HomeMy WebLinkAbout1.0 Application• l~ter-~oun~ .a Engmeenngud.
October 9, 2002
Mr. Mark Bean
Garfield County
Building and Planning Department
109 Eight Street, Suite 303
Glenwood Springs, CO 81041
!l
Re: Cerise Ranch Sewer Extension
Project No. 03-0073
Mr. Bean,
{RECEIVED OCT a 8 2003
Enclosed is a copy of the "Application for Site Approval for Construction or Expansion of:
Lift Stations and Interceptor Sewers" that has been prepared for the proposed sanitary sewer lift
station at Cerise Ranch. One of the signatures that must be obtained is from the local planning
agency, as required on page three of the application. During our phone conversation yesterday,
you mentioned that the application must be signed by the Board of County Commissioners. We
hereby request that the enclosed application be reviewed and presented to the Board for approval
and signature as soon as possible. We would appreciate any assistance that you can provide to
expedite this application, since construction of this project must begin soon, otherwise it will be
cancelled. I have enclosed supporting documentation for your use and review. Please feel free
to call us if you have any questions or need additional information. The sewer extension plans
have been submitted to Mid Valley Metropolitan District for their review and we are expecting
their comments within the next few days. Copies of this application have also been sent to Mid
Valley Metropolitan District for their signature.
Thank you again for your assistance.
Frederick E. Tobias, P.E.
8392 Continental Divide Road, Suite #107 • Littleton, Colorado 80127 • Phone: 303/948-6220 • Fax: 303/948-6526
77 Metcalf Road, #200 • Box 978 • Avon, Colorado 81620 • Phone: 970/949-5072 • From Denver Direct: 893-1531
COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT
Water Quality Control Division
4300 Cherry Creek Drive South
Denver, Colorado 80246-1530
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OR EXP ANSI ON OF:
LIFT STATIONS AND INTERCEPTOR SEWERS
APPLICANT: \1.\d~(l.\\';j \J\dD?Po\iko 'Dis\-r-1J: PHONE: <}JO .. l) l] · jt>]J
ADDRESS: 3 \ 'bqrOt,\.)(. Lo.qe.. 1 :S0\k.. ~
CITY, STATE, ZIP: ·~ l\-;'J<'.\\t ) (0 B \ \ti2 \
Consulting Engineer: "'1.Me..r-\;'\o"'-nk~,n \::_0~19 f,,fFl<'I~; L1sJ Phone: '\JO,..'\\..\~ <SO ·1 L
Address: ·y' 0 ~ ·x:x~x l\J 8
City,State,Zip: ~>./DD, c_o ~\Li20
A. Summary of information regarding lift station/interceptor sewer:
1. Proposed Location (Legal Description): -SE 1/4,
Township: I So"0b Range: e,·1 Wes\.
blW 1/4, Section __ 3=-"L-"-----
County: b& M ,J A.
2. Interceptor Sewer ___ _ Type and capacity of facility proposed: Lift Station & Force Main -+-X~
Average Hydraulic: '-\~, (.,oo gal/day Peak Hydraulic: \] ~ , '-\ 00 gal/day
Organic:
8"1 , 2 lbs. BOD5/day
Present PE: __ S=--4-'---Design PE: "'\ ~(o % Domestic: ~\0~0 __ _ % Industrial: N /l"'-,
3. Location of Facility:
Attach a map of the area, which includes the following:
I-mile radius: habitable buildings, topography, and neighboring land uses.
