HomeMy WebLinkAboutOWTS Soil TestingF¡gure 1- Prof le Hole #7
Soil Testing for
Th;¡ aad çe1-¡4+ Þ-.-+.*- fì!¡qî
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Figure 2- Profile Hole #21
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Figure 3- Sieve Analysis
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F¡gure 4- Ribbon Test TH -i.
F¡gure 5- Ribbon Test TH -2 Figure 6- TH1- Wall Structure
Detailed Soil lnvestigation
This report only covers the tactile evaluation of soil samples collected during profiling appropriately
located on-s¡tê test p¡ts. Visual evaluation for the profiling of the test pits is covered under a separate
report.
1.1 Tactile Evaluation
On 6/t412O21 SGM conducted the soiitexturai by feef evaluation on two soiisamples coflectedi during
the visual evaluation of two on-site test pits.
The evaluation concluded for each soíl sampfe
Sample size = 1,000 ml.
Volume of rock > 35 mm (3/4") was 0 ml.
Volume of rock < 35 mm (314") > 2 t:,::,
Total rock in sample = 0 ml.
Percent rock in sample = 0olo.
Performing the soil texture by feel methodology on the non-rock portion of the ::=;!e TP-l reve:leC:
T-he soii texture by feel method using the aFÓW S:il Tc::',::: F!r".' 1l:* v"v: 1ç*|";1rJ 1' ¡-11
sample. Results are shown in the following table.
SAMPLE
Does Soil
Form a Ball
(yes/no)
Does Soil
Form a
Ribbon
(ves/no)
*Type of Ribbon
Formed (Weak,
Moderate,
Strono)
How Does the Soil Feel
(G ritty/Smooth/Neither)
TP-1 Yes Yes Strono Smooth
TP-2 Yes Yes Strono Smooth
*Weak < 1 inch; Moderate 1-2 inches; Strong > 2 inches.
The soil felt very smooth when excessively wetted, indicating silty clay.
the soíl shape for both sampies was prismatic and the grade consi¡f::::l tl b: rrdl::1^ l,íci^- +t ^.^
t,io :,:il ;!:::=.t;:i.tii: '.';lih ì-\r flnCi"g lf :he ;¿il texture by feel methodology indicates this soil
;i,r.=i..i l¿ 'i:.,ìÎ:i :s:;ll t'¡pe 4 i';iih a long term acceptance rate (LTAR) of O.20 for level L
treatment (lL-1).
1.
2.
3.
4.
5.
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43.8 Design Criteria - General
TableT-2 Õn-site Waetewater Trcatment Syeteni ConsldÖr¡tlon 5rd Troãtment
Requlrcments - Separation Area
Ë3d1:rlf-tffiff1ìiå,iität jiìrtfråf"Tå;.r rrearmenr mây be srantêd onry ir rhe tocar pubtic heahh asencv æsurations
have includcd provisions for operetion and maintenance.
I Prior tO approval, all selback dÍstance reducìtions lo the 'l0O foot requirement for wells and soil troafr¡€nt aÞes must be in
full compfiàncs witn'ttre m¡n¡mum gtandards and variance requiremsnts of the Slate of Colorado Division of Watsr Resouræe:
n¡iei âño neoutauons ør w
Hôlê/Well ConÊtruc{ion.
43.8 Dpçiqn,Çriteria - General
A. performance: OWTS shall be designed and constructed to achieve the treatment level specified
by the design.
B, Reliability: OWTS shall be designed and constructed such that each component shallfunction,
when installed and operated, in a manner not adversely afiected by normal operating conditions
including erosion, cotros¡on, vibration, shock, climatic conditions, and usual household chemicals.
Each component shall be free of non-functional protrusions or sharp edges, or olher hazards,
which couid cause injury to persons, animals, or properties. Design shall be such as to exclude
flies and rodents and other vectors and to prevent the creation of nuisances and public health
hazards end shall provide for efficient operation and maintenance.
PRESSURE OOSING
Trcatment
Levcl 3
Treatment
Levsl 3N
Tmatrnent
Level 2N
OWTS DESIGN
CONSIDERATION
Trcatment
Levels I and 2
ITETI
Horizontal Seoarat¡on
Di3tencca
Greater than
or equal to
100 feet
Greeter than
or equal to 75
feet'
Greater than
or equal to
100 feet
Greater than or
equal to 100
feet
1 Distance from soil
treatment area to on-sile
well
Greater than
or equal to 25
feet
Greater than
or equal to 25
feet
Greater than
or equal to 25
feet
Distance from soil
treatment area to pond,
creek, lake, or other
surface water feature
Greater than or
equalto 50 feet
2
Greater than
or equal to 10
feet
Greater than
or equal to 10
feet
Greater than or
equal to 25 feet
Greater than
or equal to 10
feet
Distance from soil
treatment area to dry
oulch or cut bank
3
Veñical Seoaratlon
Dictancss
Greater than
or equal to 2
feet
Greater than
or equal to 2
feet
Grèater than
or equal to 2
feet
4 feet {3 feet
with pressure
dosing)
4 Depth in feet from soil
treâtment area infiltrative
surface t0 rêstr¡ct¡ve
laver or qround water
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43.8 Design Criteria - General
Accessibility for lnspection, MãiÌitéRãñce, and Servfcing
1. Septic tanks shall have risers over each access manhole and all risers shall e)dend to or
above finaf grade.
2. Each treatment component of an OWTS other than the septic tank and soil treaünent
area shall be equipped with access manholes with risers that extend to or above final
grade, located to permit periodic physical inspection, collection and testing of samples
and maintenance of all components and comparlments.
