On-Site Wastewater Treatment and Disposal Systems - Forced ...

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The grease traps discussed here are the large., outdoor-type units, and should not to be confused with the small grease traps found on some kitchen drains. 8.2.2 Application Grease traps are very rarely used for individual homes. Their main application is in treating kitchen wastewaters from motels, cafeterias, restaurants, hospitals, schools, and other institutions with large vol- umes of kitchen wastewaters. Influents to grease traps usually contain high organic loads including grease, oils, fats, and dissolved food particles, as well as detergents and suspended solids. Sanitary wastewaters are not usually treated by grease traps. Wastewaters from garbage grinders should not be discharged to grease traps, as the high solids loadings can upset grease trap performance and greatly increase both solids accumulations and the need for frequent pumpout. 8.2.3 Factors Affecting Performance Several factors can affect the performance of a grease trap: wastewater temperature, solids concentrations, inlet conditions, retention time, and maintenance practices. By placing the grease trap close to the source of the wastewater (usually the kitchen) where the wastewater is still hot, grease separation and skimming (if used) are facilitated. As previously mentioned, high solids concentrations can impair grease flotation and cause a solids buildup on the bottom, which necessitates frequent pumpout. Flow control fittings should be installed on the inlet side of smaller traps to pro- tect against overloading or sudden surges from the sink or other fixtures. These surges can cause agitation in the trap, impede grease flotation, and allow grease to escape through the outlet. Hydraulic loading and retention time can also affect performance. High loadings and short retention times may not allow sufficient time for grease to sepa- rate fully, resulting in poor removals. Maintenance practices are im- portant, as failure to properly clean the trap and remove grease and solids can result in excessive grease buildup that can lead to the dis- charge of grease in the effluent. 322
8.2.4 Design Sizing of grease traps is based on wastewater flow and can be calculated from the number and kind of sinks and fixtures discharging to the trap. In addition, a grease trap should be rated on its grease retention capacity, which is the amount of grease (in pounds) that the trap can hold before its average efficiency drops below 90%. Current practice is that grease-retention capacity in pounds should equal at least twice the flow capacity in gallons per minute. In other words, a trap rated at 20 gpm (1.3 l/set) should retain at least 90% of the grease discharged to it until it holds at least 40 lb (18 kg) of grease (1). Most manufacturers of commercial traps rate their products in accordance with this procedure. Recommended minimum flow-rate capacities of traps connected to different types of fixtures are given in Table 8-1. Another design method has been developed through years of field experience (31. The following two equations are used for restaurants and other types of commercial kitchens: 1. RESTAURANTS: (D) x (GL) x (ST) x (y) x (LF) = Size of Grease Interceptor, gallonsa where: D = Number of seats in dining area GL = Gallons of wastewater per meal, normally 5 gal ST = Storage capacity factor -- minimum of 1.7 onsite disposal - 2.5 HR ? Number of hours open LF = Loading factor -- 1.25 interstate freeways 1.0 other freeways 1.0 recreational areas 0.8 main highways 0.5 other highways 2. HOSPITALS, NURSING HOMES, OTHER TYPE COMMERCIAL KITCHENS WITH VARIED SEATING CAPACITY: (Ml x (GL) x (ST) x (2.5) x (LF) = Size of Grease Interceptor, gallonsa where: M = Meals per day GL = Gallons of wastewater per meal, normally 4.5 323
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DE SIGN MANUAL WASTEWATER TREATMENT
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FOREWORD Rural and suburban communi
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Chapter CONTENTS Page FOREWORD ACKN
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Number FIGURES Wastewater Managemen
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FIGURES Number Page ne Saturator Sa
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FIGURES Number Page Use of Metal Ho
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Number TABLES Selection of Disposal
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Number TABLES (continued) Operati o
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TABLES (continued) Number Page of D
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In many areas, onsite systems have
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2.1 Introduction CHAPTER 2 STRATEGY
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subsurface soil absorption is the p
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features of the site (See 3.3.1 and
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2.2.2 System Selection With the pot
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2.2.4 Onsite System Management Past
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determined largely by the physical
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16 - I ,
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Step Client Contact Preliminary Eva
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FIGURE 3-2 EXAMPLE OF A PORTION OF
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Property USDA Texture Flooding Dept
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TABLE 3-3 SOIL SURVEY REPORT INFORM
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found for a subsurface soil absorpt
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Instrument Supported - Abney Level:
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FIGURE 3-8 PREPARATION OF SOIL SAMP
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Sandy Loam + _. ,i . L Silt Loam Cl
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Depth (Ft.) 0 2 4 6 8 10 12 14 Text
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Grade Structureless Weak Moderate S
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Excavated Soil Material (Tamped in
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If test results agree with this tab
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Percolation test FIGURE 3-15 PERCOL
