HomeMy WebLinkAboutOrdinance - 9352-1990 - Adopting Rules For Private Sewage Facilities - 04/12/1990II
DGV:dw
First Reading
April 12, J.990
Item #14
Second Reading
April 26, 1990
Item #9
ORDINANCE NO. 9352 -------
ORDINANCE ADOPTING RULES OF THE CITY OF LUBBOCK, TEXAS
FOR PRIVATE SEWAGE FACILITIES
WHEREAS, the Texas Department of Health and the Texas Board of Health
have established construction standards for private sewage facilities to
provide the citizens of this State with adequate public health protection
and a minimum of environmental pollution; and
WHEREAS, the Legislature has enacted legislation, codified as Article
4477-7e of Vernon's Texas Civil Statutes Annotated, which authorizes a local
government to regulate the use of on-site sewage disposal facilities in its
jurisdiction in order to abate or prevent pollution, or injury to public
health arising out of the use of private sewage facilities; and
WHEREAS, pursuant to Section 26.022 of Vernon's Texas Water Code
Annotated and Article 6252-17 of Vernon 1 s Texas Revised Civil Statutes
Annotated, due notice was given of a meeting and public hearing to determine
whether the City Council of the City of Lubbock should enact an ordinance
controlling or prohibiting the installation or use of private sewage
facilities in the City of Lubbock, Texas; and
WHEREAS, said meeting and public hearing were held in accordance with
the notice thereof, and the evidence and arguments there presented were
considered by the City Council of the City of Lubbock, Texas; and
WHEREAS, the City Council of the City of Lubbock, Texas, finds that
the use· of private sewage facilities in the City of Lubbock, Texas, is
causing or may cause pollution, and is injuring or may injure the public
health; and
WHEREAS, the City Council of the City of Lubbock, Texas, has
considered the matter and deems it appropriate to enact an Ordinance
adopting Rules regulating on-site private sewage facilities to abate or
prevent pollution, or injury to public health in the City of Lubbock, Texas;
NOW THEREFORE:
BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF LUBBOCK:
SECTION 1. THAT the matters and facts recited in the preamble hereof
are hereby found and determined to be true and correct.
SECTION 2. THAT the use of private sewage facilities in the City of
Lubbock, Texas, is causing or may cause pollution or is injuring or may
injure the public health.
SECTION 3. THAT Chapter 12 of the Code of Ordinances of the City of
Lubbock BE amended by adding thereto a new Article X, entitled 11 Private
Sewage Disposal ,11 which shall read as follows:
No Text
ARTICLE X. PRIVATE SEWAGE DISPOSAL
Sec. 12-255. Private Sewage System Rules.
Where a public sanitary sewer is not available, the building
sewer shall be connected to a private sewage disposal system complying
with the rules adopted in this Chapter.
Sec. 12-256. Private Sewage System Rules Adopted.
The Rules attached hereto, promulgated by the Texas Department
of Health, for private sewage systems are hereby adopted and all
officials and employees of the City of Lubbock having duties under
said Rules are authorized to perform such duties as are required of
them under said Rules. Wherever in said rules the word 11 County 11 is
used, it shall be construed to mean 11 City11 and wherever in such rules
the words "County Commissioners" or other county official are used,
they shall be construed to mean 11City Council II or the equivalent City
official. The Rules attached and appended hereto are incorporated
herein as though fully set forth in writing in this Ordinance.
Sec. 12-257. Appeal; Special Hearing Examiner.
Appeals by persons aggrieved by an action or decision of the
licensing authority may appeal such action or decision in accordance
with Optional Substitute Rule Section 3.02 to a Special Hearing
Examiner. The Public Health Administrator of the City of Lubbock is
hereby designated Special Hearing Examiner.
Sec. 12-258. Area of Jurisdiction.
The Rules adopted by this Ordinance shall apply to all of the
area of the City of Lubbock, within the extraterritorial jurisdiction
of the City of Lubbock and elsewhere as provided by Sections 217.042
and 401.002 of Vernon 1s Local Government Code Annotated.
Sec. 12-259. Penalties.
In addition to such penalties as may be provided by state law,
violation of any provision of this division shall be deemed a
misdemeanor punishable in the Municipal Court of the City of Lubbock
by a fine of not more than the maximum amount for the same offense
provided by state law. Each day of a continuing violation is a
separate offense.
Sec. 12-260. Same-Toilet facilities; construction jobs; community
gatherings.
(A) General Provisions:
Regulation 1. Definitions.
Chemical toilet means a toilet structure equipped with a
watertight, impervious container which receives waste discharged
-2-
No Text
through a hopper, seat, urinal or similar device and into which
container may be placed disinfecting or deodorizing chemicals.
Off-site toilet means a water-flushed or chemica1 toilet located
on ground not specified in a building permit which is within two
hundred (200) feet of the construction job site.
Water flush toilet means a toilet meeting the requirements of
the Lubbock plumbing ordinance for material and workmanship installed
for the period of construction or assembly and connected with the city
sewer or an approved septic tank.
Regulation 2. Toilet locations. No person shall initiate or
proceed with a construction, erection, alteration, repair or razing
project without first having provided an adequate number of suitable
sanitary toilet facilities for the use of employees on the project, if
such project has three (3) or more employees on the job at any time.
Such toilet facilities shall be of the water-flushed or chemical type,
located on or within two hundred (200) feet of the site of the project
and approved by the health officer.
Regulation 3. Toilets at all public gatherings. At any public
gathering for any commercial, religious or public event where adequate
toilet facilities are not provided on the immediate premises, suitable
approved sanitary toilet facilities of the water flushed or chemical
type, adequate for the estimated attendance, shall be located within
two hundred (200) feet of such gathering.
Regulation 4. Number of toilets. One toilet for each fifty
persons present (segregated according to gender) shall be provided.
(B) Standards and Requirements:
Regulation 1. Off-site facilities. The use of off-site toilet
facilities is permitted providing the holder of the building permit
has secured written permission for such use from the owner of the
toilets and providing further that employees on the project are
permitted free and reasonable use of the facilities during working
hours.
Regulation 2. Location and condition. No chemical toilet shall
be installed within twenty (20) feet of occupied premises nor within
ten (10) feet of a public thoroughfare or sidewalk, unless authorized
by the health officer. Toilet facilities shall be of sanitary
construction and maintained in a clean and sanitary condition by their
owner. Toilet paper shall be available at all times.
Regulation 3. Construction and specifications.
(a) Toilet structures shall be enclosed on four (4) sides and
top, excepting for ventilation openings which shall be covered with
sixteen (16) gauge or finer screens to exclude insects, and shall be
fitted with a self-closing door equipped with a durable latch. Toilet
rooms shall be well lighted and ventilated.
-3-
No Text
(b) The floors of water-flushed type toilets may be of earth,
but the floors of chemical toilets shall be of smooth finished,
nonabsorbent material. Seats, walls and ceilings shall be of smooth,
easily cleanable, light colored finish.
(c) In chemical toilets, seats shall be so installed as to
insure that wastes drop unimpeded into a receiving tank. The
receiving tank shall be of impervious, corrosion-resistant material
with an easily accessible opening for cleaning. The thickness of the
tank material shall be not less than twelve (12) gauge. The tank and
bowl shall be ventilated by means of a screened pipe at least four (4)
inches in diameter, which shall extend to outside air.
(d) The receiving tank shall be charged with an adequate
quantity of a chemical having a high phenol coefficient, properly
diluted with water, capable of reducing and liquefying wastes and
preventing offensive odors. The chemical shall be renewed or the
contents of the tank properly removed.
Regulation 4. Identification. Every chemical toilet structure
shall have painted thereon in clear letters the name and telephone
number of the owners.
(C) Penalty:
Any person found to be violating any provision of this section
shall be served by the health officer with written notice stating the
nature of the violation and providing a reasonable time limit for the
satisfactory correction thereof. Any person failing to correct such
violation within the time specified in the written notice, or within
such extended period of time as may be granted by the health officer,
shall be deemed to be maintaining a public nuisance, and shall be
guilty of a misdemeanor punishable by fine not exceeding one thousand
dollars ($1,000.00).
(D) Appeal:
The right of appeal provided for in section 12-257 of this
Article shall apply also to this section.
(E) Construction of Provisions:
The provisions of this section shall be liberally administered
and construed by the health officer or his authorized representative
to secure substantial compliance with public health needs. (Ord. No.
3147, §1,5-26-60; Code 1959, §34-95.2)
Sec. 12-261. Procedure when public sewers made available.
At such time as a public sewer becomes available to property
served by a private sewage disposal system, as provided in Section 28~
73 of this Code, a direct connection shall be made to the public sewer
in compliance with this article, and any septic tanks, cesspools and
-4-
No Text
similar private sewage disposal facilities shall be abandoned and
filled with suitable material.
SECTION 4. THAT the City Secretary of the City of Lubbock, within
five (5) days of the final passage of this Ordinance, shall make a certified
copy of this Ordinance and the attached Rules and submit both to the Texas
Department of Health for their written approval thereof, as required by
Section 5 of Article 4477-7e of Vernon's Texas Civil Statutes Annotated.
SECTION 5. THAT violation of this Ordinance shall be a misdemeanor
punishable by a fine not to exceed One Thousand Dollars ($1,000.00) as
provided by Section 1-4 of the Code of Ordinances of the City of Lubbock,
Texas.
SECTION 6. THAT the Rules attached hereto are incorporated herein as
though fully set forth in writing in this Ordinance.
SECTION 7. THAT the City Secretary of the City of Lubbock BE and is
hereby authorized and directed to publish this Ordinance and these Rules in
a newspaper of general circulation published in the City of Lubbock, Texas,
after the same are approved by the Texas Department of Health.
SECTION 8. THAT should any paragraph, sentence, clause, phrase or
word of this Ordinance be declared unconstitutional or invalid for any
reason, the remainder of this Ordinance shall not be affected thereby.
,, •• i ........
-Passed 6y ,the City Council
April ,
Passed by,.: the City Council
Api•il
AND IT IS SO ORDERED.
on first reading this 12th day of 1990. ----
on second reading this 26th day of
1990.
4cC-(l{~ B.C. McMlN; MAYOR
-5-
No Text
i1',
1·,·,
i •· ..
NSTRl1Ct10N:;STA.NoARDS: .. ·• FOil ·.·· .....
fSitE· SEWERAGE•fACILITIES , . ' r , I • ,, '
_, I-
--I
-r ,j 1'
-_ T~xas-Depc1rb'hent 9f Health' < -·
Adopted.November 5,,1989 _--.
, Effective JariU?UY 1 ,, J 990 : -
No Text
-.
CONSTRUCTION STANDARDS
FOR
. ON~SITE SEWERAGE FACILITIES
Texas Department of Health
Division of Water Hygiene
t t 00 West 49th Street
Austin, Texas 78756-3 t 92
Tele. (512) 458-7293
Adopted November 5, 1989
Effective January 1, 1990
..
,.
(4) Evapotransplratlon beds ......................................................................... 21
(5) Pressure dosing systems .•.•••..•.....•...•.••...•....•..•••....•..•.......••.•..•.......•••••.. 24
(6) Mound systems ...........................................................•.........•.•••....••.....• 25
(7) Gravelless dralnfield plplng .......................................•...•..••.•....•.•..•.......... 25
Sec. 301.14. Disposal Aftematlves/Speclal Appfications ..............................................•..•............ 26
(a} Surface Irrigation systems .....•..........•••.•..•••....•....•....•......••...••......•....••.•......•... 26
(b) Greywater systems ........•..•..............•..........•.•.••...........•.•...••.....•.........•••••••.•..• 26
(c) Composting toilets .......................................................................................... 27
(d) Sewage recycling systems •.......••.•...•....•.............•.•••..•.............•........••.•..••..... 27
Sec. 301.15 On-sfte Sewerage System Maintenance and Water Conservation •...•.........••••••.•••••... 27
Sec. 301.16. Unsatisfactory On-Site Disposal Systems .•.••.•••••••..•.••......••.•••••........•.....••••.••••.•.•••.. 29
(a) Cesspools ............•.....••.......................•.•..•••..••..••.•.•...............•.••••••••.•.•......... 29
(b) Bore holes and Injection wells ......................................................................... 29
(c) Seepage .plts ................................................................................................. 29
Sec. 301.17. Tables and Flgures ..•......•.••....................•.....•...............•.....•...•....••....•.••.•..••. ~ .•...... 30
(a} Table I Minimum required dlstances ................................................................. 30
(b) Table II Septic tank minimum fiquld capacities ................................................... 31
(c) Table Ill Individual usage rates In businesses .................................................... 32
(d) Table IV Flow sheet for disposal method selection ........................................... 33
(e) Table V Criteria for soll absorption evaluation ................................................... 34
(f) Table VI Conventional absorption trench end bed slzlng ................................... 35
(g) Table VII Mean pan evaporation and ralnfaD ...................................................... 36
(h) Table VIII USDA Soll Textural Classlfications ..................................................... 37
(i) Figure 1 Two compartment septic tank .................................. , .......................... 38
0) Figure 2 Two septic tanks In series .................................................................. 39
(k) Figure 3 Soll absorption trench ....................................................................... 40
(I) Figure 4 Absorption trench system for sloping ground ..................................... 41
(m) Rgure 5 Soll absorption bed details ................................................................ 4 2
(n) Figure 6 Leak monitor system ......................................................................... 43
(o) Figure 7 Evapotransplration bed cross section ................................................. 44
I
TABLE OF CONTENTS
Sec. 301.11 General Procedures and lnfonnatlon.......... ...... .. ....................... .......... .. ... ... .. . . . . ...... 1
(a) Purpose........................................................................................................ 1
(b) Definitions..................................................................................................... 1
(c) General environmental requirements .. .. .... .. .. .. .... .. .. . ... . ..... . .. ... . .... ... ... ............. 4
(1) Background........................................................................................... 4
(2) Facility owner's responsibilities................................................................ 4
(3) Locational and environmental standards .. .. .. .. ...... .. .. .. . .. .......... ... ... ... . ... ... . 5
(d) Authority of the Department to regulate on-site sewerage facilities .................... 5
(e) Relations with other governmental entities .................. :................................... 5
(1) Texas Water Cornrnlssion ............................................ .'........................... 5
(2) Texas Water Well Drlflers Board................................................................ 5
(3) Local health departments ................................................... .-.................... 5
(4) River authorities and water districts.......................................................... 5
(5) County com ml ssloners courts . .. . . . . . . . .. . .. .. .. . . .. . .. .. .. .. .. .. .. •. .. .. ... . .. . . . ... . . . .. .. .. 6
(6) Munlclpal corporations .................................................... ,....................... 6
(7) Regional councils of government . . . . . . .. . . .. .. . . .. .. . . . .. .. .. . . . . . ... •. . .. . . . . .. . . .. . ... . . . . 6
(f) Design approvals of on-site sewerage systems................................................ 6
(1) Approval of conventional designs............................................................ 6
(2) Approval of Innovative designs................................................................ 6
(3} Approval of proprietary systems ..................... ~......................................... 7
(4) Residential lot sizing............................................................................... 7
(5) Mobfle home parks and multi-use residential developments .. .... ... .. .. ...... ... 8
(6) Exemptions and variances .... .. .. .. .. .. .. .... .. ......... .... .. ... ..... ....... .... .... .. .... .... 8
Sec. 301.12. Design Standards for Sewerage Systems ............. ~................................................. 8
(a) Septic tank design -residential . .. .. . .. . .. . . . . . . . . . . . . . . . .. .. . . . . . . .. . . .. ... . .. .. . . . . . • . . . . . . .. . . . .. .. 8
(b) Septic tank design -Institutional... ................................................................... 11
(c) On-site aerobic sewerage plants ..................................................................... 12
(d) Grease traps and Interceptors ..... : ................................................................... 13
Sec. 301.13. Design Standards for Effluent Disposal Systems ..................................................... 14
(a) Soll technology and disposal method selection ............................................... 1 4
(b) Percolation test procedures ........................................................................... 16
(c} Effluent disposal systems ............................................................................... 17
(1 ) General considerations ........................................................................... 17
(2) Soll absorption trench ............................................................................. 1 8
(3) Soll absorption beds ............................................................................... 20
Sec. 301.11. General Procedures and Information
(a) Purpose. It is the policy of the Texas Department of Health that individual on-site sewerage
facilities shall be designed, constructed, and operated to provide adequate sewage treatment
and disposal that will not contaminate potable water supplies or threaten the health and
welfare of the public. Therefore, the primary purpose of these standards Is to establish
minimally-acceptable standards for constructing on-site sewerage facilities. These
construction standards will cover the aspects of on-site sewerage systems for use by
individual homes, small business establishments, recreational areas, institutions, and other
activities that conform to these sections and do not have access to a central collection system.