3. Riser Lids
Each riser lid brought to the surface shall have a secure closing mechanism,
such as a lock, special headed bolts or screws, or sufficient weight to prevent
unauthorized access-
b. A local public health agency may require a secondary plug, cap, cover or screen
be provided below the riser cover to prevent tank entry if the cover is
unknowinglY damaged or removed'
4. Components that require access for maintenance shall include but not be limited to
submerged bearings, moving parts, pumps, siphons, valves, tubes, intakes' slots,
dislribution boxes, drop boxes, cleanouts, effluent screens, filters, inlet and outlet bâffles,
aerators, treatment equipment and other devices'
5. Components shall be designed and constructed so that, when installed, they shall be
easily maintrained, sampled, and serviced according to the manufacturer's
recommendations. Easy physical access to treatmênt ccimponents by maintenance
personnel and equipment shall be provided,
Plumbing Codes: Plumbing fixtures, building sewers, vents, sewer lines and other appurtenances
shall be ãesigned, operateO and maintained so as to comply with the m¡n¡mum requirements of
the most recently revised locally enforceable plumbing code. ln absence of a local plumbing
code, designs shall adhere to the Colorado Plumbing Code (3 CCR 720-1).
Electrical EquiPment, lf Used
1. All electrical work, equipment, and material shall comply with the requirements of the
currently applicable National Electrical Code as designated by the State Electrical Board
Rules a'lrd Regulations (3 CCR 710-1). A local State electrical permit may be required.
2. ElectriCal components shall be prOteCted from moisture and conosive gases.
lndicators of Failure or Malfunctioning for Systems Utilizing MechanicalAppâratus: A signâl
device shall be installed which will provide a recognizable indication or warning to the user that
the system or component is not operating or is operating but malfuncttoning. This indication or
warning shall be a visual signal or an audible signal or both and shall be located in a centralized
area w¡th¡n visual and audible range of the system user. A signal or message may also be sent
remolely to a maintenance provider.
c.
a.
D.
E.
F
42
G.
43.8 Design Criteria - General
Sampting Access
1. lf sampling for testing or as a requirement for a permit will be required of effluent from a
componeñt other than the soif treãtmenl áréá, ãri âeeêgsiÞlè sämpllng point shall be
provided.
2. lf sampling of the treated wastewater from the soil treatment area will be required for
testingj or ãs a requirement for a permit, a monitoring well or wells shall be constructed.
Monitóring wells shall be located down gradient from the soil treatment area, accessible,
and provided with a properly securable cover at or above the ground surfece. Monitoring
wells up gradient of the system may also be required. Lysimetens or other collection
devices under the soil Featment area may be used instead of a monitoring well if
approved by the local public health agency or other issuer of a permit-
Component Operating I nstructions
1. The manufacturer of proprietary treatment units ut¡liz¡ng mechanicalcomponents shall
provide clear, concise written instructions covering the components which, when
followed, shall assure proper installation and safe and satisfactory operation and
maintenance.
2. lf the OWTS uses public domain technology, the design engineer shall provide clear,
concise written instructions covering the componenls which, when followed, shall assure
proper installation and safe and satisfactory operation and maintenance.
Surface Activity: Activity or use on the surface of the ground over any part of the OWTS must be
restr¡cted to that which shall allow the system to function as designed and which shall not
contribute to compaction of the soil or to structurâl loading detrimental to lhe structural integrity or
capability of the component to function ãs des¡gned. During construction, equipment shall be
kept off òf tne ground surface above the soil treatment area and out of the excavation to prevent
compaction. lfcompaction occurs, the disturbed or compacted soil shall be re-evaluated and new
percolation tests may be performed to the disturbed or compacted soil and the system
redesigned if the parameteß have changed.
J. Floodplains
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New ÕWTS and replacement OWTS installed in a '1QQ-year floodplain shall meet of
exceed the requirements of the Federal Emergency Management Agency and the local
emergency agency. Repairs of an existing system shall meet the requirements as
feasible. The system as approved by a local public health agency shall be designed to
minimize or eliminate infiltration of lloodwâters into the system and discharge from the
system into the floodwaters-
No new or expanded OWTS shall be installed in a floodway designated in a 100-year
floodplain. For any system repâ¡r that may affect the floodway delineation, appropriate
procedures shall be followed including revision of the floodway designation, if necessary
t.
H.
K.
2
Business Commercial, lndustrial, lnstitutionalor Multi-Family Dwelling Wastewater Systems
1. An OWTS thal will serve a business, commercial, industrial or institutional property, or a
multifamily dwelling shall;
a. Be designed by a professional engineer;
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b.
c.
Receive only such biodegradable westes for treatment and distribution as are
compatlble i¡tn tnose biologicaltreatment prooesses as occurwithin the septic
tank: any additionaltreatment unit and the soiltreatment area; and
ReeÆive authorization by rule or a class V underground injection permit from the
United States Environmêntal Protection Agency (EPA) before an application for
an owTS permit is approved ¡f thê system may receive non-residential
wastewater or is otherwise covered by the EeA underground injection control
program.
43.9 Deeiqn Grlter¡g - ComPpnents
A. Tanks and Vaults
b. Model or serial number, if available;
c. Effective volume and unlt of measure;
d. Maximum depth of earth cover and extemal loads the tanks is designed to resist'
and
e. lnlet and outlet identifications, if relevant.
B.Sept¡c Tanks
1. The manufacturer shall provide sufficient information to demonstrate that the tank will
meet the design sPecification.
