Natural Resources Conservation Service s37

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NATURAL RESOURCES CONSERVATION SERVICE CONSERVATION PRACTICE STANDARD

WASTE STORAGE FACILITY (Number) CODE 313

DEFINITION CRITERIA A waste storage impoundment made by constr General Criteria Applicable to All Waste Sto ucting an embankment and/or excavating a pit rage Facilities. or dugout, or by fabricating a structure. Laws and Regulations. Waste storage faciliti es must be planned, designed, and constructe PURPOSE d to meet all federal, state, and local laws and To temporarily store wastes such as manure, regulations. These include Vermont Accepted wastewater, and contaminated runoff as storag Agricultural Practice and Large and Medium F e function component of an agricultural waste arm Operation Regulations. management system. This practice may adversely affect cultural reso CONDITIONS WHERE PRACTICE APPLIES urces. Planning, installation and maintenance must comply with GM 420, Part 401, Cultural  Where the storage facility is a component of Resources (Archeological and Historic Properti a Comprehensive Nutrient Management Pla es). n (CNMP). Comprehensive Nutrient Management Plan.  Where temporary storage is needed for orga A fully developed Comprehensive Nutrient Ma nic wastes generated by agricultural producti nagement Plan (CNMP) shall be developed be on or processing fore a waste storage facility can be installed. T he CNMP shall accompany the design.  Where the storage facility can be constructe d, operated and maintained without polluting Location. To minimize the potential for conta air or water resources mination of streams, waste storage facilities sh ould be located outside of floodplains and Fluvi  Where site conditions are suitable for constr uction of the facility al Erosion Hazard Zones. However, if site rest rictions require location within a floodplain, the  Facilities utilizing embankments with an effe y shall be protected from inundation or damag ctive height of 35 feet or less where damage e from a 25-year flood event, or larger if requir resulting from failure would be limited to da ed by laws, rules, and regulations. Waste stora mage of farm buildings, agricultural land, or t ge facilities shall be located so the potential im ownship and country roads. pacts from breach of embankment, accidental r elease, and liner failure are minimized; and se  Fabricated structures including tanks, stacki ng facilities, and pond appurtenances. paration distances are such that prevailing win ds and landscape elements such as building ar rangement, landforms, and vegetation minimiz e odors and protect aesthetic values. The man ure storage facility shall be located a minimum of 300 feet up gradient (horizontal distance) an d/or 100 feet down gradient from all wells, spri ngs and other potable water sources. The dist

Conservation practice standards are reviewed periodically, and updated if needed. To obtain the current version of this standard, contact the Natural Resources Conservation Service State Office or visit the electronic Field Office Technical Guide. NRCS-VT SEPTEMBER 2013 313 - 2 ance to neighboring wells shall be 500 feet reg (g) Residual solids after liquids have been ardless of grade. These distances shall be gre removed. A minimum of 6 inches shall ater in environmentally sensitive locations such be provided for tanks and other structu as Well Head Protection Areas. res and 18 inches for manure ponds, u nless provisions are made to remove t Storage Period. The storage period is the ma he residual solids on an annual basis. ximum length of time anticipated between emp tying events. The minimum storage period sha (h) Additional storage as may be required ll be based on the timing required for environm to meet management goals or regulato entally safe waste utilization considering the cli ry requirements mate, crops, soil, equipment, and local, state, (i) Freeboard shall be 6 inches for structu and federal regulations. The minimum storage res and 12 inches for ponds or combin duration shall be no less than 180 days. Howe ation pond and structures. ver, longer storage periods are recommended and shall be compatible with the planned manu (j) For stacking pads and facilities with pi re application schedule per the nutrient manag cket dams and/or perforated risers, sto ement plan. Storage periods greater than 270 rage of precipitation and runoff may be days must be approved by the State Conservat eliminated provided there is adequate ion Engineer. secondary storage to store the runoff. Design Storage Volume. The design storage Inlet. Inlets shall be of any permanent type de volume equal to or greater than the required st signed to resist corrosion, plugging, freeze da orage volume shall consist of the total of the fol mage and ultraviolet ray deterioration while inc lowing as appropriate: orporating erosion protection as necessary. Inl ets, such as gravity and pump transfer system (a) Manure, bedding, wastewater, and oth s shall be designed in accordance to practice c er wastes accumulated during the stor ode 634 - “Waste Transfer”. age period Picket Dams and Perforated Risers. Picket (b) Normal precipitation less evaporation dams and perforated risers may be used on un on the surface area (at the design stor covered manure stacking facilities for draining age volume level) of the facility during rain water, snow melt and liquid manure. The the storage period drainage water shall be collected and directed (c) Normal runoff from the facility's draina to a storage or treatment facility. Picket dams ge area during the storage period shall be designed to withstand anticipated hydr ostatic loads imposed by the manure. The ope (d) 25-year, 24-hour precipitation on the s nings between pickets shall be between 3/4 inc urface (at the required design storage h to 1 inch. volume level) of the facility Perforated risers shall be located out of the wa (e) 25-year, 24-hour runoff from the facilit y, braced or protected from damage by unloadi y's drainage area ng equipment or manure loads. Riser opening (f) s shall be 3/4 inch to 1-inch holes or slots rand omly spaced around the full height of the riser. Screens may be installed with perforated risers to reduce plugging of perforations. Picket dam s and perforated risers may be used together.