4. Will a State or Federal grant/loan be sought to finance any portion of this project? -'N~o"-----------
5. Present zoning of site area? /:i._~.:e.:D -t\~r'c"...\~rr.\ \'Reside Jsc:-( \ IZ.u.n:~'b e.:SJS \:b
Zoning within a I-mile radius of site? f?,,,tzrz.."t:>) R LSt> (Btf> dt~ .J \..:, ....... J<.~ :, "'b"'..-\ic~.., 'b 'n!>,t-\)
Rb':>l) (~e~;Jtn\-i,_\ ~c..-,!~ ~..-bu<be:" ~'"'~'~) J ~1..Q.~,-\v-\~\ !.n~ • ...s.k;.,.\) l l'\.\b(?W.."'"'<.~ '-\n•t b-e-1)
6. What entity has the responsibility for operating the proposed facility? '\A~ A \Ja.\\eu h1tb po\J,-<, n \) ~ s..\.r) J.-
\
WQCD-3c (Revised 2/01) Page 1of4
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OR EXPANSION OF:
LIFT STATIONS AND INTERCEPTOR SEWERS
7. Who owns the land upon which the facility will be constructed? Le.\·i <Se.. .\2.. ~,......~ LLe__
(Please attach copies of the document creating authority for the applicant to construct the proposed facility at this site.)
8. Estimated project cost: ~203;000 ('Force. t\c..." -1--l~~ "S~~"-0
Who is financially responsible for the construction and operation of the facility? Cow·,.\nAc...\.i {/Y\ ~ y
1
W t f"lk<"~ >(. !('"\
\-lomc.S ,; O?ec~.bV0 ~?J \-1\~d\f~\\cj\.Ae,b?o\,l,"})~s\y~J-(\t\'YMt>')
9. Is the facility in a 100-year flood plain or other natural hazard area? --"'~---------------
10.
11.
If so, what precautions are being taken? --"'>LLJ"""'------------------------
Has the flood plain been designated by the Colorado Water Conservation Board, Department of Natural
Resources or other agency? --'..3....1..~--------------------------
(Agency Name)
If so, what is that designation? -~='-'-'----------------------------
Please include any additional factors that might help the Water Quality Control Division make an informed
decision on your application for site approval. C..e.ri~(..12"('\~ s \-be\.\ vi S ;e,n \,<\.>IAS or~, oc.\\") J <-S~j;o t.J
S TS • .k k ""-t>..•,..,\..t..•ntA. ""'t.. wn<..r-~ ~\.lo c. h4S
dwJ<.<\ k \n~kl\ <1<"n\J1~ \,<)LS~ \~.\-4-<..~~ {>-<"'\! £crt(_ ""'~"<> k (lH")nc.J k V\\/Mb I ~
\J.;s'-<t..:xk/lrwbt.n\-+P.c;,\~_j• ~nt~\'.3 Mv<t.. ff&~\~ 6 hcrnt.s too~~\1LJ > of.vJh1'1 g6' f
W•\\ \l'\"\l"<'\<.~t-\.J75~Do[)<J, b\\ OLv..:> CD'f'ISkv&w--.. w.\\ ~O<\f'l(J-k -6'12\t.....-. 1n?k{\J'on S
\i(.~ ":.~o.lnt<-1 J.. ~ ...--a..1(") ...,~ 'oL c.o.'""P \c.~ ~ ,\\.-.\ ~ 1..1{t)..4, o.\-he<""'~ '?Nl~<.-~ w1\\ ~ e..<...ono1Y'H" ~
\(\~~S\b\.(... 6~L lro l<Yill»n~ \"l>....-x_ C..°'"'~,\N~~ •
The proposed lift station or mterceptor sewer, when fully developed, will generate the following additional load:
Peak Hydraulic (MGD): """O_."""'\'-\_U,-'-----P.E. to be served: -~_..3___.V, _____ _
12. Describe emergency system in case of lift station and/or power failure. \.\ ~%\-\ \{. '-'<--\ o..\ Cl~ l<l \>...) '\ \ a. c ... ~,_,,a..k_
~ v'nmL ~o.\.u= l\.n~ eo..\\ ~ 051-(,'p:.\\ otie.m1,,c -Z.L\\.-("<, I 6.c.':) I J ~tl"l,!l I we<l?.