1. Watertightness
a. Septic tanks, vaults, pump tanks, other treatment components, risers and lids
shall not allow infiltraiion of ground wåter or surface water and shall not allow the
release of wastewater or liquids through other than designed openings.
b. Acceptable watertightness testing methods performed at a manufacturer's site or
in the field include water filling tñe tânk or vacuum testing.
2_ Tank Anchoring: ln locations where ground water sr floodwaters may cause instabiltty
problems to thã septic tank, vault, or other trealment unit in the OWTS due to flotation,
ihe tant , vauft or unit shall be anchored in a manner sufficient tó provide stability when
the tank is empty. Risers shall be included in the buoyancy calculations.
a. lf a manuf,acturer provides recommendations for anchoring designs, they may be
used if they meet the conditions present at the site'
b. lf a manufacturer does not provide recommendations for provisions to
compensãte for buoyancy, or if the professional engineet chooses to provide
his/her own designs, the anchoring system design shall be prepared by the
professional engineer.
3. ldentification and Dãtã Marking: All tanks and treatment units shall be permanently and
legibly marked in a location for the purpose of inspection that is.readily visible when
inðpeäteO before backfilling- The marking inscription shall include the following:
a. Name of manufacturer;
44
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2
Tebls 9-l Hlnlmum Tank Size Based on Number of Bcdroom¡
Number of Tank Gapacity (gallons)
2ot3 1,000
4 1,250
Each Additional 250
For multi-family and non-residentialapplications, a septic tank shall be sized to
permit detention of incoming wastewater design flows for a minimum of 48 hours.
For systems that remove toilet waste for separate treatment, tank capacity may
be less than 1,000 gallons, if it provides a minimum of 48 hours detention time.
Minimum tank size for new installations other than for a single-family residence is
400 gallons.
Testing of Septic Tank Watertightness
a. Testing of septic tanks must be performed and evaluated as specified in section
9 of ASllvt C1Z2l-12 (Standard Specification for Precast Septic Tanks) for
concrete tanks or in $tandard IAPMO/ANSI Z1O0O-2007 (American Standards for
Prefabricated Septic Tanks) for other prefabricated septic tanks.
b. Each unit shall be ¡nspected in the field for conditions that may compromise its
watertightness.
c. The inspect¡on in the field shall be conducted by the local public health âgency
and be performed after the tank installation but before backfilling.
d. lf the inspection in the field indicates that the tank may be damaged or is not
watertight, the inspector may require that the tank be tested for watêrtightness by
$re tank manufaeturer or the system contractor.
Sèptic Tank Desþn and Dimension Criteria
a. A septic tank shall have two or more compartments or more than one tank may
be used in series. The first compartment of a two-compartrnent tank or the first
tank in a series shall hold no less than one-half of the required effective volume.
b. lnlet invert shall be at least two inches higher than the outlet invert'
lnbt tee Or bafflê shall extend above the surface of the liquid at least five inches
and shall extend a minimum of eight inches below the liquid surface.
Outlet tee or baffle shall extênd at least 14 inches below the outlet invert end, if
needed, be modifiett to accommodate an effrUent Screen. The outlet tee or baffle
that accommodates an efiluent screen must be located so that the effluent
Sizing Requiremonts:
a. Sizing for residential capacity for ReW instâllátions shall be based upon the
numbor of bedrooms according to Table 9-1 :
b"
c.
d.
a
4
c.
d.
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43.9 Desþn Çriteria - eomPonents
screen has sufficient clearance to be removed through the access open¡ng with a
riser in place.
e. The distance from the outlet anvert to the underside of the tank top shall be at
leest ten inches.
f. Liquid depth shallbe a minimum of 30 inches and the maximum depth shall not
exceed fhe tank length.
g. The transfer of liquid from the first compertment to the second or successive
compar{ment shall be made ãt ã liqu¡d dépth of b€A¡v'égn 35 ând 40 pêrcent of tlre
liquid depth meáSuréd from the liqlJid surtace.
h. At least one aecess manhole no lesa than 20 inches across shall be provided in
each compartnenl of a sept¡c tank.
i. A septic tank shall have a minimum of 25 square feet of liquid surface araa and
have at ieast a six-foot separation betwaen inleF and óutlétS- Septie tanl{S in
series, combined, shall have â minimum of 25 square feet of liquid surface area
and the sum of the distances between inlets and outfets of alf tanks must be at
least six feet. The requiremenB for liquid surface area and separation between
inlet and outlet may be waived fór tãnks w¡m Ess thãn 750 gallon effective
volume.
Goncreie Septic Tank Structural Design
a. Concrete septic tanks shallcomply with the structural design criteria of ASTM
C1227-12 ($tandard Specifica¡ion for Pr€casf Sèptic Tãñks).
b. The design for each tank model and size by each manufaçturer must be certif¡ed
by a professional engineer as complying with these design and structural
reguirements and the watertightness standard of this regulation.
c. Certification by a professional engineer must be submitted to the Division for
acceptance.
d. Tank slab lids or mid-seam tanks shall be sealed to be watertight'
e. Connections between tank and risers shall be sealed to be watertight.
Fiberglass, Fiberglass-Reinforced Polyester, and Plastic Tanks
a. All fiberglass, fiberglass-reinforced polyester, and plastic tanks shall meet the
minimum design and structuralcriteria of IAPMO/ANSI 21000-2007 (American
standards for Prefabricated septic Tanks) and be certified by a professional
engineer as meeting these standards. The professional engineer certifling the
criteria must be registered or licensed in the United States, but need not be
registered in Colorado.
b. All tanks shall be sold and delivered by the manufacturer or manufacturer's
designated representative, preferably completely assembled. On-site tank
assembly will be allowed on an as-needed basis.
c. Tanks shall be structurally sound and support external forces as specified in the
standard referenced above when empf and internal forces when full. Tanks
5.
