HomeMy WebLinkAboutEngineer's OWTS Design PlanOnsite Wastewater Treatment System (OWTS) Report
12730 Hwy 82
Carbondale, CO 81623
0610412024
Prepared By
Jay Engstrom P.E.
Crystal River Civil, LLC
Carbondale, CO 81623
Jay@crysta I rivercivi l. com
(970) 510-5312
1.0
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1.2
1.3
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2.1
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2.3
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2.5
2.6
2.7
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3.1
3.2
4.0
T'abEe *f C*nt*nts
General lnformation
Existing Conditions.
Existing Soil Conditions...........
Proposed Conditions
OWTS Design
Effluent F|ows.........
Setbacks...
Septic Tank.........
Pump System
Soil Treatment Area Calculations............
Effluent Distribution
Transport and Manifold Lines.,...
Construction and Maintenance Procedures
Construction Notes.....
OWTS Maintenance................
Appendices
2
..3
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..4
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.B
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0610412024
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The following report applies to the Onsite Wastewater Treatment System for a residential
development located at 12730 Hwy 82, in Carbondale, Colorado 81623. The system has been
designed in accordance with the current Garfied County Environmental Health Department's On-
Site Wastewater Treatment System Regulations.
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The propedy described as 12730 Highway 82 is located in Garfield County just outside of
Carbondale, Colorado. The site is designated as Property lD #239327400027. The property
borders lots with developed residences to the west and east. An undeveloped lot borders the
southern property line, while Highway 82 runs along the northern border of the property.
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Figure 1 - 12730 Hwy 82 Vicinity Map from Garfield County GIS Mapping
The 2.S-acre lot is undeveloped aside from a short, existing driveway access. The lot slopes to
the south towards the Roaring Fork River, with the general grade of the site spanning between
10-20%. Then the site transitions to a cliff nearthe bank of the Roaring Fork River. The existing
access to the property exits off Highway 82 and crosses over an existing cattle guard before
reaching the property. The existing gas and overhead electric service run along the northern
property line within the 20' utility easement. An existing community water service line also runs
alongside the northern property line. There is currently no Onsite Wastewater Treatment System
(OWTS) infrastructure on the site.
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3
Site
0610412024
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Crystal River Civil (CRC) was onsite for the exploratory profile pit excavations on November 1,
2023, to observe and sample the subgrade soils near the proposed Soil Treatmenl Area (STA)
location. Each pit was excavated to approximately eight feet deep from existing grade. Photos of
the excavated profile pits are shown below.
Figure 1 - Profile Pit 1 Figure 3 - Sol/s From Profile Pit 1
406104t2024
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Figure 4 - Profile Pit 2 Figure 5 - Soils From Profile Pit 2
The first profile pit was located on the southeast side of the anticipated soil treatment areas,
approximately 15 feet from the northern property line. The first layer consisted of approximately
six inches of topsoil, with native grasses at the surface that needed to be removed for the dig.
The following four feet of soil consisted of a light reddish-brown clay material present with a strong
structure. As excavation proceeded, the soil transitioned quickly at four feet to river cobble with
weak soil structure between. The soil between the rocks was sandy or sandy loam, so the pit
walls continued to erode throughout the dig. The stones varied from two to six inches initially at
four feet deep, then increased in diameter with depth to up to a foot in diameter at the bottom of
the pit. Pit excavation ended eight feet deep. A soil sample was taken four feet below the surface.
No groundwater or any indication of groundwater was apparent from oxidation or discoloration of
soils. Excavation of the upper layers was easy but was difficult once the layer with cobble was
encountered.
The next pit was located at the southeastern corner of the anticipated soil treatment area,
approximately one hundred feet west from Pit 1. Pit2 had very similar traits to Pit 1 and included
6 inches of topsoil and organics. The next five feet of soil appeared to be a reddish-brown clayey
material with minimal rock content. A soil sample was taken at 5 feet deep, where the soils
transitioned once again to the lower layer of river cobble. Excavation continued through the cobbly
soils to the bottom of the pit. Soil texture continued to be weak and the lower layer int the pit
continued to collapse throughout the dig. There were no signs of groundwater present in the entire
pit. Both pits were backfilled after photos were taken. Both pits exceeded 65% of rock content
from visual inspection and were assumed to be closer to75o/o.
