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.

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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

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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


r


15
MN1
MH2
MN.4
AZ




5-7
5-20


100
95
0-2
0-1
3
5



15
1
MK2

CA





















CO





















CT



*
MM 5



100
95-100
0-2
0-1





15
1
2

L




7



100
95-100
0-2
0-1






MN1
MM 2

IA


30-35














15



KS


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

MD

05


5-t



YES
95


1




15
1
MM.2

MA




MNS



100
95-100
0-2
0-1





15
1
2

MN


30-35

5-10
10-30


100
95-100
0-2
0-1









NH


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

OK




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

TX


35





100
95 to tOO
02
01









UT




5B10
101030


100
95-100
OB 2
OBI





15


irin.4
VI


35





100
95-100
OT02
OT01
5
3



MM 15
1
MM 2

VA




MM. 5
MM 10


100
95 TO 100
OT02
OT01
3
5



MINIS
MN1
MM 2
MM. 4
WA


30-35


















wv




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









WY



*
5 T0 10


*









MM. 15


4
COMM
*


*



*






*






                    8B

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






                    9 A

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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




















OK

45 TO 90
5 T0 12









230-190
30.100






PA




















SD




















TN

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


UT




















VI




















VA

46-92
9.2 TO 16.4









230-690
27.6 - 75.9






WA

23-92
5 TO 25




92-230
1540



230-920
MAX 300






wv




















Wl

92
20




253
30



969
60






WY












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


















AZ


















CA


















CO


















CT
*

















IL













MAX 1000
MIN.7



IA






3











KS


















ME


















MD






-











MA


















MN













MAX. 1000
MM. 7



NH


















NJ


















                    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



OK













mat. 1200
mh7



PA
*

















SD


















TN
*
J5T035













7T025
15T055
350
TX






mat. 8











UT


















VI


















VA







3










WA


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


















w


















WY


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


2




40
AZ







10-15

0.5-2
100-1000
4000-10000

0.4-1. 5
0.5 -2
i

4- J
35 (20-40)