6.
46
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c.
D.
shall not deform or creep resulting in deflection of more than five percent ¡n
shape as a result of lÓádS ¡rilltÕs€d.
d. All tanks shall be constructed of sound, durable matêrials and not be subject to
exçessive conosion, decay, frost damage, Ói eraekañg.
e. Ali seams or connections including to risers shallbe seãléd to bé wãtêftlght.
7 - Metal tanks are prohibited.
Abândonment ofTank
1, A lank may be comp¡etely rerioveal ãñd thé pãrts dispo8cd of s¿¡fêly-
?. ff the tank will remain in Place:
a. Tlle tank shall be pumped to remove as much wa€te aS possiblei
b. The bottom of the tank shåll be broken so the tânk neither floats nor fills with
water;
c. The top must be cotlapsed and thé 6id,èg lliãy bê bmk€ñ iñto thë vÕid;
d. The remaining void shall be filled with 0rãvé1, sâRd oreompäctêd soll; ãnd
e. Tne fified excavation wifl be graded to sunoundings, allow¡ñg foigêttliñ9.
3.The local publlc health agency may require abandonment of a tank that is deemed to be
ahaza¡d.
Pipe Standards and Bedding RÊqUirérÌìêñtS:
1. Pipe Standards
a. All wastewater lines used in an OWTS shall be constructed of compatible p¡p€,
primer, bonding ãEetit, ãñd fittings.
b. Vvïere unperforated plastic pipe and fittings are used for gravity flow, the
mínimum wall thickness of the pipe shall conform to ASTM Stãtidãrd D 3034 Õi
equivafent or greater strêngth. Schedulé 40 piBê is prëf€ned'
c. Perbrated dishibution pipe surrounded by rock within a soil treåment area shall
have a minimum wallthickness and perforations conforming to ASTM StáRdârd
D 2729 or equivalent or greater strengln Co{lglted poþethyle-ne pipe with
smooth interior that meets AST[li F405 or ÁASHTO M252 specificaiions or
equivafenl maY be usêd.
d. schedule 40 or pipe of equívalent or greater strength shall be used for lhe
placemênt of piping undgi drivémãyg or roÍ¡dwÊ¡yg ând ln instãn'ces where sewer
fine setback distances are granted a variance for aliy rêäson.
e. Tife pipe, open-joint pipe, ánit cást aroñ Bipe must fIOt be used in an cllÂ/TS,
f. Pressure pipe must be rated for the intended use to accommodate pump
discharge Pressure.
47
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43,9 Ðesign Criteria - ComPonents
Z. Bedding: All system piping, excepl for distribution laterals with¡n the soil treatment area,
shail b; bedde¡ with seleci materiäl before final inspection by ths local public heãltli
agency. Select bedding material shallconsist of loose, granular material, free from
síon"í cbds, frozen soil, or ofher deleterious material. Selécf nigtèfîãl mãy OoñslsJ of on-
site job-excavated or imported material. Bedding material must be mechanically
compacted to suPPort PiPing.
Distr¡bution Box: A distribution box, if used, shall be of sufficient size to distribute effluent equally
to the lateral lines of a trench or absorption bed system. The box shall be constructed with the
inlet invert at least one ¡nch above the level of the outlet inverte. Flow equalizers or similar
devices shall be used to adjust the flow between lines. Access to the box shall be provided with a
manhole riser with access lid at or above grade if the top oÍ the box does not reach final grade.
Drop Box: ln sequential or serial distribution, e watertight box may be uqed to tansfer the
effiúent to the bll'Owing trench when the effluent in a trench has received the designed level for
overflow to the next trench. A drop box shall have a riser at or above final grade, if the top of the
drop box does not reach final grade. Outlet lines in seguential distribution shall be designed and
installed so that they may be capped off for resting periods.
Step-down/Relief Line: ln sequential or serial distribution, an unperforated pipe may be used to
üarisfer the effluent to the following trench when the effluent in a trench has received the
designed level for overflow from that trench.
Wastewâhr Pumping and Dosing Siphon Systems
Pumps
a.Non{log pump opening shall have at least two-inch diameter solitfs handling
capacity wlrere raw wastewater is pumped. A pump opening shall notiave more
thàn U4-inch diameter solids handling capacity if previously settled effluent is
pumped.
Pumps must be certified to the applicable UL or CSA electrical safety standard,
bear the seal of approval of CEA, UL or an equivalent testing program and be
conslructed of corrosion resistant materials.
Grinder pumps must also be certified to NSF/ANSI Standard 46 and bear the
seal of approval of the NSF or equivalent testing and certification progrem.
2.Floats and Switches
a. Automatic liquid level controls must be provided to start and shut off pumps at a
ftequency or level specified ¡n the design-
Floats must be mounted on a stem sêparate from the pump discharge piping to
allow for removal, adjustment, and replacement of he float without removing the
pump.
Float switches must be certified to the applicable UL or GSA electrical safety
standard, bear the seal of approval of CSA, UL or an equ¡valent certification
program and be constructed of conosion resistant materials'
F
G
H.
b.
c.
b.
c.
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43.9 Design Criteria - ComPonents
3,Location of Pump or SìPhon
a. A pump may be, or a siphon shall be, installed in a separate tank following the
septic tank and be of sufficient volume to allow pump or siphon cycling
commensurate with the design capacity. The use of a three-compartment septic
tank, sized to provide effective volume iñ tñê fiÍSt two ¿þmpartments wth the
pump in the third compartnent, is acceptable.
