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**EQ386, Settling Basins and Terraces for Cattle Manure**

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# Settling Basins and Terraces for Cattle Manure

##### Charles D. Fulhage and Donald L. Pfost

Agricultural Engineering Extension

##### John W. Feistner

Natural Resources Conservation Service

Fast-moving liquids pick up and transport solids, which settle out of the flow when velocity is reduced. Often, settling basins are designed to limit flow velocities to 1.5 feet per second, or less. Settling may remove 35 percent to 60 percent of the solids from a dilute liquid slurry, with as little as 10 minutes detention time (30 to 60 minutes detention time is common). Settled solids, submerged in water, typically are about 15 percent dry matter. After dewatering, the solids are usually 15 percent to 25 percent dry matter and can be used as fertilizer or composted. Figure 1 is a schematic of a typical settling basin.

Liquids separated from animal manure must be contained in a lagoon, storage basin or settling basin until they are land-applied to a vegetative filter or soil-plant filter. The liquid should be applied to a vegetative or soil-plant filter large enough to use the nitrogen content.

Settling basins add to the overall cost of a waste management system. They may require two handling systems: one for solids and one for liquids.

**Figure 1**

Schematic representation of four-zone settling.

## Settling basins

Settling basins may be used to reduce the nutrient-loading on a lagoon from a gutter-flushing system but are used more commonly to reduce the nutrient-loading on a vegetative filter strip from lot runoff. Adding a settling basin to remove a portion of the solids can decrease the required lagoon volume for a new facility, or it can enable you increase the animal units served by an existing lagoon. Settling is a good way to remove undesirable material, such as hay, straw and feathers, from the waste flow to a lagoon. It can reduce odors or prevent a crust or mat from forming on the lagoon surface. You may need a baffle to retain floating solids (such as straw) in a settling basin. By removing the larger solids, you can reduce plugging of liquid-handling equipment, such as pumps and irrigation sprinkler nozzles.

There are two types of settling basins, based on the method of removing solids. With one type, the solids are removed mechanically (after the free water has drained away), usually with a front-end or skid-steer loader. The depth of accumulated solids should not exceed 1.5 feet. The other type uses hydraulic (pump) removal of the solids. Typically, pumping is initiated when the basin is half full of solids and the remainder is water. Vigorous agitation is needed to mix the liquid and the solids, preferably by propeller-type agitators or pumps with agitation nozzles.

**Figure 2**

A typical concrete settling basin designed for mechanical removal of solids (from MWPS18).

Settling basins may be either concrete or earthen structures. For concrete basins, a common recommendation is a minimum depth of 2 feet plus the depth required for solids storage. Figure 2 shows a typical concrete settling basin. A simplified version of this type of basin without the screen has been developed by NRCS engineers for dairy operations in southwest Missouri. Earthen structures may be used for compact basins, settling terraces, settling diversion terraces or settling channels. Figure 3 shows a typical earthen settling basin. Earthen basins to be cleaned with loaders are usually designed to be shallow (not more than 3 feet deep) and to cover a large area. Earthen settling basins should have a concrete entrance ramp and a concrete runway on the bottom to allow entry of equipment for solids removal. Figure 4 shows a duplex concrete settling basin that allows one side to receive effluent while the other side is thoroughly dewatered and the solids removed.

**Figure 3**

A typical earthen settling basin designed for mechanical removal of solids (from MWPS18).

**Figure 4**

Duplex concrete settling basin.

A settling terrace, a settling diversion terrace or a settling channel is a wide, shallow, gently sloping, flat-bottomed waterway in which runoff solids settle because of low velocity. The channel is sometimes grassed to improve settling and reduce erosion. Grass may not survive in the channel and can make cleaning more difficult. Grass should be maintained on the sideslopes, if possible. Solids should be removed annually, or more often if required, to maintain capacity. Berm tops should be at least 2 feet wide to maintain the design height and at least 12 feet wide for vehicle traffic.

In Missouri's humid climate, inadequate drying of the solids and the channel may limit the usefulness of earthen settling terraces and channels.

## Design of concrete settling basins

The following example illustrates the design of a concrete settling basin. A worksheet is included.