506t04t2024
Each sample from the profile pits was analyzed at the lab in order to properly identify the soil type
for STA sizing of the OWTS. Gravel content of each sample was completed by using the gravel
content by volume method after breaking up all soil peds present in each sample. Each sample
indicated 43 percent and 37 percent gravel content by volume for Profile Pits 1 and 2, respectively.
The soil samples did not accurately portray the higher level of rock content seen in the field due
to the size of the rocks that were not collected in the sample. lmported material will be necessary
for the OWTS. Each of the soil samples found in the pan that passed a No. 200 sieve was then
analyzed using the soil texturing by feel method to determine the soil type. Each sample barely
formed a ball when squeezed, and each formed a ribbon less than one inch long before breaking.
Therefore, it was determined that the soil type is 1 due to its lack of structure, according to Table
10-1 of the Garfield County OWTS Regulations. When excessively wetted, the soil samples felt
gritty to the touch. Determining that the soil for each profile pit is identified as a "Loamy Sand". A
long-term acceptance rate (LTAR) of 0.8 for Treatment Level 1 (TL1) shall be used for the
receiving soils of the OWTS. Given the rock content exceeded 35% and is soil type 1, the soil
type R-0 was adopted, requiring a 0.8 LTAR for a 3 foot deep secondary sand media filter. This
LTAR value has been used to accurately size the STA, further defined within this report. All soil
texturing and testing procedures followed the Colorado Department of Public Health and
Environment (CDPHE) Regulation 43 soil evaluation process as taught and certified by Colorado
Professional in Onsite Wastewater (CPOW). Refer to the images below for soil testing.
Figure 6 - SorT Samp/e Sieve Analysis Pit 1
606104t2024
Figure 7 - No. 200 SorT Samp/e From Pit 2
Figure 8 - Performing Texture By Feel Test On Pit 1 Figure 9 - Performing Texture By Feel Test On Pit 1
1.3 Fr*p***d **nditi*n*
The proposed site consists of the construction of a workshop in the center of the site, with garage
space on the lower level and living space above. An improved access with turnaround area will
transition into the structure on the northern side. A large area to the west is to be left undeveloped
with the anticipation of a future residence. Minimal landscaping on the site is currently proposed,
Due to lack of sanitary sewer infrastructure in the area, an OWTS is required to treat wastewater
from the development. The proposed system has been designed to treat wastewater for four
bedrooms - one for the proposed structure, then 3 for the future residence. All offsets from the
river, property lines, structures and utilities will be met. A well is proposed in the northwest corner
of the site, a decent distance away from the OWTS and the Soil Treatment Area.
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The OWTS has been designed to treat wastewater for a single-family residence and an additional
dwelling unit, or ADU, above the garage for a total of four bedrooms. Per Table 6.1 of Garfield
County OWTS Regulations, the OWTS for a four-bedroom residence will be required to treat an
average daily flow of 525 gallons per day (GPD). This is equivalent wastewater flows for 7 people
70610412024
occupying a residence in a single day, at 75 GPD per person. No additional flows are anticipated
or accounted for in the OWTS design for a single-family residence with an ADU.
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All setbacks for the OWTS shall be met. This includes 50 feet from the river, 25 feet from potable
water lines, 25 feet from subsurface drainage structures, 20 feet from proposed structures with
basements, and ten feet from property lines according to Table 7-1 of the Garfield County OWTS
Regulations.
2.3 *r:pti*TarzW"
The minimum septic tank size for a four-bedroom residence is 1,250-gallons, per Table 9-1 of the
Garfield County OWTS Regulations. One 1,25O-gallon, two-compartment, top seam septic tank,
provided by Valley Precast, or approved alternate, will be used for the OWTS. The combined tank
sizes also meet the minimum detention time for effluent of 48 hours, which is industry standard.
The septic tanks will bring the wastewater effluent to Treatment Level 1 (TL1), which will be used
to accurately size the STA.
The septic tank will have two compartments, with the second compartment housing the duplex
pumping system designed to pump effluent to the soil treatment area. The total capacity of the
tank is 1,259 gallons. Eight-inch effluent filters shall be included on the outlet tee of the septic
tanks. The tanks will have between one to four feet of cover from finished grade. Water{ight risers
shall be installed to bring the manhole access points of the septic tanks, flush with finished grade.
The tanks are to remain easily accessible for regular maintenance purposes.
