HomeMy WebLinkAboutAs-BuiltE
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FG: 71.62
ELECTRICALANDCONTROLNOTE5:
4 ss�s
1. INSTALLED AN ORENCO MODEL SIETMCT, SIMPLEX CONTROL PANEL, i10
VOLT ELECTRICAL SERVICE TO CONTROL PANEL FROM BUILDING CIRCUIT _
BREAKER W/ 2 DEDICATED 20 AMP CIRCUITS WITH 12-GAUGE, 12-2 WIRES WI
GROUND FOR PUMP AND CONTROL POWER INSTALLED IN CONDUIT TO FG: 7L39
CONTROL PANEL. ` �s
2. ELECTRICIAN SET CONTROL PANEL &CONNECTED PUMP AND CONTROL �
ELECTRICAL SUPPLY WIRES TO REDUNDANT CIRCUIT BREAKERS IN CONTROL
PANEL.
3. ELECTRICIAN INSTALLED 12-2 WIRE W/ GROUND FOR PUMP POWER AND `$
14-5, DIRECT BURY E BOX MOUNTEDCABLE FOR ATS, IN CONDUIT(S) FROM ONDOSING TANK ACCESS PANEL 1
TO EXTERNAL 5
SO PROFILE `
SERVICE PROVIDER SECURELY CONNECT1 2024
4. QUALIFIED 5E CONNECTED INSTALLED WIRES P ( ] --_
FROM CONTROL PANEL IN THE EXTERNAL SPLICE BOX TO THE RESPECTIVE !
ti PUMP AND FLOAT WIRES IN DOSING TANK WITH SILICON WIRE NUTS.
FG:69.S8 - - - -
t
I � o FFE:75.00 f
--
1
4" INSPECTION PORT W/ CAP I -------
INSTALLED ` 1 (TYP. EACH CHAMBER ROW END CAP) 1 1 '., rj ALL CHAMBERS - ROWS
- _ -
INSTALLED END CAPS AT END OF A
INSTALLED 1.5" FLUSH BALL VALVE ON DISTAL END OF EACH'
l j DISTRIBUTION LATERAL HOUSED IN 10" VALVE BOX 1 , a �^ INSTALLED 4" 2-WAY CLEANOUT
1 (TYP. END EA. ROW) . 45" BEND ...
II PORT WITH THREAD CAP 1" ABOVE
4 SCHb-QO PIE2OMETER INSPECTION • � _ -- -_
{ I FINISH GRADE EXTENDED VERTICALLY THROUGH THE INFILTRATIVE SURFACE
�� INSTALLED ORENCO 51 PUMP CONTROL PANEL
{ TOTHE BOTTOM OF SAND LAYER. (TYP. EACH CORNER OFTHE BED] `� o P k SO PROF LE tO 6X6 POST MOUNTED W/ J-BOX
PIT (11 1 -�} A
1 t tire, i ° �•. t ` EXTERNAL SPLICE BOX INSTALLED WITH 296
ELECTRICAL/CONTROL WIRES FROM BE ED&_BACKFILLEOW/CL-6 ABC
l I ` 1 l I I 1 I 1 1 4 I t c1 ` 1 ❑ - - CONTROL PANEL LOCATION OF FUTURE 4" PVC GRAVITY SEWER - - - -- - ---
' PIPE CONNECTION TO FUTURE DWELLING
TREATMENT LEVEL 3 PRESSURE DOSED SAND FILTER ABSORPTION/TREATMENT BED j62 �c r
f INSTALLED 45 QUICK-4 PLUS CHAMBERS IN 3 ROWS IN A SINGLE (62.5' BY 12) BED INSTALL
`�� 1
{ y CHAMBERS PER ROW FOR USE A5 SPRAY SHIELDS OVER THE 750 5.F SAND 1 4 ss�s y'� 1 ED
WITH INSTALLED
UNDERGROUND ELECTRICAL WIRES 557z
FTC IN CONDUIT FROM BUILDING ELECTRIC
{ FILTER BED ABSORPTION AREA. THE SYSTEM WAS PLUMBED FOR EQUAL PRESSURE 22• BEND - SERVICE TO REMOTE CONTROL PANEL
DISTRIBUTION. THE SAND, DISTRIBUTION LATERALS & CHAMBERS
RS WERE INSTALLED THE BED 1 �$ QIL PROFILE 5c - ---
ON }INSTALLED 4" 2-WAY CLEANOUT
T 5 (11-12-24) J INSTALLED 4" INLET SAN T
` CIRCUMFERENCE WITH INSTALLED PERIMETER RETAINING BERM ALONG DOWNGRADIENT sip f - INSTALLED 15d0-GALLON PLASTIC SEPTIC TANK
1 r " .,
NATIVE SOIL MATERIAL TO CONTAIN THE 24-INCH ASTM-30 FILTER SAND LAYER GRADE \ ` h � J (INFILTRATOR IM-1530 SEPTIC TANK] INSTALLED ITH (2] 24" DIA. BY
W
l 6`' 36" DEEP PLASTIC RISERS W/ LIDS AT THE SURFACE.