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Emptying Component. Some type of compo 1. Woven Wire (6 inch grid) with a single stra nent shall be provided for emptying storage fac nd of barbed wire above, ilities. It may be a facility such as a gate, pipe, 2. Five strand barbed wire, dock, wet well, pumping platform, retaining wal l, or ramp. Features to protect against erosion, 3. Six strand high tensile, or tampering, and accidental release shall be inco 4. Chain Link. rporated as necessary. No other fencing style or configuration will be a Agitation and Unloading Areas. Anti-scour p llowed without the State Conservation Enginee ads shall be installed at all planned pump out a r’s approval. Fencing, gates and other appurte nd agitation locations to prevent erosion or da nances shall be designed in accordance to sta mage to the foundation, embankment or lining ndard code 382 - Fence. All fences installed a of the waste storage facility. round waste storage facilities shall be a minim Installation of sump areas up to two feet lower um of 48 inches high from the ground to the to than the design bottom is recommended to faci p of the wire. Above ground waste storage faci lity emptying the facility. lities where the top of wall is at least 60 inches above the ground do not need to be fenced pro Accumulated Solids Removal. Provision sha vided all other safety precautions are made. ll be made for periodic removal of accumulated solids to preserve storage capacity. The antici Erosion Protection. Erosion control practices pated method for doing this must be considere meeting VT DEC storm water rules shall be ins d in planning, particularly in determining the co talled to minimize site erosion and pollution of nfiguration of ponds and type of seal, if any. downstream water resources as a result of con struction activities. This may include such item Safety. Design shall include appropriate safet s as silt fences, construction entrances, tempor y features to minimize the hazards of the facilit ary vegetation, and mulching. Embankments a y. Ramps used to empty liquids shall have a sl nd disturbed areas surrounding the facility shal ope of 2 horizontal to 1 vertical or flatter. Thos l be treated to control erosion. e used to empty slurry, semi-solid, or solid was te shall have a slope of 10 horizontal to 1 vertic Additional Criteria for Waste Storage Ponds al or flatter unless special traction surfaces are Soil and foundation. The pond shall be locat provided. Warning signs, fences, ladders, rop ed in soils with an acceptable permeability that es, bars, rails, and other devices shall be provi meets all applicable regulation, or the pond sh ded, as appropriate, to ensure the safety of hu all be lined. Information and guidance on contr mans and livestock. Ventilation and warning si olling seepage from waste impoundments can gns must be provided for covered waste holdin be found in the Agricultural Waste Managemen g structures, as necessary, to prevent explosio t Field Handbook (AWMFH), Appendix 10D. n, poisoning, or asphyxiation. Warning signs s hall also be posted at all reception pits, hopper The waste storage pond shall have a bottom el s and any other confined area that may contain evation that is a minimum of 2 feet above the s harmful gases. Pipelines shall be provided wit easonal high water table unless features of sp h a water-sealed trap and vent, or similar devic ecial design are incorporated that address buo e, if there is a potential, based on design confi yant forces, pond seepage rate and non-encro guration, for gases to enter buildings or other c achment of the water table by contaminants. T onfined spaces. Ponds and uncovered fabricat he water table may be lowered by use of perim ed structures for liquid or slurry waste with wall eter drains, if feasible, to meet this requiremen s less than 5 feet above ground surface shall b t. Waste storage ponds shall have a bottom el e fenced and warning signs posted to prevent evation that is a minimum of 2 feet above bedr children and others from using them for other t ock regardless of lining type. Blasting of bedro han their intended purpose. Warning signs sh ck should only be considered for structure and all be installed at all access points and at other synthetic lined facilities. Blasting of bedrock wi locations around the waste storage facility suc thin 300 feet of a waste storage facility must ha h that a sign is always visible. Fencing around ve the State Conservation Engineer’s approva waste storage facility shall be: l.

