DISINFECTION BY CHLORINATION
                DESIGN
                  AND
     OPERATION AND MAINTENANCE
              GUIDELINES
          AS  RELATED TO THE
PL 92-500 CONSTRUCTION GRANT PROGRAM
                 JUNE 1977
       ENVIRONMENTAL. PROTECTION AGENCY
                 REGION X
             1200 SIXTH AVENUE
         SEATTLE,  WASHINGTON  S8101

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                          TABLE OF CONTENTS
Section                                                         Page
    1.   INTRODUCTION                                             1
         1.1  DISINFECTION,. REQUIREMENT.                            1
         1.2  ADEQUATE DISINFECTION                               2
         1.3  SAMPLING FREQUENCY AND METHODS                      3
         1.4  DECHLORINATION OF CHLORINATED EFFLUENTS             3

    2.   DESIGN                                                   4
         2.1  MIXING                                              4
         2.2  CONTACT CHAMBERS.                                    5
         2.3  CHLORINE SUPPLY                                     6
         2.4  CONSTRUCTION MATERIALS                              8
         2.5  CHLORINATORS, CONTROLS, AND SAFETY SYSTEMS          9
         2.6  HOUSING AND STORAGE                                13
                   /
         2.7  RELIABILITY                                        15

    3.   FACILITY OPERATION                                      16
         3.1  ANALYTICAL METHODS                                 16
         3.2  CHLORINE DOSAGE                                    17
         3.3  CONTACT CHAMBER CLEANING                           18
         3.4  RECORDS                                            18
         3.5  EFFICIENCY OF DISINFECTION                         18
         3.6  SAFETY PRECAUTIONS                                 18
REFERENCES                                                       19

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                           1.  INTRODUCTION
1.1  DISINFECTION REQUIREMENTS
         Disinfection requirements have been and must continue to be
    directed at protecting the pub.lic health.  State water quality
    standards which establish the need for disinfection shall as a
    minimum, include the following:
         1.   Protection of public water supplies.
         2.   Protection of fisheries and shellfish waters.
         3.   Protection of irrigation and agricultural waters.
         4.   Protection of water where human contact is likely.
         5.   Protection of interstate waters to which the above
              criteria apply.
         In summarizing the best available design criteria and
    operational guidelines, several alternate disinfectants were
    considered.  These disinfectants included:  iodine, bromine,
    lime, ozone, ultraviolet light, pasteurization, and gamma
    radiation.  In most cases, insufficient information was
    available to determine whether these are any better
    disinfectants or any less toxic than chlorine.  While it is
    recognized that other disinfectants are available, these
    guidelines are directed to the use of chlorine.  The intent is
    not to preclude the use of other disinfectants.  EPA Region X
    proposes that the design guidelines which follow be used in
    obtaining adequate disinfection.  The operational guidelines
    should assist the states in their monitoring responsibility and
    ensure adequate disinfection.

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                                 -2-
         These design and operation guidelines are intended to
    obtain adequate and reliable disinfection with the lowest pos-
    sible chlorine residual being discharged. The guidelines will be
    used by EPA Region X'in the review of plans and specifications
    for construction and operation of wastewater treatment facil-
    ities.
              DEVIATIONS FROM THESE DESIGN AND OPERATION
              GUIDELINES WILL BE ALLOWED ON A CASE-BY-CASE
              BASIS WHEN IT CAN BE SHOWN THAT SUCH DEVIATIONS
              WILL PROVIDE FOR EFFICIENT, EFFECTIVE,  AND
              RELIABLE DISINFECTION.
1.2  ADEQUATE DISINFECTION
         For the purpose of these guidelines adequate disinfection
    is achieved when:
         1.   The geometric mean of values for effluent samples
              collected in a period of 30 consecutive days does not
              exceed a fecal coliform concentration of 200 per 100
              mi Hi liters.
         2.   The geometric mean of values for effluent samples
              collected in a period of seven consecutive days does
              not exceed a fecal coliform concentration of 400 per
              100 mi Hi liters.
         More strict effluent standards may be necessary for re-
    ceiving waters where existing or potential uses depend upon
    maintenance of unusually high quality water.

