HomeMy WebLinkAbout820059.tiff_ .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
RESOLUTION
RE : ACTION OF THE BOARD OF COUNTY COMMISSIONERS CONCERNING THE
SITE APPLICATION OF MUSKET CORPORATION WASTEWATER TREATMENT
FACILITIES
WHEREAS, the Board of County Commissioners of Weld County,
Colorado, pursuant to Colorado statute and the Weld County Home
Rule Charter, is vested with the authority of administering the
affairs of Weld County, Colorado, and
WHEREAS, the Musket Corporation presented their site
application plan for a wastewater treatment facility on a parcel
of land located at the intersection of I-25 and Colorado Highway
119 , and
WHEREAS, the Musket Corporation wishes to construct a truck
stop and fast foods restaurant, as described in the Site
Application for wastewater treatment facilities, attached
hereto and incorporated herein by reference, and
WHEREAS, the regulations of the Colorado Water Quality
Control Commission require a hearing for a Site Application
approval before construction may be started and, further, that
various local and state agencies be given the opportunity to
review and comment on the Site Application, and
WHEREAS, said Site Application has been submitted to the
Board of County Commissioners of Weld County, for its review
and comment, and
WHEREAS, the Board feels it is in the best interests of
Weld County that the Board of County Commissioners recommend
approval of said Site Application.
NOW, THEREFORE, BE IT RESOLVED by the Board of County
Commissioners of Weld County, Colorado, that the Site Application
of Musket Corporation for wastewater treatment facilities be,
and hereby is, approved.
The above and foregoing Resolution was, on motion duly
made and seconded, adopted by the following vote on the 4th
day of August, A.D. , 1982 .
PL0079
82OO59
Page 2
RE: SITE APPLICATION
BOARD OF COUNTY COMMISSIONERS
WELD//COUNTY, COLORADO
1L % ) [?,t t to
John T. Martin, Chairman
EXCUSED
uck Carlson, Pro Tem
Norman Carlson
C . . Kirby
_ ne K. Steinmark
ATTEST: /n{-`^'""" F4�
Weld County Clerk and Recorder
and Clerk to the Board.
'BY: Q K'-'L�-wt,.i. C('- 11/,'' G'L.�1
Deputy County Clerk
APP D AS TO FORM:
v Coun Attorney
DATE PRESENTED : AUGUST 9 , 1982
_� _enain_
CIVIL, SANITARY &
STRUCTURAL ENGINEERING
SUGGESTED DESIGN FOR WASTEWATER TREATMENT FACILITIES
FOR: Love's Country Store
Del Camino Center
Highway 119
Longmont, Colorado
PREPARED FOR: Musket Corporation
P. 0. Box 26210
Oklahoma City, Oklahoma 73126
(405) 751-9000
DATE: June 1 , 1982
PROJECT NO: 82-428-01
PREPARED BY: Western Technical Services, Inc.
1024 8th Street
Greeley, Colorado 80631
(303) 352-5780 V
SEAL: Pt/b. /�
Philip J. Voegtle, President
Registered Professional Engineer
State of Colorado #12241
opsnwessit
NOTE: Cost estimate
revisions and additions to
E *:,. 12241 *= report were made on July 15, 1982.
•F -
i'`‘
SOLAR PLAZA P.O. BOX 131 GRANBY, COLORADO 80446 (303) 887-2303
__
1
EIM T
CIVIL, SANITARY &
STRUCTURAL ENGINEERING
June 8, 1982
Musket Corporation
P. O. Box 26210
Oklahoma City, Oklahoma 73126
Re: Suggested Design for Wastewater Treatment Facilities
Gentlemen:
This report contains the results of our investigation made on your property
located at the Del Camino Center at the intersection of Interstate Highway
25 and Colorado Highway 119, Weld County, Colorado. This investigation was
made during the month of May, 1982.
All data collected and our recommendations for the design of a wastewater
treatment facility to serve your property are presented for your information
and to fulfill the requirements of Weld County and the Colorado Department
of Health.
If you have any questions , please do not hesitate to contact our office
at any time.