On-site surf ace irrigation of treated wastewater Is allowed in accordance with department
policy. The various types of treatment processes covered by these standards do not have any
open point discharges to the surface of the ground. Any process which proposes open point
discharge should be designed In accordance with the requirements of the Texas Water
Commission in 31 Texas Administrative Code, Chapter 317 (relating to the Design Criteria for
Sewerage Systems) and must be operated under a waste discharge permit issued by the
Texas Water Commission. For single or collective daily flows over 5,000 gallons per day that
are proposed for on-site disposal, the determination of the necessity for a waste discharge
permit must be obtained from the Texas Water Commission.
(b) Definitions. The following words and terms, when used in these sections, shall have the
following meanings, unless the context clearly indicates otherwise.
(1) Aerobic digestion -The bacterial decomposition and stabilization of sewage in the
presence of free oxygen.
(2) Alternate System -An on-site sewage disposal system utilizing evapotranspiration
beds, pressure dosing, a mound, graveness drainfield piping, composting toilets,
sewage recycling, or items approved through departmental policy.
(3) Anaerobic digestion -The bacterial decomposition and stabilization of sewage in the
absence of free oxygen.
(4) Bedrock ;. A continuous horizontal layer of hardened mineral deposits that does not
support growth of common plant life.
(5) Blackwater -All sewage other than greywater that contains sufficient human or animal
wastes to require the water to be treated prior to disposal to the earth's subsurface.
(6) Bore hole -A drilled hole four feet or greater in depth and one to three feet in diameter
(See Section 301.16 of this title (relating to Unsatisfactory On-Site Disposal Systems)).
(7) Caliche - A white or pale yellow deposit of carbonate and/or suHates of varying hardness
that exists in the soil profile.
(8) Cesspool -A non-watertight, covered receptacle intended for the receipt and partial
treatment of domestic sewage. This device is constructed such that its sidewalls and
bottom are open jointed to allow the gradual discharge of liquids while retaining the
solids for anaerobic decomposition. (See Section 301.16 of this title (relating to
Unsatisfactory On-Site Disposal Systems)).
(9) Chemical - A liquid or powdered waste that In sufficient quantity could have a biotoxic
effect on on-site sewerage facilities.
(10) Chemical toilet - A portable toilet using chemicals to mask odors, discourage insect
breeding and provide partial disinfection.
(11) Collective system -An on-site sewage collection, treatment and disposal system
designed to serve two or more sewage-generating units where the total combined flow
from all units does not exceed 5,000 gallons per day.
(12) Commission-Texas Water Commission.
1
continuation of 301.11 (b)
(13) Composting toilet - A self-contained disposal facility designed to decompose non-
waterborne human wastes through bacterial action facilitated by aeration.
(14) Department -Texas Department of Health.
(15) Evapotransplration system - A subsurface sewage disposal system which relies on soil
capillarity and plant uptake to dispose of treated effluent through surface evaporation
and plant transpiration.
(16) Figure -Any reference In these sections to a Figure # Is a reference to a figure shown In
Section 301.17 of this title (relating to Tables and Figures).
(17) Geotextile filter fabric - A non-woven fabric suitable for wastewater applications. The
fabric filament bonding must be waterproof in accordance with the physical description
in Section 301.13(c)(7)(B) of this title (relating to Design Standards for Effluent Disposal
Systems).
(18) Graveness dralnfield pipe -A generically labeled large diameter (usually eight or 10
inches) geotextlle fabric-wrapped piping product which Is Intended for use without
gravel In a subsurface sewage disposal system.
(19) Greywater -Wastewater from clothes washing machines, showers, bathtubs,
handwashlng lavatories, and sinks that are not used for food preparation or disposal of
chemical and biological Ingredients.
(20) Holding tank - A watertight container equipped with a high-level alarm used to receive
and store sewage In an anaerobic environment pending Its delivery to, and treatment at,
an approved treatment facility. This type of facility Is generally Intended for Interim use, If
and when approved by the local permitting authority.
(21) Individual - A person, group of persons, corporation, or entity permitted to own, or use
real estate.
(22) Injection well - A hole drilled Into permeable soil which Is Intended to receive either raw
sewage or the effluent from some form of treatment process (See Section 301.16 of
this title (relating to Unsatisfactory On-Site Disposal Systems)).
(23) Innovative design -Detailed drawings and specifications describing the construction of
on-site sewerage facilities that utilize materials and concepts not entirely Included In
these standards.
(24) Licensing authority -The governmental entity having legal authority over construction,
operation, enforcement and maintenance of on-site sewerage disposal systems.
(25) Moblle home park -Any facility or area developed for lease or rental of space for the
placement of two or more mobile homes.
(26) Mound system - A soil absorption system which Is installed In or below an artificially
created mound of earth.
(27) Natural son -Earthen materials deposited Into place by natural processes and not
disturbed by artificial processes.
(28) On-site aerobic treatment unit - A watertight covered receptacle designed to receive,
store, and provide treatment to domestic sewage received through a building sewer. Its
function Is to separate solids from the liquid, promote the aerobic digestion of organic
matter through the use of a forced air supply, store, and aerobically digest settleable
solids, and allow the clarified liquid to be disposed of In an approved manner as stated In
2
•·
"'
•
continuation of 301. 11 (b)
(29)
(30)
(31)
(32)
(33)
(34)
(35)
(36)
(37)
(38)
(39)
(40)
(41)
Section 301.13 of this title (relating to Design Standards for Effluent Disposal Systems)
and Section 301.14 of this title (relating to Disposal Alternatives/Special Applications).
On-site sewerage facilities -Septic tanks, pit privies, cesspools, sewage holding tanks,
injection wells used to dispose of sewage, chemical toilets, treatment tanks, and all
other facilities, systems, and methods used for the disposal of sewage other than the
disposal systems operated under a permit issued by the Texas Water Commission.
Owner -Holder of the warranty deed and/or the responsible occupant of the property
served by an on-site sewerage disposal facility.
Pit privy -A vented vault intended to store human wastes. and allow its decomposition
through natural processes. In this type of treatment, no external water source Is
provided and there Is no direct discharge to the surface. It Is recommended for use only
In primitive and remote areas.
Platted -Recorded with the county in an official plat record.
Portable toilet -A small portable enclosure with a bullHn toilet seat and a raw sewage
holding tank. It Is primarily Intended for use at construction sites and other areas where
temporary restroom facilities are required. Domestic sewage collected In these facilities
is generally retained in an anaerobic state pending delivery to, and treatment at, an
approved treatment facility.
Pressure dosing -The use of some form of pumping device and a network of small
diameter piping to distribute treated effluent within a subsurface sewage disposal area.
Sanitary control easement -A document securing all land, within 150 feet of a public or
private potable water well location, from pollution hazards that Include, but are not
limited to, solid and liquid waste disposal sites, animal pens, Improperly sealed or
abandoned wells, major sewage pumping and treatment plants, and drainage ditches
which contain Industrial waste discharges.
Scum -A mass of organic and/or Inorganic matter which floats on the surface of sewage.
Seepage pit -An unlined covered excavation in the ground which Is designed to
operate In essentially the same manner as a cesspool (See Section 301.16(c) of this
title (relating to Unsatisfactory On-Site Disposal Systems)).
Septic tank -A watertight covered receptacle designed to receive, store, and provide
treatment to domestic sewage received from a building sewer. Its function Is to separate
solids from the liquid, digest organic matter under anaerobic conditions, · store the
digested solids through a period of detention, and allow the clarified liquid to be
disposed of In an approved subsurface disposal system.
Sewage -Water which contains, or which has been In contact with, organic and
inorganic contaminants such as human or animal wastes, vegetable matter, cooking fats
and greases, laundry and dishwashlng detergents, and other chemical compounds and
waste products.
Sewage disposal plan -A thorough, technical report prepared by a registered
professional engineer or registered professional sanitarian, either having demonstrated
expertise In sewage disposal planning. The plan describes the circumstances involved
with sewage disposal on a land tract that has been or Is proposed to be, subdivided Into
lots of less than 1 O acres.
Single famlly dwelling - A habitable structure constructed on, or brought to Its site, and
occupied by members of one family.
3
continuation of 301.11 (b)
(42) Sludge - A semi-liquid mass of partially decomposed organic and Inorganic matter which
settles at or near the bottom of a receptade containing sewage.
(43) Soll -The unconsolidated mineral material on the surface of the earth that serves as a
natural medium for the growth of plants.
(44) Soll absorption system -A subsurface sewage disposal system which relies on the sofl's
ablllty to absorb moisture and allow Its dispersal by lateral and vertical movement
through and between Individual soil particles.
( 45) Split system - A wastewater disposal system that treats and disposes of blackwater and
greywater separately.
(46) Subsurface sewage disposal system - A network of perforated piping Installed below
ground level which Is used to distribute pretreated sewage effluent over a given
disposal area.
(47) Table -Any reference In these sections to a Table# Is a reference to a table shown In
Section 301.17 of this title (relating to Figures and Tables).
(48) Ultra low-flow toilets -Toilets that use 1-1/2 gallons or less per flush.
(49) UnHorm gravel size - A gravel to be used In conventional absorption trench or bed
Installations that has been processed through shaker screens to produce a size
passing one size screen and retained on another which Is no more then 5/8" smaller
than the first screen. (Example: passing 1" screen openings but retained on 1/2"
screen openings)
(c) General environmental requirements.
( 1 ) Background. These construction standards are being adopted under authority of
the Health and Safety Code, Chapter 341 (Texas Civil Statutes, Article 44TT-1). The
on-site sewerage disposal system was originally developed to serve rural residences.
For this purpose, the properly installed septic tank performed well and permitted the
remote rural resident to utilize the convenience of indoor plumbing. During the past
thirty years, the population distribution in the United States has shifted from rural to
urban, thus creating rapid development In and on the fringes of urban areas. Many
residential subdivisions have been located beyond the limlts of organized water and
sewerage facilities causing the residents to rely on individual resources available within
the boundaries of small lots or tracts of land. On-site sewerage systems have been
used frequently as the means of liquid waste disposal. Unfortunately, in many cases,
subdivisions were located in areas with· soll conditions unsuitable for conventional
systems. Quite often, lot sizes are no larger than those found in subdivisions serviced
by central water and sewerage systems. Residential areas with small lots served by
individual systems, on many occasions, are subject to undesirable conditions such as
widespread saturation of the soil, malfunction of the treatment unit, sewage on the
surface of the ground and in roadside ditches and strained relationships between
neighbors. The standards presented herein are based on the cumulative observations
and experiences of the past and are intended to provide the citizens of this State with
adequate public health protection and a minimum of environmental pollution.
(2) Facility owner's responsibilities. A properly designed on-site sewerage facility,
properiy constructed in a suitable soll, can malfunction H the amount of water It Is
required to dispose of Is not controlled. It will be the responsibility of the owner to
maintain and operate the facility In a satisfactory manner. The proper performance of an
on-site sewerage facility cannot be guaranteed even though all provisions of these
Standards have been met. Inspection and licensing of an on-site sewerage facility by
the licensing authority shall Indicate only that the facility meets minimum requirements
and does not relieve the owner of the property from complying with County, State and
4
...
-,
continuation of 301.11 (c)(2)
Federal regulations. On-site sewerage facilities, although approved as meeting
minimum standards, must be upgraded by the owner, at the owner's expense, H the
owner's operation of the facility results In objectionable odors, If unsanitary conditions
are created, H pollution or nuisance conditions are threatened or occur, or If the facfllty
when used does not comply with governmental regulations.
( 3) Locational and environmental standards. The developers of subdivisions or
moblle home parks that are remote from organized sewage collection systems shall
consider the method of sewage disposal In the determination of lot size and
arrangement. The provision of a collection system and central treatment plant Is
generally the preferred method of sewage disposal. However, If soil conditions permit,
and other factors are favorable to the use of on-site sewerage systems, the standards In
Table I shall be used with regard to the location of the systems' components. A sewage
disposal plan shall be submitted to the appropriate local regulatory authority a minimum
of 45 days prior to anticipated date of construction.
( d) Authority of the Department to regulate on-site sewerage facllltles. The Health
and Safety Code, Chapter 341 (Texas Civil Statutes, Article 4477-1) covers the department's
authority to promulgate construction rules and standards. The Texas Civil Statutes, Texas
Water Code, Section 26.031, directs the commission to consult with the Commissioner of
Health for recommendations concerning the Impact of the use of on-site sewerage systems
on public health before entering an order regulating the Installation or use of such facilities In a
given area.
( e) Relations with other governmental entitles.
( 1 ) Texas Water Commission. The State level responsibility for the management and
control of on-site sewerage system practices Is shared by the commission and the
department. The commission's authority Is primarily of a regional nature Insofar as the
control of pollution caused by on-site sewerage systems. When the problems of a
particular area are likely to produce hazards to public health through area-wide water
pollution caused by on-site sewerage systems, the Texas Water Code gives the
authority to limit the number arid type of these systems, prohibit the Installation and use
of additional ones, and provide for their gradual and systematic reduction In that area.
( 2) Texas water Well Drlllers Board. This state agency shares responsibility with the
department and the commission for the regulation of water well siting and construction.
If a private water well encroaches on an already established on-site sewerage system,
the sewerage system owner should consult_ with the Texas Water Well Drillers Board In
order to establish the fact of prior right to use the sewerage system.
(3) Local health departments. The Health and Safety Code, Chapter 341 (Texas Civil
Statutes, Article 4477-1), requires local health officials to abate nuisances, and to aid
the State Board of Health In the enforcement of its rules, regulations, requirements and
ordinances and In the enforcement of all sanitary laws within the Jurisdiction of the local
health officlals. Local health agencies may be required by city ordinance or waste
control order to enforce regulations which exceed the requirements of these
standards, but local authorities must not permit their standards to fall below those
recommended by the department. Local regulations shall be reasonable and, If
technical In nature, must be based on sound engineering principles.
( 4) River authorities and water districts. River authorities or water districts may
assist In water pollution control enforcement procedures through orders Issued by the
commission to control or prohibit the use of on-site sewerage systems In an area The
commission may delegate them as the licensing authority to develop procedures
concerning administration, Inspection, Issuance of licenses and enforcement of a
commission order. Through these procedures; river authorities and water districts may
establish standards higher than those of the department, provided they are reasonable
and, If technical In nature, are based on sound engineering principles.
5
continuation of 301 . 11 ( e)
(5) County commissioners courts. Section 26.032 of the Texas Water Code
empowers the Commissioners Court of any county to adopt a waste control order
controlling or prohibiting the Installation or use of on-site sewerage systems In any area
of a county under Its Jurisdiction. The commission must grant Its approval of the adopted
county order prior to Its becoming effective. The order Includes construction standards
promulgated by counties which may be adjusted to local conditions so long as they do
not fall below the standards of the department and also provided that the adjustments
are reasonable and, If technical in nature, are based on sound engineering principles.
( 6) Munlclpal corporations. Cities, towns and villages may control or prohibit the use of
on-site sewerage systems by local ordinance. The standards set forth In any such
ordinance must not fall below those stated In this publication, but these entities may
establish standards which will produce a higher quality of operation, provided the
standards are reasonable and, If technical In nature, are based on sound engineering
principles.
(7) Regional councils of government. These agencies are prlnclpally created to
establish and execute the planning process In a region designated by the Governor
under authority of Texas Civil Statutes, Article 1011 m. The regional councils may
contribute to the effective and proper disposal of sewage by guiding developers to the
more favorable alternative of sewerage collection systems and centralized sewerage
facllitles, preparing soil maps showing favorable, Intermediate and unacceptable
locations for sewerage systems dependent upon subsurface effluent disposal, and
assisting local governments In recognizing the need for regulatory devices for sewage
disposal.
(f) Design approvals of on-site sewerage systems.
(I) Approval of conventional designs. The construction standards contained herein
are promulgated under authority of the Health and Safety Code, Chapter 341 (Texas
Clvll Statutes, Article 4477-1). In addition, Chapter 341 states that disposal of human
excreta In populous areas must be by methods approved by the department. It further
states the effluent from septic tanks (or aerobic treatment units) shall be disposed of
through subsurface drainfields designed In accordance with good public health
engineering practice. The design standards In this subsection constitute the minimum
criteria established and approved by the department for methods of on-site sewage
disposal.