13. Name and address of wastewater treatment plant providing treatment: \.A,~~6.\\ty \.At~_,\,\c.r"I "b\;1-;-~
\
~~\c.\'Yk,c'Y~rr-w\ )=0.0\~ 6Q'JS "S\N ~\IJe) \::.\ ~M, U? B\leZ3
WQCD-3c (Revised 2/01) Page 2 of 4
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OR EXPANSION OF:
LIFT STATIONS AND INTERCEPTOR SEWERS
14. The proposed lift station or interceptor sewer, when fully developed, will increase the loading of the treatment plant
to ___ o/o of hydraulic and ___ % of organic capacity and -------------------
(Name of Treatment Agency)
_______ agrees to treat this wastewater? Yes No
(Date) (Signature and Title)
B. If the facility will be located on or adjacent to a site that is owned or managed by a federal or state agency, send
the agency a copy of this application for the agency's review and recommendation.
C. Recommendation of governmental authorities:
I.
2.
The application shall be forwarded to the planning agency of the city, town, or county in whosejurisdiction(s) the lift
station and/or interceptor sewer is to be located. The applicant shall obtain1 from the appropriate planning agency
(agencies), a statement(s) of consistency of the proposal with the local comprehensive plan(s) as they relate to water
quality (subject to the provisions of22.3(6)).
The application shall be forwarded to the water quality planning agency (agencies) for the area in which the facilities are
to be constructed and for the area to be served by those facilities. The applicant shall obtain, from the appropriate
planning agency (agencies), a statement(s) of consistency of the proposal with any adopted water quality management
plan(s).
If you have any further comments or questions, please call (303) 692-3500.
Recommend
Approval
Recommend
Disapproval
Signature of
Representative
Local Planning Agency
Water Quality Planning Agency
I certify that I am familiar 1-vith the requirements of the "Regulations for the Site Application Process", and have posted
the site in accordance with the regulations. Au engineering report, as described by the regulations, has been prepared and
is enclosed.
Date ____ _
Signature of Applicant Typed Name
WQCD-3c (Revised 2/01) Page3 of4
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10/29/2003 13:22
10/17/2003 13:49 FAX
9709499339
970 945 5948
INTER-MOUNTAIN ENG.
SOIOOlllSE#
1
GORDON MEYER
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c SCHMUESE:R I GORDON I M~E:R ~£NGINEERs lsuRveYORS
Cl.DNl'OOD &PFlll'I~ ilt.SP!!'M c;111c.ST£D EIUTI'E
Friday, Ocrober 17,200J
Gatfukl Chmty Commi'5iooers
c/oMukBean
108 8th Street
· Stlii:e 201
Gltnwood Springs, 00 81601
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RE: Mid Valley Metropolitan District -Cerise Ranch I nu:nt h> S.iw
o .. r CouruyOommissioners, ;! . .
J,:
The purpose of this ir'1:t.r is to indicate to l"" that, the Mid ,;/.JJey Meuopolitan Disuict (the "Distri<t') has the
i.nre.n.t to provide the c.eme R1.nch wich sewer serv>ce. CWreiW.y1 the Disl:Ii.~ ls l:o. the fin:J completion st.ages
of U. ~d w.,re War« T,,-•=•• Faci&y ("WWIF") ~ W.ods ro ha"" the M"" WWII' onlioe by the
end of the rnnnth. Tu. fun ph...e of the new Ed.tr iacreu<I' th.: capacity of the Disuiot from 0.320 MGD
("Million Gallons per D•Y') to 0.500 MGD. The second, Mu..e phase al the WWI'!' will give an ultimate
capacity of 1.000MGD. Cerise Ranc:h'o capacityio approxituiif<ly0.025 MGD, and is well within the capacity
o£ the newWWIF. ·f
!
! '
Scbmueser Gonion Meyer, Inc. serves as the District's EnsUrer. lf you llave anyquenions, please contact me
at (970)945·1004 or byenuil ar t;regs@ssm-inc.com. '· :
Cc: Theodore K. Guy, MVMD B<nrd President
I, I
!1ifi
, .