CA





















CO
*
025 MGD

NOTttB


2


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







<40
CT

0.04 MGD

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













L


MIN.19


Multplt
2
MM. 10










35-50


IA

*
















MAX 40


KS


mix 18




MK10









6T08
30-40


HE

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













MN

100000
MM 18




10 TO 20









4 TO 8
40


NH

40000 gpd
MM. 18


Mufflpto
MM. 2
101015







US




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



2











20 TO 40


OK


18




10 T0 15









6 TO 8
30 TO 40


PA
*
50000 gpd. *
irintt



2
10T030











160
40
SD





















TN


18B24


multl^e
2(1atp«ak
Dow)
10T030













TX







mhe










45


UT

5000 CFT
Iria IB




101030









4M6
20B40


VI






2
10 T0 15









75
35


VA

















4TO«
20 TO 40


WA









1T03
100-250
6000-JOOO
04 TO 1.5

5 TO 10
0.5

4TOI
20 TO 40


wv


MM. 18




MM. 10












40
w

01MGD
18




MM 10










40


WY

*
18T036



2










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
























CO


1500-4000




<50
1500-4000
0.2-0.5














CT





1





1












L







30-50
















IA
1000-3000


02T005
6 T0 15


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


1000-3000
05T005

8T015







KS






6TO«
30-50




3 TO 24


5 T0 10








ME





i





i












MD
























MA





1





t












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


NH





075



0.2 TO 0.5

0.75












NJ
























                     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












PA

3000-5000
1000-3000


0.75
2




0.75












SD
























TN
























TX
























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







VI
























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

IS


3000-5000


15
U (in**
oidtcri)


1500
1500
1500
2000




AZ




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

CA


























CO
0.25 TO 0.5
2T06
<75

2000-4000
4000-6000
0.2-0 5


24

2000-6000



14










CT








is
20-24


5-10

2


*

1500
1500
1500
2000



L


30-50






24





1










IA


MAX 50
1000-3000


0.2 TO 0.6
6 T0 15



3000-5000

20-30

11










KS
0.5T01
2T06
30 TO 50






24
MM. 3

510100






1000
1000
1500
2000


1500
ME








15
20- 24


5 T0 10

2




1500
1500
1500
2000



MD
















30









MA








15
20 -24


5 T0 10

2




1500
1500
1500
2000



MN
05T01.5
3TO«
50


1000-3000
02T006

15


3000-5000




20 TO 30









NH








15
20 TO 24




2



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



NJ

















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














OK









25

>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



SO


























TN















ti


400-1500
1500
1500
1500
2100



TX


50
















1800

1800
2850


1600
UT
tt>3
3106
50
2000-4000


0.2 BOS
31910

24

2000-6000



12










VI


























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



wv


so
1000-3000


02 TO 0.6

1S


3000-5000


IS
1.1


400-1500
1500
1500
1500
2600



W


so

1000-3000
4000-10000
0.2 TO 0.6

15


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












SO






AZ
*

10000
8000-15000


















3-4
2.5-4
2-3.6

CA


























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





KS






MN.10















3-35
25-3
2-25

ME








10
11
12
13
14
15











200-800
MD


























MA








10
11
12
13
14
15











200-800
MN


























NH


10000
15000


10T012















3-4
2 5-3.6
2-3

NJ














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.

NM


10000
15000
1

11*112














1-4





OK






irtn.12


















200-800

PA

























500-800

SD



























TN



15000
MM1
MM. 12

MM 12

11
12
13
14
15


800








400-800
15B
TX



















50

1.3-22



400-700

UT






MM 12




















VI






MN.8









MAX. 800










VA


10000
15000


MM. 12


















000-1200

WA









12T013
13 T0 14
15T016
15 TO 20
20













wv



























w


10000
























WY
















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








CA












CO
300-600
600-700
700-800









CT



600-1200



1-30

30-50


L












IA



1000-1200








KS
600
700
800

5000
10000
15000





ME



600-1200



1-30

30-50


M>












MA



600-1200



1-30

30-50


MN



1000-1200








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








NJ












                     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.«

NM



1000-1200








OK



800-1200




20-35

SO

PA



1000-1200




30-40

»

SD












TN
600
600
too
1000-1200



25-30
30-35
SO
50
*
TX



BOO- 14 00






SO

UT



1000-1200








VI












VA








4 8-24

336

WA
200-600
300-700
400-800

900-1000
1000-1200
1200

25

40

wv



1000-1200








w



1000-1200



286-336

4»