(2) Approval of Innovative designs. Agencies vested with the responslbllity of
enforcing on-site sewage disposal regulations may consider feasible Innovative
designs which are not specifically covered In these construction standards. Texas Is a
large state with many different types of topographical, geological, and climatic
conditions. New systems may be conceived In the future to meet requirements
demanded by these conditions. The systems may differ from the specific construction
methods outlined In this publication. To both assist local regulatory agencies In
determining the reliability of a new system and protect the public from Improperly
designed systems, the department will review and evaluate new systems on an
Individual basis. A system found to be designed in accordance with good engineering
practice will be approved by the department for the one installation for which the design
was intended. Subsequent similar designs for other installations will be reviewed by the
local regulatory authority. All new and Innovative designs must be submitted through a
local regulatory authority to the department for review as a clearing house procedure. At
the department's discretion, local regulatory authorities having qualified technical
expertise will be assigned authority to review each design and administer a program to
evaluate the design's in-place performance. A 12-month trial operational period shall be
required prior to any final approval by the department of any innovative design.
(A) Innovative systems. Submissions of Innovative systems for review must Include:
6
.·
continuation of 301.11 (f)(2){A)
(i) detailed plans sealed, dated and signed by a registered professional
engineer or signed and dated by a registered professional sanltar1an;
(i) necessary research data to establish the validity of the process, including
setup of the proposed Innovative system;
Qii) development of operational data and maintenance Instructions; and
~v) all research and development data that has been verified by published results
of a recognized college, university or research organization.
(B) Expenses. No expense In connection with research, pllot projects, and/or
demonstration projects shall be borne by the department. Local agencies may
elect to participate In these activities.
( 3) Approval of proprietary systems. All new systems which deviate slgnlficantly
from these construction standards shall be reviewed by the department for their
Installation and use suitability. Notice of disapproval by either the department or the
local regulatory authority shall prevent such facilities from being installed. Categorical
approval of proprietary systems wlll not be granted by the department.
( 4) Resldentlal lot sizing.
{A) General considerations. The failure of an on-site sewerage system may be caused
by a large number of circumstances, including Inadequate soil percolation,
Improper construction, design, Installation and misuse. The single most Important
factor concerning public health problems resulting from these fallures Is the
residential dwelling density which Is primarily a function of lot size. The failure of a
system In a highly populated area is the fundamental cause of public health
hazards resulting from on•slte sewage disposal. Surfacing sewage provides a
medium for the transmission of disease and the fact that many people are In the
vicinity causes concern over the spreading of disease. Sewerage systems using
soil absorption for effluent disposal are more likely to malfunction In high
population density situations because the soil available to absorb or evaporate the
effluent Is limited. The failure of an absorption system on a small lot can be
financially disastrous to the owner because the lot may not contain sufficient room
to construct a new absorption field In a new location.
(B) Platted or unplatted subdivisions served by a public water supply. Subdivisions of
single family residences platted or designed after January 1, 1988, and served by
a public water supply but utilizing Individual subsurface methods for sewage
disposal, shall provide for Individual lots having surface areas of at least one-half
acre, or shall have a site-specific design by a registered professlonal engineer or
registered professional sanitarian and approved by the department or Its
deslgnee. In no Instance, shall the area available for such system be less than two
times the design area. The surface area must be free of restrictions Indicated In
Table I and those referred to throughout this publication.
(C) Platted or unplatted subdivisions served by individual water systems. In
subdivisions platted or designed after January 1, 1988, for single family
residences where each lot maintains an Individual water supply well and sewerage
system with a subsurface soil system, the plat shall show the approved well
location and a sanitary control easement around the well within a 150-foot radius In
which no subsurface sewerage system may be constructed. A watertight
sewerage unit or lined evapotransplraticn bed with leak detection capability may be
placed closer to !he water well than 150 feet, provided the minimum separation
stated in Table I is not violated. To minimize the possibility of the transmission of
waterborne diseases due to the pollution of the water supplied for domestic use,
7
continuation of 301.11(f)(4)(C)
each lot In a platted subdivision shall contain no less area than one acre, or shall
have a site-specific design by a registered professional engineer or a registered
professional sanitarian and approved by the department or Its deslgnee. In no
instance shall the area available for such systems be less than two times the design
area. The surface area must be free of restrictions Indicated In Table I and those
referred to throughout this publication.
(D) Smaller lots or tracts. The construction or Installation of an on-site sewerage facility
on a lot or tract that Is smaller than the size required In subparagraphs (B) and (C) of
this paragraph shall not be allowed. However, on such smaller lots or tracts,
designed or recorded with a county in its official plat record, deed, or tax records
prior to January 1., 1988, an on-site sewerage facility may be permitted to be
constructed and licensed to operate If It meets the following criteria. It must be
demonstrated through a thorough Investigation by a registered professional
engineer, a registered professional sanitarian (either having demonstrated
expertise In on-site sewerage system design) or by a designated representative of
the licensing authority that an on-site sewerage faclllty on one of these lots can be
operated without causing a threat or harm to an existing or proposed water supply
system or to the public health, or creating the threat of pollution or nuisance
conditions. Regardless of lot size utilized for an on-site sewerage facility, all other
requirements contained in these sections still apply.
( 5) Moblle home parks and multl-use resldentlal developments served by a
central sewerage system. Mobile home parks and multi-use resldentlal
developments which are owned or controlled by an Individual and which rents or leases
space, or mobile home parks and multi-use resldentlal developments which are sold but
ownership and control of a central water system and/or a central sewerage system are
vested In a responsible entity, may utilize smaller lots than stated In paragraph (4)(B) of
this subsection, provided an overall sewerage plan is submitted to the department or Its
agent and approved and water Is supplied by a central water system. Parks and
developments of this type may connect no more than 20 units to a slngle sewerage
system, provided the system Is designed by a registered professional engineer or
registered professional sanitarian. The total anticipated sewage discharge shall not
exceed 5,000 gallons per day from the connected homes and the sewerage facility
must conform to the definition of on-site sewerage facilities in subsection (b)(29) of this
section. Individual home sites must meet the requirements In paragraph (4) of this
subsection unless applicable under this section.
( 6) Exemptions and variances. Requests for exemptions or variances of any par1 or
parts of these standards for the design, Installation or operation of any on-site sewerage
system shall be considered on an individual basis. The burden of proof Is the
responsibility of the registered professional engineer or. registered professional
sanitarian responsible for the design or Installation of the system under consideration.
This individual must demonstrate to the satisfaction of the department or permitting
authority, that the exemption or variance has been requested because conditions are
such that equivalent protection of the public health and environment can be provided
by alternate means or construction features. Any such request must be accompanied
by sufficient engineering or applicable data to meet the department's or permitting
authority's satisfaction. The department shall, at the request of local authorities, provide
evaluation and comment services for any such local authority. A registered professional
engineer or a registered professional sanitarian shall certify In writing that the system he
or she designed is constructed In accordance with the plans approved by the
department or the local authority.
Sec. 301.12. Design Standards for Sewerage Systems.
(a) Septic tank design • residential.
8
..
continuation of 301.12(a)
(1) House sewer. The sewer from the house plumbing system to the septic tank shall be
constructed of structurally sound pipe such as cast Iron, ductile Iron, or ASTM D 3034,
polyvinyl chloride SDR 35 or stronger pipe with optional metallic locating tape, bedded
In sand. Cast Iron, ductile Iron, Schedule 40 PVC, or high strength pipe should always
be used under driveways. The pipe from the house to the septic tank shall have a
minimum Inside diameter of not less than three Inches and be compatible with the
house stub out pipe. The slope of the house sewer shall be no less than 1/4-lnch fall
per foot of pipe. The stub out location shall be at the highest possible elevation with
respect to the house foundation to avoid deep treatment systems. The line must be of
watertight construction. A cleanout plug must be provided within three feet of the
building and at changes in alignment, both horizontal and vertical, and at every 50 feet
of straight horizontal piping. Prospective installers and users of low flush commodes
should consult with the manufacturers of these devices regarding their grade
requirements. Too steep or too shallow slopes on pipes connecting the toilet and the
treatment tank may require excessive maintenance. Piping from the treatment tankage
to the disposal area must have at least two Inches Inside diameter, have at least a
minimum fall of 1 /8-lnch per foot and be as sturdy as ASTM 3034, SDR 35 PVC piping.
Metallic locating tape can be used at the discretion of the local authority with the
installation of all piping to and within the disposal area. This tape, If utilized, must be
readily detectable with a metal detector.
(2) Septic tank capacity based on sewage loading. A properly designed septic tank shall be
watertight. The settleable and suspended solids will undergo partial decomposition
under anaerobic conditions. As a result of use, the septic tank will accumulate partially
decomposed solids which must be removed periodically. As additional sewage is
introduced into the tank, partially clarified effluent is discharged into the subsurface
disposal field. The best method for estimating the tank's sewage loading is based upon
the number of bedrooms in the house. Table II shall be used to determine the required
minimum septic tank liquid capacity.
(3) Inlet and outlet devices. To assure rapid drainage of house plumbing, the flowline of the
inlet pipe shall be at least three inches higher than the operating tank liquid level which
is detennined by the flowline of the outlet pipe. Liquid penetration of the Inlet device
shall be at least si.< inches, but never greater than that of the outlet device. Liquid
penetration of the outlet device shall be approximately one-fourth to one-half of the
tank's liquid depth. "T• branches are required for inlet and outlet devices because they
provide a means for venting the gases produced by the decomposition process from
the tank and absorption system through the house plumbing. Otherwise, gases may
escape from around the lid of the tank and cause an odor nuisance in the vicinity of the
septic tank. "T" branches also offer ready access for required maintenance. To prevent
the escape of floating solids from the tank to the subsurface disposal field and the
possibility of inlet stoppages, the open spaces between the tops of the inlet and outlet
devices and the underside of the tank cover shall be visible separations not larger than
one inch (See Figure 1 ). In order to provide a good watertight septic tank, the Inlet and
outlet "T" branches shall be installed in a permanent manner at the time the septic tank
Is constructed. Prefabricated tanks shall have the "T" branches grouted In place before
delivery to the Job site so that the only connections to the tank at the point of installation
will be the Influent and effluent lines. Manufacturers of prefabricated tanks shall be
allowed to Install watertight flanges into the tank walls, into which inlet and outlet stubs
can be easily fitted by field Installers, causing watertight connections.
(4) Details of septic tank design.
(A) Two single compartment tanks In series, or a two-compartment tank, with
approximately one-half to two-thirds of the total volume In the first compartment,
will be required for acceptable solids removal. Minimum liquld depth shall be 30
Inches. For flows greater than 500 gallons per day, three single compartment tanks
may be used In series. The first compartment shall have one-half of the total
volume and the other half divided equally between the other compartments. Tanks .
9
continuation of 301.12(a)(4)(A)
may be round, rectangular, or of a shape that allows the department's standards to
be met. The second compartment shall have infet and outlet devices designed the
same as for a single-compartment tank, except that the elevation, or flow-line, of
the Inlet device In the second unit of a two-compartment tank shall be at least three
Inches lower than the Inlet device In the first unit. The Intermediate "T" branch can,
alternatively, be In a submerged horizontal position (See Figure 1). The liquid level
In the second tank of a two-tank system must be the same or lower than the liquid
level In the first tank. A 10-inch minimum diameter or square port shall be provided
over the Inlet and outlet "T" branches to each flow llne device for Inspection,
cleaning, and maintenance. Both the Inlet and outlet devices shall be accessible
for Inspection and maintenance without having to enter the septic tank. For tanks
not having more than 12 inches of earthen cover, the use of sectional slab covers
will convenlently and safely provide the needed access. For tanks burled more
than 12 Inches, manholes with risers are required. The septic tank shall be of
sturdy, watertight construction. Materials used may be steel-reinforced poured-In-
place concrete, steel-reinforced pre-cast concrete, fiberglass reinforced plastic
polyethylene or other materials approved by the licensing authority. Metal septic
tanks are prohibited because they are subject to corrosion. The septic tank shall
bo structurally designed to resist buckling from external hydraulic loading and
exterior loading caused by earth fill, garden tractors, riding lawn mowers, or any
expected maximum wheel weights. All tanks shall be tested by filling with fresh or
construction grade water following installation prior to final backfilling and checked
24 hours later for leaks and structural integrity. At the discretion of the regulating
authority, a dye test, or any other test for watertightness that Is acceptable to the
department, shall be performed on septic tanks to be installed in areas with high
groundwater tables. Tanks exhibiting obvious deflections, leaks, or defects that
will impair treatment must not be used. Where concrete tanks are installed,
sweating, or condensation at construction joints is acceptable.
(B) In the case of poured-in-place concrete tanks, septic tank bottoms shall be at least
six Inches thick with 6x6x6 gauge welded Steel Mesh or No. 3 Reinforcing Bars on
six-Inch centers, with such reinforcing materials being extended up Into the wall
area of the tank so that it will mesh with the reinforcing materials in the walls of the
tank. The floor and walls must be constructed monolithically. Walls are to be a
minimum of six Inches thick.
(C) Septic tank tops reinforced with 6x6x6 gauge welded Steel Mesh or No. 3
Reinforcing Bars on six-inch centers must be poured off-site rather than on the
tank (not on top of a wooden frame over the tank) and must be moved onto the
tank after hardening and then sealed to the tank with a permanent bonding
material or rubber gasket having a one-half inch minimum thickness so as to form a
seal between tank and top. To facilitate handling, tops may be poured in sections
but must be sealed when In place. Tops must be a minimum of three Inches thick.
(D) Pre-cast concrete, polyethylene, and prefabricated fiberglass tanks are subject to
prior approval of the licensing authority, who should consult with the department
regarding the uniquely differing materials, manufacturing methods, and designs
used. All pre-cast or prefabricated tanks shall be clearly marked, tagged, or
stamped with the manufacturer's name, and the capacity of such tanks near the
level of the outlet In at least two positions so as to be clearly visible to the
Inspecting or permitting authority even after they have been placed In the ground.
Direction of flow into and out of the tank shall be indicated by the words "in" and
"out" or by arrows dearly marked at the inlet and outlet.
(E) Septic tanks must be Installed so as to provide at least 12 Inches drop In elevation
from the bottom of the outlet pipe to the bottom of the disposal area. A washed
sand or gravel (1-1/2 Inch maximum) pad with a minimum thickness of four Inches
must be placed under all prefabricated tanks. Unless otherwise specified by a tank
manufacturer's requirements, all septic tank excavations must be backfilled with
10
..
continuation of 301.12(a)(4}(E)
sand, pea gravel, select backfill or loam. It Is acceptable to mound soil over a septic
tank which Is set high to maintain fall to the drainfield.
(F) When sewage must be pumped to a treatment unit or a disposal area, an
appropriate pump shall be placed in a watertight tank. A check valve shall be
provided if the receiving unit is upgrade and higher than the pump. The tank shall
be provided with a high-water alarm having a power circuit separate from the pump.
The electrical connections located inside the tank shall be "hard-wired". Electrical
connections located outside the tank may be plug-in type. Pump tanks shall have a
minimum excess volume equivalent to 1 o minutes of pump flow after the alarm is
activated, and shall be constructed as a separate unit or watertight chamber.
(b) Septic tank design • lnstltutlonal.
(1) General consideration of use of septic tank systems. Septic tanks may be used as a
means of sewage treatment for non-residential activities. However, experience
indicates that the usefulness of the septic tank systems decreases as the size of the
establishment served increases. When a septic tank is being considered for service to
an activity that will produce more sewage than a single family residence, design
guidance must be obtained from a local health department, regulatory agency or a
consultant who Is professionally registered as an engineer or sanitarian in Texas and is
well versed in on-site sewerage system design.
(2) Sewage loading. The total quantity of sewage applied per day to the septic tank
provides the basis for the determination of Its size. Table Ill, entitled "Individual Usage
Rate," will be of assistance In estimating the daily sewage flow per capita for a variety of
living and activity situations. Organic loading of sewage from restaurants, hospitals,
nursing homes, and other commercial establishments will require an increase in tank
size.