2".4 WurxSs ffiynt*rn
A pump system was chosen to keep the soil treatment area size reduced, due to site constraints
from setbacks and the delineated activity enveloped shown on the survey. A 1.5" Sch-40 PVC
discharge line is routed to a high point in the system then down to the soil treatment area. These
distances and elevations are used to accurately specify a pump system for the OWTS. Using the
Orenco Pump Select program, an Orenco P3005 duplex effluent pump package system shall be
used. The floats inside the secondary treatment unit shall be set for a dose of 17 gallons, which
is approximately five times the volume per zone after the ADV. This also allows for approximately
3 gallons of drain back to the pump tank as well. Per the peak anticipated flows, the septic pump
system will run approximately thirty times per day. A pump curve and report are included within
this report. An Orenco control panel shall be installed near the residence for adequate alarming.
2.* "$*iE
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To size the Soil Treatment Area (STA), ihe average daily flow of 525 gallons per day and a LTAR
value of 0.8 for Treatment Level 1 with a R-0 Soil Type was used. The minimum STA using these
parameters for a pumped system using bed configurations is 656 square feet with a 3-foot-deep
unlined secondary sand media filter. All reductions described in Tables 10-2 of the Garfield
County OWTS Regulations were used to calculate the minimum STA size. The STA for the
proposed OWTS is proposed as a symmetrical, single-bed configuration that is 12 feet wide and
56 feet long. This STA configuration will include distribution media consisting of a gravel
dispersion bed over the 3-foot-deep unlined sand filter, covering 672 square feet total for the STA.
Refer to the calculation below used to determine the STA. The infiltrative layer of the OWTS shall
be installed within four feet deep from existing grades present, and the sand media must extend
I0610412024
within the river cobble layer below the clayey soils. Cover over the distribution chambers shall
also be at least one foot.
lf unsuitable or differentiating soils are discovered during the installation of the STA, design
revisions will be necessary. CRC shall be contacted immediately upon discovery or for inspection.
All changes are to be resubmitted to Garfield County Environmental Health Department for review
and approval.
2.# L{{l**n1" *t*Lri1suli*n
To evenly distribute effluent to each zone within the STA, the septic pump will dose the STA
through a 1.5-inch Sch-40 transport line with a high point located between the tank and the STA"
A manifold shall be used prior to entry into the STA to supply the distribution rows. The distribution
piping laid within the gravel dispersion system is proposed to be 1.S-inch Sch-40, perforated PVC.
An orifice size of 5/32-inch diameter and a spacing of five feet O.C. is to be utilized, with orifices
facing downward. A5132" diameterorifice shall be installed atthe end of each distribution lateral,
facing downward. The distribution laterals are to be installed as level as possible within eaclr bed.
Three feet of secondary sand media will be installed at the base of the gravel dispersion and will
meet Garfield County OWTS Ruies and Regulations. The gravel dispersion is to be covered by
native, uncompacted material. One foot of topsoil will be installed to the finished grade elevation
over the STA. lnspection pofts are proposed to be installed at each corner of the STA, where the
I
Gallors Per RoomNo. Bedrooms 150 ,Additional Flow
Treatmerrt Level LTAR
Gravity Dosed (Siphon or Pump)Pressure Dosed Diskibution Media
Trerch Chambers
Bed
Design Flow {gaUday)525 Min- Septic Tarrk Size
9-1
1 250 Required ln{ilkative
Area 656.25
Rows Row Lergth ift)
2 109.4
3 72.9
54.7
5 43.8
6 .lh 5
7 31 3
s 24.3
10 21.9
1'1 1q I
12 18.2
0610412024
system starts and ends. Each inspection port shall be four inches irr diameter and be easily
accessible for OWTS maintenance.
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From the proposed structure to a grinder pump, a four-inch Sch-40 PVC pipe is to be installed
with a minimum slope of two percent. A cleanout is proposed within five feet of the structure. The
grinder pump will then convey the sewer via a 2" sch-40 line to the septic tank to the east. From
the septic tank to the high point within the transport line, the piping will be installed with a slope
of five percent towards to the septic tank for drain back purposes. From the high point to the
manifold, a 1.S-inch Sch-40 PVC line will be used with a minimum slope of two percent towards
the STA for drain back purposes. All transport and rnanifold lines from the ADV to the STA will be
1.S-inch Sch-40 PVC. Transport lines are sloped at a minimum of two percent, while manifold
lines are to be installed level for even effluent distribution to the distribution laterals.
All piping will be bed with six inches of washed screened rock or class six aggregate base course.
The minimum cover over all lines shall be five feet from finished grade. One inch of insulation per
foot of cover not achieved shall be installed for any lines under four feet of cover.