**Example 1**

Design a concrete settling basin for a dirt lot, 100 feet by 200 feet, on a 6 percent slope. The solids will be pumped out at 6-month intervals. The basin length is to be four times the basin width. The location is in the northeast corner of Missouri. Design using peak runoff rate for a 1-year per 10-year storm from Table 1 PDF.

**Open lot area draining into the basin**

Lot length 200 feet x lot width 100 feet = lot area 20,000 square feet

**Inflow rate into settling basin**

Q = peak runoff rate in cubic feet per second per acre (Table 1 PDF)

L = location factor (Figure 5)

T = topographic factor (Table 2 PDF)

Q_{T}= inflow rate into settling basin, cubic feet per hour

Q_{T}= Q x L x T x square feet lot area x 0.0411 = cubic feet per hour

Q_{T}= 5.5 cubic feet per second / A (Q) x 0.96 (L) x 0.92 (T) x 20,000 square feet x 0.0411 = 3,993 cubic feet per hour

If inflow arrives at settling basin by a sewer pipe, estimate Q_{T} from the size of the sewer pipe in Table 3 PDF.

Q_{T} = gallons per minute (Table 3 PDF) x 8 = cubic feet per hour

If inflow arrives at settling basin by other means (i.e., a dairy flush alley discharging into settling basin). Estimate inflow rate:

Q_{T} = estimated gallons per minute x 8 = cubic feet per hour

**Surface area (SA) of settling basin**

SA (square feet) = Q_{T}(cubic feet per hour) / 4 cubic feet per hour per square foot = 3,993 cubic feet per hour / 4 cubic feet per hour per square foot = 998 square feet

**Basin dimensions**

Design basin for length = 3 to 5 times basin width.

Basin width = [SA / R]^{0.5}

SA = basin surface area, square feet (from Step 3)

R = length-width ratio = 4

width = [998 square feet (SA) / 4 (R)]^{0.5}= 15.8 feet

length = 16 feet (width) x 4 (R) = 64 feet

**Basin overflow**

Provide a rectangular overflow weir at the downstream end of basin. Weir height = 6 inches. Maximum weir length = width of settling basin. Minimum weir length, feet = Q_{T}/ 1,250. If a riser pipe is used as an overflow device instead of a rectangular weir, riser pipe diameter, inches = Q_{T}/ 274. Do not use a riser pipe smaller than 6 inches in diameter.

Minimum rectangular weir length

= Q_{T}/ 1,250

= 3,993 / 1,250

= 3.2 feet

Minimum riser pipe diameter

= Q_{T}/ 274

= 3,993 / 274

= 14.6 inches

**Basin depth**

Use the following as a guide for volume of solids and calculate depth required for desired storage period.

Dirt lots = 2,800 cubic feet per acre-year

Concrete lots and confinement buildings = 0.5 times manure production volume (Table 4 PDF).

If solids are to be removed from the basin by pumping, design the basin to hold an equal volume of water above settled solids. Solids must be diluted and agitated for pumping. If solids are to be removed mechanically (i.e., front-end loader), provide concrete entrance to settling basin with a maximum 10:1 slope (20:1 slope preferred). Additional dewatering by means of a hardware cloth dam or a perforated riser pipe is desirable for mechanical removal of settled solids.

Indicate desired storage period, days = 182

(Lot acres = 100 feet x 200 feet / 43,560 = 0.46 acres)

Basin depth (dirt lot) = (2,800 x 0.46 acre lot x 182 days storage x 2*) / (365 days per year x 998 square feet surface area (Step 3)) = 1.3 feet

##### *Multiply by 1 for mechanical removal or by 2 for pumping.

Basin depth, BD_{C} (concrete lot or confinement building)

BD_{C} = (0.5 x __ cubic feet per day manure (Table 4 PDF) x ___ days storage x 2*) / ___ square feet surface area (Step 3)

##### *Multiply by 1 for mechanical removal or by 2 for pumping.

**Note**

When settling basin discharges into a lagoon, the size of the lagoon may be reduced as follows:

Design volume (with settling basin) = Design volume (without settling basin) x 0.5

Manure storage volume (with settling basin) = Manure storage volume (without settling basin) x 0.5

The minimum design storage period is 90 days when the lagoon design volume is reduced by 50 percent as noted above. Less storage may be used if the lagoon design volume is based on 100 percent loading.