(3) Compartments to be provided. A mini1T1Jm of two compartments or a maximum of three
shall be provided, the first created by a wall with a tee to permit liquid flow from the first
compartment to the second one. The flowline of this intermediate fitting shall be at the
elevation of the flowline of the outlet fitting of the second or third compartment. The
fitting shall be three Inches below the elevation of the flowline of the first compartment's
inlet fitting. The minimum liquid depth of all septic tanks must be 30 inches. The
capacity of the first compartment in a two-compartment arrangement shall be 50% to
67°/4 of the total required volume. When three compartments are proposed, the first
compartment must have one-haH of the total volume and the other half divided equally
between the other compartments. All tanks must be vented internally.
(4) Selection of septic tank capacity. The net volume or effective capacity below the
flowline of a septic tank for flows up to 250 gallons per day shall be at least 750 gallons.
For flows between 250 and 5,000 gallons per day, the capacity of the tank shall be
equal to at least three days' sewage flow. For singular or collective daily flows over 5,000
gallons per day, the determination of the necessity for a waste discharge permit must be
obtained from the commission.
(5) Pump tank usage. When sewage must be pumped to a treatment unit or a disposal
area, an appropriate pump shall be placed in a separate watertight tank. A check valve
shall be provided if the receiving unit is upgrade and higher than the pump. The tank
shall be provided with a high-water alarm having a power circuit separate from the pump.
The electrical connections located inside the tank shall be "hard-wired". Electrical
connections located outside the tank may be plug-in type. Pump tanks for flows less
than 500 gallons per day shall have a minimum volume of one day's storage after the
alarm Is activated. For daily flows over 500 gallons, a duplex pump configuration must be
provided, and the tank shall have a storage volume of two hours at peak flow or four
hours at average flow, whichever is larger. A dual pump system should have the ·alarm
1 1
continuation of 301.12(b)(5)
on• level at or below the •second pump on• level, and should have a lock-on feature In
the alann circuit so that once It Is activated It will not go off when the second pump draws
the llquld level below the "alarm on• level. The alarm should have a manual •reset•
switch. Pump switchgear shall be selected such that both pumps shall operate as the
first pump on an alternating basis.
(c) On-site aerobic sewerage plants.
(I) Introduction. A number of small (up to 1,500 gallons per day) aerobic wastewater
disposal systems have been designed and marketed for the on-site treatment of
sewage. The Information In this subsection relates to the department's requirements
concerning the Installation and use of on-site sewerage plants for private residences,
small businesses, and institutions. Sewerage plants designed to treat more than 1,500
gallons per day must meet the •oeslgn Criteria for Sewerage Systems,• published by
the department and the commission.
(2) Appropriate usage. The Installation and use of Individual wastewater disposal units,
other than septic systems, are acceptable to the department provided they meet
department requirements.
(3) Permit policy. Subject to the requirements of the department or local regulatory
authority, an owner of a home, small business, or Institution may elect to use an aerobic
lndivldual wastewater disposal system.
(4) Effluent disposal practice. Effluent from an Individual aerobic wastewater treatment
plant may be discharged Into a properly designed and constructed subsurface
sewerage system or allowed to be sur1ace discharged In accordance with state laws and
policies establlshed by the department and the commission.
(5) Operation and maintenance responsibility. Companies distributing aerobic Individual
small waste disposal systems shall provide an Inspection and repair service since the
system's owners, In most Instances, will not be In a position to Judge whether the device
Is working as designed. Local governments, In determining whether to approve any
type of lndivldual small wastewater disposal system, shall give consideration to the
ablllty of the distributor or other firms qualified to service the Installation. The
prospective owner shall be given a copy of the prospective seller's service contract prior
to making a decision regarding purchase. The contract shall be for a two year period,
with provision for extending the period, at the owner's option.
(6) Emergency operation. The principal structure or containing vessel of an Individual small
wastewater unit Is designed to provide treatment to a predetermined amount of dally
Incoming sewage. In the event of more than one day's failure of mechanical or electrical
devices, anaerobic conditions will prevail when aeration equipment Is Inoperable. The
unit's owner shall be prepared for emergencies by contractual arrangement with the
plant's seller, by stocking spare parts, by hiring a licensed sewage pumping and hauling
company, or by preventing the generation of more sewage until the emergency Is
eliminated.
(7) National Sanitation Foundation aiterla. There are numerous manufacturers of Individual
small wastewater treatment systems. To the extent of available Information, Inquiries on
Individual systems from local governments or lndivlduals wlll be answered by the
department. Local governments Interested In authorizing lndivldual small aerobic
wastewater disposal systems are advised of the testing and approval criteria of the
National Sanitation Foundation (NSF). The NSF seal on a particular unit Indicates Its
ability to meet the requirements of the Foundation's Standard 40 relating to •individual
Aerobic Wastewater Treatment Plants.• Units not having a NSF approved rating will be
required to undergo extensive testing equal to or greater than the Foundation's
program prior to use In Texas. The department will maintain a list of approved aerobic
systems.
12
.-
..
continuation of 301.12(c)
(8) Treatment limitations. Unlike septic tanks, aerobic units are not sized according to their
llquld capacity. These units are sized according to their treatment capability In terms of
gallons per day {gpd) of wastewater flow. Aerobic treatment plants operate by mixing
raw sewage together with air and masses of bacteria, which consume the sewage In the
presence of air. Treated effluent still contains microscopic bacteria and viruses that were
in the raw sewage. Therefore, the effluent must be kept out of contact with the general
public as much as possible. It Is possible to disinfect treated sewage with chlorine,
bromine, ultraviolet light, ozone, or other commercially available products. However,
existing disinfection technology will not make aerobically treated sewage safe enough
to be used as potable water. Subsurface disposal systems for aerobic plant effluent
shall be the same as for septic tank effluents.
(9) Siting considerations. Most aerobic treatment plants sized for single home or small
commercial shop use are usually larger than a septic tank but may not be Installed as
deeply. The organic loading of commercial or Institutional applications may require
Individual design considerations. The treatment unit Inspection access is exposed to
the surface.
{1 0) Solids accumulations. Periodic carryover of floating or settled solids can be the major
reason for effluent quality deterioration from aerobic units. Bulking of sludge (sludge
that will not settle), toxic chemical additions from the home, and excessive buildups of
sludge are common causes of carryover. The owner or the contracted service should
Inspect the unit quarterly. Excess solids should be removed when the quarterly
Inspection Indicates the need. Sludge bulking may be caused by an Inefficient aeration
system. The periodic inspections should include the blower and aerator of an aerobic
treatment plant. An Inoperable blower or aerator should be serviced or replaced as soon
as possible.
( d) Grease traps and Interceptors.
(1) Installation. A grease trap is a tank that holds 20 to 30 gallons of water In a single
compartment. An interceptor is a larger device which has two compartments. Grease
traps or interceptors shall be used on kitchen wastellnes from Institutions, hotels,
restaurants, schools with lunchrooms, and other places that may discharge large
amounts of greases and oils to the sewer. However, wastes from garbage grinders must
not be allowed to enter a grease trap unless the grinder is connected to a separate,
Independent interceptor, the unit has been properly sized according to paragraph (2) of
this subsection, and approval has been obtained from the local regulating agency. The
trap or Interceptor shall be Installed near the plumbing fixture that discharges greasy
wastewater and should be easily accessible for deaning. For maximum grease removal,
a dual-chambered Interceptor that separates, then stores grease shall be utilized. If the
dual-chamber Interceptor is Installed as close as possible to the source of hot greasy
wastes, the separated grease can be conveyed to the secondary chamber, where It
accumulates, cools, and solidifies. Grease traps and Interceptors shall be cleaned out
perlodically to prevent the discharge of grease to the underground disposal system.
(2) Sizing. Grease trap and grease interceptor sizing will depend on the particulars of the
application. Building code authorities and manufacturers should be consulted prior to
sizing the unit. Grease traps must be sized In accordance with local requirements. No
grease Interceptor with a liquid holding capacity of less than 100 gallons, shall be
approved for any Institutional food preparatory establishment. Grease traps and
Interceptors shall be sized using either the Uniform Plumbing Code or local sizing
. requirements, whichever size Is largest, to determine maximum flow rate. If garbage
disposals are required or allowed by the permitting authority, they shall be plumbed Into
an Interceptor. The Interceptor primary compartment shall hold at least 60% of the total
volume required; the secondary compartment shall hold 40% of the required volume.
13
continuation of 301.12(d)(2)
(3) Inlets and Outlets. Grease trap and grease Interceptor inlets and outlets should be
submerged under the normal liquid level. The compartments of the grease trap or
Interceptor should be vented to the open air. Cleanouts at the Inlets and outlets should
be provided external to the grease Interceptor.
Sec. 301.13. Design Standards for Effluent Dlsposal Systems.
(a) Soll technology and disposal method selection. Prior to project building
construction, a site evaluation, soll characterization study, and project component positioning
must be done. Site evaluation is a combination of field Inspection, laboratory testing, and
desk top analysis. It Includes a thorough understanding of the codes and regulations
governing the use of the site. Key elements of the evaluation are discussed In the following
sections.
(I) Topography. A site's topography relates to the changes In surface height over the site's
total area Topography can Influence the choice of system used. For Instance, pressure
dosing may be the only type of system possible where the only acceptable location for
the disposal area fs at a higher elevation than the treatment unit. Grading plans to alter
the topography may be used In order to evaluate whether the site can be used. Care
must be taken to protect or replace the site's topsoil.
(2) Soll characteristics. The most Important characteristics of soil are the ablllty to absorb
fluid, provide adequate treatment, and convey the treated water underground.
Permeability Is the characteristic relating to ease of water movement through soil. The
main properties Indicative of absorption capacity are soil texture, structure, color, thick-
ness of permeable strata, and swelling characteristics.
(A) Soil properties are discussed In detail by the U.S. Department of Agriculture, Soil
Conservation Service (USDA-SCS), In the soil survey reports which are available
from county extension agents and field offices of the USDA-SCS In each county.
These surveys Include general soil maps which outline the areas of different soils
onto aerial photos. General lnformaUon Is given regarding the soil's suitability for
sewage effluent disposal on a broad scale and can be used for preliminary
evaluation.
(B) A careful field Investigation must be made by persons trained or having qualified
experience In soils science or on-site sewage disposal to determine the capabllity
of a site to absorb and treat wastewater. The Investigation should be done during
the wettest season of the site. The soil evaluation should address the eight site
characteristics listed In Table V. A site plan must be submitted to the local
regulatory authority showing the proposed location of the various components of
the on-site sewerage system and the existing or future Improvements, lot lines and
any other Item that restricts the choices of component locations.
(3) Groundwater. Seasonal high groundwater (perched water) tables can exist In any area
of the State. Under such conditions, It Is possible to locate perched water near the
ground surface during wet periods each year. This situation Is the result of seasonal rain
storm runoff permeating Into a shallow soil mantle that lies upon an Impermeable
material like a solid rock or very dense clay. The mechanism forthe removal of this water
Is by very slow draining to open channels or areas not Influenced by clay or rock. Some
moisture is taken up by evaporation and transpiration of plants that are rooted into the
permeable top soil.
(4) Flooding. Usual site development requires that the structure be built on the highest
portion of the site. The sewerage system is developed In the remaining area of the site
that Is lower than the structure. Unfortunately, the lower area of a site may be subject to
flooding as It naturally receives storm runoff from all areas upstream of it. Careful
evaluation of flooding potential Is necessary to determine whether flood preventative
measures must be Incorporated into the on-site sewerage system. All of a soil
14
continuation of 301.12(a)(4)
absorption system must be constructed out of the flood-prone area, and not within
areas subject to Inundation or erosion by flood waters or rainfall runoff. An applicant for a
permit to Install a sewerage system shall consult with the local flood plaln ordinance
administrator, county engineer, State Highways and Public Transportation Department,
nearest river authority, Fanners Home Administration, Federal Emergency Management
Agency, and other officials who may have Information regarding the potential for
flooding at the disposal site.
(5) Solid and fractured rock. Solid or fractured rock undertylng a thin absorptive soil mantle
which Is less than four feet thick poses two different problems to the on-site sewerage
system user. Solid material will reduce the absorptive capacity of a site whffe fractured
rock may act as the mechanism for direct pollution of an aquifer that lies under the site.
Percolation tests In these materials are unreliable and must not be used to size the
sewerage system.
(6) Caliche. Deposits of a white-to-pale yellow mineral form of calcium carbonate and related
compounds of variable thickness and hardness that should be carefully Inspected by a
solls scientist or qualified local authority to determine site sultablllty for treated sewage
absorption. Caliche has several forms that may or may not allow the site to be developed
as a sewage absorption area. However, If a solls scientist or qualified local authority Is
unavailable, an evapotransplration system can be installed If climatic conditions are
appropriate.
(7) Offsets from property lines. Minimum spacings from adjacent property owners must be
adhered to. A common property line may be built upon with fencing or masonry walls.
The area may serve as natural or artificial drainage for storm runoff. For these reasons,
private on-site sewerage systems must not be built on these spacings, unless there Is a
written agreement between the adjacent property owners Involved.
(8) Clearances from structures and surface improvements. Table I Indicates clearance
requirements relating to structures and surface improvements. Structure foundations or
surface improvements, such as swimming pools, concrete curbs, landscaping, lawn
sprinklers, concrete, asphalt, wood decks or other types of materials must not be placed
or planned for installation In any manner that will jeopardize the suitability of subsurface
sewage disposal sites, unless a study by a registered professional engineer or a
registered professional sanitarian Is approved by the local permitting authority.
(9) Spacing with other utilities. Utility companies may have special restrictions that can be
enforced onto on-site sewerage system Installations. Safety of operations has been
cited as a reason to maintain distance from buried electric and gas conduits. Safety to
public health requires the separation of potable water piping from sanitary sewerage
systems. Table I lists commonly used criteria, but each utlllty company serving the parcel
should be consulted prior to installing the sewerage system even If no potential
problems are evident.
(10) Disposal system selection. In designing a private sewerage facility, several options
concerning subsurface disposal are available. Table IV has been prepared to aid In the
selection of the proper system based on site evaluation, percolation rate and lot size
considerations. The table Includes the systems generally recommended for subsurface
disposal which are drainfields, absorption beds and evapotransplration beds. The
purpose of Table IV Is to give the reader a general Idea as to the most feasible type of
system to construct taking Into consideration lot size, soll absorptive capacity, water
conservation practices and local climate.
(A) After determining the sizing of appropriate treatment tankage, the permitting
agency shall confer with the applicant regarding the calculations to determine the
bottom area required for trenches, an absorption bed system and an
evapotransplration system. Generally, the system having the least number of
15
continuation of 301.13(a)(1 0)(A)
square feet of bottom area will be the most economical. In most cases where
adequate room is available, a trench system wm be less costly.
(B) In areas where soils have low permeablllty, It Is possible to design a system which
combines both soil absorption and evapotranspiration. Such systems are
somewhat complicated and should be designed by a person trained In sewerage
system design. The United States Environmental Protection Agency has Issued a
publication entitled "Design Manual -On-site Wastewater Treatment and Disposal
Systems" that provides guidance to those Interested in selecting the most
appropriate treated sewage effluent disposal method, taking site constraints Into
consideration. The entire manual, EPA Publication No. 625/1-80-012, may be
ordered from: U.S. Environmental Protection Agency, Office of Research and
Development, Municipal Environmental Research Laboratory, Cincinnati, Ohio
45268. This government publication Is a 391-page document that was published
In October 1980 for public use. Although It is recommended as one of several
references, the department does not adopt this manual or any other technical
publication.
(b) Percolation test procedures. It has been previously mentioned that the percolaUon test
Is but one of many Indicators of a site's future sultabllity to accept sewage for safe permanent
disposal. Consequently, It should not be considered as the sole basis of designing an on-site
sewerage system. Experiences of local regulatory agents will have priority over the test
resulls. Experience should be based on tests conducted during the wettest season of the
year.
(1) Location and number of tests. A minimum of two test holes will be required with the
holes uniformly spaced over the proposed absorption field site. Disposal systems such
as evapotranspiration beds and mounds may not require percolation tests. The actual
number of holes required for an individual soil evaluation should be determined
experimentally In accordance with the following procedures:
(A) If the percolation rate results of both test holes fall In the same group as shown In
Column One in Table VI, no additional holes will be necessary and the absorption
field may be designed on the average of the results.