WY












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


e

1V:3H
1 V-4H

AZ
























CA
























CO





*


MAX 05





not>3

5
3
IN
MM.8

3-1
6-1

CT








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

IA




MM. 2



046 TO 056

MAX 6
30

0575
NOTx)
2

2
180
MN. 6

3H-1 V
4H IV

KS








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









35:1{ouler)
25 1

ME








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



MA








0.804






3
5
2

MN.12

3T01

MIN 2T01
MN
























NH





+


034 TO 08






3
5
3

11*1.8

3H 1
4H I

NJ
























                     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






OK

2

MN.4
3











6


MN.8

1V:3H
1 V:4H

PA





Mai 40 an«
per pond.
Pondiyimln
3nDsB
facflltali


0.34 TO O.I






2

3
90-120*
10

3H.1V
4H-1V

SD

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



MAX. 0 69

5
tao



2
6


mha

1V:3H
IV 6H

TN

MM 3


n*\1

O.S
40

MAX. SO
MAX 6*


MAX. 30
NOT>3




MM. 12

3H.1V-lnnw


TX

multiplt


203








mw.75

n«m. 3 B 5



n*i10

1V:3H


UT


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

*
2
10-15

3
40











AZ






















CA
*





















CO



2
10-25




3


2-5









CT
*


2
0.5 • 5.0
10-15





2



20-30

10


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



ME



2
05T050
10 TO 15





2



20-30

10


2T03
2
MD















MM JO
0.46

MAX IS
1-4


MA



2
0.5 TO 5.0
10T015





2



20-30

10


2 TO 3
2
MN
*





















NH

ISO
075
2


10
15














NJ






















                     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




2


















OK























PA




MM2





3








10 TO 15
3


SD




2


















TN







7

NOT>3













TX





















16

UT




2


















VI

min. 2ponds





















VA




2

6T015
















WA







7















wv




2

6TOI5
















w







«
MAX 15














WY

*

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




















AZ






is


a

6



10




CA




















CO
*
30


















CT
*
15*


















L

MN.15



20
10


CWchwn-4

10


20





IA





K
10


t


s
6






KS
MM. 30
MIN. 15
MAX 05

















WE

15


















MD

MIN. 30

15
















MA

15


















MN




















NH

MN.15


















NJ
MM. 30
NOT<20
2

30
20
15


10

10








         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


















OK






10


t


«
6






PA
30
IS





15
is
1


6
6






SD




















TN
irin 30
nh.15


20-25

3 TO 15


2TO«
5 TO 10

1T06
2T06
upto3S





TX

20


















UT
60
X


















VI





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


















WY

15


















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



AZ
















MAX. 80
MAX. 40

01-02
0.02-005




CA

























CO

























CT



40-50












120
40



MM. 20



L

*
MuWpto
40-50












MAX. 80
MAX. 40



MM 20



IA


MJIpU
40-50












max 80
ma 40



rtwi 20



KS


MUflpto


4 TO 5
2.7 TO 3.3






4 TO 6
2.7 TO 4

100-400
40-100



nwi 6



ME



40-50












120
40



MIN 20



MD


1/1 MOD







5 TO 6
8T012




90
MAX 40



15


IT02
MA



40-50












120
40



MM. 20



MN

























NH


UMfli

4


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



OK


muWpl.

5(h««l»d.<)


S3
(htakd . 4)


4
1




mai.tO
max. 40



min. 20



PA


*
40 TO 50












MAX 100
MAX. SO



MIN 20



SD

























TN


mulllplo


4TOS
Z. 7-3.3






4 TO 6
2.7 TO 4

1SO-400
UPTO 40




1/2 the da
1/3ir»dia

TX










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













UT


multplt













120
40



mm. 20



VI


multiple






4 TO 6















VA


multlpl<













MAX 200
MAX 40



mK6



WA

























WV


mullplt













mat 90
max 40



mn to



w
















BO
40



MIN. 20



WY


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




MA

MM. 1 T0 12
1T04











100

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


MN

























NH


1-04










*











NJ

























                  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


NM














muNpb*





1T02





OK


MM 1:12
1 B4











MAX. 100
MM. tO*



102
min.30




PA


1:12
1:04







MN.1S
MM. 30

*
MAX 100*
*

MM. 20
MM. IS
1T02
MN.25



*
SD


























TN

1/12 • 1/4












*
100-200




1(2d«st»d)



*

TX










MM. 30



*

MH1S*




mln.30*




UT


























VI


























VA




minis









mJ«pl«
100-200




2





WA


























WV















max. 100


irin.20
iHntS

min30




w




MM 15










MAX 100

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




WY











10(hMted)
30(h«at»d)




30

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)

AZ

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)



