Demonstration design for Alternative On-Site Wastewater Treatment And Disposal Systems-1988

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DEMONSTRATION DESIGN FOR
ALTERNATIVE ON -SITE WASTEWATER
TREATMENT AND DISPOSAL SYSTEMS
prepared for
BEAUFORT COUNTY
prepared by
Yvonne Abernethy
Environmental Consultant
and
MID -EAST COMMISSION
P.O. BOX 1787
WASHINGTON, NC 27889
Preparation financed in part by
A' grant provided by the North Carolina Coastal
Management Program, through funds provided by the
Coastal Zone Management Act of 1972, as amended, which
is administered by the Office of ocean and Coastal
Resource Management, National Oceanic and Atmospheric
Administration.
NOVEMBER 1988

TENNESSEE VALLEY AUTHORITY
' CHATTANOOGA.TENNESSEE 37401
270 Haney Building
0CT 2 4338
1
' Mrs. Yvonne Abernethy
Mid -East Commission
P.O. Drawer 1787
Washington, North Carolina 27889
Dear Mrs. Abernethy:
Thank you for your interest in the constructed wetlands sewage treatment
' system. Although using the wetlands sewage treatment process for
individual homes is a new concept and very few systems exist, we feel
that wetlands can be an effective and economical alternative system to
failed absorption fields. A conceptual design is outlined below for a
' home located in the North Carolina coastal area with the site conditions
described in your August 9, 1988 letter to James Watson.
' A septic tank should be installed for primary treatment of the
wastewater. Preferably, the wastewater should flow by gravity from the
septic tank system into the constructed wetlands; however, if a pump is
' required due to the seasonable high water table and lot topography, .it
should be located in a small tank following the septic tank to minimize
the quantity of solids pumped to the wetlands. The pump should tie sized
properly to prevent surging the wetlands. The enclosed "Design of
' Low -Pressure Pipe Wastewater Treatment Systems" by Robert L. Uebler,
outlines a step-by-step procedure for sizing the pump. Also, the County
Environmentalist would probably provide this information after inspecting
' the actual site.
The design flow for a single family residue with three bedrooms is
360 gallons per day (gpd) based on the State design criteria of 120 gpd
per bedroom. The design hydraulic loading rate for the constructed
wetlands is 20 acres per 1 mgd which results'in an area of 314 ft2.
The treatment system configuration should consist of two wetland cells in
series with the bottom of the wetland cells approximately 6 inches below
the existing ground surface as shown in Enclosure 1. A dike should be
constructed to divide the wetlands into two cells. Enclosure 2
' illustrates the recommended dike structure. The first cell should be
lined with clay or.a synthetic liner to assure that the water level can
0
An Equal Opportunity Employer

Mrs. Yvonne Abernethy
.be adequately.controlled to optimize growth` of the marsh vegetation. The
' second cell should be unlined to allow percolation. Based on the given
percolation rates, 0 to 2 inches per hour, and the high seasonable water
table, a discharge should be expected during the wet seasons of the year.
It is necessary to control the distribution of the wastewater and the
water level in the wetland cells. Enclosure 3 provides design details
for the inlet structure in the first and second wetland cells.
' Enclosure 4 and 5 (Enclosure 2) illustrates two methods to control the
water level in the wetland cells.
Before beginning wetlands construction, this design should be approved by
the County Health Department and the North Carolina Department of Health
and Environment. Please contact Ms. Choate at 615/751-3255 in
' Chattanooga or me at 615/751-7314 if you have any -questions and we would
appreciate it if you keep us informed of the progress of your project.
Sincerely,
Ger d R. St iner, P.E.
Pro am Ma ger
Water and Waste Engineering
Enclosures
cc (Enclosures):
Mr. Donnie Woolard
' Baufort Co. Health Department
Post Office Box 579
Washington, NC 27889

CONCEPTUAL DESIGN FOR•THE
' CONSTRUCTED WETLANDS SYSTEM
A. Summary '
1. System
The system will consist of two subsurface flow, gravel marsh
' cells in series.
2. Number Served
1 The system has been designed to meet the needs of a three
bedroom house.
' 3. Hydraulic Loading
120 GPD per bedroom or 360 GPD.
' B. General Data
' 1. Initial Treatment
Preferred:
' Primary treatment of the wastewater will be provided by a
septic tank. -The wastewater will gravity flow from the septic
tank into the constructed wetlands.
' Optional:
A total of.•two septic tanks will be utilized. Initial
treatment will be provided by a septic tank. Another septic
tank will be used as a collection tank to pump the initial
treated wastewater to the gravel marsh system for polishing
' treatment. The septic tanks should be sized.by the County
Health Department to meet local regulations.
' 2. Polishing Treatment
Polishing treatment will occur in two constructed -wetland
cells.
Desi
C. g n Data
' The septic tank should be designed and installed in accordance
with State criteria. The wetlands polishing system.should
utilize the following design criteria..
' 1. Number of Cells
' Two