(B) If the percolation rate results fall In adjacent groups, the absorption field may be
designed using the test results from the hole wtth the slowest percolation rate or
one additional hole may be dug, tested and all three results averaged. To properly
average the results, each test result must be converted to minutes/Inch, then
added together. The sum is then divided by the number of tests. If tests In an area
vary by more than 20 minutes/inch, variations In soil type are Indicated and
percolation rates should not be averaged.
(C) If the percolation rate results fall in nonadjacent groups, the absorption field may
be designed using the test results from the hole with the lowest percolation rate or
two additional holes may be dug, tested and the results averaged.
(0) In lieu of the previously mentioned procedure, four holes may be dug and tested
and the results averaged at the same time to reduce the amount of time required to
conduct the test.
(2) Type of test hole. Dig or bore a hole with a diameter of from 6 to 12 Inches with vertical
sides to the depth of the proposed absorption trench. The bottom of the hole must be
at the same elevation as the proposed dralnfield bottom. It may be required on a case-
by-case basis by the local regulatory authority, that test pits with a back hoe or other
heavy excavating equipment be done prior to performing the test from a bored hole In
the bottom of the test pit. The local regulatory authority may require boc!ngs to a depth
greater than the depth of the proposed disposal system bottom, If a high groundwater
table or Impermeable layer Is suspected to be present.
16
continuation of 301.13(b)
(3) Preparation of test holes. Carefully scratch the bottom and sides of the hole with a knife
blade or sharp-pointed Instrument In order to remove any smeared soil surfaces and to
provide a natural soil Interface Into which water may percolate. Remove all loose material
from the hole and carefully place approximately one· Inch of coarse sand or fine gravel
Into the bottom of the hole to protect the. bottom from scouring.
(4) Saturation and swelling of the soil. It Is important to distinguish between saturation and
swelling. Saturation means that the void spaces between soil particles are full of water.
This can be accomplished In a short period of time. Swelling Is caused by Intrusion of
water into the individual soil particle. This is a slow process, especially In a clay-type soil,
and is the reason for requiring a prolonged soaking period.
(5) Filling of test holes. In the conduct of the test, carefully fill the hole with clear water to a
minimum depth of 12 Inches. In most solls, It Is necessary to refill the hole by supplying
a surplus reservoir of water manually or by means of an automatic siphon, to keep water
in the hole until saturation occurs (approximately 24 hours). Determine the percolation
rate 24 hours after water is first added to the hole. This procedure Is to Insure that the
soil Is given ample opportunity to swell and to approach the condition It will be In during
the wettest season of the year. Thus, the test will give comparable results In the same
soil, whether made In a dry or In a wet season. In sandy solls containing little or no clay,
the test may be made as described In paragraph (7) of this subsection after the 24-hour
saturation period.
(6) Percolation rate measurement. Percolation rate measurements shall be made on the
day following the procedure described In paragraph (5) of this subsection. After the
overnight swelling period, adjust the water depth to approximately 12 Inches from the
bottom. From a fixed reference point, measure the drop In water level over a 30-mlnute
period. This drop Is used to calculate the percolation rate. If the rate Is slower than 30
minutes per Inch, continue with measuring the rate for an additional 30 minutes. The
slower rate of the two consecutive one-half hour tests should be used.
(7) Percolation rate measurement (sandy soils). In sandy soils (or other soils In which the
first six Inches of water seeps away In less than 30 minutes, after the overnight swelling
period), the hole should be filled to a depth of six inches and that depth maintained by
adding water for 30 minutes. After 30 minutes, the drop In water level should be
measured over an additional 10-mlnute period and the percolation rate calculated from
this measurement.
(c) Effluent disposal systems.
( 1 ) General Considerations. The effluent discharge from a septic tank or aerobic plant
requires further handling to render It safe from a publlc health standpoint. A well-
designed subsurface soil absorption system will allow these liquids to seep Into the
ground without creating a health hazard or nuisance. After the prospective builder has
selected a suitable area and Is assured that safe distances from wells, lakes, etc. can be
maintained, the builder must. determine, wHh the assistance of an experienced soils
scientist, registered professional engineer or registered professional sanitarian whether
soil formations In the selected area will allow a soil absorption system to work. When
conventional soil absorption systems are used, there shall be no interference from
groundwater. The groundwater table must be situated at least four feet below the
bottom of the soil absorption system. In the coastal areas of Texas, fresh or salt water
may occur at depths less than four feet. The design standards for conventional soil
absorption systems set forth In this publication are based on the premise that
Impervious strata are at depths greater than four feet below the bottom of the
absorption trench. Conventional soil absorption systems shall not be used If either
Impervious strata or groundwater exists at depths less than four feet from the trench or
bed bottom, unless a detailed site evaluation Is made and a design by a registered
17
continuation of 301.13(c)(1)
professional engineer or registered professional sanitarian Is accepted by the local •.
regulatory authority.
(2) Soll absorption trench. A son absorption trench may be used If the proposed site
provides sufficient room and Is of suitable soil. If the soil Is not suitable, or adequate
spacing Is not feasible, an alternate system shall be used. An experienced soils
scientist, registered professional engineer, or registered professional sanitarian should
be consulted to determine if the site qualifies for trenches.
(A) Absorption trench field for level terrain. Where the topography or ground slope is
not too steep, a flat or level system of gravel-filled absorption trenches Is
recommended. The optional use of a looped trench system will avoid dead ends
and assure maximum effective utilization of all portions of the system. No individual
trench shall exceed 75 feet In length. Closed loop trench designs shall incorporate
headers and laterals to eliminate trenches that exceed 75 feet In length.
(i) The field bottom must be at least 12 inches lower than the flowline of the
treatment tank. The capacity of any particular absorption system Is deter-
mined by the total area of trench or bed bottom built into the system. The
amount of this required minimum area will depend upon the expected
sewage load, the average soil percolation rate, and the site's soil evaluation
results. The soil percolation rate may be determined by performing a
percolation test as described in subsection (b) of this title (relating to Design
Standards for Effluent Disposal Systems). The trench dimensions for single
family residential units may then be estimated from Table VI. For sewage flows
of less than 5,000 gallons per day from commercial or Institutional
establishments, A, the absorption trench bottom required, ls determined by
the formula A = 1.25 Q/Ra, where Ra, the allowable application rate, Is found
In Table VI and a is the dally flow.
(i) All parts of the trench bottom shall be at the same elevation. Trenches should
be constructed as shallow as possible with a minimum depth of 18 inches and
a maximum depth of 36 inches. Deeper trenches should be used where
snow may saturate the upper portion of the trench. For trench depths greater
than 24 inches (except where snow exists), sand shall be used to fill the
trench up to the top soil cover as shown in Agure 3. The trench width shall
not exceed 36 Inches, as narrow trenches (12 to 18 Inches) are
recommended. Although trench length Is based on bottom area only,
sidewall area Is Important since much of the wastewater is absorbed through
the sidewalls and Is eventually evapotransplrated. Minimum allowable spacing
between adjacent edges of parallel trenches Is three trench widths or five
feet, whichever is smaller.
Qii) The proper Installation of adequate construction materials is vitally Important
to the success of an absorption trench system. Materials Include piping,
media, media barrier, and backfill. A liquid from the sewerage unit is
conducted to the absorption system via a watertight line similar to the house
sewer. The liquid is distributed uniformly through the gravel-filled trenches by
the use of three-Inch to 10-lnch perforated plastic pipe of any one size, or
equivalent pipe materials. It Is important that the distribution piping be laid
reasonably level (4 Inches per 100 feet maximum allowable grade) in the
trenches, with a minimum of six Inches gravel depth under the pipe. A
minimum gravel depth of approximately 12 inches Is required. The trench
media must be clean graded gravel, broken vitrified brick, washed rock,
crushed stone, crushed hardened limestone, or similar aggregate that Is
generally one uniform size (from 0.75 Inches to 2.0 Inches). Refer to the
definition for uniform gravel size in Section 301.11 (b)(49) of this title (relating
to Definitions). Oyster shell, other types of shell, and soft limestone are not
allowed for trench media because the cementitious properties of this type of
18
continuation of 301.13(c)(2)(A}(lii)
material often result in early trench failure. The perforated distribution pipe
and fittings shall consist of the following materials and minimum sizes:
Polyvinyl chloride (PVC) •.•.•. 3-lnch diameter
ASTM D3034, SDR 35
ASTM D2729
ASTM F789
Polyethylene, corrugated ...... 4-lnch diameter
ASTM F 405, standard tubing
Polyethylene, smoothwall ...... 3-lnch diameter
ASTM F 810
(iv) Piping made of different materials may be used if approved by the local
llcenslng authority after departmental consultatlon prior to Its Installation.
Jointed tile Is not recommended for use because of the difficulty In
maintaining Joint spacing and keeping the line level. Geotextlle filter fabric
material or a hay layer two to four Inches thick, placed over the top of the
gravel Is required to prevent the sandy loam or sand backfill from Invading the
gravel until the backfill becomes stabllized. Refer to paragraph (7)(B) of this
subsection for minimum requirements for the geotextile filter fabric. Tar paper
or other Impervious material shall not be used under any circumstance. The
pipe selected for drainfield construction shall have sufficient strength to resist
crushing from external loadings such as earth fill, garden tractors, riding
mowers, and similar yard equipment. Bituminous fiberboard or paper pipe
shall not be used anywhere in the sewerage system. Poor construction
practices will cause serious damage to the soil absorption system. Prior to
Issuance of a permit, notice shall be given to the regulatory authority of the
types of piping proposed.
(v) It Is extremely Important that care be taken to avoid sealing the surface of the
bottom and sides of the absorption trenches through smearing. Trenches or
beds shall not be excavated when the soil ls sufficiently wet so as to smear or
compact easily. All smeared or compacted surf aces occurring during
construction shall be raked to a depth of one Inch and loose material removed
just before the gravel or other media Is placed. The absorptive areas should
not be walked on unnecessarily. The completed surface of the disposal area
must not be paved, used for parking of vehicles, or covered with
Impermeable materials.
(B) Absorption trench field for irregular terrain. Where the topography or ground slope
Is too steep for feasible construction of a level trench system but where the slope
Is free of ledges or breaks and Is less than a 15% grade, the following alternate
layout may be used. There shall be a minimum 16-lnch drop from the bottom of the
septic tank oudet pipe to the bottom of the first trench when trenches are Installed
In this configuration.
(I) A single level trench, constructed with a relief line is built along a contour. The
overflow from this trench is conducted via a watertight pipe to the next lower
level where a second trench can be bullt along a contour similar to the upper
trench. The pattern can be repeated until the required minimum trench
bottom area has been provided. It Is required that no Individual trench exceed
75 feet in length. This technique Is graphically Illustrated In Figure 4. Other
details of trench construction described in subparagraph (A) of this
paragraph, and shown In Figure 3, should be followed.
(ii) Table I should be reviewed ff the Irregular terrain has sharp slopes and breaks.
Consideration of hydrogeologlcaf and engineering data may be required by
the regulatory authority.
19
continuation of 301.13(c)(2)
( 3) Soll absorption beds. In addition to the trench-type absorption field, two or three
absorption beds of reasonably equivalent areas, separated by at least five feet and
using watertight flow diversion valving, (See Figure 5), may be used In areas where the
combination of soll percolation and lot size precludes the use of a trench-type system
with minimum spacing between trenches. While absorption beds require more bottom
area than trenches, they tend to be more compact.
(A) Construction. The bed shall be constructed with Its depth ranging from 18 Inches
to 36 Inches. It shall be kept as shallow as possible to promote aerobic bacterial
action in the soll. The bottom of the bed must be level to within two Inches overall
for unlfonn wastewater distribution. Fill dirt, top soil, or other material unacceptable
to the regulatory authority shall not be placed on the bed bottom for any reason.
Media (gravel, crushed stone, etc.) that Is generally one unHonn size from 0.75 to
2.0 Inches shall be placed on the bed bottom followed by two or more distribution
pipes spaced six to 12 feet apart and between three to four feet from the edge of
the bed. The amount of gravel and spacing between the pipes Is dependent on
the size of the pipe used. The distribution pipe Is then surrounded with additional
gravel to the top of the pipe. The pipe must be one size, from two to 10 Inches In
diameter. The total depth of the gravel In the bed Is 12 Inches. The gravel shall
then be covered with geotextile filter fabric, or a two-Inch to four-Inch layer of hay,
to prevent the soil layer from Invading the gravel and reducing porosity. The next
soll layer shall consist of sand, sandy loam, or a mixture of the two.
(B) Wicks. In order to provide continuous capillary action In the sand, wicks shall be
Incorporated In the rock media. Wicks are simply sand structures which penetrate
through the rock media to the bottom of the bed (See Figure 5). The total wick area
shall be 1 0 to 15 percent of the bed surface area and shall be unHonnly spaced
throughout the bed. Wicks may also be constructed by simply grading furrows In
the rock media In between .the distribution pipe. In areas of the State where rock
media is difficult to obtain, the total amount of rock media may be reduced by filling
the Initial 12 Inches of the bed with coarse sand (2.0 mm) and placing rock media
only around the top, bottom and sides of the distribution pipe to fonn an 18-lnch
enclosure.
(C) Capillary medium. If clay, rock, or other semi-Impervious material Is excavated from
the bed site, It must be removed and under no circumstances be used as backfill In
the bed. Sand or sandy foam will provide a capillary medium to help elimlnate some
of the wastewater through evapotransplration, as explalned In paragraph (4) of this
subsection. The bed shall be filled to within six Inches from the top with sand or
sandy loam and mounded with sandy loam so that the center of the bed Is
approximately four Inches above normal ground elevation. This wlll provide
drainage away from the absorption bed. When this system Is used, the total
absorption bed area must be calculated using the following formulas:
For Single-Family Situations:
Where:
A= 150 (1 + B.)
Ra
A ... The total absorption bed area required for two beds.
B "" The total number of bedrooms In the dwelling.
Ra = Sewage application rate for absorption trenches expressed as gallons per
square foot of bed bottom, per day based on percolation rate.
(See Table VI)
For non-single family residential situations:
A= 2l
Ra
20
continuation of 301.13(c)(3)(C)
Where a • The total dally wastewater discharge In gaJlons from that situation.
(4) Evapotransplratlon beds .
. (A) General. Evapotransplration bed systems are aJtemate systems and may be used
In locations where soll conditions are not suitable for any type of son absorption
system. For very porous solls, fill dirt, solutioned limestone, fractured bedrock, and
situations that would allow excessively rapid migration of sewage toward
groundwater, lined evapotransplratlon beds must be designed and certified by a
registered professional engineer, registered professional sanitarian, or qualified
designer. The beds must be located outside the flood-prone area and not within
areas subject to Inundation or erosion by flood waters or ralnfall runoff. An
applicant for a permit to Install a sewerage system shall consult with the local flood
plain ordinances administrator, county engineer, State Highways and Publlc
Transportation Department. nearest river authority, Farmers Home Administration,
Federal Emergency Management Agency, ·and any other officials who may have
Information regarding the potential for flooding at the site of the evapotransplration
beds.
(B) Evapotransplration bed construction features. The following factors must be
considered In the design of evapotransplratlon beds: annual mean rainfall and
wettest month of the year, annual mean evaporation rate and monthly minimal rate,
growing season variations, native grasses and shrubs available for cover,
absorptive capacity of the soll surrounding an unlined bed, and site conditions,
Including varying sunlight and air movement.
(i) There Is great variation In the types of plants grown In different parts of Texas,
as well as differing transpiration rates In different.plants. n would be hazardous
to generalize In making specific suggestions on design criteria for systems
dependent on evapotransplration for successful operation. Specific
recommendations on appropriate types of vegetation to use must be
obtained from knowledgeable organizations such as the United States
Department of Agriculture-Soll Conservation Service, Texas Agricultural
Extension Service, or reputable plant nurseries.
(ii) An evapotransplration bed system Is one of the candidate disposal methods
that may be constructed In Impervious soil or soll with very high absorptive
capacity. When the solls have a very high percolation rate, less than five
minutes per Inch, liners approved by the local regulatory authority must be
constructed to guard against the possibility of wastewater discharging
through the soil (fissured rock or gravel) and contaminating streams, lakes, or
shallow groundwater. Impervious liners may consist of reinforced concrete,
20-mll minimum single layer thickness plastic, or rubber liners. All must be
repairable In the field. Liners are not required In slowly permeable soils
(having permeability of less than 1 o-4 centimeters per second) and should
not be used since some of the wastewater may be absorbed Into the soil and
will help to reduce the overall evapotranspiration load. An evapotransplration
system shall be designed using the following parameters:
(0 Beds may be designed In any configuration subject to the approval of
the permitting agency (square or round, for example), but the total
number of square feet of bed bottom area must be determined by the
formulas In subparagraph (C) of this paragraph.