CA
























CO






















UPT008

CT

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








L
























IA
























KS






















UPT008

ME

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






1

MD

20

4




>
MAX. 900




72 TO 96







UPT008

MA

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








MN
























NH
























NJ
























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
























OK

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






09

SD
























TN

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
























UT

20h>30
8 to 10
4M8



10fc 12
6 to 12


101014


20-30 (no
pd)m«)
08








VI
























VA









400-800

n*l10












WA
























WV
























W
























WY

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



















2*





AZ

002
200-250














*





2.2-24

CA

























CO

























CT
3.5 - 5.0






«-8
3-6
3-4

4-6
3-5
3-4





1-2*





L

























IA




















2




KS



















*





ME
35T050






4 TO 8
3T08
3 TO 4

4 TO 6
3 TO 5
3 TO 4





IT02





MD

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





MN

























NH
















2



t




NJ




*













*

IS



*
                 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

























OK



















*

1TO1.5
25 TO 40


PA




*
3T05













IST02*





SD

























TN





















tTOlS
275

075 lot
TX

























UT

























VI




















0.5 TO 0.75




VA

0.02 • 0.04





4 TO 6
3T05
3 TO 4












IS


WA

























WV




















2




w




















MN.2


MNI

WY

























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






AZ

























CA

























CO

























CT
















1/8 • 1/4
12
6-9






L

























IA

























KS

























ME
















1/8 TO 1/4
12
6T09






MD
1.25T01.75
1.0 T0 125



I





175T025
125TO15
20T025
125T01.5

1/8 TO 1/4
12
9 TO 18






MA
















1/8 TO 1/4
12
6T09






MN

























NH


125







15





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


NOT > 3.5
MN4
MAX. 10
NJ


175
1.75






2




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

NM


























OK
12TOI7










1.7T03

2T025


1/« TO 1/4
12
MH9
0 3 TO 1 2


MAX 5
MIN6
MAX. '0

PA
















1/8 TO 1/4
12
»T09
0.3 T0 1.2


NOT<5
MM. 4
MAX X

SO


























TN




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


























UT


























VI


0.75 T0 1.2







15T025




1 T0 1.35










VA

















12
12
03 TO 0.75


4



WA


























WV
















1f8 TO 1/4
12








w


























WY


























COMM



























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

10 ST

AZ

CA

CO

CT

L

IA
*
KS

ME

MD
*
MA

MN

NH

NJ

                 29 A

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

NM

OK
*
PA

SD

TN

TX

UT

VI

VA

WA

WV

VI

WY

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*
*



AR

£750

750
1000
1250
1500
250


2250 gal
•ach*

*
3-6
20.583
*

Intel t oufet


lOOkom wdl



AZ

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



22

4 • B
1

Ucomp






CT



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





GA

*

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




D

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



KY

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



MA

ISOImes
wstQn low

51 000 gal





1



4


access ID
Mel J outlet
24, 1/comp





MD



760
1000
1250
1500
250















ME


*
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
*





MO



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
*



MT



900. 1000
1000
1000
1250


«Ullqd»p.


lit 21/2
tot volume
2.5 -5
1

to Met and
outlet
£20
required

SO

M
NC



900
900
1000
1250
V. 1.170*
500



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



waurllghc
ortn 6' of
yanl *
24





NO



1000
1000
1200
1500










24
required

50


NE









*


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



2

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




NY


Mn rccnvMo
750 750
900 1000
1000 1200
1250 1250






S4


220MWS
if
*


50

50
OH

>1000g

fer2tar*«
225xeast
dally Dow

total 2500



£2

24'SIO1
21/4 llqdep

watertghl
211
required
210*



OK

21000;
RowtSO*










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

1/comp
224

*



OR

*

1000
1000
1000
1450
> 51500








*






PA

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



23

*



R

*

1000
1000
1250
1500
250





>4,3000gal
required

1/2 • 2/3
capacity
2.5-6
1

1/oomp
20 mh
required




TN



750
900
1000

250
150
3-5

2
*
21/2-5 *
20%

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




TX



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

*
1»Xl8lT*l


SO


VI



500
600
750
900
200





4 -6.5
OS3


224
required
*



VT




















so
25
25
WA



750
900
1000
1250
250



22




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



wv



750
1000
1000

250




it
»1/2 *
9inchM








WY



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
















AL

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


1



NSF
STD 40
NSF STD
33
Petmlg
AR

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






appdbyNSF


AZ


[•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

2

24*

1
2





CO
















CT

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

3









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



1C*






FL


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



>4





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


KS


?6-botow
Iquldtowl *
*
*

oplooa*








*
KY


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

3










LA

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









MA

Cabora
lowfcie



2




6





MD




appiowd











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

Noncwroslw
*
3 *
waltrtlght


2'




NSF 40
*
SURIEVoTS
CO., Ml
10
*














KEHTCo.
M
10
*


Duratfe, *
carry lead











MN

*
*
*


*


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










NC




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

a










NV


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



1
4-6





NY
10



*
a




n





OH





a above LL










OK

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

*









OR






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





sc




*










*
so





3
watertight


1r*
4n*





TN


•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
•*
*
&
*


2






VA



*
eoncntt
prtforrcd *


2t2
i12







VI


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


1
4-6





VT
T! 	