Soil Liners. Soil liners shall meet or exceed t Outlet. Gravity outlet structures must be appr he requirements specified in Practice Standard oved by the state conservation engineer. No o 521D, Pond Sealing or Lining, Compacted Cla utlet shall automatically release storage from t y Treatment. he required design volume. Manually operated Flexible Membranes. Flexible membrane line outlets shall be of permanent type designed to rs shall meet or exceed the requirements of fle resist corrosion and plugging. xible membrane linings specified in Practice St Embankments. The minimum elevation of the andard 521A, Pond Sealing or Lining, Flexible top of the settled embankment shall be 1 foot a Membrane Lining. bove the waste storage pond’s required volum Concrete Linings. Concrete liners shall meet e. This height shall be increased by the amou or exceed the requirements in Practice Standa nt needed to ensure that the top elevation will rd 561 – Heavy Use Area Protection and shall be maintained after settlement. This increase meet the following criteria: shall be not less than 5 percent. The minimum top widths are shown in Table 1. The combine (a) The concrete shall extend up the side slop d side slopes of the settled embankment shall es to top of embankment elevation. not be less than 5 horizontal to 1 vertical, and (b) The concrete shall be class 3000 or better. neither slope shall be steeper than 2 horizontal to 1 vertical unless provisions are made to pro (c) The concrete slab shall be at least five inc vide stability. hes thick with steel reinforcement suspend ed in the middle of the slab. Table 1 – Minimum Top Widths (d) Reinforcing steel shall be rebar and not wo Total embankment Top Width, ven wire fabric. Size and spacing of rebar Height, ft. ft. shall be based upon ACI code 360, “Guide 15 or less 8 to Design of Slabs-On-Grade. 15 – 20 10 20 – 25 12 (e) All cold joints shall be sealed with an appro 25 – 30 14 ved waterstop. Saw cut control joints are n ot required. 30 – 35 15 Maximum Operating Level. The maximum o perating level for waste storage ponds shall be Excavations. Unless supported by a soil inve the pond level that provides for the required vol stigation, excavated side slopes shall be no ste ume less the volume contribution of precipitatio eper than 2 horizontal to 1 vertical. n and runoff from the 25-year, 24-hour storm e Additional Criteria for Fabricated Structure vent plus the volume allowance for residual sol s ids after liquids have been removed. A perma nent marker or recorder shall be installed at thi Foundation. The foundations of fabricated wa s maximum operating level to indicate when dr ste storage structures shall be proportioned to awdown should begin. The marker or recorder safely support all superimposed loads without shall be referenced and explained in the O&M excessive movement or settlement. plan. Where a non-uniform foundation cannot be av oided or applied loads may create highly varia ble foundation loads, settlement should be calc ulated from site-specific soil test data. Index te sts of site soil may allow correlation with simila r soils for which test data is available. If no tes t data is available, presumptive bearing strengt h values for assessing actual bearing pressure s may be obtained from Table 2 or another nati onally recognized building code. In using pres umptive bearing values, adequate detailing an d articulation shall be provided to avoid distres sing movements in the structure.