The second compartment of the septic tank shall not be used es the pump tank
unless it can be demonstrated to the satisfaction of the locâl publ¡ê health €¡gency
that the minimum 48-hour detention time will not be decreased and the pump is
screened or provided with an approved filtering device to essure that only liquid
effluent will be discharged.
Pump or Siphon Discharge PiPing
a. The discharge line from the pumping or siphon chamber shall be protected from
freezing by burying the pipe below frost level or sloping the pipe to allow ¡t to be
selfdraining. Drainage shall be provided through the bottom of the pump or
through a weep hole located in the discharge line prior to exiting the tank.
b. The pump discharge piping shall have a quick disconnect that is accessibfe
within the riser to allow for easy pump aecess and removal.
c. The pipe shall be sized to mainta¡n a velocity of two or more feet per second.
Automatic air/vacuum release valves shall be installed at high points in the
pressure line \¡vhere necessary to prevent air or vacuum locking and allow self
draining of the lines.
b.
4.
5. Access
6. Splice Bóx
d
a.
b.
The pump or dosing system tank, chamber, or comparbnent shall have a
m¡nimum 24-inch d¡ameter access riser, made of conosion-res¡stant material,
extending to or above ground level.
The access riser must have a watertight connection to the pump or dosing
chamþerlcompartment to prevent infiltration or exfilÙation.
a.
b
Splice boxes shall be located outside the pump system acsess riser and be
accessible ftom the ground surface.
No wire splices shall be made inside the tank, dosing chamber or riser. Wire
splicing shall be completed with conosion-resistent, watertight connectors.
7. Controls
a. The pump system shall have an audible and visualalarm notification in the event
an excessively high water condition occurs,
b. The pump shall be connected to a control breaker separate from the high water
alarm breaker and from any other control system circuits.
49
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54 0i 80 peè-rãæ,io Û0 00c Fee 0 00 GAFFIELD CoUl¡fY CO 43J0 Desþn Criteria- SoilTreatment Area
c. The pump system shâllhãvê ã switeh s0 the pump can be manually operaled.
d. The pump system for pressure dosing and higher lerrel treatment systems shall
have a mechanism for tracking either lhe aräOunt öf fime the purTïp runs or the
number of cycles the pump operãtés.
e. Controlpanels shafl be UL listed.
l, Effluent Screens
Effluent screens shall be insÞlled in all septic tanks in new installations and repairs
where the septic lank ís rePlaced.
lf a pump or dosing siphon is used to remove septic tank effluent from the final
conìpartinent of thè septic tank, an effluent screen must be provided prior to the pump or
siphôn inlet. A pump vault equipped with a filter cartridge may be considered equivalent
to an effluent screen preceding the pump.
The effiuent screen shall be cleaned at manufacturer-recommended intervals, or more
often, if use patterns ind¡cate.
An alarm may be installed on an effluent screen indicating need for maintenance.
43.{0
Grease lnterceptor Tanks
1. All commercial food servicæ tacilities and other facilities generating fats, oils and greases
in their waste must install a grease interceptor tank-
2. Grease ¡nlerceptor tenks shall treat only those portions of the total wastewater flow in
which grease and oils are generated.
De$¡qn Criteria- Soil TratmenLArea
The size and design of the soil treatment area shall be based on the results of the site and soil
evaluation, desigricriteria, and construction standards for the proposed site and OWTS selected'
At proposed soil treatment area locations where any of the following conditions are present, the
sy"tem shall be designed by a professional engineer and approved by the local public health
agency:
1. The soil classifications are Types O, 34, 4, 44, and 5 and Treatment Levels TL2, TL2N,
TL3, ând TL3N as specified in Table 10-1 of this regulation;
Z. The maximum seasonal level of the ground water surface is less than four feet below the
bottom of the proposed absorption system:
g. A restrictive layer exists less than four feet belOw the bottom of the proposed absorption
system;
4. The ground slope is in excess of thirty percent; or
A-
5 Pressure distributisn is used
1
2.
3
4
J
B.
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43.10 Design Criteria- Soil Treatment Area
C, Calculation oi infittrative Surface of Soil Treatment Area
1. The infiltrative surface of a trench or bed receiving any treatment level of effluent is only
the bottom area. No sidewall credit is allowed except in deep gravettréñelies âñd
sêepage pits that are permiss¡blê in rEpã¡nt'
2. Long-term acceptance rates (LTARS) ãré Shown iñ Tãblê lt-1'
3. Factors for adjustlng the size of thé soil fiçãmêff ãrêã äre ¡n Tãblës 10-2 and 1Û-3.
4. The required area for a $o¡l tréátméñt ãreã is detërmined by the following formula:
Soil Treatment Area ¡n $gu:¡re feet required = Design Flow lin gallons per day)
LTAR (in gallons per day peisquãrê foÕt)
Adjusted Soil Treatment Area = Required Soil Treatment Area x Size Adjustment
Facto(s).
size adjusfmènt factors for läéñods of ãpplicâtioñ ãrc iR Tãble 10-2.
Size adiustment factors for types of storage/di$tribution media are in Table 10-3.
A required soil treatment area receiv¡ng TL1 effluent may be fnultiplied by one
size adjustment factor ftom Tãble |g-z,Tãblø f 0-3, 0rı0tñ"
A soil treatment area receiving TL2, TL2N, TL3, or TL3N effluent must be
preseure dosed. The dishibution media in Table 10-3 may be used for
distribution of higher leveltreatment sy$tem effluent, but an additional reduction
factor from Table l0-3 shail not be used.
a,
b.
c.
d.