Respectfully,
WESTERN TECHNICAL SERVICES, INC.
V(
Philip . Voe tle, .E.
P 9
President
PJV:fo
Enclosures
SOLAR PLAZA P.O. BOX 131 GRANBY, COLORADO 80446 (303) 887-2303
INTRODUCTION
The purpose of this report is to determine the best practical method for the
disposal of wastewater on the parcel of land owned by the Musket Corporation.
This particular piece of ground under investigation is in a portion of the
SEa of Section 3, T2N, R69W of the 6th P.M. , Weld County, Colorado and con-
sists of approximately five acres. (See Vicinity Map)
It is proposed that the wastewater facilities will serve a truck stop with
a fast foods restaurant, which will be called Love' s Country Store. The truck
stop will employ 20 people. Food service will consist basically of sandwiches ,
using disposable utensils. The estimated vehicular traffic, over a 24-hour
period, is estimated to be 1500 cars and 300 trucks. (See Site Plan)
FIELD INVESTIGATION
Field investigation consisted of three percolation borings to a depth of
approximately 36 inches; a percolation test; a soil boring to a depth of
eight and one-half feet; a routine soils analysis; and a brief site survey
to locate physical features.
SITE INFORMATION
The site slopes to the north and away from Highway 119 at an approximate grade
of 2 to 3 percent. On the south end of the lot is located an old house and
barn along with a few large trees. The remainder of the lot is covered with
weeds, grass and debris. The north and west sides of the lot have a marshy
appearance.
On the east and west adjacent lots is a liquor store and a large motel ,
respectively. Both of these facilities have their own water supply and waste-
water treatment facilities. While the liquor store has a simple septic tank
and leach field, the motel (Best Western Centennial Inn) has a sizeab}e
activated sludge process followed by two stabilization ponds. The motel has a
man on duty to perform operations and maintenance of the facility.
Across Highway 119, and approximately 400-feet to the south, are the wastewater
treatment facilities for the Del Camino Village Park. These facilities consist
of an activated sludge process. The Del Camino Village Park also has a man
on duty to perform operations and maintenance of the facility.
Also serving the Del Camino area with water service is the Lefthand Water
District.
Discussions have been held with all agencies (Best Western, Village Park, and
Lefthand) about water and sewer service.
PERCOLATION STUDY
A total of three percolation tests were run on the site. It was extremely
difficult to maintain a measurable water level in each test hole during the
four hour test period because of the rapid percolation rate. The final 30
minute interval of the percolation tests indicate an average rate of
approximately 4.5 minutes per inch.
SUBSURFACE SOILS CONDITIONS
The soil at the location where on-site wastewater disposal facilities may be
installed is basically a clayey sand over a silty, gravelly sand. Ground
water was encountered 2.3 feet below the surface. No bedrock was found. Soil
samples were also collected at the proposed building site for the purpose of
foundation design and these correlated closely with the collected samples for
this study. (See Soil Boring)
WATER USAGE AND WASTEWATER GENERATION RATES
The guidelines published by the Colorado Department of Health concerning
individual sewage disposal systems , and the "Manual of Septic Tank Practice"
published by the U. S. Public Health Service were used in part, to estimate
water usage and wastewater generation rates. These two publications provide
water rates for average conditions for various types of business and recrea-
tional establishments. However, some interpretation of these published rates
is necessary as they generally do not exactly apply to the case at hand, and
the subject situation is no exception.
The subject situation is as follows:
A truck stop or service station
---which employs 20 persons.
---where the daily vehicular loading is expected to be 1500 cars and
300 trucks.
---where restrooms will be available to its patrons. (3-toilets , 1-urinal ,
2-sinks)
---which will also have a fast foods restaurant with disposable utensils.
It is assumed that 25% of the patrons stopping will use the restaurant
facilities.
On this basis and using the previously mentioned guidelines , the possible range
for water usage and wastewater generation was estimated.
Colo. Dept. of Health U.S. Public Health Svc.