(10 At least two beds must be constructed with valving arranged to allow
the effluent from a sewerage unit to alternate between each bed.
When one bed becomes saturated (top of bed remains moist) the
21
continuation of 301.13(c)(4)(B)(li)(II)
valving must be operated to allow effluent to flow into the alternate
underloaded bedding. In order to determine the water level In the beds
during use, an inspection port shaH be installed In each bed. Inspection
ports shall be designed to prohibit access to the bed bottom by
insects, small animals and unauthorized persons.
(AQ The beds shall be constructed as shallow as possible with a depth
ranging from 18 inches to a maximum of 36 inches. This Is necessary to
keep the beds aerobic and prevent clogging. Treatment tankage
should be Installed as high as practical to permit shallow bed
construction.
(IV} It Is possible for a finer to be damaged after It has been covered,
causing the bed to leak sewage without showing at the surface. At the
. discretion of the permitting agency, each bed may be required to have
a separate monitor system installed in a manner that will facilitate
collection and sampling of effluent leakage from a ruptured liner. The
monitor system Is designed to offer a means of detecting liner failure
through periodic dye testing and sampling, which will help ensure the
protection of the environment. The entire monitor system must be
assembled and ready for approval during a single Inspection. No sand
shall be put In place as a cushion until the monitor system has been
inspected and approved by the licensing authority.
(V) As regards leak monitor system, Its design features, as illustrated In
Figure 6, are as follows:
(-a-) As regards leak monitor piping material, all piping must be three
to four Inches In diameter. All perforated collection lines of an
evapotranspiration bed monitor system must conform to the pipe
material requirements set forth In paragraph (2)(A)(lii) of this
subsection. The standpipe and sample sump must be of
Schedule 40 polyvinyl chloride or stronger. Leak monitor
collection pipe shall be wrapped with a filter cloth meeting
requlrements as set forth In paragraph (7}(B) of this subsection.
All connections shall be glued or rubber gasketed Joints with the
exception of the Intruder resistant standpipe cap located at
finished topsoil grade. Perforations In the collection lines must
face downward, with the two rows of perforations equally offset
perpendicular to the ground.
(-b-) Collection line length. The end(s) of the perforated collection
line(s) shall extend to within two feet of both opposite ends of
the bed, measured at the bed bottom.
(-o-} Number of collection lines. An evapotransplration bed which is
20 feet wide or less shall have a minimum of one collection line
which must be located centrally, down the length of the bed. An
evapotranspiration bed which Is greater than 20 feet but equal to
or less than 40 feet In width, shall have a minimum of two
collection lines. These lines must be equally spaced (within
approximately one foot) from the edge of the bed to pipe, and
from pipe to pipe, Installed parallel down the length of the bed.
The two collection lines must be Jointed by a perforated header
line. As Indicated In Item (-b-) of this subclause, the header line
shall be within two feet, and parallel, to the edge of the bed
measured at the bed bottom. Monitor systems for lined
evapotransplration beds wider than 40 feet shall be designed as
required by the permitting agency.
22
continuation of 301.13(c)( 4)(B)(ff)(V}
(-d-) Collection line grade. The collection line system must maintain a
minimum fall of 1/16 Inch per foot toward the standpipe/sump
assembly.
(-e-)
(-f-)
(-g-)
The collection line(s) shall tee Into a two to three-Inch diameter
standpipe which must have a sampling sump below the bottom of
the tee. This sump shall be eight . to 12 Inches In depth,
measured from the bottom of the tee. A cap or plug must be
glued to the bottom of the sump to provide a watertight
connection. The top of the standpipe shall be flush with the
finished grade of topsoil, and shall be covered with an tntruder-
reslstant, removable access cap. A minimum three-Inch wide by
three-Inch deep dry moat shall surround the standpipe cap to
facilitate ease of cap removal and replacement.
Pit bottom grade. The pit bottom on which the collection llne(s)
shall be placed must be an Impermeable surface, graded to
provide· a minimum fall of 1 /8 Inch per foot toward the collection
line from either side. This wlll result In an Impermeable shallow
vee trench for the collection fine to rest In.
Sand cushion. The·collectlon line(s) shall be located within the
sand cushion required under lined beds. The minimum four-Inch
sand cushion depth wlll Increase as ltfollows the grade fall of the
pit bottom toward the collection line. The backfill material around
the standpipe should consist of sand or sandy loam.
(VI) Rock media that is generally one uniform size from 0.75 to 2.0 inches
shall be placed on the bed bottom to a minimum depth of 12 Inches
after 1he liner and sand cushion are placed over the monitor system.
(VII) The top of the distribution pipe must be flush with the rock media and
adequate to provide for unlf orm distribution of effluent. A 12-foot
maximum separation between pipes and three to four feet separation
between bed walls and the pipe Is permissible. The bed bottom and
the pipe must be level.
(VIII) A permanent water permeable sand barrier, such as geotextile filter
fabric, Is then placed over the rock. Sand Is then added to fill the bed to
within two Inches from the top.
(IX)
(X)
In order to provide continuous capillary action In the sand, wicks shall
be Incorporated in the rock media. Wicks are slmply sand structures
which penetrate through the rock media to the bottom of the bed (See
Figure 7). The total wick area shall be 1 0 to 15 percent of the bed
surface area and shall be unHormly spaced throughout the bed. Wicks
may also be constructed by simply grading furrows in the rock media In
between the distribution pipe. In areas of the State where rock media Is
difficult to obtain, the total amount of rock may be reduced by filling the
Initial 12 inches of the bed with coarse sand (2.0 millimeters) and
placing rock media only around the top, bottom and sides of the
distribution pipe to form an 18-inch enclosure, as Indicated in Figure 7.
After the sand Is In place, the final two Inches of bed volume are filled
with sandy loam and mounded with a_ downward slope of two to four
percent.
23
continuation of 301.13(c)(4)(B)(li)
(XI} Final bed construction consists of covering the sur1ace of the bed with
vegetation having good transpiration properties and providing for the
most stormwater diversion that is practical.
(C) Bed sizing. Evaporation and rainfall data for various areas of the state are listed In
Table VII. Additional data may be found In Report 192 and Report LP192,
published by the commission. After the reader considers the requirements In
subparagraph (B) of this paragraph, the bed area may be approximated by using
the following formulas:
For Single Family Situations:
A• 31,000 (1 t B)
EA· 11'2 RFRA
Where A= Total area of both beds (To find
one bed area divide A by 2)
B = Total number of bedrooms (B==2 for minimum residence. For a two
bedroom house with a living area of 1500 sq. ft. or more -use B=3. For
each additional 800 sq. ft. -Increase B by one.)
EA = Mean pan evaporation rate in Inches per year
(See Table VII)
RFRA = Mean rainfall rate in Inches per year
(See Table VII)
For Non-single family residential situations:
A= 310 Q
EA -11'2 RFRA
Where a =Average daily flow Into the system, expressed
as gallons per day (See Table Ill).
Evaporation and rainfall data for various areas of the State are fisted In Table VII. Additional data may be
found In "Report 192" and •Report LP192", published by the commission.
(D} Plants and grasses for transpiration. The bed sur1ace shall be covered with
vegetation designed to take maximum advantage of transpiration, depending on
the season and site's location. Evergreen bushes having shallow root systems can
be planted In the bed to assist In water uptake. If grasses are used which have
dormant periods, steps shall be taken to provide appropriate vegetation on the
beds during these periods. Overseeding with winter grasses Is commonly used to
provide year-round transpiration.
(E) Geographical location of Installation considering rainfall data. Some areas of the
State with high annual rainfall are not well suited for the Installation of
evapotransplration systems. Counties in the eastern part of the State In which the
annual rainfall exceeds the annual evapotransplration rate, should only utilize this
type of system as a last resort and with considerable design conservatism.
(5) Pressure dosing systems (a disposal alternative).
(A) Description. A basic pressure dosing system must consist of an approved
sewerage system, an effluent holding tank, an easily serviced screened Intake
electric pump which Is activated by a float or programmed start/stop switch, a solid
wall force main, and per1orated distribution piping which Is Installed within the
24
..
continuation of 301.13(c)(5)(A)
absorption area. The effluent pump must be capable of an operating range that will
assure that effluent Is delivered to the most distant point of the· perforated piping
network, yet not be excessive to the point that •blow-outs• occur In shallow
systems. The programmed start/stop switch should allow the pump to operate at
least three times during the 24-hour day. A high-water alarm, on an electric circuit
separate from the pump, must be provided. After the alarm activates, the
residential or institutional effluent holding tank shall have the storage capacities as
stated In Section 301.12(a)(4)(F) or Section 301.12(b)(5) of this title (relating to
Design Standards for Sewerage Systems). The number of perforations per length
of pipe and the number of pipe lengths used per absorption area must be
adequate to assure uniform liquid distribution over the entire bed area.
(8) Application. Pressure dosing Is an appropriate method of conveying effluent from
a treatment site that is at a lower elevation than the disposal site. It Is also
appropriate where ~easonal high water tables exist or where the soil mantle
thickness Is from two to four feet to solid rock. In these situations the system must
be oversized substantially to promote the effect of evapotranspiratlon. Commercial
establishments may need to use continuously staged pressure dosing If their flow
rates vary greatly during their business hours. The United States Department of
Commerce (USDC) has produced North Carolina State University Sea Grant
College Publication UNC-S82-03 which discusses the design of a low pressure
dosing system for subsurface disposal of treated sewage. It Is a 31-page
document that was published for public use in May 1982. Inquiry on how to obtain
a copy should be sent to the department. At the discretion of the local regulatory
agent, pressure dosing systems must be designed by a registered professional
engineer, registered professional sanitarian or other qualified designer. Minimum
gravel size for these systems shall be 3/8 inches. The EPA Design Manual,
discussed In subsection (a) of this section, also has Information. Although these
publications are referred to for design information, the department does not adopt
them or any other technical literature.
(6) Mound systfms (a disposal alternative).
(A) Physical description. A mound system is comprised of the native soll above the
restricting layer (groundwater level, fissured rock, etc.), a scarified Interface
between the native soil and a sand fill, a sand fill, a gravel distribution bed,
distribution piping, and a topsoil cover. The depth of the material between the
gravel distribution bed and the restricting layer shall be at least four feet. The
preferred shape Is a long narrow rectangle, with the long dimension laid out along a
contour. Effluent shall be pressure-dosed Into the distribution piping to ensure
equal distribution and to control application rates as described In Section
301.13(c)(4).
(B) Appllcatlon. The purpose of this type of construction Is to overcome adverse
conditions at the disposal site such as a high groundwater table, shallow son,
Impermeable soils, and high potential for flooding, for example. In general, the
mou·nd is constructed of a high quality son which Is brought In from another area.
Since there Is a potential for leakage from this type of system which could result In
the surfacing of sewage around Its perimeter, It Is not recommended for use
except as a last resort. H approved by the local permitting authority, It may be used
in an effort to improve the operation of a malfunctioning disposal system.
Applications of effluent to a mound system depend upon the selection of fill
materials used, the absorption rate of the natural ground, and depth to the shanow
groundwater table. Design Information for mound construction may be obtained by
ordering the Publication List of the Small Scale Waste Management Project, 1987,
which Is available from the University of Wisconsin, Room 240, Agrlcultural Hall,
Madison, Wisconsin, 53706.
(7) Graveness dralnfleld piping (a dlsposal alternative).
25
continuation of 301.13(c)(7)
(A) Appropriateness. Gravelless pipe may be used In place of conventional gravel-
filled trench systems. The regulatory authority and permit applicant shall carefully
consider all site conditions and circumstances before arriving at decisions
regarding pipe diameter selection, trench dimensions, depth of the Installed pipe
and sultabHity of on-site so11 as backfill material.
(B) Physical description.
~) Gravelless pipe generally consists of eight-Inch or 10-lnch diameter
corrugated polyethylene pipe having two rows of perforations located
approximately 120 degrees apart along the pipe's bottom half. The pipe is
enclosed In a layer of unwoven spun-bonded polypropylene, polyester or
nylon filter wrap. Pipe shall meet American Society for Testing and Materials,
ASTM F-667 Standard Specifications for large diameter corrugated high
density polyethylene (ASTM D 1248) tubing. Perforations shall be 1/2-lnch
diameter in 10-lnch diameter pipe and 3/8-lnch diameter In eight-Inch
diameter pipe. Perforations shall be arranged and spaced so that only one
hole exists In each Inner corrugation. The filter cloth must meet the following
material specifications:
Minimum Values
Weight, oz. per sq. yd. (ASTM D3776) .................... 0.70
Grab Strength, lbs. (ASTM D4632)... .... .... ............... 11
Air Permeability, cfm per sq. ft. (ASTM D737) ........... 500
Water Flow Rate, gpm/sq. ft. @ 3" head
(ASTM D4491) .. .. .... .... .... •• .. ... .. ........ ... .. . . .. .. .. .. . 33
Trapezoidal Tear Strength, lbs. (ASTM D4533)......... 6
(R) Installations must be in accordance with the pipe manufacturers' Instructions.
However, the system Installer Is cautioned against surrounding the pipe with
native soils having percolation rates slower than 30 minutes per -inch or laden
with very fine soil particles that might plug the filter wrap.
(C) Design parameters. The design of an absorption bed, absorption trench or
evapotransplration disposal field utilizing this product shall be based upon the
same parameters that are used In the design of more conventional systems.
Sec. 301.14. Dlsposal Alternatlves/Speclal Appllcatlons.
(a) Surface Irrigation systems. Designers and local authorities shall refer to Texas
Department of Health for the most recent policy regarding the disposal of wastewater by
surface Irrigation. These systems must be designed by a registered professional engineer or
registered professional sanitarian and submitted to the regulating authority or the department
for approval.
(b) Greywater systems. Generally, blackwater and greywater are approximately 40 percent to
60 percent of the total domestic sewage flow, respectively. Subsurface greywater systems
may be utilized with disposal of blackwater through a split system only under the following
conditions.
(1) Designers and local authorities shall refer to the Texas Department of Health for the
most recent policy regarding the disposal of greywater by subsurface absorption,
evapotransplration, or surface irrigation. A greywater disposal system utlllzlng anything
other than conventional sewage treatment and absorption beds or trenches shall be
designed and certified by a registered professional engineer, registered professional
sanitarian, or qualified designer who can provide to the permitting authority evidence
that the system compiles with all appropriate state regulations and local governmental
regulations.
26
continuation of 301.14(b)
(2) . H flow restricting showerheads and faucet aerators are utilized throughout, a 10 percent
reduction In greywater disposal trench, absorption bed, or evapotransplratlon bed size
will be allowed when a residential greywater system Is Incorporated Into the disposal
system design. The maximum allowable reductions· In field size are determined by the
type of system and the extent of watersavlng fixture usage.
( c) Composting tollets. The composting toilet unit must be able to meet the requirements of
the National Sanitation Foundation's Standard No. 41 relating to Wastewater Recycle/Reuse
and Water Conservation Devices. The NSF seal on a particular unit Indicates Its ability to meet
the requirements. Commercially manufactured units not bearing the NSF seal, or private
custom designed units must be evaluated by the department. If the department finds that the
system Is designed In accordance with good engineering practices and has satisfactorily
proven Its performance In actual on-site situations, the unit may be approved by the
department The llquld waste from a composting toilet unit must be disposed of through an
approved subsurface disposal system.
(d) Sewage recycllng systems. For small on-site applications, sewage recycling systems are
very limited In types and capability as follows.
(1) On-site sewage recycling as flush water for urinals and commodes·ln commercial and
Institutional projects may be possible when advanced tertiary treatment processes are
engineered Into designs that meet or exceed NSF Standard 41 testing and certification
requirements. An approvable design will be permitted only after the suppler and user of
the recycle system enter Into a post-Installation Inspection, maintenance and repair
agreement that satisfies the permitting authority.
(2) Proposals to recycle highly refined sewage for use outside project buildings such as for
surface landscape irrigation wlll be subject to requirements indicated in Section 301.11
(f) of this title (relating to General Procedures and Information) and by the Texas Water
Commission In 31 TAC Chapter 317 (Section 317.1 -317.13), relating to •oeslgn
Criteria For Sewerage Systems."