2. Configuration
2 cells in series (See Enclosure'.1)
3. Design Hydraulic Loading Rate
20 acres/MGD
4. Design Flow Rate
360 GPD
5. Wetland Design Area
2
314 ft
2
Cell Size - 157 ft per cell
Actual Dimension of Cells
lst cell - (lined with heavy gauge synthetic sheeting or
compacted clay)
9.0' width X 18.0' length = 162.0 ft2
2nd cell - (unlined)
9.0' width X 18.0' length = 162.0 ft2
6. Distribution Pipe
The recommended distribution pipe size is 4 inch PVC (Schedule
40.). The inlet distribution pipe of each wetland cell should
be perforated and located about mid -depth in the beds
(Enclosure -l) and have uniform flow across the width of each
cell. The materials should be corrosion resistant.
7. Outlet Collector Pipe (both cells)
Perforated pipe at the bottom of the bed but on top of the
cell liner.
8. Bed Depth
1st cell = 1.5 ft.
2nd cell = 1.5 ft.
9. Slope of bed bottom
0.0% (0.0% minimum to 0.3% maximum)
10. Slope of Substrate Surface
0.0%

11.
Bed Substrate _
1st cell = 18" average base layer of 1/2" - 1" gravel.
Gravel Required for first cell
1-cell.X 162 ft2 X 1.5 ft depth +„121.5 ft3 = 364.5 ft3
2nd-cell = 12" average base layer of 1/2" - 1" ravel 6"
g Y gravel,
layer of suitable planting soil on top of gravel as shown in
Enclosure 1.
Gravel Required for second cell
1 cell X 162 ft2 X 1.0 ft depth + 36.0 ft3 = 198 ft3
Soil Required for second cell
'
1 cell X 162 ft2 X 0.5 ft depth + 9 ft3 = 90.ft3
12.
Bed Liner
Synthetic liner or at least 6 inches of compacted clay with a
permeability of 10-8 m/s or less. Liner will extend to top of
dike.
13.
Bed Vegetation (assuming the bed receives full sunlight most
of the day)
'
Preferred:
2
Softstem.bulrush (Scirous validus), 1 per ft minimum
Optional: "
.2
Cattail (Tvuha), 1 per ft minimum '
Also perimeter of beds could be decorated with flowering
wetland plants such as Pickerel Plant, Iris, Yellow Flag,
'
Canna Lily, etc.
14.
Water Depth
The depth should be adJustable (by the outlet structure) from
the bottom to the surface of the gravel or soil of each cell..
Normal water depth will be about 1" below the substrate
'
surface at the inlet.
15•.
Cell Dikes
'
Option 1:
Compacted soil with impermeable core (synthetic liner) from
bed liner to top of dike, 3' minimum top width, lv:2h inside
slopes and lv:3h outside slopes. The top of the dikes should
be level and have a minimum freeboard of 6 inches above the
'
maximum water depth.

Option 2:
Vertical walls constructed with landscape timbers, concrete
blocks, etc.

iw
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26
DESIGN OF LOV-PRESSURE PIPE WASTRATER TREATMENT SYSTEMS
' BY ROBERT L. UEBLER, PH.0 '
Soil conditions, such as shallow soil depth, high water tables, clay texture with reduced water permea-
bility, and moisture restricting horizons, may prohibit the use of conventional septic tank systems for on -
site wastewater disposal. Where soil limitations cause a site to be marginally suited for on -site disposal,
' pressure -dosed systems may be used to overcome some of the limitations and treat the wastewater in a safe,
economical, and non-polluting manner. Low-pressure pipe (LPP) systems are: safe in that they treat the
wastewater below ground out of contact with people; economical in that they range in cost from $2,000 to
' $3,000; non-polluting in that biological contaminants die out in the aerobic environment of the soil and
chemical contaminants are either absorbed by the soil or diluted to safe levels in the ground water. LPP
systems are not the answer for all unsuitable or marginally suitable sites for conventional on -site disposal
' of sewage effluent, but they are useful for some conditions where conventional systems have frequently
failed to provide adequate wastewater treatment..
Correct design and installation techniques are critical to the successful performance of LPP systems.
' The instructions presented here outline the step-by-step procedure used in designing LPP systems and should
be helpful to both designers and health department officials who must evaluate where they can be used. For
more detail the reader is referred to "Design and Installation of Low -Pressure Pipe Waste Treatment Systems'
' by Craig Cogger, Bobby L. Carlile, Dennis Osborne, and Ed Holland, UNC Sea Grant College Publication
UNC-SG-82-03, which is available from the Sea Grant Office, 105 1911 Building, North Carolina State Univer-
sity, Raleigh, N. C. 27650, for $2.50.
' Low-pressure pipe systems are pressure -dosed soil absorption systems. They are comprised of seven
basic components: 1) septic tank, 2) pumping tank, 3) effluent pump and controls, 4) high-water alarm,
5) supply line and manifold, 6) distribution network, and 7) suitable area of soil.
Figure 1. Diagram of low-pressure pipe system.
Controls Alarm
supply -� Distribution
•.� Network
Pump /
Septic Pump ' / Tank Tank / Suitable Soil:
/
Partially clarified wastewater enters the pump tank from the septic tank. When the water level rises
to the upper pump control, the pump turns on and effluent moves through the supply line and distribution
' network. The network is drill -perforated PVC'with 1/8 to 1/4-inch holes spaced 3 to 10 feet apart. Under
low pressure (0.7.to 2.0 psi) supplied by the pump, septic tank effluent flows through the holes into the
trenches., It moves from the trenches into the soil where it is treated. The pump turns off Fihen the water
' level falls to the lower control. If the pump or level controls fail, wastewater rises to the alarm control
�• and signals the homeowner of failure.
Soil Specialist, Sanitation Branch, N. C. Division of Health Services, 404 St. Andrews St.,
Greenville, N. C. 27834, telephone number [phone].
n� 55 p