>ti INSTALLED 1 1/2" PVC SCHD-40 CUSTOM PERFORATED DISTRIBUTION LATERALS W/ ` �` � ' � j �'
t l . ORIFICES ORIENTED UPWARD ` y 1 INSTALLED 4" ORENCO EFFLUENT FILTER OUTLET SAN T
5J32-INCH DIA. ORIFICES EVERY 2.5-FEET ALONG PIPE
BETWEEN FIRST & THAT ARE ORIENTED DOWNWARD WITH SPRAY SHEILDS IN PLACE h y STAN r
4y 12 Or' i JI' INFILTRATOR IM SINGLE COMPARTMENT EFFLUENT D15TANC
INSTALLED 540 GALLON IN ID AT THE SURFACE. TO WELL
EXCAVATED BED FROM 12" TO MAXIMUM 48" BELOW EXISTING GRADES. MINIMUM t�s 65 1 \ / DOSING TANK W/ 24" DIA. BY 36" DEEP PLASTIC RISER W/ L
24-INCHES OF FILTER SAND WAS PLACED OVER SCARIFIED NATIVE SOIL. TOP OF LEVEL SAND .. \s�.��.., , f INSTALLED ORENCO BkOTUBE SIMPLEX EFFLUENT RUMP ASSEMBLY.
j LAYER ACROSS ENTIRE BED AT APPROXIMATE ELEVATION 6562. THE CHAMBERS WERE \` � \ / / (PVU57-1819-L) W/P300511 PUMP), W/ 1.5" DISCHARGE ASSEMBLY.
THE TOP OF THE SAND LAYER, COVERED WITH FILTER FABRIC, BACKFILLED WITH.-. \ t J \ /
PLACED OVER
A MIN OF 12" OF NATIVE SOIL MOUNDED A APPROX 3" ABOVE EXISTING ADJACENT GRADE. \ \\ ti \ r / 1.5" SCHD-40 TRANSPORT PIPE RA NA MIN. DEPTH OF BURY.
\ \� INSTALLED AT MIN_. 2.596 FOR DRAINAGE TO MANIFOLD PIPE
l } 1 f I 1.5" PVC MANIFOLD WITH CONNECTION FITTINGS TO EACH
PERFORATED DISTRIBUTION LATERAL
'1 \ : r f ~ ~ z
\ . % / GRAPHIC SCALE
� 1 I �1 1 � 1 l � I 1 �1 '','� � � ` 1 ,. •� `� spa, �� ,� �� � � �ti�
zo n to zo ao sa
�INFEET
)
Iinch = 20 ft.
OFES' AS- PUAr
SEED AND MULCH FINISH 5URFACE
CROWN FIELD TRENCH TO MAINTAIN SUITABLE VEGETATIVE COVER 1- CONNECT 1.25" TRANSPORT LINE
DIVERT SURFACE WATER
TOPSOIL 1.5" SCHD-40 PVC
EXISTING GRADE DISTRIBUTION MANIFOLD
12" _ $rr
TYP.} MIN. MAX.