. ,,
lrniis Meyer, SGM ,
Jeff Spanel !mer-Mounrai.a Engineering. Ltd. (via Fax (970) 949-9339 & Mail)
Lee Leovenworth, Leavenworth & Kaip
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HIHt\lltSOt~l "llc\141
bb. Wintergreen
~olfttb
To:
From:
CC:
Date:
Re:
Lee Leavenworth
Jeff Spanel
Art Kleinstein, Tom Zancanella & Louis Meyer
October 7, 2003
Cerise Ranch
Sewer Lift Station Easement
File: 13. 1.1
Via: Fax
memorandum
Wintergreen Homes, LLC
77 Metcalf Road, Box 1530
Avon, Colorado 81620
970/949-4120
Fax: 970/949-9940
Cerise Ranch, LLC is the owner of lot 58 of the Cerise Ranch Subdivision. The proposed lift station
required to provide sanitary sewer service to the Cerise Ranch is to be located on lot 58. Cerise
Ranch LLC hereby grants permission to the Mid Valley Metropolitan District to enter upon and to
construct the lift station on said lot 58. Once the station is completed, a permanent easement
will be granted for access and maintenance.
Cerise Ranch, LLC
By Wintergreen Homes, LLC, Manager,
\ ----2
Ma ager
_/
This document may contain PRIVILEGED and/or CONFIDENTIAL information intended ONLY for the use of the specific
individual or entity named above. If you are not the intended recipient, you are hereby notified that any unauthorized
dissemination or copying of this document or the information contained in it is strictly prohibited. If you have received
this document in error, please notify the sender at once by telephone and return the original document to the above
address via the US Postal Service. Thank you.
WASTEWATER LIFT STATION
BASIS OF DESIGN REPORT
Cerise Ranch Sewer Extension
Garfield and Eagle Counties, Colorado
03-0073
1 0 cto her 2003
Prepared By:
Inter-Mountain Engineering, Ltd.
POBox978
Avon, Colorado 81620
970/949-5072
FAX: 970/949-9339
Sandra E. Mendonca, P.E.
Colorado PE No. 34353
PROJECT DESCRIPTION
Cerise Ranch is an approximately 301 acre parcel of land located west of El Jebel and the Dakota
Subdivision along Highway 82 in the Roaring Fork River valley. Most of the project site is in
Garfield County but a small portion of the east end is in Eagle County. The parcel is situated on the
north side of the Roaring Fork River valley floor and lower slopes of the south facing valley sides.
The river is not adjacent to the property. It is located south of and about 40 feet below the proposed
subdivision. Blue Creek passes through the property.
The Cerise family has owned the land since 1916. Agricultural operations conducted on-site have
included raising cows, horse pasture, growing potatoes, and hay production for feeding livestock.
Consequently, vegetation on the valley floor and its edges consists of irrigated pasture grasses and
weeds. Much of the pasturelands have been flood irrigated for many years and it appears that some of
the low lying, poor draining areas have become wetlands. The climate is semi-arid and vegetation on
the slopes above the valley floor consists of oak/serviceberry shrubland with a sparse understory of
brush and weeds.
Wintergreen Homes, LLC purchased the property in September 2000 for development of a rural
residential subdivision. Planned improvements included 68 lots ranging from approximately 2 to 10
acres with one lot (52) approximately 41 acres. Fourteen of the lots are zoned to allow construction of
accessory dwelling units. The development will be completed in two phases. Phase 1 includes 29 lots
(1-6 and 46-68) and 3 accessory dwelling units on approximately 118 acres, with the necessary
drainage and utility easements through Phase 2. Phase 2 includes 39 lots (7-45) and 11 accessory
dwelling units on approximately 183 acres. The 100-year floodplain for Blue Creek and jurisdictional
wetlands on the site were preserved. Common area easements were platted across the lots. Originally,
planned improvements included widening Highway 82 to construct acceleration, deceleration and
turning lanes and constructing paved roads, a central water system, ISDS systems on each lot, and
shallow utilities, as needed to serve the subdivision. At this time, the sewer system is being modified
to include a central sewer system whereby effluent will be collected in gravity mains that will flow to
a proposed lift station located at the low point on Cerise Ranch and then boosted into the existing
force main on the adjacent Dakota Subdivision. Four of the lots (one with an accessory dwelling unit
allowed) will require individual grinder pump systems for their services.