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                                 -3-
1.3  SAMPLING FREQUENCY AND METHODS
         The sampling frequency and methods shall be established on
    a case-by-case basis.  Calculation of the geometric mean fecal
    coliform concentration shall be made utilizing all data obtained
    during the reporting period.
1.4  DECHLORINATION OF CHLORINATED EFFLUENTS
         Dechlorination of chlorinated effluents will be required,
    on a case-by-case basis, when ecological conditions dictate the
    need.  The design of all disinfection facilities, utilizing
    chlorine as the disinfectant, shall assure that the following
    criteria are met:
         1.   Preservation of the present and future beneficial uses
              of the receiving waters both upstream and downstream
              which may be affected by toxicity of chlorine
              compounds.
         2.   In freshwater, the concentration of total chlorine
              residual outside the mixing zone shall not exceed
              0.002 mg/1.
         3.   In freshwater, for those situations which may result
              in fish blockage during the migration season, the
              concentration of total chlorine residual inside the
              mixing zone shall not exceed 0.02 mg/1.

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                                 -4-
         4.   In marine waters, the concentration of total chlorine
              residual shall not exceed 0.01 mg/1.
         5.   The total chlorine residual concentrations in fresh
              water shall be determined through calculation of
              dilution ratios utilizing the 10-year, 7-day low
              stream flow.
                              2.  DESIGN
2.1  MIXING
         Rapid initial mixing of the chlorine solution and waste-
    water should be accomplished within three seconds and prior to
    entering the contact chamber.
2.1.1    The hydraulic jump is considered the best method of ob-
    taining rapid mixing in an open channel.
2.1.2    Mechanical mixers are considered second best in accom-
    plishing rapid mixing.  The mixer should be located at or
    immediately downstream from the point of chlorine injection and
    the mixing chamber should be as small as possible.
2.1.3    Injecting the chlorine solution into a full flowing pipe is
    probably the least efficient.  When this method is used, the in-
    ner surface of the pipe shall be irregular so as to create a
    sufficient turbulence to accomplish complete mixing within a
    distance of 10 pipe diameters.  This method will not be ac-
    ceptable for pipe diameters of 76.2 cm (30 inches) and larger.

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                                 -5-
2.2  CONTACT CHAMBERS
         Contact chambers shall be sized to provide a minimum of one
    hour detention at average design flow and 30 minutes detention
    at peak hourly flow, whichever is greater.  During start-up the
    contact chamber detention time shall be verified by tracer test-
    ing and shall be reverified whenever there is a substantial
    increase in peak flow.
2.2.1.   The contact chambers shall be baffled to minimize short
    circuiting and backmixing of the chlorine-wastewater to such an
    extent that plug flow is approached. The baffling will be con-
    sidered adequate when tracer tests indicate a modal value of
    greater than 0.6.  The modal time occurs at the highest point of
    the tracer residence time distribution curve.  The modal value
    is the number derived when the modal time is divided by the
    theoretical time.
         It is recommended that baffles be constructed parallel to
    the longitudinal axis of the chamber with a minimum length to
    width ratio of 40:1 (the total length of the channel created by
    the baffles should be 40 times the distance between the baf-
    fles).  Shallow uni-directional contact chambers should also
    have cross baffles to reduce short-circuiting caused from wind
    currents.
2.2.2.   Provision shall be made for removal of floating and settle-
    able solids from chlorine contact tanks or basins without

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                                 -6-
    discharging inadequately disinfected effluent.  To accomplish
    continous disinfection, the chlorine contact tank should be de-
    signed with duplicate compartments to permit draining and
    cleaning of individual compartments.  A sump or drain within
    each compartment with the drainage flowing to a raw sewage inlet
    is necessary for dewatering, sludge removal, and maintenance.
    Unit drains must not discharge into the outfall sewer.  Baffles-
    shall be provided to prevent the discharge of floating material.
    A readily accessible sampling point shall be provided at the
    outlet end of the contact tank or basins.
2.2.3    In some instances outfall lines may be used as chlorine
    contact chambers provided that the conditions set forth in
    Section 2.1 through 2.2.2 are met.  In addition, pipe design and
    construction must preclude infiltration and exfiltration  and
    must be full flowing under all flow conditions.
 2.3     CHLORINE SUPPLY
         When 45.5, 68.1, or 907 kg (100, 150, or 2,000 pound)
    cylinders are used, the following shall apply:
         1.   Sufficient space provided in the supply area for at
              least one spare cylinder for each one in service.
         2.   Minimum allowable room temperature is 12.76 degrees C
              (55 degrees F).
         3.   Heat must never be applied directly to the cylinder.
         4.   Direct sunlight must never reach the cylinder.