Sec. 301.15. On-site Sewerage System Maintenance and Water Conservation.
(a) The professional Installer should provide the owner of an on-site disposal system the
following maintenance and water conservation Information free of charge:
(1) An on-site sewerage system should not be treated as H It were a city sewer;
(2) Economy In the use of water helps prevent overioading of a sewerage system that
could lessen Its usefulness;
(3) Leaky faucets and faulty commode fill-up mechanisms should be carefully guarded
against;
(4) Garbage grinders can cause a rapid buildup of sludge or scum resulting In a requirement
for more frequent cleaning and possible system failure;
(5) The excessive use of garbage grinders and grease discarding should be avoided.
(b) Water conservation measures that will reduce the load on the on-site sewerage system
Include the following:
(1) Showers usually use less water than tub baths. If showers are used, Install a shower
head that restricts the flow from about five gallons per minute to approximately two and
one-half gallons per minute. Try taking shorter showers to save water.
27
continuation of 301.15(b)
(2) tf you take a tub bath, reduce the level of water In the tub from the level to which you
customarily fill It.
(3) Do not leave the water running while brushing your teeth or washing your hands.
(4) Check commodes for leaks that may not be apparent. Add a few drops of food coloring
to the tank. Do not flush. If the color appears In the bowl within a few minutes, the toilet
flush mechanism needs adjustment or repair.
(5) Do not use the toilet to dispose of cleaning tissues, cigarette butts or other trash. This
disposal practice will waste water and also Impose an undesired solids load on the
treatment system.
(6) Reduce the amount of water used for flushing the commode by Installing a toilet tank
dam or filling and capping two one-quart plastic bottles with water and lowering them
Into the tank of the commode. Do not use bricks since they may crumble and cause
damage to the fixture. If a new toilet Is installed, install a 1-1/2 gallon (or less) commode
rather than the conventional three-to-five gallon fixture.
(7) Try to run the dishwasher with a full load, whenever possible.
(8) Avoid running the water continuously for rinsing kitchen utensils or for cleaning
vegetables.
(9) Use faucet aerators that restrict flow to no more than 2. 75 gallons per minute to reduce
water consumption.
(10) Keep a container of drinking water In the refrigerator Instead of running the faucet until
the water turns cool.
(11) Insulate all hot water pipes to avoid long delays of wasted water while waiting for the
heated water.
(12) Repair leaky faucets.
(13) Ask your city, county or local government about their programs to conserve water and
how they can help you save water.
(c) Septic tanks shall be cleaned before sludge accumulates to a point where It approaches the
bottom of the outlet device. If sludge or scum accumulates to this point, solids will leave the
tank with the liquid and possibly cause clogging of the perforations in the dralnfield line
resulting In sewage surfacing or backing up Into the house through the plumbing fixtures.
(d) Since it Is not practical for the average homeowner to Inspect his tank and determine the need
for cleanlng, a regular schedule of cleaning the tank at two-to-three year intervals should be
established. Commercial cleaners are equipped to readily perform the cleaning operation.
Owners of septic tank systems shall engage only persons registered with the Texas
Department of Health to transport the septic tank cleanings.
(e) Do not build driveways, storage buildings or other structures over the sewerage system or Its
disposal field.
(f) Chemical additives or the so-called "enzymes" are not necessary for the operation of a septic
tank. Some of these additives may even be harmful to the tank's operation.
(g) Soaps, detergents, bleaches, drain cleaners and other household cleaning materials will very
seldom affect the operation of the system. However, moderation should be exercised In the
use of such materials.
28
continuation of 301.15
(h) It Is not advisable to anow water softener back flush to enter Into any portion of the on-site
sewerage system.
(i) The liquid from the sewerage system Is still heavily laden with bacteria. The surfacing of this
material constitutes a hazard to the health of those that might come Into contact with IL
0) For residential systems, up to a 20 percent reduction In the size of the blackwater absorption
beds or trenches wlll be allowed, or up to a 1 O percent reduction In blackwater
evapotranspiration beds will be allowed, If approvable watersaving blackwater fixtures are
made a part of the sewerage system design.
Sec. 301.16. Unsatisfactory On-Site Disposal Systems. The construction and use of
those systems not In accordance with the Health and Safety Code, Chapter 341, (Texas Civil Statutes,
Article 4477-1) constitutes a violation. The department considers the following on-site disposal systems
unsatisfactory because they tend to create nuisances and other conditions prejudicial to the public health:
(a) Cesspools. Cesspools were once commonly used In rural areas for disposal of domestic
wastes. Cesspool designs consisted of constructing a pit Into permeable soll and curbing the
sides of the pit with open-jointed material to the bottom of the pit. Raw sewage was
discharged directly Into the . cesspool and the organic material anaerobically decomposed
whlle the partially treated wastewater was absorbed by the adjacent permeable soll. Since the
threat of injury to public health Is greater when raw or partially treated wastewater Is In direct
contact with the absorptive soil, this method can no longer be considered as an approved
means of sewage disposal.
(b) Bore holes and Injection wells.
(1) Bore holes and Injection wells used for disposal of domestic wastes generally consist of
a drilled hole greater than four feet in depth and varying In diameter from eight Inches to
36 Inches or larger. Usually, the holes are filled with crushed stone and are dug to a
depth which Intercepts a permeable soil layer. Raw sewage Is discharged Into these
holes directly or after detention in a septic tank. ·
(2) The use of bore holes or Injection wells for domestic sewage disposal Is not an
approved disposal method because It Is possible to contaminate underground water.
Injection wells approved and permitted by the commission are acceptable to the
department. Injection wells used for private sewage disposal, as defined In Section
301.11 (b)(22) of this title (relating to General Procedures and Information) are not
subject to regulation by the commission, however. Their use will not be approved as
stated in Section 301.11 (f)(2) of this title (relating to General Procedures and
Information).
(c) Seepage pits.
(1) Seepage pits are rock-filled or lined pits dug to a depth In excess of four feet and
located at the end of a septic tank absorption field system. The pits are generally used
to dispose of wastewater which would normally not be absorbed In the absorption field
and would otherwise surface. ·
{2) Seepage pits are not an approved method of wastewater disposal for the same reasons
that apply to bore holes and injection wells. Subsurface water contamination may occur
with these systems and the anaerobic bacteria present In the wastewater may
eventually cause plugging problems In the seepage pit.
29
Sec. 301.17. Tables and Figures
TADLE I
MINIMUM REQUIRED SEPARATION DISTANCES IN FEET FOR ON-SITE SEWERAGE UNITS
From To,
Sewage
Treatment
Tanks or
Holding Tanks
Lined
Evapo.
Deds
Soil
Absorption
Systems or
Unlined Evapo.
Deds
Sewer Pipe
With
Watertight
Joints
Private Water Wells,
Underground Cisterns and
Pump Suction Pipes
Public Water Wells
Water Supply Lines
Streams, Ponds, Lakes and
Salt Water Oodles•**•
Sharp Slopes, Dreaks
Foundations, Structures and
Surface Improvements
Property Lines
50
50
10
75
5
5
10
150*
150*
10
75*
5
10
150+
150
10
75
50**
15
10
Easement Lines 1 1 5 • • •
Soil Absorption Systems 5 5 20
Swimming Pools 15 15 15
20
20
9
20
5
• When a leak detection system, as described in Sec. 301.13.(c)(3)(A)(ii)(IV)(-o-) is used, the
minimum required distance is 50 feet to existing private water wells, cisterns and pump suction
pipes.
••The absorption system's bottom must be a minimum of 50 feet from any break or outcropping
ledges, unless it is designed by a Registered Professional Engineer or a Registered Professional
Sanitarian having hydrogeologicol data of the strata below the system's site. Greywoter
disposal areas may be installed as close as 25 ft. from the slope face.
• • • A drainage easement having sloped sides greater than 30% or grade breaks will require
adherence to the 50 foot criteria indicated by••.
+ This distance may be reduced to a minimum of 50 feet, for existing or proposed private water
wells only, if the space between the existing private water well cosing and the surrounding
ground is filled with cement slurry that is pumped through a tube that extends to the required
depth of sealing. This depth shall be at least two times the horizontal encroachment measure-
ment but not more than the depth to the water producing strata. A three foot square by six
inch thick concrete slob shall be poured around the cosing.
•••*These distances apply to high-tide water levels only.
30
TABLE Ill
INDIVIDUAL USAGE RATES
IN
BUSINESSES/INSTITUTIONS
This table may be used for estimating gallons of doily sewage flow per person to determine minimum tonk
capacity requirements, unless actual water usage data is avallable and has been carefully checked by the
designer of the proposed system.
TYPE OF ESTABLISHMENT GALLONS/PEP.SON/DAY
Airports (per passenger) • • • • • . • • • • • • . • • • • • . . • • • . • • . • • • • • • • • . • . • • • • • • • • • . 5
Apartment Houses • . • • . • . . • • • . • • • • • • • • • • • • • • • • • • . • • • . . • • • • . • . • . . • • • . • . 50
Boarding Schools • • • • • • • . • • • • • . • . • • . • • • . • • • • . • • . • • • • • • • • • • • . • • . • • • • . • . 50
Churches (per member) • • . • • • • • • • • . • • • • . • • . • • • • . • • . • • • • • . • • • . . • • • . • . • • • . 5
Countty Clubs (per resident member) • • • • • • • • • • • • • • . • • • . • • . • • • • • • • . • • • • • • • • • 100
Country Clubs (per non-resident member present) • • • . • • • • . . • • . . • • • • • . • • • • . • • • . . 25
Doy Care Centers (without kitchen) • . • • • • . • • • . • • • • • • . • • • . • • • • • • • . • . • . • • • • • • • 15
Day Core Centers (with kitchen) •.•••••••..••••••••••.•••..•••••• ~ • • • • • • • • • 25
Drlve-lnTheaters(percarspace)........................................... 5
Factories (gallons per person per shift. exduslve of Industrial wastes) . • • • . • • . • • • . • • • • . • 20
Hospitals ••.•••••••••••••.•••••••.•••.•••••••.••••••••••••••••••••• 200
Hotels • • . • • . • • • • • • • • • • • • . • • . • . • • • • • • . • • • • • . • • . • • • . • • . . • • • . . • • . . • . . 80
Institutions other than Hospitals • . . • • • . . • • • • • . . . • • • . • • • • • • • • • . • • • • • • • • . • . • • 100
Laundries Self-service (gallons per wash. i.e., per customer) • . • • • . • • • • • • • • • • • . • • • • • • 50
Lounges (bar 6 tables) • • . • • • . • • . • . • . • • • • . • . • • • . • • • . . • • . • • • . . . • • • . • . • • . • 10
Mobile Homes • • • • • • • . .. • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 7 5
Motels . • • . • • • • • • . • • • . • • • • • • • • • • • • • • • . • • • . • • • • • • • • . • • • • . • • • . • • . • • • . 50
Movie Theaters (per auditorium seot) • • • • • • • . • • • • • . . . • • . . • . . • • . . . • • . . . • . • • • • 5
Office Buildings *. • • . • • • • • . • • • • . • • • . • • • • • • . • . . . . • • • . • • • . • • • • . • • • • • • • • • • 1 5
Parks (without bathhouse) • • • • • • • • • • • • . . • • • . • • • • • • • • • • . • • • . • • . • • . . • • • . . • • 5
Porks (with bathhouse) • • • • • • • • • • • • • . • • • . • • . • • • . • • • . • • • . • • • • • . . • • • . • • • • . 15
P.estourants (24-hour full service) . • • . . • . • . . • . • . • . . . • . • • . . • • • • . • . • . • • . • • • . • • 70/seat/day
P.estauronts(breokfast/lunch or lunch/dinner) • • • • • • • • • • • • • • . • • • . • • • • • • • • • . • • • • • 35/seat/doy
P.estourants(fastfood-paper plate service) • . • • • . • • • . . • • • . • • • • • . . • • • • • . • • • . . • 15/seot/doy
Schools without cofeterios, gymnasiums or showers • • • . • • . . • • • • • • . • • • • • • • • • • • • • . 15
Schools with cafeterias, but no gymnasiums or showers • • • • • • • • • • • . • • • . • • • . • • . • . • • 20
Schools with cafeterias, gymnasiums ond showers • . • • • . • . • . • • . . • • • • • • • . • • . . • • . • 25
Service stations (per vehicle served) • . . • • . • • • . . . • . • • • . . • • . . • • . . . • . • • • • • . . • . • 1 0
Stores (total per doy per washroom) • • • . • • • • . • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • 400
Swimming Pools and Bathhouses • . • • . • • • • . • • • . • • • . . • • • • • • • • • . . • • • • . • • • • • • • 10
Townhouses (with clothes washer) • • • • • • • • • . • • • • • • . • • . • . • • • . • • • . . • • . . • • • . • • 50
Travel Trailer/RV Parks • • . • • • . . • • • . • • • . • • • • • • . • • • . • • • • . • • • . . • • . • . • • • . • • • • 50/space/doy
Vet Clinics (per animal) . • • • . • • • • • • . • • • • • . • • • • . • • • . . • • . • . • • • • • . • • • • . • • • . • 10
Work or Construction Camps (semi-permanent) • . . • • • . . • . • . • . . • • . . • • . . • . • . • . • • • 50
Youth camps(no showers or meals served) • • • . • • • . • • • • • • • • • • • . • • • • • • • . • • • • • • • . 15
•Note, Offices without Food Seivice or Bathing Facilities, with Restrooms
Equipped with Toilets Requiring 1.5 Gallon per Flush or Less, and
Automatic Cutoff Faucets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
32
~ -TAOLE II SEPTIC TANK MINIMUM LIQUID CAPACITIES NUMBER OF BEDROOMS SEPTIC TANK CAPACITY (Gollons) Two or less 750 Three 1.000 Four 1,250 For Each Additional 250 NOTE: The Inside Liquid Depth Of The Tonk Sholl Not De Less Thon 30 Inches. See Tobie VI For Calculating The Number Of Bedrooms Dosed On Dwelling Living Area. Consideration shall be given to increasing total tonk capacity if extensive use of kitchen sink waste grinders or disposals is anticipated.
.' TAOLE IV FLOW SHEET FOR SELECTING PROPER SUBSURFACE DISPOSAL METHODS Conduct Site Evaluation : -Site Not Acceptable t Select Another Site Conduct Percolation Test on Lot I I ~ Test P.ange Test P.onge Test P.ate Over From 5 Minutes/Inch From JO Minutes/Inch 60 Minutes/Inch To 30 Minutes/Inch To 60 Minutes/Inch or Less Thon 5 Minutes/Inch 1 • ' + Calculate Length of Drainfield I -: Calculate Size of Absorption Dedsl Calculate Size Investigate of Evapotranspiration Deds Alternative using a water balance Sewage I Disposal + + • .. , + Systems Lot Size Lot Size Lot Size OK Lot Size Lot Size Lot Size OK For Too Small For Beds Too Small Too Small OK Drainfield Dralnfield For Deds For Beds For Deds i , Install , Contruct Water Saving Construct Construct Absorption Devices Evapotranspiration Dralnfield Deds For Deds + '' r P.e-calculate t Lot OK 1 Lot too Small I ' Purchase Additional Property for Deds -
t.u ~ Site Characteristic Topography Subsoil Texture Subsoil Structure Soil Depth Restrictive Layer Soil Drainage Flooding Percolation TADLE V CRITERIA FOR SOIL ADSORPTION OF SEWAGE EFFLUENT DEVELOPED FOR SITE SPECIFIC EVALUATIONS Suitable Slopes 0-15% Sandy soils Loamy soils Weathered rock or consolidated bedrock greater than 46 inches below the bottom of disposal system. None within 36 inches of the ground surface. No drainage mottles within 36 inches of Classification Provisionally Suitable ( 1) Slopes 15-30% Clayey soils with low shrink-swell potential. Angular or subangular blocky. Weatherer bedrock or consolidated rock from 36 to 48 inches below the bottom of disposal system. the bottom of disposal system. Greater than or equal to 5 min/inch but less than or equal to 60 min/inch. Not Suitable Slopes greater than 30% Complex slopes. Clayey soils with high shrink-swell potential. Platy structure. Weathered rock. Massive clayey soils. Weathered rock or consolidated bedrock less than 36 inches below the the bottom of disposal system. Restrictive horizon within 36 inches of the ground surface or below the trench bottom. Drainage mottles (chroma 2 or less) within 36 inches of the bottom of disposal system. Areas subject to a possible flood. Depressional areas without adequate drainage. Less than or equal to 5 min/inch or greater than 60 min/inch. Unselective fill materials. ( 1 )Soil may be reclassified from unsuitable to provisionally suitable under certain conditions using acceptable site or system modification.