The elevation of Cerise Ranch ranges between about 6338 and 7050. Ground surfaces drop steeply
from the north to the south on the valley sides, become more moderate in a transition area at the edge
of the valley, and flatten at the valley floor. Slopes generally trend from northeast down to the
southwest. The majority of the planned development will occur on historic pasturelands located near
the valley floor and in the transition area near the toe of slope. Slopes on the developing part of the
site generally range from about 3 to 20 percent; however, the slopes above exceed 40%. In low lying
areas, the groundwater table may be within 8 feet of the ground surface.
CTL!fhompson, Inc conducted a detailed Geologic Hazard Evaluation and Geotechnical
Investigation of the site. Their reports concluded that no geologic conditions or hazards precluding
the planned development exist; however, they identified several potential geologic hazards on the site,
similar to those of other developments in the area and typical of mountainous terrain, that they
indicate can be mitigated using engineering and construction methods considered normal for this type
of development in this locale. Potential geologic hazards identified include: rockfall, ground
subsidence, debris/mud flows, and potentially unstable slopes. The property is underlain by
Pennsylvanian aged Eagle Valley Evaporite bedrock. The Eagle Valley Evaporite consists of gypsum,
anhydrite, halite and other evaporate minerals with interbedded siltstone and sandstone. The
evaporate minerals have undergone plastic flow deformation due to overburden loading that has
caused highly distorted and swirled bedrock orientation resulting in a highly heterogeneous geologic
unit. The tops of the slopes to the north are capped with Quaternary to Tertiary aged basalt. The Eagle
Valley Evaporite is exposed on the slopes above the valley floor. Quaternary aged colluvial deposits
overlay the bedrock and thicken on the lower slopes forming a colluvial wedge. On the valley floor,
the bedrock is covered with Quaternary aged terrace gravels deposited by the Roaring Fork River.
Three coalescing alluvial fans cover the terrace gravels along the north side of the valley floor.
The major drainage basin through this site is the Blue Creek Basin, which originates about five miles
north of El Jebel, flows through Spring Park Reservoir and down Blue Creek to the south, crosses
Cattle Creek Road at a right angle, and continues west through Blue Lake Subdivision, Dakota
Subdivision and on to Cerise Ranch, exiting through a culvert crossing Highway 82 and eventually
emptying into the Roaring Fork River. The local hydrology is described in detail in the Drainage
Study for the Cerise Ranch Subdivision completed by High Country Engineering. They prepared a
grading and drainage plan for Cerise Ranch that includes a variety of drainage improvements
designed to work together to mitigate expected impacts to the site and surrounding area based on their
conclusion that peak on-site flows would be derived primarily from rainfall since the site and the
majority of the contributing, off-site basins are below 8000 feet. Storm water runoff on the developed
site will generally follow the same route it has historically to Blue Creek.
The proposed lift station is not located in primary drainage pathways, the identified 100-year flood
plain, wetlands or potential geologic hazard areas.
EXISTING PLANT
There are access roads, shallow utilities, two domestic water wells, a central water system, and 6
single family residences with ISDS systems on the Cerise Ranch property at this time. No centralized
wastewater collection system exists. However, if one is developed, properties with existing ISDS
systems are expected to connect if/when their ISDS systems fail.
The Dakota Subdivision to the east has a centralized wastewater collection and pumping system that
is owned, operated and maintained by the Mid Valley Metropolitan District. The adjacent
subdivision's existing lift station is located approximately 380 feet east of the common boundary
between the two subdivisions The lift station is a 7' diameter Custom Buried Pump Station
manufactured by Smith and Loveless, Inc. in 1994. It includes two Smith and Loveless Model 4B2A
pumps with 7 %"impellers and 7.5 H.P., 1760 RPM, 3 phase, 208 Volt squirrel cage induction
motors with across the line starts, each capable of producing 180 gallons per minute at 55 feet TDH.
From the discharge permit for the wastewater treatment facility, the design peak flow to the existing
lift station is 150 gallons per minute.
The proposed force main from Cerise Ranch will be connected into the existing force main for the
Dakota Subdivision just downstream of the existing lift station. See Figure 1 for locations of existing
and proposed sanitary sewer systems.