20 Employees
Factories and Plants
20 x 35 gal/employee = 700 gpd
Restaurant
1500 cars and 300 trucks =
3300 patrons. 3300 x .25 = 825 meals
Food Service Establishments
with paper service 825 x 1 .5 gal/meal = 1240 1240 gpd
Service Stations
1800 vehicles x 10 gal/veh. = 18,000 gpd
Restrooms (Oper. 24 hrs/day)
Toilets
3 fixtures x 36. gal/hr x 24/hrs= 2592
Colo. Dept. c Health U.S. Health Service
Urinal
1 fixture x 10 gal/hr x 24/hrs = 240
Sinks
2 fixtures x 15 gal/hr x 24/hrs = 720
5 ,492 gpd 19,240 gpd
TOTAL
The Musket Corporation operates a similiar truck stop in Texas, and water usage
for the first month of its operation was 67,000 gallons , or 2,250 gallons per
day.
In consideration of this data and the estimated rates , the recommended average
daily water usage and wastewater generation is 5,500 gallons. Maximum flow
conditions is considered to be 150% of this average flow or 8,250 gallons per
day. This maximum flow is to be used in the design of the facilities.
POSSIBLE ALTERNATIVES
Based on preliminary discussions with adjacent property and utility owners , and
our knowledge of the area, three possible wastewater alternatives exist. These
are:
1 . On-site treatment and disposal (septic tank with leach field) .
2. Connection to the Del Camino Village Wastewater Treatment Facilities.
3. Connection to the Best Western Centennial Inn Wastewater Treatment Faci-
lities.
The approximate cost of each of these alternatives is as follows :
1 . On-site ---Construction Cost $20,000
---0 & M Cost $ 500/yr
2. Del Camino WWT ---Tap Fee $17,000
---Construction Cost (sewer) $14,000
---Service Charge $ 6,000/yr
3. Best Western WWT ---Tap Fee $12,000
---Construction Cost (sewer) $ 8,000
---Service Charge $ 1 ,200/yr
The construction and 0 & M costs are estimated. The tap fee and monthly service
charges are, of course , open to negotiation. However, these fees and charges
were indicated in our preliminary discussions with these parties.
CONCLUSIONS AND RECOMMENDATIONS
The most economical solution to the treatment and disposal of wastewaters from
Love' s Country Store is with on-site facilities. These facilities are to con-
sist of a conventional septic tank(s) followed by a seepage bed, with some
modifications. These modifications are necessary to compensate for the fast
percolation rate and the high ground water table.
Since the percolation rate was faster than the allowable minimum of 5-minutes
per inch, it will be necessary to make the soil below the field less porous.
Since it is required to maintain 4-feet of soil from the bottom of a seepage
bed to the ground water table, it will also be necessary to elevate the seep-
age bed at least 2-feet above the existing grade. Therefore, it is recommend-
ed that the approximate area of the seepage bed, 90-feet square, be covered
with 3-feet of the clayey sand removed from another part of the lot and light-
ly compacted. For the proper design of the seepage bed, additional percola-
tion tests in the compacted fill will have to be performed. The measured
percolation rate at that time, will determine the required seepage bed size,
using the formula:
an
A = Q 5 where A = area of field
Q = maximum flow
t = percolation rate
Since the maximum flow was previously determined to be 8,250 gallons per day,
the formula reduces to:
A = 8250 5 or 1650411
A graph of this formula is attached for convenience in sizing the seepage bed.
(It is shown as the solid line on the graph) . Because elevation of the seep-
age bed above the existing grade is necessary, and because the flatness of the
property, it will be required to pump the septic tank effluent to the seepage
bed. To achieve proper distribution of the effluent on the bed, the pumping
cycle should be sufficient to flood the entire area of the bed to a depth
of one-half inch. To insure this , the volume of the pumping station, between
high and low water levels, should be equivalent to this volume. In other words ,
with a seepage bed area of 5,218 square feet, the operating volume of the pump-
ing station should be 1 ,561 gallons. This can be expressed by the following
formula:
V = A(7.48)(0.04) or 0.3A where V = operating volume
A = area of seepage bed
A graph of this formula is also attached and is indicated as a dashed line.