0.5' (
1.0'(TYP.) 24"
UNDISTURBED EARTH
SCREENED BACKFILL 1.5" CUSTUME PERFORATED
NATIVE SOIL 2411 PRESSURE PIPE WITH
1.5" TEE CONNECTION ORIFICES AT 12 O'CLOCK
{ SECURED PIPE WITH PUSH
I
INSTA .PLES
L /� CONCRETE SAND-ASTM-33
QUICK-4 INFILTRATOR /' •�:... ! �` ...:'-� ..�: .,r / +.
SPRAY SHIELDS I
PRESSURE DISTRIBUTION PIPE 12'-MIN,
CONNECTED THROUGH END CAP NOTE: NATIVE GRAVELLY SILT LOAM
SOIL WITH COBBLES
TO CUSTOM PERFORATED
THE INTERMITTENT SAND FILTER BED MUST BE LEVEL. INSTALL CHAMBERS WITH INLETAND
DISTRIBUTION LATERAL PIPE END CAPS OVER SAND LAYERT FOR USE AS SPRAY SHEILDS. !INSTALL INDIVIDUAL
SCARlFIED%TILL BOTTOM SURFACE DISTRIBUTION LATERALS TO THE HEAD OF EACH CHAMBER ROW FROM A MAINIFQLD
CONNECTING EACH CHAMBER ROW. CUSTOM PERFORATED PIPE TO BE LAID ON TOP OF
THE SAND LAYER WITH ORIFICES ORIENTED UPWARD EXCEPTTHE FIR5TAND LAST ORIFICES
TO BE ORIENTED DOWNWARD. INSTALL A 4" VERTICAL INSPECTION RISER FROM THE
MOLDED CUT OUT ON THE LAST CHAMBER IN EACH ROW. INSTALL A BALL VALVE AT THE
END OF THE DISTRIBUTION LINE ACCESSIBLE FROM THE INSPECTION PORT TO ALLOW
FLUSHING OF THE LINE. THE VALVE IS CLOSED FOR NORMAL OPERATION.
PRESSURE DOSED SAND FILTER SYSTEM
WITH CHAM13ER SPRAY SIDS ELEVATION DETAEL- SCALE 1
1530 Gallon - ZCP
lntUtmtor@ Poly Tank
IIR t8ii,71kT
:y • LILT ��r-�.!i Ili i!iiili i!i iiiY�o! Iii i!i Ili l;--��liiil
T� VlYM
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T- -, � �o 1"
1M v M 1111111MOW
• Cv plim rRh GSA and 1APUe W.dard. tJr1�IM1�l!
• of IMmll rld. -hale F"M%l
. W. - Lesko depth 1. 49' L�Vew
r kl+.irhurw 6u.idl depth 4 5'
• Tahk 19 not rot•d for vehlirwm [r Mf
17 on
ixlerlu of m hN. - 11.n the
tdm.ing w hg[-DANGEI! DO NOT
DNit:R: POISON (;ASE5
I NF I LTRRTO R'
IIq-tlp[�tIC.
D1gglnq spec. M.ar1 DI-.1- Net ert Werkk.q Cap.rltx
weight !.t Ce p. Zn• Cemp. Lehi
16' Lenq • 7' XFde Inlet Duilel Langth WAM Haight
43, h.Iew Inlet 47 44• 173.6- 54.8' MT W. 19 qd SCy qal 1509 g.1
F V�ALLEY� 7104105 M
E7 C Si�a ,xim Vftbaft www.vB1sypnX6K4 M
Boom v%*86 CellaerWo ram:
IM' M WillrokwO Poly Tank -1 CP
11111m44;.,CIIIIII14M wM H%h Hmd Pump
Erid
view
rn++aus
t�pfrta a,l�i
Mr=
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vkrw
rfwcxr . adtrtwaa
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.row
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Mid-Hefgh�r,,•
t��Seam
VWYV[ t
C76
• QE9GN NOTES
- Howe'
} Comptlant with CSA and IAPMp
Stonduras
. Qelirered complete with iltemal
piping
• Cant'v panel to b4 rho,-t•d In
eight Irne of tank
all
• Ma.imum burial death Is 48"
• • 41i""", burkY depth Is 5"
• Tank ill hERat fated ror yphkular
traffic loony
--
+ £xterlor of mmhol. corer rndud•.