ê
51
43.10 Design Criteria- Soil TreatmentAreaTable 10-1 SoilTreetn¡ent AreaSo¡lPercolation Rate and Tre¡tnrent LevelNOTE: Shaded areas rsquire gydam design by ã professíonalengineer^1 Treetmenl þvels are defined in Table 6-3.2 Uolined sand fì[ers ¡n these soil types shall provid€ palhogen rËmoval. Design shall conôrm b sadiori 11 .C.2.c, Unlin€d Sånd Filterslong-term acceptånco ¡ãtå can be suþstantiated.to-IoÞ¡t:s$ß -<:o _=PNÊL;:ã =ie'*çÉ'se#ss*+:=-F8fi=:'- ¡ -i¡: iEoF --z8l+oE r¡lËFtI-t È--cF*=-_;=I=0.800,80û-¡00.t00¿00.t5l.¡lO1.00Trcatî€ntl¡vol 3il"0.200.15;0&0.600.ı00.30ïreatmsritl¡vel 3lf .401.00ûæ0¡00.161.280.900.700,500;,10Level ZtltTreetment0.rs1.250.e00.700.600.{00.300.æL¡vet 2rTßafnentf[ninum 2-lool drsp unlkr¡d ¡¡¡rd fiü¡r oquind¡0.350.zttûr50.t0lilnlmun3'f@tdoapunllncd¡¡nd fttcrruquhod0.800.600.500.æl,-ong-tÊnn Acceptance R¡þ {LTAR};GalloË per day per rquaru footT.rretmontLsvel ll91-tãt721+5-'t 51ô252È4041€08t-7ı7t40Percol{bnRat8 (nPD<5tüurhtr1,2,31(weak)Massivê2,3Ittlndrre3USDA SollStructri¡e-Gråds0 (S¡rEþGråln)02 (Moderate)3 (Strong)PsvPR, BK,GR0 (non€)GRPR, BK,PR,8rçOR0PR, BKORPR,S(cñ0USD So¡lStructur€-ShapoPR(Prbmât¡c)BK(Blocky)GR(Granular)gmdychy, Cby, slltychtlsûtgty, Clry, $ryCNygolllypt2-lSandy Loam, Loam, SittLoamSandy Clay Loem, ClâyLoam, Silty Glay Loarnchv3lrvtilt¡r,ClryChy LÞrîtS.r yl-otn,USDA 3ô¡l T€xturBSoll Typo I wllh:mor!It¡n 3ã% Rod( (>2trnt);SollTypæ 2ı wlth monthü5090Rod( Þ2mn)Sand, Loamy SandSendy Loem, Loãm, SiltLoãmt2Aâ3Aa¡fASoil Typo, Terh¡l9, Structurc and Psrcolâtlon me Reng€SoilType01252
4
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43.10 Design Criteria- SoilTreatment Arêa
D Allowable Soil lreatment Area Reduclions and lncreases:
1. The soiltreatment area size determined by dividing the design llow nate by the long-term
acceptance rate may be ãdjùStérl by fâetors fÕr mêthod of featment, soil treatment area
design, and type of dígtrîbution mêd¡à.
2. For the purposè of the table, a 'baseline system,' le. adjustment factor of 1.00, is
consideied to þe Treatment Level I (TL1) apptied by gravity to ã Enavêl-fi¡l€d trénch.
3. The maximum reduction from all çombined reductions including highêr level treatment
shaff be no greater than 50 peicéñt of tñe bäselln€ systern requircd for a soil treatment
area.
4, Reduclions for use of üre higher level treatment categories listed in Table 10-1 shall only
apply provided the system is inspected and maintained as specified in the requirements
of section 14.D., Permitting and Oversight of Maintenance for Soil Treatment Area
Reductions and Vertical and Horizontal Separátion Distance Reductions Based on Use of
Higher Level Treatment.
Table 10-2 SEe Factorc for tlethods of in Soil Trgatment Areas
Effluent
Table l0-3 Size Adluefrnent Factofs for of Dlstribution Media in Soll Treatment Areas
E.Design of Distribution Systems
1 General
a. The infillrätive surface ând distribution lines must be level.
53
Method of Effluent Applicatlon from Treatment Unit
Preceding Soil lreatment Area
Pres¡ure DosedGravityDosed {Siphon or
Pump)
Type of Soil
lreatmentArea
0.81.0 0.9Trench
1.0L.2 7.LBcd
Typc óf storage/D¡str¡bution Media Used in So¡lTreatment Area
Manufactured Media
Other Than Chambers
ChambercRock or Tire Chiæ
Type of Soll Treatment
Ar€a
o.7r..0 0.9Trench or 8ed
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b.
c.
43.10 Design Criterh- SoilTreatrnent Area
The infJltrative surface must be no deeper than four feet unless ãdêguãte
treaünent at a deeper level can be demonstrated and is approved þy the local
public health agêriby. Thê déptñ will bE measurêd on the downslope sids of the
trench or bed.
Trenches must follow the ground surface æntours so variations in ¡nf¡ttrative
surface depth are minimized. BêdE läUSt bé Õrlêntéd ãlÕñg Öontours to the
dsgree possible.
Pipe for gravíU distribution must be no less than three inches in diameter.
A final cover of soil suitable for vegetation at least ten inches deep must be
placed from the top of the geotextile or similar pervious malerial in a rock and
þipe system, chamber, or manufactured media up to the final surface grade of
the soil treatment area.
Following construction, the ground surf;ace must be graded to divert stormwater
runoff or other outside water from the soil treâtmênt area' The area must be
protected against erosion. SubsurfaCe drains upslope of the soil treatment âieA
may be installed to divert subsurface flow around the area.