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mm..--- - --- FIGURE 3-16 COMPILATI
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FIGURE 3-16 (continued) 0 Texture S
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13. Winneberger, J. T. Correlation
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is the overall socioeconomic status
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FIGURE 4-l FREQUENCY DISTRIBUTION F
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extreme, however, minimum and maxim
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4i2.2.2 Individual Activity Contrib
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and the resultant wastewater charac
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TABLE 4-7 TYPICAL WASTEWATER FLOWS
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TABLE 4-9 FIXTURE-UNITS PER FIXTURE
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4.3.2 Wastewater Quality The qualit
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* FIGURE 4-3 STRATEGY FOR PREDICTIN
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12. Witt, M. Water Use in Rural Hom
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5.2 Water Conservation and Wastewat
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5.2.2 Water-Saving Devices, Fixture
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TABLE 5-2 (continued) Total Flo Red
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Generic Typea Description Pit Privy
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TABLE 5-4 WASTEWATER FLOW REDUCTION
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5.2.2.3 Clotheswashing Devices and
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Generic Typea Description Mixing Va
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TABLE 5-6 WASTEWATER FLOW REDUCTION
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TABLE 5-7 EXAMPLE POLLUTANT MASS RE
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FIGURE 5-l EXAMPLE STRATEGIES FOR M
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In most situations, projections of
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FIGURE 5-3 FLOW REDUCTION EFFECTS O
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5.7 References 1. 2. 3. 4. 5. 6. 7.
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6.1 Introduction CHAPTER 6 ONSITE T
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l SauJUOdtUo3 lesodsip pue JuJmeJJa
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eJJaakJ3 u6isaa Z’6’E’g *asop
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318QaQEi33aNON 01-9 3msu simaotld N
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SNOIlQ~tl9I~N03 1NQld 39QI3Qd NOIlQ
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El-9 31av1 S3ItX-US 01313 1INt-l 31
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d. Method of Aeration Oxygen is tra
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contain electrical components, they
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control that results in power savin
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TABLE 6-16 OPERATIONAL PROBLEMS--EX
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I TRICKLING FILTFR FIGURE 6-12 EXAM
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presents suggested design ranges fo
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Item Media Tank Aeration System RBC
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Observation Filter Ponding Filter F
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TABLE.6-21 HALOGEN PROPERTIES (27)
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The use of chlorine as a disinfecta
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HOC1 , would predominate. It is cle
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6.5.2.5 Construction Features a. Fe
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e Wastewater FIGURE 6-14 IODINE SAT
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(experience with some units indicat
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directing flow through and around t
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FIGURE 6-17 TYPICAL UV STERILIZING
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Shigella TABLE 6-25 UV DOSAGE FOR S
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Cleaning of quartz glass enclosures
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the bubble diffuser units to lo-30
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TABLE 6-26 POTENTIAL ONSITE NITROGE
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Nitrification of septic tank efflue
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Influe? Effluent 0 Tank Denitrifica
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solution. It can be used to remove
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TABLE 6-27 POTENTIAL ONSITE PHOSPHO
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Anionic polyelectrolytes can be use
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component of the onsite treatment s
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7. 8. 9. 10. 11. 12. 13. 14. 15. 16
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30. 31. 32. 33. 34. 35. 36. 37. 38.
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58. 59. 60. 61. 62. 63. 64. 65. 66.
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7.1 Introduction CHAPTER 7 DISPOSAL
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7.2.1.2 System Selection The type o
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Distribution FIGURE 7-2 TYPICAL BED
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TABLE 7-l SITE CRITERIA FOR TRENCH
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TABLE 7-2 RECOMMENDED RATES OF WAST
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can slough off the sidewall. These
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FIGURE 7-3 ALTERNATING TRENCH SYSTE
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FIGURE 7-4 PROVISION OF A RESERVE A
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FIGURE 7-5 TRENCH SYSTEM INSTALLED
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TABLE 7-4 DOSING FREQUENCIES FOR VA
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The depth of the porous media may v
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Distr Pipe, FIGURE 7-6 TYPICAL INSP
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against freezing and to stabilize .