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The contractor is required to notify CRC prior to the start of construction on the OWTS.
Gommunication between the contractor and CRC is expected throughout the installation process.
Any discrepancies, concerns, or field discoveries shall be brought to the attention of CRC
immediately. Any changes on the design are to be confirmed with CRC and the Garfield County
Environmental Health Department. The area for the STA is required to be fenced off to all
construction vehicles and equipment, and no materials are to be placed on the STA. The STA is
to remain uncompacted throughout the duration of construction, especially after STA installation.
Topsoil must be placed above all disturbed areas due to OWTS construction. Native grass seeds
will be installed on stable slopes for quick revegetation. lnstall erosion control measures in
specified areas until revegetation is established. The owner and contractor are responsible for
ongoing revegetation practices. No trees or shrubs shall be installed in the vicinity of the OWTS,
and livestock and pedestrians are required to be kept off any OWTS components, especially the
STA. CRC shall be notified of completion of the STA prior to backfill for inspection. CRC shall also
be notified after startup of pump system has been completed by pump supplier for inspection.
3.?, {}WT# t'lX*ir:lfierzmn**
Routine maintenance shall be completed as specified in section 43.16 of the Garfield County
OWTS Regulations. Septic tanks must be inspected and cleaned or pumped every two years, or
as needed by observing the amount of solids within the tank. The STA is to be inspected every
six months. Service contracts are necessary at all times for manufactured units and any other
component requiring maintenance.
The owner shall be cognizant of waste being added to the OWTS. Garbage disposal system use
is not to be frequently used. Compostable toilet paper is recommended, and non-biodegradable
0610412024 10
materials shall not be flushed into the OWTS. Grease should never be placed in drains and all
areas within vehicular storage are to use a grease interceptor if connected to the residential
plumbing system. Mechanical room drains and water softener discharge are not to be connected
to the OWTS. All plumbing fixtures and appliances must be routinely inspected to ensure there is
no constant leaking into the OWTS. Plumbing leaks or constant discharge will overload the OWTS
system and will then not function as designed. The OWTS described in this report is for domestic
wastewater only. lf there are any questions on the design or any sections within this report, contact
CRC directly.
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0610412024 11
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Carbondale, Colorado 8'1 623
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Pump Selection for a Pressurized System - Single Family Residence Project
'12730 Highway 82lCarbondale, Colorado 81623
Parameters
Discharge Assembly Size
Transport Length
Transport Pipe Class
Transport Line Size
Distributing Valve Model
N4ax Elevation Lift
l\4anifold Length
lVlanifold Pipe Class
lVanifold Pipe Size
Number of Laterals per Cell
Lateral Length
Lateral Pipe Class
Lateral Pipe Size
Orifice Size
Orifice Spacing
Residual Head
Flow l\4eter
'Add-on' Friction Losses
Calculations
1.50
57
40
1.50
None
5
9
40
1.50
4
52
40
1.50
5132
5
5
None
0
inches
feet
i nches
feet
feet
in clres
leet
inches
inches
110
100
90
BO
70
60
50
40
30
20
10
inches
feet
feei
feet
o!,ll.*dF:
{uo?
.9
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t6
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1"."
l\4ininrum Flow Rate per Orifice 0.68
Number of Orifices per Zone 44
Total Flow Rate per Zone 29.8
Number of Laterals per Zone 4
% Flo\^/ Differential 1st/Last Orifice 0.7
Transport Velocity 4.7
Frictional Head Losses
9pm
gplll
fps
Loss through Discharge
Loss in Transport
Loss through Valve
L-oss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add-on' Friction Losses
2.7
2.9
0.0
0.1
0.1
0.0
0.0
feet
{eet
feet
feet
{eet
feet
feet 0
0 5 10 15 20 25
Net Discharge (Spm)
30 35 40
Pipe Volumes
Vol of Transport Line
Vol of Manifold
Vol of Laterals per Zone
Total Volume
Mi n imjjm PuTp Req!.!jeqen!l
Design Flou/ Rate 2S 8 gpnr
Total Dynanric Head '15.B feet
P3005 HH Effluent
Pump Data
P3005 High Head Effluent Pump
30 GPM 1/2HP
115V 1E
6.0
0.9
21.9
28.9
gals
gals
gals
qals
PumpData nd
r&,Orencc
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System Curve: *
Pump Curve:
Pump Optimal Range: -
Operating Point:
2.t
Design Point;
#n?}ffiEmgffiffim
1280 Gallon Top $eam - zGP
with High Head Pumpllem #tlz.t0T.?GP.HH
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Top
View
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DESIGN NOTESr Design per performonce test per ASTM
c1227
. Top surfoce oreo 56.25 ft'?