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Foundations consisting of bedrock with joints, f Lateral earth pressures based upon equivalent ractures, or solution channels shall be treated fluid assumptions shall be assigned according or a separation distance provided consisting of to the following conditions: a minimum of 1 foot of impermeable soil betwe  Rigid frame or restrained wall. Use the en the floor slab and the bedrock or an alternat values shown in Table 3 under the column ive that will achieve equal protection. “Frame tanks,” which gives pressures com parable to the at-rest condition. Table 2 - Presumptive Allowable Bearing  Flexible or yielding wall. Use the values Stress Values1 shown in Table 3 under the column “Free-s Foundation Description Allowable tanding walls,” which gives pressures com Stress parable to the active condition. Walls in thi Crystalline Bedrock 12000 psf s category are designed on the basis of gr avity for stability or are designed as a canti Sedimentary Rock 6000 psf lever having a base wall thickness to heigh Sandy Gravel or Gravel 5000 psf t of backfill ratio not more than 0.085. Sand, Silty Sand, Clayey Internal lateral pressure used for design shall b 2 Sand, Silty Gravel, Clayey e 65 lb/ft where the stored waste is not protect 3000 psf 2 Gravel ed from precipitation. A value of 60 lb/ft may be used where the stored waste is protected fr Clay, Sandy Clay, Silty Clay, om precipitation and will not become saturate Clayey Silt 2000 psf d. Lesser values may be used if supported by 1 Basic Building Code, 12th Edition, 1993, measurement of actual pressures of the waste Building Officials and Code Administrators, to be stored. If heavy equipment will be operat Inc. (BOCA) ed near the wall, an additional two feet of soil s urcharge shall be considered in the wall analys is. Liquid Tightness. Applications such as tank Tank covers shall be designed to withstand bot s, that require liquid tightness shall be designe h dead and live loads. The live load values for d and constructed in accordance with standard covers contained in ASAE EP378.3, Floor and engineering and industry practice appropriate f Suspended Loads on Agricultural Structures D or the construction materials used to achieve t ue to Use, and in ASAE EP 393.2, Manure Sto his objective. rages, shall be the minimum used. The actual Structural Loadings. Waste storage structur axle load for tank wagons having more than a es shall be designed to withstand all anticipate 2,000 gallon capacity shall be used. d loads including internal and external loads, h If the facility is to have a roof, snow and wind l ydrostatic uplift pressure, concentrated surface oads shall be as specified in ASAE EP288.5, A and impact loads, water pressure due to seaso gricultural Building Snow and Wind Loads. If t nal high water table, and frost or ice pressure a he facility is to serve as part of a foundation or nd load combinations in compliance with this st support for a building, the total load shall be co andard and applicable local building codes. nsidered in the structural design. The lateral earth pressures should be calculate d from soil strength values determined from th e results of appropriate soil tests. Lateral earth pressures can be calculated using the procedu res in TR-74 (NEH Part 633). If soil strength te sts are not available, the presumptive lateral e arth pressure values indicated in Table 3 shall be used.

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TABLE 3 - LATERAL EARTH PRESSURE VALUES1

Equivalent fluid pressure (lb/ft2/ft of depth) Soil Above seasonal high Below seasonal high water table3 water table2 Unified Free- Frame Free- Frame Description4 Classification4 standing tanks standing tanks walls walls Clean gravel, sand or sand-gravel mixtures GP, GW, SP, SW 30 50 80 90 (maximum 5% fines)5 Gravel, sand, silt and All gravel sand dual clay mixtures (less than symbol classifications 50% fines) and GM, GC, SC, SM, Coarse sands with silt SC-SM 35 60 80 100 and and/or clay (less than 50% fines) Low-plasticity silts and clays with some sand and/or gravel (50% or CL, ML, CL-ML more fines) SC, SM, SC-SM Fine sands with silt 45 75 90 105 and/or clay (less than 50% fines) Low to medium plasticity silts and clays with little sand and/or gravel (50% or more fines) CL, ML, CL-ML 65 85 95 110 High plasticity silts and clays (liquid limit more CH, MH - - - - than 50)6 1 For lightly-compacted soils (85% to 90% maximum standard density.) Includes compaction by use of typical farm equipment. 2 Also below seasonal high water table if adequate drainage is provided. 3 Includes hydrostatic pressure. 4 All definitions and procedures in accordance with ASTM D 2488 and D 653. 5 Generally, only washed materials are in this category 6 Not recommended. Requires special design if used.