.DESIGN OF LOW-PRESSURE PIPE WASTEWATER TREATMENT SYSTEMS
SYSTEM LAYOUT
The total area for the absorption field depends on the amount of wastewater to be treated and the ab-
sorptive capacity of the soil.
STEP 1.
Calculate the daily waste flow with.the following.
Daily flow - Flow per bedroom x bedrooms
- 120 gpd/BR x 3 BR - 360 gpd
Estimates of the flow per bedroom may vary depending on local regulations.
STEP 2.
Soil texture for the site is determined in the field and/or.laboratory and the permissible wastewater
loading rate estimated from_Table.l.
Table 1. Maximum Loading Rates for LPP Systems.
Soil Textural Class Application Rate (gpd/ft2)
Sand, loamy sand 0.6 - 0.4
Sandy loam, loam 0.4 - 0.3
Sandy clay loam, silt loam 0.3 - 0.2
Clay loam, silty clay loam 0.3 - 0.2
Sandy clay, silty clay, clay 0.2 - 0.1
STEP 3. . . `%'
Total area for the absorption field is calculated as:
Area daily flow/application rate
' 360 gpd/0.20'gpd/ft2 - 1800 ft2
If sufficient area is not available, another system must be used.
STEP 4.
The shape of the absorption field is constrained by two factors: the lines must be on, the contour of
the land and the lines should be no longer than 70 feet from the manifold. For an 1800-ft2 system,
a 60 by 30-toot configuration would be adequate.
STEP S.
The length of line in the distribution -network is found by dividing the total area of the absorption
field by the spacing between lines (generally 5 feet).
length of lines - total area/5 ft
- 1800 ft2/5 ft 360 ft
STEP 6.
The distribution lines are normally placed in trenches 18 inches deep and 6 inches wide in the soil
with a 6-inch gravel depth. The volume of gravel required for the system is:
volume of gravel - width x depth x length of trench
■.5ftx .5ftx360ft■90ft3■3.4yd3
DOSING RATE DETERMINATION '
The dosing rate depends.on the pressure head and size and number of•holes in the distribution network. .
Pressure head can range from two to four feet. Hole size must be 1/8 inch or greater, and spacing may range
from 3 to 10 feet.
STEP I.
_ Arbitrarily select a hole size; e.g., 5/32 or 3/16 inch.
"- 56
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DESIGN OF LOW-PRESSURE PIPE WASTEWATER TREATMENT SYSTEMS
1 - STEP 2.
Arbitrarily select a hole spacing; e.g., 5 feet.
STEP 3. The total number of holes in the dosing system is determined from the total length of pipe in the
distribution network and the hole spacing.
Total holes ■ length of lines/hole spacing
■ 360 ft/5 ft/hole = 72 holes
STEP 4.
The flow rate per hole is determined from Table 2.
' Table 2. Flow Rate for Different Hole Sizes at Several Pressure Heads.
Hole Diameter inch)
Pressure Head 1/8 6/3
(feet) (Flow rate [9Pml)
_ 2 0.26 0.41 0.59
3 0.32 0.50 0.72
' 4 0.37 0.58 0.83
STEP S.
' The total dosing rate is calculated from the flow per hole at the operating pressure selected for the
system and the total number of holes.
Total dosing rate ■ flow/hole x number of holes
K■ 0.50 gpm/holes x 72 holes ■ 36 gpm
The example is for the sample system with 5/32-inch holes operating at 3 feet of pressure head.
PUMP SELECTION ..
The pump must'be.able to supply effluent at the calculated flow rate against the total head (resistance)
encountered in the system. Total.head is the back pressure due to elevation (gravity) differences between
' the pump and the distribution field, plus friction from water flowing 16 the pipes of the system, plus the. -
pressure required in.the distribution network'to evenly disperse the wastewater.
Total head ■ elevation head +.friction head + pressure head
Figure 2. Components of Total Head for LPP Systems.
' Friction — Pressure
Head Head
' Elevation -
Head
Pam'
STEP 1.
Elevation head is determined in the field with a transit and is measured from the pump to the manifold.