-
the following Morning: "DANCER DID
NUT ENT: POISON GASES
rA� 7111/r�[i�gltllofN�fRT
•SeMYIn OM�da aa+sllsblY br ll�Itr7t116N.•
019prn9 Spegt Ir.ygl prmensdana Hot YPolgl+t
Copatlty
G' t.anq . a' v6ee In r.t Outlet L.ngen vtloeh rleignt IHFI LTRATOR'
47" helae inlet uv.ert 4r 48"u et- 64.9- 61.7- 7R-6- 552 gall- 389 lbe .
Phom
VALLEY rs
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❑ PRECIASTtImo. 114.beft www.va1vAxvawtcam
�,_ BQataa Plata, Colorado Emd:
f 6" M
�i IN.
6" MIN.
4" MIN
TO 1.25" PRESSURE MANIFOLD. TRANSPORT PIPE INVERT MIN,
2" HIGHER THAN INVERT OF MANIFOLD TEE CONNECTION. USE
45.OR 22.5" FITTINGS.
1,25" SCHD-40 PVC PRESSURE MANIFOLD W/ INDIVIDUAL
1.25" TEES OR ELBOWS TO 1.25" CUSTOM PERFORATED
DISTRIBUTION PIPE
z--- CHAMBER END CAP
NATIVE, YARD OR
LANDSCAPED SURFACE
EXCAVATED MATERIAL
COMPACTED TO 90%
STANDARD PROCTOR
SUITABLE BACKFILL OR
CLASS 6 ROAD BASE
COMPACTED SUBGRADE
TRENCH CROSS --SECTION FOR
SDR-35.26 OR SCHD-40 PIPES
JAMMARON EFFLUENT DISCHARGE TO SAND FILTER BED
CYCLE, VOLUME & PUMP FLOAT SETTINGS DOSING CALLS
TOTAL VOL 1.5" TRANSPORT PIPE
1.7
GAL
SUM TOTAL PIPE/DRAINBACK VOL
0.S
GAL
VOL 1.511 MAINIFOLD PIPE
0.8
TOTAL VOL 1.5" DISTRIBUTION LATE RAILS
16.5
VOL TO DELIVER 2X DISTRIBUTION LATEF
310
GAL
TOTAL VOL All PIPES, + DR BACK
18.2
GAL
TOTAL VOL PER PUMP CYCLE (3X LAT VOL51.2
VOL 1-COMP 500 GAL TANK
522.0
gal
DOSING COMPARTMENT STAGE VOL
11.1
GAL/IN
ON/OFF FLOAT SPREAD SETTI NG
4.6
IN
MIN DESIGN PUMP DISCHARGE RATE
36
GPM
PUMP RUN TIME
1.4
MIN
MIN PUMP TIME TO DELIVER DOSE
0.9
MIN
PUMP TIME TO FILL PIPES
0.5
MIN
DEMAND DOSE FLOAT LEVEL SETTINGS IM 540 GAL Infiltrator TANK
BIOTUBE ASSEMBLY.(PVU57-1819-L) Top float tree @ 57" ttank 54.6
LL STAGE FROM TANK INVERT
LL DEPTH
FLOAT SETTINGS
FLOAT LEVEL SET FROM TOP TANK
from tank inv
From top float tree
FLOAT STAGE LEVEL SETTINGS
IN -UP
IN -DOWN
TOP OF BIO TUBE / TOP FLOAT TREE
57
HIGH LIQUID LEVEL INV IN
47
10.0
3RD FLOAT HL ALARM
44.0
13.0
2ND FLOAT PUMP ON
41.0
16.0
1 ST FLOAT OFF
36.4
20.6
TOP OF BIO TUBE FILTER
22
35.0
Pump !•Irctlon f., Pm H{.d 9yan .•.i.i...rcn��•.w���• •��n�r
Prn.emOghebvr
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GENERAL NOTES:
1. THE OWTS AS SHOWN ON THE PLAN AND THE DETAILS WERE DESIGNED BY SOPRIS ENGINEERING.
2. THE EXISTING LOT LOT TOPOGRAPHY BASED ON LIDAR AND SURVEY BY STARS TO STONE SURVEYING
TOPOGRAPHICAL SURVEY DATED, 02-27-21, SURVEY/PLAT INFORMATION SHOWN IS BASED ON ISP BY
SGM, INC., DATED 01-13-20
3. THE PROPOSED LOT CONDITIONS BY SOPRIS ENGINERING AND PROPOSED STRUCTURES BY POSS
ARCHITECTURE & PLANNING, PC.
4. PRIMARY OWNER NAME AND ADDRESS: Lyndsayand Garret Jammaron
4909 Highway 82
GlenwaodSprings, Colorado 91601
5. CONTACT: GarretJammaron, (970) 618-2635.
r""Garret Jammaron" <GarretJammaron@alpinebank.com>
6. SITE ADDRESS: TBD, DEER PARK COURT GLENWOOD SPRINGS, CO 81601
7. LEGAL SUMMARY: SUNLIGHT PARKWAY, REMAINDER PARCEL (35 AC), Quarter: 5E Section: 34
Township: 6 Range: 89 ATR IN THE S2 CONT. 42.086 AC. EXCEPT A TR OF LAND CONT..001 AC AS DESC
IN REC 566968, SUNLIGHT PARKWAY 15T AMD. NEW LEGAL DESC. IN REC. NUMBER 844796. EXCEPT A
TRACT OF LAN D CONT. 6.736 AC.+/- AS DESCRIBED (1 AC±)
8. Parcel Number 218534400021
9. COUNTY SEPTIC PERMIT #: SEPT-7879, ISSUED 11/04/2022
10. CONTRACTOR: DWIGHT HUGHES, CX2 TRUCKING LLC.
7AMARRON Design Calculations OWTS
The onsite wastewater treatment system (OWTS) was installed to serve a single family residence with
attached shop/garage. The residential structure had 5 bedrooms proposed with a design flaw based on a
total residential population of 8 persons. The residential facility OWTS capacity design was based on design
flow for a 5 bedroom single family residence. The primary structure with two bedrooms was constructed in
the first phase and a three bedroom dwelling addition will be constructed in the future off the east side of
the initial structure.
The design flaw treatment capacity was calculated as follows for a minimum equivalent 5-bedroom single
family residence.
From the Regulation 43 usage table
Minimum population based on 2 person per bedroom for the first 3 bedrooms = 6 persons and 1 person per
bedroom for each additional bedroom. 2 bedroom = 2 persons for a total of 8 persons. Gallons per day per
person =75 gal/person/day, No peaking factor
Max. Design flow (Qd)gallons/day = (# of people) x (avg. flow)gal/person/day.
Design flow Qd = 8*75=600 gpd
Septic / Dosing Tank Design:
The septic tank capacity required for a minimum 48 hour retention time is calculated as follows:
V = 600 gal/day * 2 = 1200 gallons. Installed a 1,500 gallon, two -compartment primary septic tank in series
with a 500 gallon, single -compartment septic/dosing tank with a bio-tube high head pump dosing assembly.
Tanks were installed with ribbed PVC or plastic risers and lids at the finish grade surface.
Sub Surface Conditions and Testine:
A subsurface soil investigation and site assessment was performed by Sopris Engineering in on April 14,
2022 in the original proposed OWTS field location up gradient northeast of the dwelling structure. A new
subsurface soil investigation and site assessment was performed by Sopris Engineering in on Novembe 12,
2024 in the vicinity of a proposed alternate preferred OWTS field location cross gradient west of the
shop/dwelling structure currently under construction. The soils in the proposed field envelope area were
sampled and characterized by application of the USDA visual/tactile soil texture method analysis. The
subsurface conditions were evaluated by excavation of two exploratory profile pits (4 & 5) in the new
location of the proposed OWTS field area. The soils below 6-inches of topsoil consist of dense sandy silt
loam soil with less than 5% scattered gravel or rock content to 5 feet below the surface grades.