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Structural Design. The structural design shall For applications where liquid-tightness is requir consider all items that will influence the perfor ed such as floor slabs of storage tanks, the mi mance of the structure, including loading assu nimum thickness for uniform foundations shall mptions, material properties and construction q be 5 inches and shall contain distributed reinfo uality. Design assumptions and construction r rcing steel. The required area of such reinforci equirements shall be indicated on standard pla ng steel shall be based on subgrade drag theo ns. ry as discussed in industry guidelines such as American Concrete Institute, ACI 360, “Guide t Tanks may be designed with or without covers. o Design of Slabs-on-Grade”. Fiber mesh and Covers, beams, or braces that are integral to st welded wire fabric shall not be used. ructural performance must be indicated on the construction drawings. The openings in cover When heavy equipment loads are to be resiste ed tanks shall be designed to accommodate e d and/or where a non-uniform foundation cann quipment for loading, agitating, and emptying. ot be avoided, an appropriate design procedur These openings shall be equipped with grills or e incorporating a subgrade resistance paramet secure covers for safety, and for odor and vect er(s) such as ACI 360 shall be used. or control. Tank covers and roofs shall be inst Additional Criteria for Bedded Pack Facilitie alled in accordance to Practice Standard 367 – s Roofs and Covers. Bedded pack facility shall be a roofed facility w All structures shall be underlain by free drainin here manure and bedding is maintained and st g material or shall have a footing located below ored as pack which livestock are housed on. T the anticipated frost depth. Fabricated structur o keep livestock clean and dry and to prevent l es shall be designed according to the criteria in eachate from developing and leaving the facilit the following references as appropriate: y, the moisture content of the pack shall be ma intained at approximately 60 percent or drier.  Steel: “Manual of Steel Construction”, Am Bedding in the form of hay, straw, sawdust, et erican Institute of Steel Construction. c. must be constantly added to the pack. In ge  Timber: “National Design Specifications fo neral, roofed facilities maintained as a bedded r Wood Construction”, American Forest an pack shall not be surfaced with concrete or asp d Paper Association. halt, unless justification is provided to protect g round water resources, such as shallow bedro  Concrete: “Building Code Requirements fo ck conditions or in areas where the soil is exce r Reinforced Concrete, ACI 318”, American ssively drained. Concrete Institute. The floor elevation of a bedded pack facility sh  Masonry: “Building Code Requirements fo all be a minimum of 2 feet above bedrock and t r Masonry Structures, ACI 530”, American he seasonal high water table. The water table Concrete Institute. may be lowered by use of subsurface drainag Slabs on Grade. Slab design shall consider t e, if feasible, to meet this requirement. Blastin he required performance and the critical applie g, if necessary, must be approved by the State d loads along with both the subgrade material Conservation Engineer. and material resistance of the concrete slab. The space requirement of the bedded pack fac Where applied point loads are minimal and liqu ility shall not exceed 100 square feet per anim id-tightness is not required, such as barnyard a al unit. This space will allow room for bale fee nd feedlot slabs subject only to precipitation, a ders and watering facilities as well as additiona nd the subgrade is uniform and dense, the mini l room for accumulated dry pack manure. mum slab thickness shall be 4 inches with a m aximum joint spacing of 10 feet. Joint spacing Roofs for bedded pack facilities shall be design can be increased if steel reinforcing is added b ed and installed in accordance to Practice Stan ased on subgrade drag theory. dard 367 – Roofs and Covers.

Criteria for Waste Field Stacking Areas Onl Present and future relationships with neighbors y should be considered when developing a wast e storage facility plan or design. All locations where waste field stacking areas are being considered shall be evaluated by usi Considerations for Minimizing the Potential ng the waste field stacking area evaluation tool for and Impacts of Sudden Breach of Emba found in page 8-31 of the Agricultural Waste M nkment or Accidental Release from the Req anagement Field Handbook (AWMFH). Waste uired Volume. field stacking area sites shall be evaluated by Features, safeguards, and/or management me a soil scientist or a person with the proper appr asures to minimize the risk of failure or acciden oval authority. tal release, or to minimize or mitigate impact of this type of failure should be considered when CONSIDERATIONS any of the categories listed in Table 4 might be Waste storage facilities should be located as cl significantly affected. ose to the source of waste and polluted runoff The following should be considered either singl as practicable. y or in combination to minimize the potential of Non-polluted runoff should be excluded from th or the consequences of sudden breach of emb e structure to the fullest extent possible except ankments when one or more of the potential im where its storage is advantageous to the opera pact categories listed in Table 4 may be signifi