The managing and operating entity for the proposed lift station and force main is also Mid Valley
Metropolitan District.
PROJECTED TOTAL HYDRAULIC LOADING
GIVEN:
A single family residential subdivision, Cerise Ranch
• 68 Single Family Units
• 3 bedrooms per unit
• 2 people per bedroom
• 14 Accessory Dwelling Units
• 1 bedroom per unit
2 people per bedroom
And an existing lift station and 6" PVC force main, serving the Dakota Subdivision, with a
peak inflow of 150 gallons per minute and an average daily flow of (150/4) = 37.5 gallons per
minute.
REQUIRED:
(1.)
(2.)
SOLUTION:
(1.)
The Design Average Daily Flow (ADP) and Peak Flow Rate (Qp,oJ<) for Cerise Ranch
PVC force main size
The Design Average Daily Flow (ADF)/Sanitary Sewer Loading
*Based on an assumed hydraulic loading of 100 gallons per day/ person as required
by Mid Valley Metropolitan District's Design Criteria.
(68 units x 6 people/unit x 100 gallons/person per day)+ (14 units x 2 people/unit x
100 gallons/person per day) = 43,600 gallons per day
Therefore, the Design Average Daily Flow (ADF)/Sanitary Sewer Loading for the
future residential development will equal approximately 43,600 gallons per day (30.3
gallons per minute).
(2.) Peak Flows are estimated using a peaking factor of 4.0
*Based on Mid Valley Metropolitan District's Design Criteria.
43,600 gallons per day x 4.0 = 174,400 gallons per day
= 121 gallons per minute
(3.) Infiltration is estimated as 10% of the Average daily Flow (ADP)
43,600 gallons per day x 10% = 4,360 gallons per day
= 3 gallons per minute
(4.) The Peak Flow Rate from Cerise Ranch is therefore:
121 gallons per minute+ 3 gallons per minute= 124 gallons per minute
(5 .) The velocity of flow at 124 gallons per minute in a 4" PVC force main is:
*Greater than 2 ft/sec and less than 15 ft/sec per Mid Valley Metropolitan District
124 gallons per minute x minute/60 seconds x cubic feet/7.481 gallons= 3.2 ft/sec
{3.14159/4 x [(4112)(4/12)] square feet}
(6.) The Peak Flow Rate from Dakota Subdivision is 150 gallons per minute (from the
discharge permit for the wastewater treatment facility). The design pumping rate is
180 gallons per minute to ensure a minimum velocity in the 6" force main of 2 ft/sec.
(7.) The design peak velocity in the existing 6" force main was:
*Greater than 2 ft/sec and less than 15 ft/sec per Mid Valley Metropolitan District
180 gallons per minute x minute/60 seconds x cubic feet/7.481gallons;2.04 ft/sec
{3.14159/4 x [(6/12)(6/12)] square feet}
LIFT STATION DESIGN
GIVEN:
A single family residential subdivision, Cerise Ranch, with ADF=30.3 gallons per minute and
Qpook=l24 gallons per minute and a 4" PVC force main
Dakota Subdivision with ADF=37.5 gallons per minute, Qpook=l50 gallons per minute and
Q,,,"'= 180 gallons per minute (before adding flows from the proposed lift station) and a 6"
PVC force main
C= 140 for PVC pipe
REQUIRED:
1. Static Head at each lift station
2. Rate of Pumping at each lift station (Qmax), individually and in combination
3. Total Developed Head at each lift station (TDH), individually and in combination
SOLUTION:
1. The existing lift station is a Smith and Loveless custom series lift station with separate
wet and dry wells. The ground/rim elevation atthe existing wet well is 6379.29. The
pump shut-off elevation is estimated at 6357.89 from the Smith and Loveless
Engineering Order and the design drawings from High Country Engineering. The
incoming pipe invert elevations are 6369.08 (from the east) and 6366.00 (from the west).