STEP 2.
Friction head is calculated for the pipe inIthe supply line from the pump to the manifold from
57 -
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DESIGN OF LOW-PRESSURE PIPE WASTEWATER TREATMENT SYSTEMS
tabulated values of flow rate and friction loss for various diameters of pipe. Friction loss in the
lateral lines of the distribution network is considered negligible.
' Table 3. Friction Head Loss Per 100 Ft. of Pipe.
Pipe Diameter (inches)
' Flow 1.25 1.50 2.00
gpm Head Loss (9 ft.)
10 1.75 0.94 0.25
' 15 3.67 1.74 0.53
20 6.27 2.95 0.89
' 25 4.50 1.32
30 6.26 1.85
35 :2.46
' 40 3.14
STEP 3.
The pressure head is generally set between 2 and 4 feet to achieve even distribution of the waste-
water and yet prevent scouring of the trench bottom.
The total head_for a system with 8 feet of elevation head, friction head of 2.46 feet (from Table 3
for systems with 100-foot supply line and 35 gpm flow rate), and 3 feet of pressure head is
Total head s 8.00 ft. + 2.46 ft. + 3.00 ft. 13.46 ft.
STEP 4.
The system will require a pump with a capacity to•supply the total dosing rate; e.g., 36 gpm against
the total head; e.g., 13.46 feet. The head and flow requirements are checked against the performance curve.
provided by the pump manufacturer. Examples, for illustrative purpose only; are given below. Designers must
have the pump curves for the brand to be used as they will vary.
Figure 3. Examples of Pump Performance Curves.
25
'total 20 0.40 HP
Head
(Ft) 15
5 0.25 HP
0 20 40 60
Gallons Per Minute
For a system designed to supply 36 gpm against 13.46 feet of pressure head, the 0.40 HP pump would be
required since this point is above the performance curve of the 0.25 HP pump.
DOSING VOLUME
Dosing volume is the amount of effluent pumped to the absorption field each time the pump runs. The
dosing volume must be large enough to provide adequate distribution in the field and adequate resting time
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4
' DESIGN OF LOW-PRESSURE PIPE WASTEWATER TREATMENT SYSTEMS
Cbetween doses, yet small enough to avoid overloading. The minimum dose to provide adequate distribution
depends on the size of the supply and lateral network.
STEP 1. -
The minimum dosing volume is the sum of the supply line volume and 5 times the volume (figures from
' - Table 4) of the distribution network.
Table 4. Storage Capacity Per 100 Feet of PVC Pipe.
Pipe Diameter (inch) Storage Capacity (gal/100 ft.)
1.25 9.0
1.50 12.5
' 2.00 19.4
For a system with a 100-foot supply line of 2-inch pipe and 360-foot distribution lines of 1.25-inch pipe.'
Volume per dose ■ 100 ft. x 16.2 gal/100 ft. + 5 x 360 ft. x 9.0 gal/100 ft.
- 19.4 gal + 162 gal - 181.4 gal.
The estimated doses per day are then figured by dividing the total daily flow by the volume per dose; e.g.,
estimated doses per day - 360 gal/day/181.4 gal/dose - 2 doses/day.
STEP 2.
The septic tank is sized according to local regulations, and the pump tank should be twice the daily
flow.
STEP 3.
In order to set the pump controls to deliver the proper dose, the depth of effluent to be pumped from
the tank for each dose must be calculated. The computation is done using the following equation:
Dosing depth - (V dose/V tank) x liquid depth of tank
For a 900-gal. tank with a 4-ft. liquid depth and 180-gal. dose,
Dosing depth'- (180 gal/900 gal) x 4 ft. ■ 0.8 ft ■ 9.6 inches
For design details the reader is referred to the Sea Grant Publication mentioned earlier. The outline
' presented here is intended to only familiarize the reader with the design process and should not be used
as a design manual as necessary information has been deleted for the sake of brevity.
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