3










WA




concrete











w


>6'*0«, 9'
b8towlql»»

skd.oonc
approvtd *
2










wv


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












WY

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




4*


6n*i
4n*i
Mmn


AL

area ( rspt
area
mil 125

33


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










CO

*

^3'SORT(
pare rl)/S *




4'
S 60, «'
•530

CT

r«sva-ea
avatar**

*



4mh
limn


2-4*
DE

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



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


FL

*

1000 max



*
10D6.047
(2)lnreg»



GA












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


D

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

KS









1-60


KY







2?


£30

LA







4min
2min

6" across
xta

MA


? *
30 max
25 max

ME




21





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




4





3.3 mh


15% max



MT


replacement
field reqd








4

4

t-60
S11.25


0
NC













n





25
NO



















2-4
NE









from bottom
of btd/lindi
4

4

560
<5625


0
NH



sktewdlnc.

noddtwal





8

4

MO *
*



NJ











4min

4n*i

3-60
75 max



NM







5



4 ft from
kiflltr surf
4lt from
Innilr turf





NV







2



4

4

ITW160




NY















560



625
OH

120/d/bdrm
rit./gal/d




24





£4






OK

21000
to sq.rv
1 ft dst pipe












$60




OR











a *

4' B perm
gwt *

30d«gtM



PA

*

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




24



4
21,560


H







51
3'
£40


sc







1
05



SD
2 vo/gpm of
flow TSOgpm

A-
0(1) 1/2/s




4mln
41
5-60


TN







4
*
10-105
530% *
$4
TX


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






*
0
UT




24 *




2l
560 tWKh.
530 bid
S25% *

VA

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




t (». S h)



»2S4
VI












VT


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

WA




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



23

24

w

+
bottom aria
oriy
bottom aria
oriy
4.7


3
3
260
520
0
wv



*



3
3

S25%

WY

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




















AL

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





CO














?10 *





CT

S75
£4>
mac 36
4 x wtdfi ac






pp«12
r
16-
6 *
*




DE


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






GA

100
225
536'
6*









12-





H


















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





MD



24-36
6-9 *















ME

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





MN

£100
(and beds)

18-36
















MO

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>



3



6unlw,
2 one
12-24 *
*




MT

5100
24 -36






26

6* Mow.
2-abov»


12-20 *

100
10
100
10
NC


36 max
36 max
5m!n






6 Wow
r*ov»


6

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





NH

altq^al
S36
12-36







3/4'-2 1/2
*

12MOW
<16'





NJ


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*





NY




4mh







0.75 - 1.5

212





OH


24 -30
212








212
3/4 • 1 1/21
2'
20 *




OK


16-36
224







*

3' Mow
r*cM

it




OR

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 *





n


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 *
*




SD


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






TN


100 max
iW J241

t
$4





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





TX


275
18-36
£36
sSlwtttl






*
3/4 • 2
6 below,
12 total
*






UT


<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






VI



18-36
18-36







*
1/2 • 2 1/2


*




VT



<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





















W


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
*




wv


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






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

100

20

WY




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





MD























ME









d w/»-t







a«*l<>h^i
Itvd





TOBtEV5R
CO.,11







i4

2-6

sound
durable





roq'd
owcam
static htat
1 McHon

21
iO.75

KENT CO.
M







4mh

0-4




appy
tor 022000
gpd







MN







S4*






*
275galons
*


i7.5
*

1 to 1-1/2


MO







it-




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























MT







»<•















NC

4

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

NO







4



duraUt











NE
1/percol-line
S4

0
watertight
connectlom


S4 *

$4


*

<4
Hmts/day








NH
nolaltowed






4
$100
0


*

6-8 times/
day/field








NJ

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










NY







24
560
625-3125

*











OH





kid lit

24
S150
6

fold lit











OK




8' b(w dlsl
Pip*



S150
s2-/pipe l«n

*











OR

24'
S4'
*
watertight




*





<2500gpd






onbp
PA

*y

J1/4VFT



23

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







24

>1/18V(1 mln


*







21 .5


R
*

S75




24
S75
2-4






*
rqd.