. f'c @ 28 doys; concrete : 6,00O PSI
Min.
lnstollotion:o Tonk to be set on 5" min. sond
bed or peo grovelr Tqnk to be bockfilled uniformly on
oll sides in lifts less thcn 24" ond
mechonicolly compoctedo Excovoted moteriol moy be used for
bockfill, provided lorge stones ore
removedr Excovotion should be dewotered ond
tonk filled with woter prior to being
put in service for instollotion with
woter toble less thon 2' below groder Meets C1644-06 for resilient
connectorsr lnlet ond Outlet identified obove piper Delivered complete with internol pipingr Control Ponel to be mounted in sight
line of tonk
r 4' Moximum bury depth
Digging Specs
13' Long x 7' Wide
56" below inlet
I nvert
Outlet
ALLOWABLT BURY
(Bosed on Woter Toble)
WATER TABLE ALLOWABLE
FARTH FII I
o'- o"2'-O"
1'- 0"3'- 0"
2'-0"J'- 0"
3'-0"4'- 0"
DRY 4'- o'
'Soryfoe o,ntlads avalhbla for nnlntsinanw'
Boot
Dimensions i Net Copocity
: Min.
Length: Width : Height: lnlet Side, Outlet : Totol
WhoBb Dh@nn d
Valv€
H6lg[t
$ection
View
Pump:o Lowers TSS and lnpmvc efiuant
qualfibfeldr Compleb hstallaton (widng, panel,
rnunling and oilart+rp pmedurce)r Gompleb lvananty
2$GlerAccs
TA}IK :
I
ID
24" Minimum
Riser Height
Dhctte€r
v'
5t
6r
)
Nei Weight
Lid Tonk Totol
54"or73": 1J5" i 60" ,92"; 843 gol : 416 goli 1259 gol , 5120 lbs 10880 lbs 4200
Rubbor
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' , .'':.
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2" of lnsulation
Standard
Orenco @ DuraFiber* Access Lids (FLD)
Not recommended for vehiculanhaffic
24'and 30" Diametersr Solid, resin-infused fiberglass constuc'tiono 20,000-lb breaking shengtho Strandard green or brown colorsr Available with or without urethane lid gasketr Available with carbon filhationo 4 stainless steel flathead socket cap scrcws & hex
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lnsulated lids available - 2'or4"o
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2'of lnsulation .!
VALLEY
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Phone: 719€95'6704
Farc 71$39s37n
Webglb: www.vallelryrewtoorn
Ermlh frontdak@wlb1retomBuene Vlste, Colorado
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Biotube@ ProPak'" 00Hz Pump Package
Conirul pai:el
ApplBcnt$ons
-llre Biolure PrcrPak Pump Package is desigrted io itller attd putrtp
elflueni frorn 5 *nc ,Jr tlnio ccmpgfif]snt septic iank cr pump tattk to
uritvtl", iit 1tiessirrizcii iiislrclslli.
Par.;liiiges fr.ir cn denrarrd clcsing li titriul tlosing at '10, 20, :i0, and
Siiqpm (0 ll, 1.:l 1.9, iiricl lj.2Usec) and lj0liz ar* available.