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                                 -7-
         5.    The maximum withdrawal rate for 45.4 and 68.1 kg (100
              and 150 pound) cylinders should be limited to 18.16 kg
              (40 pounds) per day per cylinder.
         6.    When gas is withdrawn from 907 kg (2,000 pound)
              cylinders, the withdrawal rate should be limited to  .
              181.6 kg (400 pounds) per day per cylinder.
         7.    The chlorine supply area should be kept cooler than
              the chlorinator area, except when liquid chlorine is
              withdrawn from 907 kg (2,000 pound) cylinders.
         8.    Scales should be provided for each cylinder in
              service; one scale is adequate for a group of
              cylinders connected to a common manifold.
2.3.1    Handling equipment should be provided as follows for 45.4
    and 68.1 kg (100 and 150 pound) cylinders:
         1.    A hand-truck specifically designed for cylinders.
         2.    A method of securing cylinders to prevent them from
              falling over.
2.3.2    Handling equipment should be provided as follows for 907 kg
    (2,000 pound) cylinders:
         1.    1814 kg (two-ton) capacity hoist.
         2.    Cylinder lifting bar.
         3.    Monorail or hoist with sufficient lifting height to
              pass one cylinder over another.

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                                 -8-
         4.   Cylinder trunnions to allow rotating the cylinders for
              proper connection.
2.3.3    Automatic switchover of chlorine cylinders at facilities
    having less than continuous operator attendance is desirable and
    will be required on a case-by-case basis.
2.4 CONSTRUCTION MATERIALS
2.4.1    The Supply system; i.e., that portion of the system between
    the cylinder and the chlorinator inlet, should be constructed of
    Schedule 80 black seamless steel pipe with 907 kg (2,000 pound)
    forged steel fittings.  Unions should be ammonia type with lead
    gaskets.  All valves shall be Chlorine Institute approved.
                               (
    Gauges shall be equipped with a silver protector diaphragm.
         Piping can be assembled by either welded or threaded con-
    nections.  All threaded pipe must be cleaned with solvent, pre-
    ferably trichlorethylene and dried with nitrogen gas or dry
    air.  Teflon tape should be used for thread lubricant in lieu of
    pipe dope.
2.4.2    The chlorine solution lines can be either Schedule 80 PVC,
    rubber-lined steel, saran-lined steel, or fiber cast pipe ap-.
    proved for moist chlorine use.  Valves shall be PVC, PVC-lined,
    or rubber-lined.
2.4.3    The injector vacuum line between the chlorinator and the
    injector should be Schedule 80 PVC or fiber cast pipe approved
    for moist chlorine use.

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                                   -9-
  2.4.4    Nuts  and bolts should be 316 stainless steel, galvanized,
      or cadmium plated steel.
-  2.5 CHLORINATORS, CONTROLS, AND SAFETY SYSTEMS
           In order to properly size the chlorination facilities, the
      maximum and minimum chlorine dosage rates must be determined.
      The dosage needs will vary with the type of treatment provided.
           For domestic waste with not more than 1-2 percent indus-
      trial waste, the following guidelines should apply:
      1.   Secondary effluent             6-9 g/cu m    (50-75 Ibs/MG)
      2.   Secondary plus ponds             6 g/cu m    ( . 50 Ibs/MG)
      3.   Tertiary (not nitrified)     3.6-6 g/cu m    (30-50 Ibs/MG)
           When significant amounts of industrial waste are present,
      laboratory estimation of chlorine demand may be necessary.
           When initial start-up flows are extremely low as compared
      to design flows, additional measures may be necessary to prevent
      over chlorination.
  2.5.1.   For treatment facility designs of 18,925 cu m/day (5 mgd)
      and greater, continously modulated dosage control systems shall
      be used.  The control system will adjust the chlorine dosage
      rate to accomodate fluctuations in effluent chlorine demand and
      residual caused by changes in waste flow and waste character-
      istics with a maximum lag time of five minutes.  This type of
      control is commonly called a closed loop or feedback control
      circuit.  These facilities shall also utilize continuous