2. The proposed lift station is a Smith and Loveless wet well mounted lift station with a
maximum suction lift of approximately 13 feet at this elevation. The existing ground
elevation at the proposed lift station location is 6338. Thus the rim of the wet well will
be set at 6338.5 and the bottom of the suction pipe will be set at 6338.5-13 = 6325.5. The
pump shut-off elevation will be one foot higher at 6326.5. The bottom of the wet well
will be at elevation 6325 .0. The incoming pipe invert elevation is 6332.24.
3. The invert elevation where the proposed 4" force main joins the existing 6" force main is
approximately 6376.
4. The invert elevation at the end of the existing force main is approximately 6400.54.
5. The length of 4" force main between the proposed lift station and the junction with the
existing 6" force main is 6165.9 feet. The equivalent pipe length of valves, fittings and
appurtenances in the proposed force main is 331.3 feet. The total pipe length used to
calculate frictional head loss in the 4" force main is 6497.2 feet.
6. The junction between the existing and proposed force mains is adjacent to the existing
lift station.
7. The length of the existing, 6"force main is 2342.82 feet. The equivalent pipe length of
valves, fittings and appurtenances in the existing force main is 231. 6 feet. The total pipe
length used to calculate frictional head loss in the 6" force main is 2574.42 feet.
8. The static head at the existing lift station is 6400.54-6357.89 = 42.65 feet. The static
head at the proposed lift station is 6400.54-6326.5 = 74.04 feet.
9. At the design peak flow of 124 gallons per minute from the proposed lift station, the
head loss due to fuction in the 4" force main is 64.05 feet. If this flow is combined with
the design peak flow of 150 gallons per minute from the existing lift station, the
combined peak flow in the existing 6" force main will be 124 + 150 = 274 gallons per
minute. At this rate, the head loss due to fuction in the existing force main will be 15.30
feet and the velocity of flow in the 6" force main will be 3 .1 ft/sec. The TDH at the
existing lift station would then be the static head plus the head loss due to friction in the
6" force main or 42.65 + 15.3 = 57.95 feet. The TDH atthe proposed lift station would
be the static head plus the frictional head losses in the 4" and 6" force mains or 74.04 +
64.05 + 15.3 = 153.39 feet.
10. The total head developed by the pumps in the existing lift station (Smith and Loveless
4B2A, 7 %"impeller, 1760 RPM, 7.5 horsepower, squirrel cage, across the line start) at
150 gallons per minute (from the pump curve) will be approximately 57. 8 feet. Because
this is only slightly less than 57.95, no change to the existing lift station is needed.
However, as the required head is slightly higher than the available head with the existing
pumps and impellers, the flow from the proposed lift station will be reduced slightly to
compensate.
11. With the available head loss due to fuction in the 6" force main now set at 57.8 -42.65
= 15 .15 feet, the combined, total flow in the 6" force main is calculated as follows:
15.15 = 4.73 (Q,)1.85 x 2574.42
(140) 1.85(.5)4 87
therefore Q, = 0.6 cfs = 273 gallons per minute
leaving 273 -150 = 123 gallons per minute in the 4" force main, which is equivalent to
the peak flow without the infiltration allowance.
12. At a pumping rate of 123 gallons per minute the head lost due to friction in the 4" force
main is 63.2 feet, thus the TDH at the proposed lift station will be 74.04 + 63.2 + 15.15 =
152.4 feet. Smith and Loveless, 4B3B, 11 7/8" impeller, 1760 RPM, 25 horsepower,
squirrel cage, across the line start pumps and motors were selected.
The proposed lift station will be a Smith and Loveless Wet Well Mounted Pump Station with
two, Smith and Loveless Wastewater Pumps, model 4B3B. This pump will provide a duty
point for combined flows (when both the existing and proposed lift stations operate
simultaneously) at the proposed lift station of approximately 123 gallons per minute with a
TDH of approximately 152.4 feet. When both lift stations operate simultaneously, the
existing lift station will operate at a duty point of approximately 150 gallons per minute with
a TDHofapproximately 57.8 feet.
When the existing lift station operates alone, the duty point will be unchanged. When the
proposed lift station operates alone, the duty point will be approximately 134 gallons per
minute at a TDH of approximately 152.2 feet.