ffisruen*E
0renco's BictLibe Prairak irutiip ilackage niakes ii sintpie to select and
insiali tile correct purttp anC controls package, lis patentert Biotube
punr|.t vaiilt iechnoli;gy elimiiiales litc rteeLi fcr separale dositlg tanks,
1"he puiiil; vaull alsc alllw,c retrr)val of ll:* eiilLtetti. [ilter for cleaning witit
no neeij til r0'Tlov€ ihe;iump vaLrlt r;r pL;ntp, lJvhich $itntllifies setrticing,
['or niore irlsrmation cn specilic Picl]ak components and options, see
the i'ollcuuing 0renr:c technicel clorumettts;
* S-Seires Shitpiex CotlroiParcls (NTD-CP S-i)
" frllP Sinitlex Contrc! Panels {Nfii CP tulVP l)
" {>:terna!,:pl'ce 8ox {lil'D SUIX 1)
. Stl.llce Soxes (NTD-liB-SB-i i
" Dhri:arge Asst;lnllies (l,j'lD HV HV l)
" ti?ti\ !)ischarge Assefltiics tN [D FiDA 1)
* flf'-iierit:s liul:rneistble Eit'luenl Pwnps. 1-{'ha-qe, 60-Ht, f inch
i100 riim) ii.Jln PU Pl'' 1i
* .p'i.'n S'eres 4-iii. (100'nlin.i Stil:ntersilslt: Ff{ltient Pmtps
{l'.lli.i PU PVA 1)
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l;D2 ,.,. HV i ii0Fiix: iield-ciil, I in f,VLl, billl vaive. cir'ck rialvc, I 0 0i 20qpnl l.irin.ips
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il'/i1 '. llVlil0flCfrCX.rllV0l^J1il0(11.; iielij-sei. liirPVilliail v;]lve,ciiecxiialve,flo'#c0nti0l,i[]Epnl pump-itrrly
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iilJ:i - l;\,j1 ?5ll l.lll; iieii sel. ball,ralir0. {rirainlta{);{, liiiilpilr ,:ii;Iip:i
iiBlj = l-iv20tjtj Dii; iielC',cei ball vaive. driiinltacK, ir{jqpirr ptii.!ps
ilD1 - Hi)lt24135FCiiSl-C-iS; fidti-sei, 1.25irr irosc, fisr,.',mirlioi. PCI (PFl005.11i\I; pirrluorriy
ilii2 -- liilA2.l 1:tSA!)l-CFS; fielC.sei. r.2ijinho$il.iru1 (PF1{ji15110\4puinpcnl;.'
rlDll - HiiA24.l 2i;iiCASLC-l'il lieiij set, 1 2:jin hosc. ri.:ecii valv"". ftolv crrnlrol. I (jg'lfir lurnps cnly
ilD4 . i-ilA24125ilA,sLC'Fii; lirlLi st,i, 1,25in hosc, cir,.rck r;iilve, ltl, 20. 0r .ji)iJpil priillrs
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PF3Di012t 3iliiiriir {I glrstc), i.i}Chtr {il./5l.rt/vJ, 240\j
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lif 5005 1 2; 5.Jgnni 13 21./sec), 0.s,ihF iii.;l7kdi/], ?40V
F'l'50t1712, :Cgtrl i3 21./ser;), 0.Tiilrp i0 50k,'U, 2.10V
PFllt.iiill2: ii0grrl ili 2!.reci, 1.00hp iil lsk'ryj, 240\.r
Pt'Al DiiSl I ; l Ll!;irnr i0.61./seci, 0.50hp i{l -lik$it, 1 2Cit
t)lAlli.lir5 I i ; lj0crrnr i i.9l.isi]ct, i).50h0 i0 :l7k\$), | :UV
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br l-iD 1 airt: iirt2 tirri;'
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101 ,-- irf l (l{l/12. I Uililnr it.l.$L/ir.rr), il. i irhr.1 {t.ii6k!V), 21C\,/
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$renco-' PF-Sgries 6{}Hz, I-Phase Pumps
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sei-rtir; or dosing tanks. iitese p;ntls AtF etr',lirer:tr-'iJ rroirrlt liclitl.,'cighi,
i;i.rn'lsion rssisianl si.aiiriess siirel aniJ prlyirers:, arxi :tte ligiii :;rl
vir:eilbls arril ri:piriraiiE l'+rll': r:o;ttrirot irnis. l irey'rc aiso CSA ;rnii ilL
cerlifisd lc []S ;;r:d i-);inariiiin -s,rfelri :-Jrindaltls ir.x elflLienl. 1;rimlr;.