In sizing of the septic tank(s) , a 30-hour retention period is considered mini-
mum. Therefore, the septic tank capacity should be:
8,250 gallons/day x 30/hours = 10,313 gallons
24 hrs/day
Septic tanks are generally manufactured in 500 and 1000 gallon increments ,
however, it is recommended for this installation , that either 2-6,000 gallon
septic tanks be installed in series , or 4-3,000 gallon septic tanks be in-
stalled in a parallel series as shown on the Proposed Site Plan.
In conclusion, all exterior area drains are not to be connected to the treat-
ment and disposal system. All sewers serving the kitchen facilities shall be
equipped with a grease trap.
All construction should be in strict conformance with applicable federal , state
and local specifications. During construction and prior to backfilling of the
facilities, the owner and/or contractor shall notify Western Technical Services ,
Inc. for an inspection of these facilities. (See Proposed Site Plan)
The following additional information is provided to specifically
address the requirements of Sec . 2 . 2 . 4 PROCEDURES FOR APPLICATION
of the "Regulations for Site Application for Domestic Wastewater
Treatment Works" published by the Colorado State Department of
Health.
(3) (c) ( i ) Service Area Definition - Service area is the
site only (see legal description) . Previous use
of site was agricultural with a one family
dwelling. Previous zoning was C-3 . Present
zoning is also C-3 . See report for flow/loading
projections and relationship to other water and
wastewater plants in the area.
(ii) Proposed Effluent Limitations - No discharge .
(iii) Analysis of Existing Facilities - N/A.
(iv) Treatment Alternatives - See report .
(v) Flood Plain and Natural Hazard Analysis - Site
is not in 100 year flood plain .
(vi) Description of Selected Alternatives - See
report .
(vii ) Legal Arrangements - Musket Corporation will own
and operate the facility.
(viii) Institutional Arrangements - N/A.
(ix) Management Capabilities - N/A.
(x) Financial System - N/A.
(xi ) Implementation Plan and Schedule - Estimated
construction time is from October 1 , 1982 thru
March 1 , 1983 . Estimated start-up date is
March 1 , 1983 .
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VICINITY MAP -
WELD COUNTY% COLORADO
Drn. By: A•5.2 Chk'd. By: Prof: No. 82-42$-0/ Dote: ../e-Aue /j /902 Sheet of
WESTERN TECHNICAL SERVICES, /NC. GRANBY-oc GREELEY,
LOVE 'S COUKITFZY 5roRE.
U/EL-Q COON TY) COL-oTaf oo
OPERA TENG yew ME OF uJET WEt_C.
— cSALLOAJ S --
500 /000 /500 2000 2500 5000
/0000 1 I I I I
27// GAL. 9027 SF
9000 _ + +
Q
W
CV. 2470-4Ac, 1 8250 5A
Q 2000_
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Q! 7,379 S t � 22/4 AL
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01
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W SZi95F+ P 4- 1.5-60 GAL
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3690 5,F +///07 CAL
0 0I I I 1
5 i0 15 20 ZS 30
ME4 302ED PEe COLA T/oN /A7-
-HIQuTES PE/2 /.ucN —
82-4.28 -o/ 6-I-8Z
LEGAL DESCRIPTION OF PROPERTY
That portion of the Southeast Quarter (SE}) of said Section 3,
Township 2 North, Range 68 West of the 6th PM, Weld County,
Colorado, more particularly described as follows :
Considering the South line of the Southeast Quarter (SEw) of
said Section 3 as bearing South 89°22 ' 56" West and with all
bearings contained herein relative thereto :
Commencing at the Southeast Corner (SE Cor) of said Section 3 ;
Thence along the South line og the Southeast Quarter (SE 3/4)
of said Section 3 , South 89 22 ' 56" West 578 . 76 feet ;
Thence North 1°24 '42" East 50. 92 Feet to the True Point of
Beginning;
Thence along the North line of Colorado State Highway Route
#119 the following two (2) courses and distances ;
North 84°19 ' 32" West 230. 34 feet and South 89°34 ' 30" West
116. 17 feet ,
Thence North 1024 ' 42" East 590 . 52 feet ;
Thence North 89°34 '30" East 200. 94 feet ;
Thence North 89°31' 53" East 145 . 06 feet ;
Thence South 1°24 ' 42" West 615 . 12 feet to the True Point of
Beginning.