(,I) V\ " .. TABLE VI CONVENTIONAL ABSORPTION TRENCH AND BED SIZING REQUIREMENTS FOR SINGLE FAMILY RESIDENTIAL DWELLINGS Average Percolation Rote Sewage Application Soil Texture Minimum Bottom Area Minimum Bottom Area (Minutes/Inch) Rote, Ra (See Tobie (Sq. Ft.) For a One For Each VIII USDA or Two Bedroom House Additional Bedroom• Soil Textural (living areas less than (Sq. Ft./Bedroom) Cl ossifications) 1500 Sq. Ft.) Minutes Per Inch Inches Per Hour Gallons per Sq. Ft. Trench Bed Trench Bed Per Day Less Than5 More Than 12 Too Great For Sand/Gravel Conventional Systems Not Allowed Consideration See Section on Alternate Systems•• 5-15 4-12 0.6 Sandy Loam 380 750 200 250 15-30 2-4 0.5 Sandy Clay 500 900 250 300 30-45 1.3-2 0.4 Silty Clay 625 1125 300 400 45-60 1.0-1.3 0.3 Clay Loam 800 1500 400 500 More Than Less Than Less Than Clay Conventional Systems Not Allowed See Section on Alternate Systems •• Minimum trench bottom area is calculated to include capacity for washing machine wastewater, organic material from garbage grinders, and infiltration from rainfall. · Required minimum spacing between parallel conventional absorption trenches is 3 trench widths, or five feet whichever is smaller. *When dwellings consist of a large living area relative to the number of designated bedrooms, the following guidelines should be used to approximate the trench area: For a two bedroom house with a living area of 1500 sq. ft. to 1900 sq. ft. -Use trench area for three bedroom house. For each additional 800 sq. ft. -Add trench area equal to one bedroom. This criteria is valid for normal residential water consumption of approximately 75 gpd per resident by an average household occupancy and is not applicable to collective sewage system design . .. Disposal alternatives include evapotranspiration beds, low-pressure dosing systems, mound systems, gravelless drainfiek:I piping, composting toilets, sewage recycling or items approved through department policy.
Stodon
Amarillo
Austin
Beaumont
Big Spring
Brownsville
Chilicothe
Canyon Lake
Dolngetfield
Dallas
El Paso
Fort Stockton
Houston
Lake Somerville
Loredo
Lubbock
Nacogdoches
Son Antonio
Son Angelo
Temple
Throckmorton
Tyler
TAOLEVII
MEAN PAN EVAPORATION AND RAINFALL
EA
Mean
Evaporation Rote
(Inches/Year)
67.9
70.0
47.6
81.22
56.0
66.64
80.6
74.2
85.0
106.5
105.6
48.7
71.7
108.6
68.7
44.84
64.66
109.36
68.2
60.64
44.87
RFRA
Mean
Rainfall
(Inches/Year)
16.8
32.49
55.07
17.8
25.13
24.0
33.19
44.8
35.94
7.77
11.65
46.19
37.45
21.0
18.41
45.0
30.0
19.0
34.00
25.8
42.0
1/2 RFRA
(Inches/Year)
9.4
16.25
27.54
6.9
12.57
12.6
16.60
22.4
17.97
3.69
5.93
24.09
16.73
10.5
9.21
22.5
15.0
9.5
17.0
12.9
21.0
NOTE: These rainfall and evaporation rates are based on best available historical records.
However, local meteorological data may yield a more conservation design. In these cases,
planners are advised to utilize local data.
36
,. . TABLE VIII
USDA SOIL TEXTURAL
CLASSIFICATIONS
• PERCENT SAND
Cloy-Smaller than 0.002 millimeters in diameter
Silt -0.05 to 0.002 millimeters in diameter
Sond-2.0 to 0.05 millimeters in diameter
{Sand shall be free of organic matter and shall be com-
posed of silica, quartz, mica or any other stable mineral).
37
FIGURE 1 TWO COMPARTMENT SEPTIC TANK Ground Surface---. One Half To Two Thirds Depth May Vary, But Not Of Total Tank Length Tee Fitting Alternate Tee Fitting Exceed 12 inches unless a riser is installed on each cleanout and the tank manufacturer allows it. 10"CleanOut Tee Fitting ·.·->Y· .. \,_~=.i~}~=~~¥z,;~¼~!1£,:~2!:5}.:5/,;_:t __ ·;,, > m·':!::~~~\~ _:~-~-~t.· .... ,,,\-;.• ... ,,,,, .. ,,: ... · .... ::.: .. ~t·~;.}~! ... ~ .... ,,;.,,.·., ....... ;.::.: .. ,,,:,. \__ Sand Cushion · *Visible separation of one inch or less Not intended to serve as an engineered design for construction purposes
The first tank must be about one-half to two-thirds of the total volume of both tanks. ,,..----10"Clean Out * r Liquid Surface 3'MIN. Tee Fitting FIGURE 2 TWO SEPTIC TANKS IN SERIES GROUND SURFACE .. Depth May Vary, But Not Exceed 12 Inches unless a riser Liquid surface may be is installed on each cleanout and lower In final the tank manufacturer allows it. tank 10" Clean Out 1--r--......----1 [~=~~Outflow .25D L To .50D D = 30" MIN Tee FlttinJ Outflow pipe shall be at least 3" lower than first tank's inflow pipe. ;yJ~'.i. '.~ .:,;:,;::::::: ::! ·,· · ····;. ; ,,\_:: .. :.r -··x•·,;r ''•~-·11 ~--"''.:""'"'""'O;''l_rc: .. , :~t,1 ;_J '··•'·"'· .• : ..•. -.~~ ,. *Visible separation ~ of one Inch or less Not Intended to serve as an engineered design tor construction purposes. Sand Cushion
1 36" Max. 18" Min. Surface to Drain 12" -36" FIGURE .3 SOIL ADSORPTION TRENCH 0 0 3"-10" Perforated Pipe For Effluent Disposal 0 0 0 0 Not intended to serve as an engineered design for construction purposes. 0 0 6" MIN. 12" MAX. t Geotextile Fabric or Hay Layer 2"•4" Thick
FIGURE4·.
ABSORPTION JRENCH
SYSTEM FOR SLOPING GROUND
(for slopes not greater than 15% and
without sharp grade breaks)
Flow From Pretreatment Unit
Distrlb ti . p· u on 1pe7, J
I
rption Abso Trenc
Folio
hes w Contours
I
I
• 11
I I
~J ·~
Distribution Pipe7
I ,r
75'MAX.
(TYP.)
~J
I
_Relief
· Line
~J
r>-A
I I -
-<-~elief Line
-
I I
l.. A Distribution Pip eand
vel Trench to be Le
I
<~Relief
Line
I
PLAN VIEW
LEVEL OF SAND/GRAVEL INTERFACE
RELIEF LINE
GROUND SURFACE
Solid wall piping SECTION A·A
The septic tank and perforated piping shall be installed level while compacted
earthen plugs shall separate the solid wall piping from the perforated piping and
gravel. The interface between the sand and gravel layers shall be at the same
elevation as the bottom of the 90 degree elbow.
41
•
0
•
•
•
t
0 . . -
0
Distribu-o
tion
Pipe
0
•
0
0 --0
.
FIGURE 5
SOIL ABSORPTION BED
DETAILS
. .
--
I
•
•
•
0 . .
,
Sewage
Treatment
Unit
Min
•
•
•
•
•
•
Non-corrosive, Non-Jamming
Leakproof alternating flow
valve
• 0 0 0 •
•
Distribu-,
tion
Pipe •
L-t 0
•
•
•
•
• 0 fl
Plan View Of Dual Bed System
Do not use rock or clay
for backfill
___ Geotextile Fabric or
2" to 4" Layer of Hay
Sand Wick
3"-10" Perforated
Pipe for Effluent
Disposal
Section B-B
Not Intended to serve as an engineered design for construction purposes.
42
PERFORATED MONITORING PIPE, WITH GRADE SLIGHTLY TOWARD STANDPIPE IMPERVIOUS LINER (20 MIL MIN. THICKNESS) SAND CUSHIONS 4" MINIMUM THICKNESS) FIGURE 6 LEAK MONITOR SYSTEM (See Figure 7 for Cross-Section) SAND CUSHION (4" MINIMUM THICK) CRUSHED STONE Not intended to serve as an engineered design tor construction purposes. ..
18" MIN. 36" MA),<. 12" FIGURE 7 EVAPORATION BED (Cross Section) LEAK MONITOR STAND PIPE 3" Geotextlle Fabric OR 2" TO 4" HAY LAYER r2"·3" PERFORATED . MONITORING PIPE Sand Cushion 4" M,N. THICKNESS Alternate Crushed Stone Bed 6 ftto 12 ft SPACING 3 ft MAX. SPACING LINER OR IMPERMEABLE SURFACE NOTES: 1. Where a liner is used over rock or other material that may damage liner, the liner shall be laid on a 4" protective sand cushion, and covered by a similar cushion. 2. The crushed stone or gravel bed shall be made of¾" to 2" size hard stone. 3. Sand columns, formed by a permeable material, shall extend completely through the crushed stone or gravel bed. Total col-umn area shall be 10 to 15% of the bed area. 4. The surface shall be mounded or sloped to drain storm water. 5. The above drawing Is for illustrative purposes; final construction design shall be site specific. 6. Refer to Table VIII for definition of sand and sandy loam. 7. Leak monitor collection pipe shall be wrapped with a filter cloth meeting the material requirements set forth in section 301.13(c)(6)(b). Not intended to serve as an engineered design for construction purposes. 20 MIL Minimum Thickness • •
I'!
; ~·, ,
·, 1r•
•.
-,,
;;/ it
,,
~ .
,'' ''
,, ', , \ :,,, l!:
, ,· ,,'
' ... ·~
·,,..·
1 I ' !'
; ,--..,.-I'
JANUA;RY, . t 9~0 ' . ' . ' / ' -~; '.
, ..
nrn STAT.E OF TEXAS
COUNTY OF LUBBOCK R•J6S.
Before me F'ranc1, H1rnand11 a-Notary Public in and for Lubbock County. Texas on this day
pNsonally appeared T.J. 4ufl. 11 t ·Account· HAnatter of the Southwestern Newspa-
pers/,Corporation. publishers ol the Lubbock Avalanche-.Journal -Morning. Evening and Sunday. who
being.by. me duly sworn did depose and say that said newspaper has been published continuously for more
than fifty-two weeks prior to thC' first insertion of this LIii i Nottce
____________ .,......_ No 823698 at Lubbock County. Texas and the attached print·
~d copy of the LISI I No ttce is a true' copy of the original and was printed in the Lubbock
AvalandfjJo~1c,nf~in t9e !~tw.i:n~'j)e~"ie
.. :t,,.<.-.9~ ~
:;if,f.:··.·.·•· Ac~r
'.1 Jl3J3OC!( AV ALANCHE-JOl'RN AL
/!5~.&'t~"·ostern NC'wspapC'rs Corporation
ARY PUBLIC in and for the State of Texas
My Commission ExpirPs T• 6 .91
' ' f 'ff;, ' I ·,P .\., ., . , ·v{·
·Sub:,atbed and sworn to before me this __ 8_ da~· of _...;.M=•="=-· ___ .,.. FRANCES HERNANDEZ
Neita•)' F1J!'.h,: .. ~teJ!C of Texas
My Camrr.i:;i on Expire~ 7·6·91
No Text
R-436
THE STATE OF TEXAS
COUNTY OF 4YWW~ en rY Before rne · a Notary_ Public in and for Lubbock County, Texas on this day
personally appearPd T • J • A u f i I I ' AC c 0 Un t M 8 n a 2 e r of the Southwestern Newspa-
pers Corporation, publishers of the Lubbock Avalanche-Journal -Morning, and Sunday, who being by me duly
sworn did depose and say that said newspaper has been published continuously for more than fifty-two weeks pri-or to the first insertion of this __ I _e_e_a_l_n_o_t_i_c_e ____________________ _
-----~-~--~--No. 824014 at Lubbock County, Texas and the attached print-
ed copy of the I e I! 8 1 n ° t 1 c e i~ a true copy of the original and was printed in the Lubbock
Avalanche-Journal on the following dates: ____ A ..... P_r_1_· _I _2_8_,_M_a_Y __ 5_,_1_<1_'9_0 ___________ _
I
LUBBOCK AVALANCHE-JOURNAL
Southwestern Newspaper Corporation
FORI\158-10
SECOND
READING ORDINANCES
ORDINANCE NO.Dlt
AN OROINANCI! ALTERING THE PRIMA FACIE SPEED LIM•
ITS ON CERTAIN PORTIONS OF
': .,,
~---------------~~~ iToR,;i~AA:T7~~t!~t".;1--------------------------------
DESC:R18ED IN THE BODY OF THIS ORDINANCE; DIRECTING PLACEMENT OF SIGNS WITH RESPECT THERETO; REPEAL•
ING CONFLICTING ORD!•
NANCES TO THE EXTENT OF
SUCH CONFLICT; APPLICATION OF THIS ORDINANCE ONLY TO STREETS OR HIGHWAYS NAMED HEREIN; PROVIDING
THIS ORDINANCE SHALL BE
CUMULATIVE; PROVIDING A
PENALTY; PROVIDING A $AV•
INGSCLAUSE: ANO PROVIDING
FOR PUBLICATION.
OROINANCE NO. 9350
AN ORDINANCE AMEND• ING SECTION 19-2(1>H2l OF THE
COOE OF ORDINANCES OF THE
CITY OF LUBBOCK, TEXAS. BY
DELETING THE LUBBOCK GAR·
OEN ANO ARTS CENTER FROM
THOSE SELECTED PARK FA•
CILITIES AT WHICH THE SALE
AND/OR CONSUMPTION OF AL•
COHOL MAY BE PERMITTED:
l"ROVIOING -A SAVINGS
CLAUSE; AND PROVIDING FOR PUBLICATION •
. ORDINANCE NO. 9351
.AN ORDINANCE AMEND•
ING ARTICLE XVI OF CHAPTER
2 OF THE CODI! OF OR-01• NANCES OF THE CITY OF LU8• BOCK. TEXAS, Wl"TH REGARD
TO THE BOARD OF CITY DE•
VELOPMENT BY AMENDING
THE BOARD'S DUTIES "TO COM·
PLY WITH CURRENT STATE LAWS AND BY REPEALING CERTAIN SECTIONS OF THE ARTICLE WHICH ARE NO LONG-
ER NEEDED; PROVIDING A SAVINGS CLAUSE; AND PRO• VIDING FOR PUBLICATION.
ORDINANCE NO. tlS2
AN ORDIICANCE ADOPTING
ltULl!:S OF THE CITY OF LUll·
BOCK. TEXAS. FOR f'RIVATE SEWAGE FACILITIES.
R•OI
I
THE STATf: OF TEXAS
COllNTY OF J. TBBOCK
R-394
pnfore me_ :ranee& Hernandez a Notarv Publie in and for Lubbock Countv. Texas on this dav
personally appt:ared _LJ. Aufi 11, Accou'nt Manaeer of the S<;uthwestern Newspa-
pers Corporation. publishers of the Lubbock Avalanche-,Journal -Morning. Evening and Sunday. who
being by me duly sworn did depose and say that said newspaper has been published continuously for more
than fifty-two weeks prior to th(' first insertion of this Leeal Notice
______________ No 823880 at Lubbock County. Texas and the attached print-
ed eopy of the Lee a I Notice is a true copy of the original and was printed in the Lubbock
Avalanche-.Journal on the following dates: March 21, 1990
73 word&@ 46 = $33.58
LUBBOCK AVALANCHE-JOlJRNAL .
Southwestern N('wspapcrs Corporation
NOTARY PUBLIC in and for the State of Texas
My Commission Expires 7-6 -91
FRANCES HERNANDEZ
Subscribed and sworn to before me this _!!__ day of ___ M_a_Y ___ , I
Notary Public. State ol Te>B1
My commi~sion E.xpirei 7 ·6·91
FORMSS-10
No Text