irF:-$eries pi"inlps r.iie irsed iii a varictl', rrf appiiciiiions, int;ludin6l
prcssiriizecl ii'aiirfi"+lris, irirrkeil berl fiili:rs, rrrorrrirlr:. acrci:ic rririts,
eitir.ieni iriigatiln, lirliriri-i;niy iefflucrii) serlver:i, well;iricls, larlor;rs, i:nd
rri0tr Tltes* liu!rliij;.lre ii.l:;illnld 1{i iltr ijriirii wilir a DioLitltr ltilirtp
i;i;i rl I li. iiilel ii :ri:liri'rt)it ry itit;iirtti;n1 :;,v;ibrrt
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1o sp;ccill,r iitis pump fnl yr:ui- instaiiiiiir:rt, r--rr.juirc the following
' lviiiiiinirni 1i4-lroui rurr-rjty cailahilifu (liriuirl enel) lvith no deteriora-
ti0n ;n punlr llic or pcdnrrrianr:c"
" ll'liirt i3finri ilyirass criiiclr to eirsiire fic',rr i'ecirciriation far moior
cr:lliirU iind il i;ievt:nt :rir Lriirding;
" li8rn i3ilinti rnesh inli;ke screrrrr lrt iimit solids
" Liquiij'end tp;:ir kit iiviiiiablliiy br i;""iier long-term lo:l lLr cir.rir
" llil lli:l\l fioalirg irrp*ller llr:sign i;lr ii,t, 30, arirl 3iliJpn (tl.{j, 1.:1,
arxl l.9l,r!sc) ntxJe!s: iloeting slalk tiei;igrr ln 5tl ald iSgprtt i3 2
:iltt.i 4.,: i-l-sfi r:l [:l;rje!:;
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rr;c anri ircqucnl {lyirlin!, iliitil suigs ilrTrt:lir)r:j, hcrrrelicalll' seaied
i-r:iricr iiirirsing flt rrBislure-ilee wrnilings, iirrii liingsttLrry-lypt:
ihruiil bcaring; inr. tirrr.rsl :;bsorllticn
* Tlternal overbad ;rrotcr;tion lrips at 20li-221"F (95-1t15'C) for
1-1;lrasc motors through 1 ljhp i1 I lik\L1i
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Scs 1.11.:i:i;ililiiiiiitt::, iii\ llitii{: I' ior a iisl aJ standard pumps. For a
coirrpl';ie li-qt o1' aviiii;rbic piltrps, r:ail Orenca,
Fr*daeet fi*de ffi Eagnaerx
Prl--:l ilLiilll
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#lntsrfr a$s sf ScffistructE*sl
Discharge
Dischargr: bcaring
Diffusers
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Orenco@ Flushing Assemblies
{O" Valve Boxes
Flushing Assemblies
{Orenco@ flushing assemblies provide
easy acoess to drainfield laterals for
maintenance. PVC construction.
They are available in the following sizes:o 1" diameter. 1.25" diameter. 1.5" diametero 2" diameter
Valve Boxes
Valve boxes are used to provide acoess
to flushing assemblies.. Gonstructed of Durable Polyethyleneo 10" Diameter Round Enclosureo Larger Boxes Available
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Webelb: www.valleyprawtomEml[fionH@snBuene Vlstn, Colorado
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12730 Highway 82
Drainage Report
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June 4,2024
Existing Conditions
The property described as 12730 Highway 82 is located in Garfield County just outside of
Carbondale, Colorado. The site is designated as Property lD #239327400027. The property
borders lots with developed residences to the west and east" An undeveloped lot borders the
southern property line, while the Highway 82 Right-Of-Way runs along the northern border of the
property.
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Shown above is an image of the Garfield County G/S Map
displaying the locatian of 1273A Highway B2
The Z.S-acre lot is undeveloped aside from a shor1, existing driveway access. The lot slopes to
the south towards the Roaring Fork River, with the general grades on the site spanning between
10-20%. The site transitions to a cliff near the bank of the Roaring Fork River, where the elevation
drops roughly 35 feet. The existing access to the property exits off Highway 82 and crosses over
an existing cattle guard before reaching the property. Existing gas and overhead electric run along
the northern property line within a 2O-foot utility easement. An existing community water line also
runs alongside the northern property line.
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Proposed Gonditions
The proposed structure is placed in the center of the lot and consists of a workshop garage space
and an attached upstairs dwelling unit.
The proposed driveway enters the property off Highway 82 to the north. The 16-foot-wide road
base driveway extends onto the site at the center of the northern property line, runs south, then
transitions to the west as it approaches the garage entrance. As the driveway extends past the
garage, it accommodates the Firetruck Turnaround. The drive does not exceed twelve percent
and is roughly 250 feet long.
The stormwater runoff created by proposed conditions will be collected by a trench drain and a
downspout, which will convey the stormwater to a proposed drywell located to the east of the
structure. The trench drain is located at the entrance of the garage, collecting a portion of the
runoff from the driveway. The roof area is collected by a single downspout that ties into the pipe
network and is conveyed to the drywell.
Drainage Analysis
A stormwater system is proposed to collect runoff from impervious and pervious areas. The
entirety of the residence will be collected by the drywell, as well as portions of the driveway. The
drywell has been sized to release through an overflow at the predeveloped flow rate of a 21-year
1-hour storm event.