## Basin outlets

Various types of basin outlets are used to drain liquids from the full depth of basins and allow the solids to dewater. The porous plank dam (Figure 4, Sec. C-C) ahead of either a perforated or a slotted riser pipe are frequently used outlets. Manure tends to plug even large openings in outlets. Unplugging is required frequently. A hoe may be used to scrape solids off of openings. Also, a slanted expanded metal or quarry screen with 1-inch to 1-1/2-inch openings may be used around the outlet to increase the screening area and reduce clogging.

**Porous dams**

Porous dams may be made of welded wire fabric, expanded metal mesh or spaced boards. Porous dams may be used to dewater settling basins or to remove large solids that tend to cause excessive clogging of the openings in perforated pipe outlets. Dams constructed with spaced boards usually have 3/4-inch spaces between the boards. The boards usually range from 2-by-6s to 2-by-12s. Expanded metal and welded wire fabric have even greater open areas. Due to the large open area in a porous dam, little design is required. As a general rule, the open area in a porous dam should be twice the area of the perforations in the riser pipe it precedes. As a practical matter, a porous dam 4 feet long or more, should suffice for the common sizes of outlet pipes. In some applications, there is no outlet pipe and the porous dam forms one wall of the settling/storage basin.

**Perforated pipe outlets**

Material for perforated pipe is usually PVC plastic, galvanized steel or concrete. Perforations can be 5/8-inch to 1-inch diameter holes or 1-inch by 4-inch slots. The outlet is sized to match the anticipated flow rates to ensure adequate detention time. Flow rate is controlled by the amount of open area (slots or holes) in the pipe. Table 5 PDF gives opening requirements for perforated pipes.

**Figure 6**

25-year to 24-hour rainfall.

**Example**

Design a basin outlet to allow outflow to equal peak flow rate off the lot in Example 1 when the basin is full. The inflow rate in Example 1 is 3,993 cubic feet per hour and the depth is 1.3 feet.

- For a perforated pipe riser, determine the required open area per foot of pipe height from Table 5 PDF. Outflow = 3,993 cubic feet per hour = 1.1 cubic feet per second. By interpolation in Table 5 PDF, we find that with 1.3 feet of head, the required opening area in the riser pipe is 32 square inches per foot of pipe height.
- Size the outlet pipe from the data in Table 3 PDF. Outflow in gallons per minute = 1.1 cubic feet per second x 450 gallons per minute / cfs = 495 gallons per minute. From Table 3 PDF, an 8-inch pipe at 0.009 slope will carry 460 gallons per minute and a 10-inch pipe at 0.007 slope will carry 750 gallons per minute. Depending on slope, use an 8-inch or 10-inch pipe (an 8-inch pipe will carry 1.1 cfs at slopes greater than 1 percent, Ref. Figure 4.5b in MWPS18).

Check on the time to withdraw the 9,167 cubic feet of runoff from the 25-year, 24-hour storm (Figure 6) at 1.1 cfs.

Time in hours = 9,167 cubic feet / (1.1 cubic feet per second x 3,600 seconds per hour) = 2.3 hours at maximum head

## Design of earthen settling basins

To meet approval by the Missouri Department of Natural Resources, earthen basins must be built as follows. Berms shall have maximum slopes of 3:1. If solids are to be removed using mechanical equipment, a concrete pad shall be installed in the bottom of the basin and a concrete access ramp with a maximum slope of 10 percent shall be provided. If the settled solids are to be removed by pumping, the basin must be designed to contain an equal volume of water above the solids to allow for agitation and dilution of the solids. Access points for the mixing equipment must be indicated on the construction drawings.

For more information on the design of earthen storage basins/lagoons, consult your local NRCS engineer or your MU Extension regional agricultural engineering specialist. You may get their names from your local NRCS office or MU Extension center. The engineers have a computer program available for design of earthen storage basins.

## Design of settling channels

A settling diversion terrace, settling terrace or a settling channel is a wide, shallow, gently sloping, flat-bottomed channel, in which suspended solids contained in runoff water are settled out. A settling channel may be either of earthen or concrete construction. The settling channel may be grassed to improve settling and reduce erosion. Runoff water from the channel is stored in a lagoon or storage pond. Wastes settled from the runoff are allowed to dry before removal with mechanical equipment, typically with a tractor and front-end loader. Usually, solids are removed from the channel once per year or when accumulated solids reduce the settling ability of the channel.