sc























so








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






24




1/3" op«
joins *










VT







4
•stOOirioss
dosed
2




5l
>1/4

WA























W

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


24

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






















AL

Nolwllh
convsyst









or «xp«rimnl
to lh« Stak
Board






Altwnatlvo
UM


notundw
AR






















AZ







*100%
reserve area
1-30
rrin12



m«12


5(1'B
in perm)





MARIN CO
CA
sdwUe
40PVC

















r

case -by-case

TJEimcifRr
CO..CA






















N. COAST
REG..CA








30 max













•SATPJIEGc7
CO..CA









Xirtn












CO







*
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













D













12




{dtpmfcon
toHtypt)


L
*








3>lBgMt
dimikr











N
if plasHc-26




















KS





















KY





















LA











2


2-3
4mln

12ftwkJ«,
25 ft long

400 gpd
S ft
MA









2xIARLEVOIX
CO., II





















KENT CO.
M








410












MN
*
*



















MO





















           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





















MT





















NC
leopsipvc




















ND





















rc





















NH





















NJ
sol vwt weld
joints







40 mh












NM





















NV





















NY





















OH



Jr10'







215
212-dMp
»4 - 1 1/2

S3' / 1001
da. i 4"
412V1001

240 ffbdrm



OK





















OR





















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






«3'da










H






*
*
*

W
*










sc






















SD




4mn

















TN

SC»»d40
PVC

















r
it
4 *
TX






















UT










*15 *
1C da










VA

*




















VI






















VT




a






w/h 12' of
InalgMdt







>2


WA






















W

plastic


nwi3'bww
bottom




?30mlrVln
6








2MN


wv






















WY

4 It
rater to
sect 40
r«f«i s*cMO
r«f« lo
sect 41(b)
tel«r to
sect 41(b)
reftt to
wet 4t(b)
r«l« to
stet 41(b)
4Mi
3
ASTM2729
Jmh
1.2Sx mt
rndi depth



refer to
sect 41(c)
refer to
sect 41(c)
refer to
sect 46
refer to
sect 46
refer to
sect 46
refer to
sect 46
refer to
sect 37
Domm

*
*



*
*
*

*
*








*
*
           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





AR







AZ







UARINCO
CA







wnnciw
CO..CA







N. COAST
REG..CA







5ANOIECO
CO..CA







CO




£400
£4

CT







DE







FL







GA







H







           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







D


it




L
90XADF *
3 • 5 uniform
13 max
wattitght

ma 4

N







KS







KY







LA

4-5 II
25' X 25'




MA







MD







ME



*
2500


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














MN







MO







           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







MT







NC







ND







NE







NH




vert wall ana
bdowHtt


NJ







NM







NV







NY







OH




2500


OK







OR







PA







           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







H







SC







SD



prohibited



TN
*
6
variable




TX







UT







VA



*


it
VI







VT







WA







W







VYV







WY




>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

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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

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 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

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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

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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

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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

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       Appendix B




On-Site Systems Comments

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                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

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UT
B. Septage Removal

San Diego,CA
MO
NE
C. Compartments

AR



AZ



MARIN CO, CA


FL



ME


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

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 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

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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

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 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

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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

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 MS
 OH
 OK
 PR
 VI
 WI
J. Baffles/Tees

AR


CT


DE


DE



LA



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

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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

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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

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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

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 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

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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

AR


AZ


SAN DIEGO,CA



FL



LA

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

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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

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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

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 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

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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

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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

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2. Depth

AR


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

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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

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1. Size

ND


NM


SC


2. Depth

RI
G. Cover

AZ



MARIN CO, CA


MENDICINO, CA



CO

CO

CT


ID



MS


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

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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

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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

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 NJ
 4. Material
 AR
 AZ


 CT



 IL



 VA



 J. Percolation Line

 1. Size

 MN



 NE



 WV



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

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3. Slope

FL



OR



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

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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

AZ



CD


MN



MO



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

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RI
RI
WI
1. Capacity

MN



PA



D. Percolation Line

IN



1. Size

AZ


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

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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

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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

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D. LengthrWidth

ID



IX. VAULT PRIVY

ME



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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