This drainage analysis uses procedures that have been standardized by the Mile High Flood
District's Urban Storm Drainage Criteria Manual, or the USDCM. Peak flows of the site have been
calculated using the Rational Method to determine the impacts the proposed project has on the
existing conditions, along with verifying the capacity of the proposed infrastructure. This method
uses the analyzed basin's area, soil type (assumed soil type B), percentage of imperviousness,
time of concentration, and the historic storm data from NOAA Atlas 14 to determine the maximum
flow rate from a specified storm event. The Rational Method uses the equation below to determine
the Maximum Flow Rate
Q=ClA
Where,
- Q is the peak stormwater runoff rate, in cubic feet per second- C is a runoff coefficient of the drainage area- I is the storrn intensity, in inches per hour- A is the area of the drainage basin, in acres
The Runoff Coefficient, C, is determined using table 6-5 from the USDCM. To determine the storm
intensity, l, Equation 2.1 from the City of Aspen's Urban Runoff Management plan is being utilized,
as it is a neighboring jurisdiction that has more similar historical data in comparison to the
USDCIV. For smaller basins with a time of concentration of less than five minutes. a time of
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concentration of five minutes is assumed - when smaller times of concentration are used in the
Rational Method, the results tend to be inaccurate, as per the USDCM. The rainfall event used
for this analysis is for a 1-hour Z5-year storm event. Below is a table summarizing the calculations
to determine the predeveloped and developed conditions for the onsite basins.
The onsite drainage conveyance structures proposed with this project have been designed to
have capacityfora 1-hour 1OO-yearstorm event. The basins have been divided into sub-basins,
which were analyzed for each inlet and pipe. Spreadsheets showing these calculations and
supplemental information can be provided upon request from Crystal River Civil.
Garfield County requires stormwater runoff from a development site to not exceed more than the
historic runoff. Forthis design, CRC is proposing using historicdata from a 1-hour Z5-year event.
Detention is necessary to offset the increased flows from increased impervious areas to be
released at the historic rate. An analysis has been performed using the FAA Method to determine
this necessary detention volume. See table below displaying the calculations for the maximum
difference between the stormwater volume entering the system and volume leaving the system.
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Forbasinswithaflowlengthoflesslhan500feet aTimeofConcentralionisassunredat5minules-ThesecalculationsareassuningaNRCsHydrologjcsoilClassB.
deplh values detived lrom NOM Atlas 14 dala. lnlensity equation has been derived lronr lhe nspen area NO^A ntlas 14 IDF Curue.
Cqnditions
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This Analysis Uses the Federal Aviation Associalion Stormwater Management Method. By Calculating the Difference in the Volumes, the
Capacity Required for Detention is Determined.
1r 2.90 183.47 56.5{)126.57
16 187.38 50.32 128.06
17 121.3t,s2.1 5 129.19
lo 194.59 64.'tti 130.02
to ? 41!lgi].3$67.80 130.57
?0 .) 'ia 201.45 70.6?130.87
21 2.31 204.39 73.45 130 94
')')2.24 207.09 76.27 130 82
23 2.17 209.61 79.10 130.51
24 2.10 2l 1.S6 81.92 '130.04
To meet this required storage, the storm system will convey Basin 1 runoff to the Drywell located
east of the proposed structure, with an overflow that releases downhill to the south. The proposed
145 cubic feet of storage within the detention meets the requirement for the historic release of a
1-hour Z5-year event and the overflow will release stormwater at a historic flow rate. Sizing for
the drywell is shown in the table below.
To ensure that the dryell overflow is meeting the predeveloped flow rate, the Bernoulli Equation
was used to determine the size of hole to drill in the orifice plate. Below is a summary of the
calculation used. This 0.92-inch orifice plate is to be installed on the daylighting overflow pipe,
where it can easily be accessed for maintenance. At the over-flow of the storm system, an area of
Dso = 6" Rip Rap is to be used to disperse the water and prevent erosion.
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Note: This calculation uses the Bernoulli Equation to determine the historic, pre-
flow rate an orifice at d m outlet.
For location, sizing, and all information regarding the stormwater design please see the civil
grading and drainage plan. lf there are any comments regarding the stormwater analysis
performed for the site, feel free to contact me directly.
Jay Engstrom
Principal, P.E.
Crystal River Civil LLC
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