Soils below 5 feet are increasingly rocky and are characterized as Type R1 soils with rock content greater
than 35% and less than 65%with SO% of the rock content size less than 3/4 inch. The rocky soils at depth
have an effective loading rate for of 0.8 Gal/S.F./day for a level 1 treatment system. Soils below 7 feet
become more resistive due to the presence of denser rock. Due to dense soils at depth and to provide
optimal treatment an intermittent sand filter was recommended to provide for a treatment level TL3 sand
filter system. No free water was encountered in excavations observed on site. Perched Groundwater levels
are expected to be below 7 feet from the existing surface grades.
The native soils sampled from 2 to 3 feet below the surface are characterized as a soil type 2A consisting of
sandy silt loam texture with massive to granular structure. This soil has an effective loading rate for
conventional soil treatment of 0.5 Gal/S.F./day for a level 1 conventional treatment system and 0.90
gal/5.F./day for level 3 enhanced treatment. The equivalent percolation rate is assumed to be 25-40 mpi.
The soils are suitable for the installation of a sand filtertreatment bed system consisting of a minimum 24"
depth of secondary sand Media that will be fully pressure dosed meeting the requirements under sections
(43.10.C,D,E,F&H and 43.11.C.).
Sand Filter Trenches Treatment Unit/Absorption System Design
The treatment/absorption field was designed based on utilizing the effective Long Term Acceptance Rate
(LTAR) for an intermittent sand filter treatment system utilizing pressure dosed custom perforated
distribution laterals and gravelless chamber units as spray shields. The new treatment system consists of
fully pressure dosed sand filter treatment system with a 24-inch layer of filter sand (ASTM-33, '`washed
ASTM-33 Concrete sand") in a bed configuration.
Long Term Acceptance Rate (LTAR)
Receiving septic tank effluent, the treatment level for intermittent sand filters was considered TO for the
minimum 24" depth of treatment media with the upper infiltrative surface being at least 4-feet above a
limiting layer;
Maximum hydraulic loading rate for TL1 effluent applied to "Secondary Sand Media" in an unlined sand
filter is 0.8 gal.jsq.ft./day, or the long term acceptance rate of the receiving soil Type 2A and/or R-1 fflr TL3
(1.1 or 09 gal./S.F./day respectivley) (Table 10-1 &10-1A) whichever results in the larger area.
The maximum Loading rate is therefore 0.8 gal./sq.ft./day
Loading factors; (Table 10-2, pressure dosed bed application = 1.0)
A(sf) = Qd x LF1 = A = Area;
LTAR LTAR = 0.8 Gal/S.F./day for 2nd sand, ASTM-33, " Concrete sand'`
Qd = flow (gal/day) = 600 gpd
LFlml.0 pressure dosed beds
Bed A (sf )= 600 gpd x 1.0 = 750 S.F.
0.8 Gal/S.F./day
Constructed a single 62.5' long by 12' wide slightly mounded sand filter bed with a minimum 24-inch depth
of ASTM-33, concrete sand placed over the native soils to the specified top of sand level. The 12-feet width
of sand media is contained on the sloped terrain by placement of a 2-2.5 foot high embankment, on the
downgradient perimeter, consisting of native soil with rock and gravel material placed over the native soil
along the down gradient perimeter of the bed to the specified height of 18-inches above the top of sand
level. Installed 3 rows of custom perforated 1.5 inch distribution laterals on tap of sand layer and covered
with 15 Quick-4 LP chambers per row for use as pressure dose spray shields, as delineated on the plan. The
sand and chamber units were covered with non -woven filter fabric, (Mirfi N-140 or equivalent). The entire
bed was backfilled with native soil 8 to 12 inches above the top of chambers.
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DESIGNED BY
PER
04-08-24
DRAWN BY
WJB
04-08-24
CHECKED BY
YTN
04-12-24
DATE;
04/18/2024
JOB NO.
32105.01
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a- IS 2025 .' �Or
O1NAi.���1
DATE REVISION
TITLE
ONSITE
WASTEWATER
TREATMENT
SYSTEM PLAN
DRAWING NO.
C-3.1