Backfllling and compaction of soil trëatment areas shall be accomplished in a
manner that does not impair the intended function and performance of the
storage/distribution media and soil and distribution laterals, allows for the
estaþlishment of vegetative cover, minimizes settlement and maintain$ proper
drâiRage.
d.
e.
(¡,
2. Distribution Lines
a.
b.
c.
d.
Distribution between lines in a soil treatment âfêa must be as èven as poss¡ble.
Uneven settling of portions of the distribution system following construction must
be addressed by provisions in the design to adjust flows between lines.
Distribution lines longer üran 100 feet may be pressure dosed oithe epplication
of the effluent shall be at the center of the line. These systems must be designed
by an engineer.
the end of a distribution pipe must be capped, unless it is in a bed or trenches in
a level soil treâtment area, where the ends of the lines may be looped.
lnspection Ports
(1) An inspection port accessible from ground surface must be installed at
the terminal end of each line. The bottom of the inspection port tube
must extend to the infiltrative surface and not be connected to the end of
the distribution pipe. lnspection ports in chambers mey be installed
according to manufacturels insfuctions if the infiltrative surÍace is visible
or can be measured from the inspectisn port.
Additional inspection ports connected to distribution pipes may be
¡nstalled.
An inspection port shall be installed at thê initial end of each line.
(2\
(3)
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coL'|try c0 43.10 Design Griteri+- SoilTreatment Area
The top of inspection ports may be below the final grqdeo! the 9u.rta9e if
each has a cover at the surface such as a valve box for á lãwri ¡r-figãtion
eystem.
The separating distance between parallel dishibution lines in an
absorption bed must not exceed six feot and a distribution line must be
located within three feet of each sidewall and endwall of the absorption
bed.
(4)
e. Trenches
(1) Trenches must trê fliréê feêtwidë or lëö8,
(21 The separating distanoe between trenches must be a minimum of six
feet sidewal l-to-sidewa I l.
Perforated distribution pipe used in a trench must be as close to the
center of the trench as Possible.
(4)Perforations must be oriented downward unless pressure distribution is
used and provision for pipe drã¡ñagc is ¡ncluded.
f. Beds
Maximum width for a bed must be 12 feet, unless the bed receives
effluent meeting Treatment L6v6l2 gùalify or öêtrer.
The separating d¡stancs between beds must be a minimum of six feet
sidewall-to-sidewall.
(3)
(1)
(2\
(3)
Serial and Sequential Distribution:
(1) A serial or sequential distribution system may be used where the ground
slope does not allow for suitable installation of a single level soil
treatment area unless a distribution box or dosing chamber is used.
The horizontal distance from the side of the absorption system to the
surfae,e of the ground on a slope must be adequate to prevent lateral
flow and surfacing.
Adjacent trenches or beds must be connected w¡th a stepdonn/relief line
or a drop box arrangement such that each trench fills with effluent to the
top of the gravel or chamber outlet before flowing to succeeding
treatment âreas.
3. Storage/Distribution Media
a. Rock and Pipe
(1) The piæ must be sunounded by clean, graded gravel, rock, or olher
materialof equalefftciency which may range in size from 1/2 inch to 2
1/2 inches. At least six inches of gravel, rock or other material must be
placed below lhe pipe. The gravel, rock or other material must fill the
trench around the pipe and at least two inches aþove the lop of the
distribution PÍPe.
s.
(z',)
(3)
55
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b.
c.
e"
(2)
Tire Chips
(1) The pipe may be sunounded with clean, uniformly-sized tire chips.
(2) Tire chips must be nominally two inches in size and may range lrom 112
inch to a maximum of four inches in any one direction.
The top of the placed gravelor such material used must be covered with
non-wòven permeable geotextile meeting a maximum thickness rating of
2.0 ounces per square yard or equivalent pervious material' An
impervious covering must not be used.
d.
(3)Wire strands must not protrude from the tire chips more than 0.75
inches.
(4) Tire chips must be free from balls of wiro and fine particles less than two
mm acrogs.
(5) The top of the tire chips used must be covered with non-woven
permeable geotextile meeting a maximum thickness rating of 2.0 ounces
per square yard or eguivalent pervious materiel. An impervious covering
must not be used.
Chambers
(1) Chambers must be installed with the base on the infiltrative surface.
(21 lnstallation must be according to manufacturels instructions.
(3) Effluent may be distributed by gravity or pressure dosing-
Manufactured Media
(1) Manufactured media must be installed with the bese on the infiltrative
surface.
(2t lnstallat¡on must be according to manuf¡acturefs instructions'
(3) Effluent may be applied by pressure distribution only if the manufacturer
specifies suitability of the product for that use.
Pressure Distribution
(1) Design of pressure distribution systems must include:
(¡) Dose size and frequency for flows and soil or media long-term
acceptâncë rate;
(ii) Pipo diameter and strength requirements,
(¡¡i) Orifice size and sPacing; and
(iv) Distal pressure head,
(2) Cleanouts must be installed at the end of each line'
56
?igä,ffif'-år,fr,$'i$1':l',11:i:i:::::'""43.1A Desþn Criteria- SoilTreatment Area
f. Driplines
(1) The infiltrative surface area must be calculated using the long-term
acceptance rate for the site or a more conservative value if
rêcommended bY the manufacturer.
(2) Driplines must be installed on manufiactureis spacing recommendations.
(3) Drainback must Þe provided for all drip lines, pipes and pumps'
(4) Provisions must be made to minimize freezing in the d¡stribution lines,
driplines, relief valves, and control systems.
(5) Provisions must be made for backflushing or olher cleaning.