Table 4 - Potential Impact Categories from Breach of Embankment or Accidental Release 1. Surface water bodies -- perennial streams, lakes, wetlands, and estuaries 2. Critical habitat for threatened and endangered species. 3. Riparian areas 4. Farmstead, or other areas of habitation 5. Off-farm property 6. Historical and/or archaeological sites or structures that meet the eligibility criteria for listing in the National Register of Historical Places. tion of the agricultural waste management syst cantly affected: em. 1. An auxiliary (emergency) spillway Freeboard for waste storage tanks shall be a 2. Additional freeboard minimum of six inches. 3. Storage for wet year rather than normal ye Solid/liquid separation of runoff or wastewater ar precipitation entering pond facilities should be considered to minimize the frequency of accumulated solids r 4. Reinforced embankment -- such as, additio emoval and to facilitate pumping and applicatio nal top width, flattened and/or armored do n of the stored waste. wnstream side slopes Due consideration should be given to environm 5. Secondary containment ental concerns, economics, the overall waste management system plan, and safety and heal th factors. The following options should be considered to Consider using the seepage analysis on all pot minimize the potential for accidental release fr ential waste storage facilities, including stackin om the required volume through gravity outlets g facilities, using Geologic Tech. Note N5 - “SE when one or more of the potential impact categ EPPAGE: A System for Early Evaluation of the ories listed in Table 4 may be significantly affe Pollution Potential of Agricultural Groundwater cted: Environments” or other approved method. 1. Outlet gate locks or locked gate housing

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2. Secondary containment y increase odor when waste is surface applied (see Waste Utilization, 633). 3. Alarm system Some fabric and organic covers have been sh 4. Another means of emptying the required vo own to be effective in reducing odors. lume Considerations for Minimizing the Potential PLANS AND SPECIFICATIONS of Waste Storage Pond Liner Failure. Plans and specifications shall be prepared in a Sites with categories listed in Table 5 should b ccordance with the criteria of this standard and e avoided unless no reasonable alternative exi shall describe the requirements for applying th sts. Under those circumstances, consideration e practice to achieve its intended use. should be given to providing an additional mea sure of safety from pond seepage when any of OPERATION AND MAINTENANCE the potential impact categories listed in Table 5 An operation and maintenance (O&M) plan sh may be significantly affected. all be developed that is consistent with the pur

Table 5 - Potential Impact Categories for Liner Failure 1. Any underlying aquifer is at a shallow depth and not confined 2. The vadose zone is rock 3. The aquifer is a domestic water supply or ecologically vital water supply 4. The site is located in an area of solutionized bedrock such as limestone or gypsu m. poses of the practice, its intended life, safety re quirements, and the criteria for its design. Should any of the potential impact categories li sted in Table 5 be affected, consideration shou The plan shall contain the operational requirem ld be given to the following: ents for emptying the storage facility. This shal l include the requirement that waste shall be re 1. A clay liner designed in accordance with pr moved from storage and utilized at locations, ti ocedures of AWMFH Appendix 10D with a mes, rates, and volume in accordance with the thickness and coefficient of permeability s overall waste management system plan. o that specific discharge is less than 1 x 10 6 cm/sec In addition, for ponds, the plan shall include an explanation of the permanent marker or record 2. A flexible membrane liner over a clay liner er installed to indicate the maximum operating 3. A geosynthetic clay liner (GCL) flexible me level. mbrane liner The plan shall include a strategy for removal a 4. A concrete liner designed in accordance wi nd disposition of waste with the least environm th slabs on grade criteria for fabricated stru ental damage during the normal storage period ctures requiring water tightness to the extent necessary to insure the pond’s sa fe operation. This strategy is for the removal o Considerations for Improving Air Quality f the contribution of unusual storm events that To reduce emissions of greenhouse gases, am may cause the pond to fill to capacity prematur monia, volatile organic compounds, and odor, ely with subsequent design inflow and usual pr other practices such as Anaerobic Digester – A ecipitation prior to the end of the normal storag mbient Temperature (365), Anaerobic Digester e period. – Controlled Temperature (366), Waste Facility Development of an emergency action plan sho Cover (367), and Composting Facility (317) ca uld be considered for waste storage facilities w n be added to the waste management system. here there is a potential for significant impact fr Adjusting pH below 7 may reduce ammonia e om breach or accidental release. The plan sha missions from the waste storage facility but ma

Conservation practice standards are reviewed periodically, and updated if needed. To obtain t NRCS, NHCP he current version of this standard, contact the Natural Resources Conservation Service. September 1999 313 - 10

ll include site-specific provisions for emergency actions that will minimize these impacts.

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Operational and maintenance needs are to be discussed with the landowner or operator who i s responsible for maintaining the practices inst alled with NRCS assistance. Any hazards mus t be brought to the attention of the responsible person. Prior to construction, sufficient copies of the O&M plan shall be provided to the owner /operator, designer, and approving agencies. The owner shall sign the O&M plan to indicate an understanding of the requirements and a co mmitment to operate and maintain the area as specified.