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Pertodic Deternvne Cause u O&loadin
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oils, and greases, can cause failur
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4" Inspection Pip FIGURE 7-9 SEEPAG
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The same guidelines used in locatin
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Straw, Hay or Fabric? FIGURE 7-10 T
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I tern Landscape Position Slope Typ
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The acceptable depth to an impermea
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FIGURE 7-12 PROPER ORIENTATION OF A
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Mound Height TABLE 7-9 DIMENSIONS F
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Example 7.1: Calculation of Mound D
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1.0 + 1.4 = - t 0.75 + 1.5 1 [ = (3
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. Fill Placement Step 1: Place the
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7.2.4.6 Considerations for Multi-Ho
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7.2.5.2 Application a. Site Conside
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7.2.6 Artificially Drained Systems
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---- FIGURE 7-17 UNDERDRAINS USED T
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periods, particularly on level site
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TABLE 7-11 DRAINAGE METHODS FOR VAR
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high water table elevation. To prev
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FIGURE 7-18 TYPICAL ELECTRO-OSMOSIS
Page 290 and 291: 7.2.8.1 Design a. Single Line . Sin
Page 292 and 293: Inlet From Pretreatment or Previous
Page 294 and 295: watertight Pipe & Joints1 FIGURE 7-
Page 296 and 297: ox networks (see Figure 7-23). Howe
Page 298 and 299: 280 s P 4
Page 300 and 301: FIGURE 7-26 LATERAL DETAIL - TEE TO
Page 302 and 303: To simplify the design of small pre
Page 304 and 305: FIGURE 7-29 RECOMMENDED MANIFOLD DI
Page 306 and 307: Step 3: Select lateral diameter. Fo
Page 308 and 309: Step 8: Select proper pump or sipho
Page 310 and 311: Friction loss in 25 ft 2. Velocity
Page 312 and 313: FIGURE 7-32 DISTRIBUTION NETWORK FO
Page 314 and 315: In summary, the final network desig
Page 316 and 317: 7.2.8.3 Construction FIGURE 7-33 SC
Page 318 and 319: Since the network is pressurized, s
Page 320 and 321: FIGURE 7-35 CROSS SECTION OF TYPICA
Page 322 and 323: The capillary rise characteristic o
Page 324 and 325: The hydraulic loading rate is deter
Page 326 and 327: during the critical months of the y
Page 328 and 329: 7.3.3 Evaporation and Evaporation/I
Page 330 and 331: FIGURE 7-37 TYPICAL EVAPORATION/INF
Page 332 and 333: October November December January F
Page 334 and 335: 7.3.3.7 Seasonal, Multifamily, and
Page 336 and 337: 13. 14. 15. 16. 17. 18. 19. 20. 21.
Page 338 and 339: 38. 39. 40. 41. 42. 43. 44. 45. 46.
Page 342 and 343: Type of Fixture Restaurant kitchen
Page 344 and 345: Removable Slab Inlet --CL Tee with
Page 346 and 347: - 8.3.3 Factors Affecting Performan
Page 348 and 349: The pumping head is calculated by a
Page 350 and 351: liquid level drops, the weights los
Page 352 and 353: 8.3.5 Construction The tank must be
Page 354 and 355: Hori FIGURE 8-6 TOP VIEW OF DIVERSI
Page 356 and 357: 9.1 Introduction CHAPTER 9 RESIDUAL
Page 358 and 359: Parameter TABLE 9-2 CHARACTERISTICS
Page 360 and 361: Parameter Total Coliform Fecal Coli
Page 362 and 363: 9.4.1 Land Disposal Four methods ca
Page 364 and 365: TABLE 9-4 (continued) Alternative D
Page 366 and 367: W z Process Lagooning (1)(13)(14) (
Page 368 and 369: Process Description Liouid Stream S
Page 370 and 371: 11. 12. 13. 14. 15. 16. 17. 18. 19.
Page 372 and 373: Some of the techniques discussed ma
Page 374 and 375: 10.3.1 State Agencies Except for th
Page 376 and 377: 10.3.4.1 Private Nonprofit Institut
Page 378 and 379: 10.4.1.1 Standards for Site Suitabi
Page 380 and 381: Scope of Activities Perform inspect
Page 382 and 383: Scope of Activities Perform necessa
Page 384 and 385: 10.4.4.1 Inspections Inspections co
Page 386 and 387: SYSTEM 1. U.S. Bureau of Reclam$t~o
Page 388 and 389: FIGURE A-2 TEXTURAL TRIANGLE DEFINI
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Class Platelike. with one dimension
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saturation may be necessary to conf
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the porosity of soils containing mo
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FIGURE A-5 SOIL MOISTURE RETENTION
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A.3.3 Flow of Water Through Layered
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GLOSSARY A horizon: The horizon for
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following chemical flocculation; wi
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floodway: A channel built to carry
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ped: A unit of soil structure such
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solids: Material in the solid state
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TECHNICAL REPORT DATA (Please read
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