The above described tract contains 4. 753 acres , more or less .
7- 13 -
8Z— 426 • ° 1
r-25
51TE
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vs4LA4e I is
• +
� • SCALE % I ' = 200O -
S- 25
DOTS INDICATE" 1-vt131 TASLL BUILD'N 5 W)7N1N
(WS MILE RZADIUS of 51TE,
TOPOGRAPHY Or THE AR-SA IS FLAT WITH 5LIGHT 5LOPC
To ME NORTH.
X IND/CA-TS-3 IoTA5Lrc WATSX WELD-S WITHIA;
ONE MILS gA91U3 OF SITC
90 -y I l
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r 1� $ INDICATES Ex15TING WASTEWATEK =0 me„• yy� Sthne
�,, .,,. ply )� \ TREATMENT PLANTS KNowN To US x a�
\ e ` � WITHIN 10 MILE RAPIUs OF SITE.
` 4 5' Q T GREE
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t'' Y� EKE Age" No DoMEsTIC WATER .9„. e v u
— SUPPLY INTAKES KNOWN To 05 i114,99? ,
0 WITYUN 5 MILE RADIUS OF SITE. _� all,
Farm, _I.
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b���ay� 5310 �.c j' '4_5119 :,___H-i 1' ' 4II l aes9 i? FI _ _ '4882 i�
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astori 0
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Scale 1:250,000
5 0 5 10 15 20 Statute Mlles
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5 0 5 10 15 20 25 30 Kilorneler5
I-1 y-4 F--, —3
5 0 5 10 15 Nautical Miles
CONTOUR INTERVAL 200 FEET
Lkn.4 0.0
• -... TOPSOIL.
APPROXIMATELY 4.0
•
' / ' ' SILTY
' ' . CLAYEY
• /. • • SAND
. is/
�... ..._ TOPSOIL
0.5'
5.0 ` moo, ' i• . CLAYEY
WATER SURFACE 0 5.5—i , / , SAND
/ / .
WATER SURFACE / • • / 2.3'
•
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1311/LO/Ni 430R/N4' WASTEWATER BOR/NQ
SO/L BOR/N4S N
LOVE'S COUNTRY STORE
Drh. By: Sc Chk'd By: AS; Proj. No 82-42.3-04 Dote: 6-/-$t Sheet of
•
WESTERN TECHNICAL SERVICES. INC. CRANBY-GREELEY,
/VI/ no n nn
•
MINIMUM D19Tb NC ES.,
To Wcl l - loo' Fronn E'LEUATEQ ^„,=EPAC E
Seepar. Dad SEC.-Area to be
4 Pimp Skii+on. varised S' and /%.941/5'
- So' Fro nn Conio rc/ d. 0rnger n of
sepfic Tcvnks tied /a be a1 /east
Z'abnae eX/Sf/Hg
gi o'e. 5/ze of 5z
/3cd 4, he determined
by aOE/i hone / / rco-
.f' IVa gasl,c /ahem fe:3t5.
PUMP/L/67
ctn Ovp/cx , Indust-1a/
jPe, o4hniev3?hie
Each s9Pm
to'rag Sere a f
/vet e/f /o/ based
on cu/ze of 'See a
trl
TRUCK D/ESEL ISLAND �d•
/�+9
Ij-�-- , SE F�RC TP.hJICs -
r
3000 goa.11o-n
I I capc,ci+y TctAn.Es
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PROPOSED
WILD/Ng
�^
\
CAR CAS
ISLAND
COLO. STATE Ne/WAY119
7b LOA/CAIONT TO INTERSTATE 25
N
SCALE:1=100'
PROPOSED —rir = �?