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                                 -10-
    chlorine residual monitoring.  Flow proportional control  is
    preferred over manual control for smaller facilities and may be
    required on a case-by-case basis.
         In all cases where dechlorination is required, a compound
    loop control system will be required.
2.5.2    All sample lines should be designed so that they can be
    easily purged of slimes and other debris.
2.5.3    Alarms and monitoring equipment that adequately alert  the
    operators in the event of deficiencies, malfunctions, or hazard-
    ous situations related to chlorine supply metering equipment,
    leaks, and residuals will be required on a case-by-case basis.
2.5.4    Safety equipment should be provided as follows:
         1.   Breathing apparatus.
         2.   Emergency chlorine container repair kits.
         3.   Chlorine leak detector.
         4.   Expansion tanks (liquid chlorine only).
         Canister type masks are limited in effectiveness to
    changing chlorine cylinders and normal maintenance work, but are
    inadequate for repairing leaks.  Therefore, one of the fol-
    lowing types should be furnished:  the air tank type unit as
    manufactured by MSA or Scott Aviation Company, the oxygen
    breathing apparatus as manufactured by MSA Company, or equal.
    This equipment should be stored outside the chlorine rooms.

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                                 -11-
         All installations utilizing one ton cylinders shall have
    Chlorine Institute Emergency Container Kits.  All other instal-
    lations should have access, to kits stored at a central location.
         All installations utilizing 907 kg (2,000 pound) cylinders
    and having less than continuous operator attendance shall have
    suitable continuous chlorine leak detectors.  Continuous
    chlorine leak detectors would be desirable at all other
    installations.  Whenever chlorine leak detectors are installed,
    they will be connected to a centrally located alarm system and
    should automatically start exhaust fans.
         It is desirable to color code all piping related to
    chlorine systems.
2.5.5    Injector systems include the following components:
         1.   The water supply to the injector.
         2.   The chlorine injector.
         3.   The chlorine vacuum line from the chlorinator.
         4.   The chlorine solution line.
         5.   The diffuser located at the point of application.
         Approximately 151.41 (40 gallons) of water is needed per
     0.454 kg (pound) of chlorine fed.  The volume of water must be
    sufficient to maintain a chlorine solution concentration of less
                            x
    than 3,500 mg/1.
         After the designer has determined back pressure to be ex-
    pected from the solution line and diffuser, the pressure and

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                                 -12-
    volume of water needed for the specific injector being used can
    be obtained from the equipment manufacturer.  The water source
    can be either fresh water or effluent taken from the chlorine
    contact chamber.
         Gauges should be provided to show the injector operating
    water pressure and the chlorine solution pressure.  The chlorine
    solution gauge must be a compound unit reading to 76.2 cm  (30
    inches) Hg vacuum and to a pressure greater than the antici-
    pated operating pressure.  The gauge must also be equipped with
    a silver diaphragm protector.
         A solution line can be manifolded to two or more injectors
    but'.should not be manifolded to two or'more points of applica-
    tion, except when only one point of application will be used at
    a time.  This is due to problems related to chlorine solution
    flow proportioning systems.
2.5.6    Diffuser design and location are two of the prime, elements
    to effective disinfection'.  There, are two basic locations for
    discharging the chlorine solution into the treated wastewater
    for disinfection:  into a pipeline flowing full and into an open
    channel.
         Diffusers located in pipelines are generally of two types:
    one type, used in pipes up to 76.2 cm (30 inches) in diameter,
    discharges into the center of the pipe; the other, which is
    satisfactory for most sizes of pipes, except very small lines,

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                                 -13-
    discharges through perforations over the middle half of the
    diameter.  To insure rapid mixing both types' should be located
    in highly turbulent flows, or immediately followed by a
    mechanical mixer.
         Diffusers located .in open channels are of two general
    types: a series of nozzles suspended from a flexible hose and a
    perforated pipe across the channel; the latter being the pre-
    ferred type.  Both types must be located in a highly turbulent
    zone with a minimum water cover of 22.86 cm (9 inches).
         The minimum recommended velocity through the diffuser holes
    is 3.0-3.6 m (10-12 feet) per second.  All diffusers should be
    removable for cleaning.
2.6 HOUSING AND STORAGE
         Housing is necessary to protect the equipment from adverse
    environmental elements and many of the design requirements re-
    late to the safe use of chlorine and protection of personnel.
         Areas housing chlorinators and chlorine cylinders in use
    should be located on or above ground level with the container
    area separated from the chlorinator and accessories.  These
    facilities should be housed in a separate building or as a mini-
    mum in rooms completely separated from the remainder of the
    building with access only through outside doors.  There must not
    be any means by which chlorine gas can enter other areas of a
    common building.