Sideslopes for settling channels usually range from 3:1 to 4:1, depending on soil properties. The bottom slope of the channel should be between 0.1 percent and 0.3 percent to maintain low velocities and rapid settling.

The following example shows how to design a settling terrace or channel. Blanks are provided for your specific design.

**Example 2**

Design a settling terrace (or channel) for the dirt lot 100 feet by 200 feet on a 6 percent slope in Example 1. The location is in the northeast corner of Missouri. Design using peak runoff rate for a 1-year per 10-years. storm from Table 1 PDF. Assume 3:1 sideslopes and a 0.1 percent bottom slope. Design for a maximum velocity of 1 fps and a detention time of one hour.

**Open lot area draining into the channel**

Lot length 200 feet x lot width 100 feet = lot area 20,000 square feet = 0.46 acre**Your design**

Lot length ___ feet x lot width ____ feet = lot area ___ square feet = ___ acre

**Inflow rate into settling channel**

Q = peak runoff rate in cubic feet per second / A (Table 1 PDF)

L = location factor (Figure 5)

Y = topographic factor (Table 2 PDF)

Q_{T}= inflow rate into settling channel, cubic feet per hour

Q_{T}= Q x L x T x square feet lot area x 0.0411 = cubic feet per hour

Q_{T}= 5.5 cubic feet per second / A x 0.96 (L) x 0.92 (T) x 20,000 square feet x 0.0411 = 3,993 cubic feet per hour = 1.1 cfs**Your design**

Q_{T}= ___ cubic feet per second / A x ___ (L) x ___ (T) x ___ square feet x 0.0411 = ___ cubic feet per hour

___ cubic feet per hour / 3,600 seconds per hour = __ cubic feet per second (cfs)

If inflow arrives at settling terrace/channel through a sewer pipe, estimate Q_{T}from the size of the sewer pipe in Table 3 PDF.

Q

_{T}= __ gallons per minute (Table 3 PDF) x 8 = __ cubic feet per hour = __ cubic feet per second

If inflow arrives at settling terrace/channel by other means, explain (i.e., a dairy flush alley discharging into terrace/channel basin).

**Estimate inflow rate**

Q_{T} = __ estimated gallons per minute x 8 = __ cubic feet per hour = __ cubic feet per second

- From Table 6 PDF, find the width and depth to limit velocity to 1 fps.

A channel 20 feet wide and 0.5 foot deep on a 0.2 percent slope will limit velocity to 1.0 fps and will drain better than a flatter slope.

Your width___ feet; your depth: ___ feet; your slope: ___ percent

- Determine the minimum channel volume required for a 1-hour detention timeMinimum channel volume cubic feet = (channel capacity, 1.1 cfs) x (detention time, 1 hour) x 3,600 sec per hour = 3,960 cubic feet

Your designChannel volume cubic feet = (channel capacity ___ cfs) x (detention time ___ hours) x 3,600 sec per hour = ___ cubic feet

- Divide the minimum channel volume by the volume per foot of channel length values (Table 7 PDF) to get the minimum channel length based on volume required for detention time:

From Table 7 PDF for the 0.5-foot deep channel, 20 feet wide, as selected in Step 3, volume per foot is 10.75 cubic feet.

Channel volume 3,960 cubic feet 4 volume per feet 10.75 cubic feet = minimum length of channel 368 feet

Your designChannel volume ___ cubic feet 4 volume per feet ___ cubic feet = minimum length of channel ___ feet

- Determine the depth of channel required to store the accumulated solids volume assuming once per year solids removal:

Annual solids volume (cubic feet) = 2,800 cubic feet per acre-year x 0.46 acre = 1,288 cubic feet

If a 6-inch depth will contain 3,960 cubic feet in 368 feet of channel, then the required depth for 1,228 cubic feet of solids can be approximated as follows:

6 inches x 1,228 / 3,960 = 1.95 inches

Your designLiquid depth ___ inches x solids volume ___ cubic feet / liquid volume cubic feet = solids depth ___ inches

Determine total channel depth for both solids and liquid:

6 inches for liquid + 1.95 inches for solids = 7.95 inches total depth

Construct channel at least 1 foot deep to allow for freeboard.

