rate shall
not be used to determine the effective leaching area.

C. Separation of Pits

CO Equals or greater than 3 times the diameter of the largest pit. If the pit
depth is greater than 20 ft, minimum distance is 20 feet.

UT Seepage pits shall meet the same separation distances specified for
seepage trenches, except that seepage pits shall be separated from one
another by at least a distance equal to 3 times the greatest diameter of
either pit, with a minimum separation of 15'.

D. Access

RI The top of the seepage pit shall be provided with an access manhole
with a removable cover of concrete, iron, or other durable material.

VIII. WASTEWATER POND

A. Loading

TN The capacity of a two-cell lagoon shall be equivalent to a 60-day
minimum retention time based upon the average daily sewage flow of
150 gallons per bedroom for residence.

B. Max. Water Depth

TN Freeboard shall be at least 2' after settling.

C Capacity

IL When domestic sewage is to be discharged to the waste stabilization
pond, the capacity shall be equivalent to 90 times the average daily
flow. When preceded by a septic tank, the capacity shall be equivalent
to 60 times the average daily flow. When preceded by an aerobic
treatment plant, the capacity shall be equivalent to 18 times the
average daily flow.

TN The capacity of a two-cell lagoon shall be equivalent to a 60 day
minimum retention time based upon the average daily sewage flow of
150 gallons per bedroom for residence.
B-29
-------
D. LengthrWidth

IX. VAULT PRIVY

VA
VA

A. Location

VA
Excavation must provide the following dike and embankment details:
inner slope 3:1; outer slope 2:1 or flatter; embankment width 4'
minimum.
A vault privy is designed to handle only human wastes. A vault privy
shall have a minimum capacity of 500 gallons and shall be installed to
prevent flotation and entrance of surface water.

The Uniform Statewide Building Code of VA normally prohibits the
installation of pit privies at new homes. Pit privies utilized at existing
dwellings should be abandoned within one year of the availability of
sanitary sewers. Proper abandonment consists of removing the
structure and covering the pit with at least 2 feet of soil. Pit privies are
an acceptable means of sewage disposal at isolated areas.

Vault privies are an acceptable method of holding human wastes
where groundwater, surface water or other conditions prohibit the
installation of other approved sewerage facilities.
The elevation of the top of the vault or access port shall be placed 2 feet
above the annual flood elevation. Separation distances from
structured and topographic features are determined on a case by case
basis.
B-30
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