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                             -14-
     Chlorine cylinder storage area should be  located on or
above ground level and shaded from direct sunlight.
     Chlorination systems should be protected  from fire hazards
and water should be available for cooling cylinders  in case of
fire.
     There must be adequate room provided for  easy access to all
equipment for maintenance and repair.  The minimum acceptable
clearance around and in back of equipment is 0.6 m (2 feet), ex-
cept for units designed for wall or cylinder mounting.
     All rooms shall be force ventilated providing one air
change per minute, except "package" buildings  less than 1.48 sq
m (16 square feet) of floor space, where an entire side opens as
a door and sufficient cross ventilation is provided  by a
window.  The room exhaust must be located near the floor and
separated from other ventilation systems.  Air inlets should be
located so as to provide cross-ventilation.
     When possible, a clear glass, gas tight,  inspection window
should be provided.
     Chlorinator rooms shall have a means of heating and
controlling the room air temperature above a minumum of 12.76
degrees C (55 degrees F).  A temperature of 18.31 degrees C (65
degrees F) is recommended.  The room housing chlorine clyinders
in use must be maintained at a temperature equal to  or slightly
less than the chlorinator room, but in no case less  than 12.76
degrees C (55 degrees F).

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                                 -15-
         Chlorinators and some accessories require individual vents
    to a safe outside area.  The vent should terminate not more than
    7.62 m (25 feet)  above the chlorinator or accessory and.have.a
    slight downward slope from the highest point.  The outside end
    of the vent should bend down to preclude water entering the vent
    and be covered with a screen to exclude insects.
         Electrical controls for lights and fans should operate
    automatically when entrance doors are opened.  Manually con-
    trolled over-ride switches shall be located adjacent to and
    outside of all entrance doors with an indicator light at each
    entrance when there are two or more entrances.  Electrical
    controls will be excluded, insofar as possible, from rooms
    plumbed for chlorine.
2.7 RELIABILITY
         Reliability by design will afford dependable disinfection.
    Standby equipment will be required on a case-by-case basis.
    Routine reliability will include:
         1.   Means to prevent exhaustion of the chlorine supply.
         2.   Means to assure adequate water supply to the injector.
         3.   Means of cleaning the chlorine contact chamber while
              maitaining continuous disinfection.
         Additional guidelines are provided in the following Tech-
    nical Bulletins:

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                                 -16-
         1.   Design Criteria for Mechanical, Electric, and Fluid
              System and Component Reliability, EPA-430-99-74-001.
         2.   Protection of Shellfish Waters, EPA 430/9-74-010.
                       3.   FACILITY OPERATION
3.1 ANALYTICAL METHODS
         Analytical methods of chlorine residual and fecal coliform
    concentrations shall be conducted in accordance with the latest
    edition of "Standard Methods for the Examination of Water and
    Wastewater," prepared and published jointly by AWWA, the APHA,
    and the WPCF, and/or other methods approved by the states in
    Region X and EPA.
3.1.1    Data indicates that the Orthotolidine method of analysis for
    chlorine residual is highly erroneous and unreliable for waste-
    water analysis.  Consequently, its use is not acceptable.
3.1.2    The amperometric method is considered to be the most ac-
    curate method of testing for chlorine when the indirect procedure
    (back titration) is used.  The method will detect chlorine re-
    siduals less than 0.05 mg/1.  Therefore, this method will be re-
    quired when dechlorination is used.
3.1.3    The iodometric (starch iodide) titration method is compar-
    able to the amperometric method except for extremely low concen-
    tration of chlorine residual.  The indirect procedure (back
    titration) is recommended.