F. Alternating and Sequencing Zone Systems
1. Alternating Systems
a. An alternat¡ng system must hâve lwo zones that must he alternated on an annual
or more frequent basis.
b. Each section must be a minimum of 50 percent of the total soil treatment area.
Size adjustrrent factors for methods of effluent applicâtiOn or type of distribution
media shall not be allowed.
c. A diversion valve or other appmved diversion mechanism may be instalþd on the
septic tank effluent line allowing soil treatment area sections to be alternâted. ,
d. The diversion mechanism must be readily accessible from the finished grade,
2. Sequencing Zone SYstems
a. Sequencing zone systems have more than two soil treatment area sections that
are dosed on a frequent rotating bâsis.
b. Wrere soil conditions are similar between the sections, each section area shall
be thê same size. lf soil conditions are such that long-term acceptance rates are
different, each section may be sized for the same dose, Þut different long-term
acceptance rates.
c. An automatic distr¡bution valve must be used.
d. Dosing of each system must be evaluated by the design engineer based on
projected daily flow rates, number of zones, and soíl types.
G, Dosing: Dosing may be used for soil treatment area distribution. The dose must be sized to
ae¡ount for the daily flow and the dosing frequency-
H, Soil replacement must be perm¡ttect to bring the so¡lwithin the requirernents of suitable soil.
Added soil must meet the specifications of sand filter media, as specified in section
43,11.C.2.a.(1). All addêd soil must be completely settled prior to installation of components as
specified and approved by the design engineer. The loading rate for oand filters must be ueed.
Pressure distribution must be used.
57
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43.10 Design Criteria- Soil Treatment Area
2.
3.
Repairs
1.When space is not available or if there are other site limitations thet preclude other soil
treatment area options for OWTS repairs, wide beds, deep gravel trenches, and seepage
pits may be c6Rsidered for repairs only. Other options are vaults or higher level
treatment systems, if the local board of health permits them'
Wide Beds: For repairs, beds may be wider than 12 feet without being required to
receive eflluênt meetiñg Treetment Level 2 quality or better-
Deep Gravel Trenches
a. The length of an absorpt¡on trench or bêd may be calculated by allowance for the
sidewaliarea of additional depth of gravel in excess of six inches below the
bottom of the distribution pipe according to the following furmula:
Adjusted Length = L x -lWI-w+1+2D)
Whêre:
L = length of trench pr¡or to adjustment for deep gravel
W = width of trench or þed in feet
D = additional depth in fêet of gravel in excess of the minimum required six
inches of gravel below the dist¡bution pipe
Maximum allowable additional depth is ñve feet.
Percolation tests and soil profile hole or soil profile excavation test pit evaluations
must be performed at the proposed infiltrative surface depth.
The reduction in field size area with the use of chambers must not be applied to
deep gravel systems,
4. Seepage Pits
â. For repairs, potential for risk to public health and water quali$ may be evaluated
by the tocal public health agency. lf risk is low in the determination of the local
pirOtic neantr asiency, â seepage pit without higher leveltreatment may be used.
b. lf the risks are not low, higher level treatment of at least TL2 must þe attained
pfior to discharge to these systems for final disposal,
c. A seepage pit shall consist of a buried vertical cylinder with holes in the wall.
(1) Pits must be provided with both vertical sidewall and top supporting
slructural concrête or other material of èqual structural integr¡ty.
The excavation must be larger than the cylinder by at least 12 inches on
each side.
(3)The over-exçavated volume must be filled w¡th rock ranging in size from
1/2 inch to 2 1n inches.
b.
c.
d.
(21
58
'iH#å#&WH:'Hl'"T-Hi::'j-:::,Ïill|
(5)
(4)
(6)
Design Criteria - Higher LevelTreatment Systems
The capacity of the pit must be computed on the basis of long-tefm
acceptånceiates determined for each stratum peRetratêd. The weíghted
average of the results must be used to obtain a design figure.
Soil strata in which the percolation ís slower than 30 minutes per inch
must not be used for absorption or seepage' These strate must not be
included in the weighted average to determine the long'term acceptance
rate.
The infiltrative surfiace of the pit is the vertical wall area (based on dug
perimeter) of lhe pervious strata below the inlet plus the bottom area
inside the vert¡cal cYlinder.
d
5. Vaults
é.
e.
Pits must be separated by a distance equal to three times the greatest lateral
dimension of the largest pit. For pits over 20 feet in depth, the minimum space
between pits must be 20 feet.
The construction of new seepage pits for he treatment and dispersal of on-site
wastewater on new sites is prohibited unless:
(1) The seepage pit is designed by a professional engine€r; ând
l2l The design includes higher level treatment of at least ÏL2'
The allowable use of vaults for repairs in a local jurisdiction is determined by the
locâl board of health.
43.'11
A.
b. Criteria for vaults are in section l2-D- of this rogulat¡on.
6. Higher Level Treatment OPtions
a. Reduction in required soiltreatment area for repairs is possible with higher level
treatment.
b. Design criteria for higher level treatment systems are in section 11.
Ileslon Gr¡torle - H¡qhcr Leve¡ Tteatqnênt Svstpmt
General
1. Higher level treatrnent systems must be dêgigned by a profesSional engineer.
2. Higher levellreatment systems may be public domain technology systems or proprietary
sYstems.
a. Public domain technology systems must be designed, installed and maintained
according to eetablished criteria and additional criteria established by the local
public treafin egency. When design criteria are not specifically provided in this
iegulation, tneór¡teria used in the desigñ must be from a reference commonly
usãd as an industry standard and the criteria must be cited in the design.
59
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