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LIFT STATION DATA
LIFT STATION WET WELL DESIGN
average daily wastewater flow = 30.3 gpm
design pumping rate = 123-134 gpm (simultaneous with existing-individual)
working volume = 495.0 gal.
(cycle time xpump rate)/4
max. effective capacity= ADP x 30 min. 909.0 gal.
Wet well diameter = 6.0 ft.
area per vertical foot = 28.27 cft.
gallons per vertical foot = 211.52 gal.
required vertical depth
of working volume = 2.34 ft.
ground elevation = 6338.0 ft.
TOC/rim elevation = 6338.5 ft.
maximum suction lift = 13.0 ft.
wet well invert elev. = 6325.0 ft.
low water alarm elev. = 6326.0 ft.
pumps off elev. = 6326.5 ft.
Lead pump on elev. = 6328.84 ft. adj.= 0000.00
for 15 min cycle time
Lag pump on elev. = 6331.18 ft.
high water alarm elev. = 6331.68 ft.
influent invert elev. = 6332.24 ft.
LIFT STATION WET WELL DESIGN
TOC/Rim Elevation 6338.SOMSL
Influent Line (Invert Elevation) 6332.24MSL
High Water Alarm (Elevation) 6331.68 MSL
Lag Pump on (Elevation) 6331.18 MSL
Lead Pump On (Elevation) 6328.84MSL
Pumps Off (Elevation) 6326.SOMSL
Low Water Alarm (Elevation) 6326.00MSL
Bottom Elevation 6325.00MSL
Buoyant Force = displaced volume *displaced fluid density
Cerise Ranch GW elevation= 6330.0
concrete density = 144 lb/f!A3
water density = 62.4 lb/ftA3
air density is negligible
rim elevation of lift station is 6338.5
ground elevation is 6338.0
invert elevation of lift station is 6325.0
the inside diameter of the pump station is 6 feet
the invert of the influent pipe is 6332.24
the invert of the discharge pipe is 6331.22
Initially, assume 6" thick walls and an 8" thick bottom 8' in diameter
and groundwater to elevation 6330.0
Based on the above, the displaced volume is
V: pi/4[(7A2)*5 + (8A2)*8/12]: 226 ftA3
F = 226*62.4 = 14, 102 lb
Wconc = [{pi/4*[(7'2) -(6'2)]*13.5) + (pi/4*[8'2(8/12)]}]*144 = 24,674 lbs
24,674»14,102
However, the soils report indicates that groundwater may rise to the surface
If the groundwater table rises to the surface (6338), the displaced volume is
v = pi/4[(7'2)*13 + (8'2)*8/12] = 534 f!A3
F = 534*62.4 = 33,322 lb
24,674«33,322, pour concrete around base ... 8,648 lbs required
Try 2' high, 10' outside diameter poured in place concrete anchor around base
Wballast = pi/4[(10'2)*24/12 -(8'2)*8/12 -(7'2)*16/12]*144 = 10,404 lbs
10,404>8,648
Based on the above, the displaced volume is
V : pi/4[(7'2)*11.67 + (10'2)*24/12] = 606 ftA3
F = 606*62.4 = 37,814 lb
24,67 4+10,404=35,078<37 ,814
Try 2'-6" high, 1 O' outside diameter poured in place concrete anchor around base
Wballast = pi/4[(10'2)*30/12 -(8'2)*8/12 -(7'2)*22/12]*144 = 13,289 lbs
Based on the above, the displaced volume is
v = pi/4[(7'2)*11.17 + (10'2)*30/12] = 626 ft'3
F = 626*62.4 = 39,062 lb
24,67 4+13,289=37, 963<39, 062
Try 3'-0" high, 10' outside diameter poured in place concrete anchor around base
Wballast = pi/4[(10'2)*36/12 • (8'2)*8/12 -(7'2)*28/12]*144 = 16, 173 lbs
Based on the above, the displaced volume is
v = pi/4[(7'2)*10.67 + (10'2)*36/12] = 646 ftA3
F = 646*62.4 = 40,310 lb
24,674+16, 173=40,846>40,310