Your design___ inches for liquid + ___ inches for solids = ___ inches total depth

## Worksheet for concrete settling basins

**Open lot area draining into the basin**

Lot length ___ feet x lot width ___ feet = lot area ___ square feet**Inflow rate into settling basin**

Q = peak runoff rate in cubic feet per second / A (Table 1 PDF)

L = location factor (Figure 5)

T = topographic factor (Table 2 PDF)

Q_{T}= inflow rate into settling basin, cubic feet per hour

Q_{T}= Q x L x T x square feet lot area x 0.0411 = cubic feet per hour

Q_{T}= ___ cubic feet per second / A x ___ (L) x ___ (T) x ___ square feet x 0.0411 = ___ cubic feet per hour

If inflow arrives at settling basin through a sewer pipe, estimate Q_{T}from the size of the sewer pipe in Table 3 PDF.

Q_{T}= ___ gallons per minute (Table 2 PDF) x 8 = ___ cubic feet per hour

If inflow arrives at settling basin by other means, explain (i.e., a dairy flush alley discharging into settling basin).

Estimate inflow rate:

Q_{T}= ___ estimated gallons per minute x 8 = ___ cubic feet per hour

**Surface area (SA) of settling basin**

SA (square feet) = Q_{T}(cubic feet per hour) / 4 cubic feet per hour / square foot =____ cubic feet per hour / cubic feet per hour / square feet = ___ square foot

**Basin dimensions**

Design basin for length = 3 to 5 times basin width.

Basin width = [SA / R]0.5

SA = basin surface area, square feet (Step 3)

R = length-width ratio

width = [ ___ square feet (SA) / ___ (R)]0.5 = ___ feet

length = ___ feet (width) x ___ (R) = ___ feet

**Basin overflow**

Provide a rectangular overflow weir at downstream end of basin. Weir height = 6 inches. Maximum weir length = width of settling basin. Minimum weir length, feet = Q_{T}/ 1,250. If a riser pipe is used as an overflow device instead of a rectangular weir, riser pipe diameter, inches = Q_{T}/ 274. Do not use a riser pipe smaller than 6 inches in diameter.

Minimum rectangular weir length = Q_{T}/ 1,250 = ___ / 1,250 = ___ feet

Minimum riser pipe diameter = Q_{T}/ 274 = ___ / 274 = ___ inches

**Basin depth**

Use the following as a guide for volume of solids and calculate depth required for desired storage period.

Dirt lots = 2,800 cubic feet per acre-year

Concrete lots and confinement buildings = 0.5 x manure production volume (Table 4 PDF).

If solids are to be removed from basin by pumping, design the basin to hold an equal volume of water above settled solids. Solids must be diluted and agitated for pumping. If solids are to be removed mechanically (i.e., front-end loader), provide concrete entrance to settling basin with a maximum 10:1 slope. Additional dewatering by means of a hardware cloth dam or perforated riser pipe is desirable for mechanical removal of settled solids.

Indicate desired storage period, days = ___

Basin depth (dirt lot) = (2,800 x ___ acre lot x ___ days storage x 2*) / (365 days per year x ___ square feet surface area (Step 3)) = ___ feet

##### *Multiply by 1 for mechanical removal or by 2 for pumping.

For a concrete lot or confinement building

Basin depth = (0.5 x ___ cubic feet per day manure (Table 4 PDF) x ___ days storage x 2*) / ___ square feet surface area (Step 3)

##### *Multiply by 1 for mechanical removal or by 2 for pumping.

**Note**

When settling basin discharges into a lagoon, the size of the lagoon may be reduced as follows:

Design volume (with settling basin) = Design volume (without settling basin) x 0.5

Manure storage volume (with settling basin) = Manure storage

volume (without settling basin) x 0.5

Minimum design storage period is 90 days when the lagoon design volume is reduced by 50 percent, as noted above. Less storage may be used if the lagoon design volume is based on 100 percent loading.

## Further information

- Schneider, John H., Susan B. Harrison, and Paul B. Freeze. 1993. No Discharge Gated Pipe Distribution of Feedlot Runoff. ASAE Paper number 93-4566. St. Joseph, Mich.
- USDA-Natural Resources Conservation Service. 1992. Agricultural Waste Management Field Handbook, Part 651. USDA-NRCS, Washington, D.C.

EQ386, new March 2002