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                                 -17-
3.1.4    The N,N-diethyl-p-phenylenediamine (DPD) method has been
    established by EPA as an interim method for analysis of chlorine
    residual, pending further laboratory testing.  It may be accept-
    able for use at smaller treatment plants on a case-by-case
    basis when dechlorination is not required with approval of the
    state regulatory agency.
3.2 CHLORINE DOSAGE
         The chlorine dosage required for adequate disinfection will
    fluctuate over the 24-hour period, depending on changing flow
    and waste characteristics.  A study to determine the relation-
    ship of bacterial kill to chlorine dosage and residual should be
    made soon after the new plant is placed into operation.  Such a
    study should be repeated yearly or, preferably seasonally, to
    identify changes in disinfection requirements.  A bacterial
    analysis should consist of fecal coliform determinations on at
    least six samples collected over a 12-hour period which includes
    the peak flow.  All chlorine residual determinations should be
    taken concurrent to bacteriological samples and recorded in the
    plant log.
3.2.1    Total residual chlorine should be determined hourly until
    sufficient data are available to justify reducing the testing
    frequency.  Individual values rather than averages should be
    recorded in the plant log.  Chlorine residuals must be watched
    closely since a reduction in effluent quality or a sharp in-
    crease in flow may quickly cause inadequate disinfection.

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                                 -18-
3.3 CONTACT CHAMBER CLEANING
         The advantages of clean chlorine contact chambers or basins
    have been well documented.  Each facility will establish and ad-
    here to a schedule of monitoring and removing settled solids and
    floating matter from contact chambers or basins.
3.4 RECORDS
         Current records of daily chlorine residuals and failures
    shall be available for inspection at the plant.  Copies of these
    records shall be submitted in accordance with the discharger's
    NPDES permit requirements.  The appropriate State agency or EPA
    shall be notified immediately by telephone when emergency or
    other conditions prevent adequate disinfection of waste
    effluents.
3.5 EFFICIENCY OF DISINFECTION
         Several parameters have an impact on the efficiency of dis-
    infection.  These include temperature, pH, suspended solids,
    BOD, chlorine demand, and others.  Test for these parameters are
    described in "Standard Methods."  Routine analysis of these
    parameters should be maintained in the plant laboratory records.
3.6 SAFETY PRECAUTIONS
         All operation and maintenance personnel should be trained
    in safety precautions involving chlorine.  Local fire depart-
    ments and rescue squads should also be alerted to potential
    chlorine emergencies that exist at the wastewater treatment
    plant.

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                              REFERENCES
1.  Batch Disinfection of Treated Wastewater with Chlorine at Less
         Than 1 C; EPA-660/2-73-005.
2.  Chlorine Contact Chamber Design—A Field Evaluation;
         Water and Sewage Works, January 1973.
3.  Chlorine Disinfection of Treated Wastewater in a Baffled Contact
         Chamber at Less Than 1 C; R.C. Gordon, C.V. Davenport, and
         B.H. Reid, unpublished.
4.  Design Criteria for Mechanical, Electric, and Fluid System and
         Component Reliability; EPA 430-99-74-001.
                                       s
5.  Disinfection of Wastewater—Task Force Report; EPA, July 1975.
6.  Disinfection of Wastewater—Task Force Report; EPA, March 1976;
         EPA-430/9-75-012.
           t
7.  Disinfection Practices in the San Francisco Bay Area:  G.C.
         White, Journal WPCF, Vol. 46, No. 1, January 1974.
8.  Effects of Residual Chlorine on Aquatic Life; W.A. Brungs,
         Journal WPCF, Vol. 45, No. 10, October 1973.
9.  Interim Manual for Wastewater Chlorination and Dechlorination
         Practices; H.F. Collins, G.C. White, and E. Sepp,
                                                             +
         California State Department of Health, February 1974.
10. Problems in Obtaining Adequate Sewage Disinfection; H.F. Collins,
         R.E. Selleck, and G.C. White; Journal of Sanitary
         Engineering, Div. ASCE, 97, SA 5 Proc. #8430, October 1971.
11. Process Kinetics of Wastewater Ch1orination; H.F. Collins and
         R.E. Selleck, University of California, November 1972,
         SERL Report No. 72-5.

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                                 -20-
12.  Proposed Criteria for'Water Quality, Volume I, EPA, October 1973.
13.  Protection of Shellfish Waters; EPA 430/9-74-010, July 1974.
14.  Sewage Treatment Plant Design, ASCE Manual.of Engineering
         Practice No. 36, Joint Committee of ASCE and WPCF, 1959.
15.  Standard Methods of the Examination of Water and Wastewater, by
         APHA, AWWA, and WPCF, 13th Edition, 1970.
16.  Wastewater Chlorination for Public Health Protection; Proceedings
         Fifth Annual Sanitary Engineering Symposium, May 1970.  .
17.  Wastewater Engineering; Metcalf and Eddy, Inc., McGraw-Hill Book
         Co., 1972.

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