SITE PLAN— WELD COUNTY
LOVE'S COUNTRY STORE
Ors. By:c7F6-- Chk'd By.•A'5,e Proj. No.62-42d-G2L Dote: 6-/ -8Z Sheet of
WF.STFRN TFCH/V/r.4/ .SERVICES_ /Nr GRANBY-GREELEY,
r/N/SHED QRAOE _
UN/ON .�
90'ELBOWS / 7P"WEEP HOLES 7o DRAW
ITYP/CAL) / P//DE AFTER EACH OPERAT/ON.
C'C./.P. SEWER P/PE I I.. 44-44÷
FROM SEPTIC TANK.
0.5'
'
MAX/49/UN WATER SURFACE ---- '\
1 1O"PLASTIC P/PE 772
SLOPE UP Tb SEEPAGE BEG
1�"IRON rite
OPERA TIN!, LEVEL 7d SE
C'PRECAST CONCRETE MANHOLE DETERM/NEO Sr S/EE
WITH CA57/RON FRAME 1 COVER - OF SEEPAGE SEO
M/N/M/UM WATER SURFACE
1.5'
NOTE:PUMPS ARE TO SE AUTO-
4447/CALL r CONTROLLED,
AND SHALL ALTERNATE. DUPLEX SUBMERS/.6LE
ONLY ONE PUMP SHALL SUMP PUMPS,EACH
OPERATE .47A TIME. A 15 GPM A20'Taw.-
H/C,H WATER ALARM SHALL (REMOVE CHECK VALVES).
ALSO BE INCLUDED.
SIZE OF BED TO BE DETERM/NED FROM
PERCOLA T/CN TESTS MI COMPACTED F/LL.
2'm/N. 2'M/N.
E/'/S7/N4' fROUNO __ ,64CKF/LL 70 6E CROWNED
/OVER BEO TOAHE/ NToF S"IsG�
SURFACE TYP/CAL 4"VENTS Cf
/N EACH CORNER
--- r /8"a4"STRAW
EK'CA✓ATE THE UPPER / J / / / / -9 '
ORC N REMOVE ono ANY / //� '\.`I :�
ORl,'AN/C TOPS 1� ,�.,�..-Qt 7,�ti
J- -Q +
� frig
S'O MAX. 1 LIGHTLY COMPACTED
f"FIELD T'LE C' ' /Hz''„I/I BACKF/LL:��.`./(�'/\.
\ J N / -YZ�,fr2j"/Y-YSHEO GRAyEL \
/1/ / / ! / / / OITCH AROUND
��-- 660 To DEFLECT
/'-1/ WATER A{.
�`/ FROM bEO.
1V4"PLAST/C PIPE FROM PUMPS. TO SLOPE a40#
70 PUMP S TA T/on. THE 1'/f"D/SCN'ARfE ,a/RE A
FROM EACH PUMP /5 TO as CONNECTED To THE w (WATER SURFACE
OUTS/DE F/ELO T/LE,AT THE CENTER- TOP of
OPPOS PTE S/DES OF THE /3EE:o.
NOTE:ORAWINS /S NOT TO SCALE
h1/SCELLANEOUS SCl/EMAT/C DETAILS ''
LOVE 'S COUNTRY STORE pkvi_r, et-z1
Drh. By. .-----S:--- Chkd. By: Prof No.(52-4.7.8-at Dole..TUNE 9,19S2 Sheel of
WESTERN TECHNICAL SERVICES, /NC. GRANBY-GREELE ,
SPECIFICATIONS
A. General - Building sewer, sewer lines , septic tank and other appurtenances
shall be designed, operated and maintained as required by the latest re-
vision of Colorado Technical Plumbing Code or such local code as may be
enforced.
B. Building sewer - The building sewer is the pipeline carrying sewage from
the building to the septic tank. The building sewer shall be cast iron.
All joints in the sewer line shall be watertight and root-proof. The
grade of the building sewer shall be at least 1% (an eighth of an inch
per foot) , except for the ten feet immediately preceding the septic tank,
where it should not exceed 2%. The building sewer shall not be less than
six inches in diameter. Sewer lines are to be laid on straight alignment
and with uniform slope. The sewer line shall be laid on undisturbed earth
or compacted granular backfill . The sewers shall be backfilled in such a
manner to provide them with the most protection from breakage and being
pushed out of line and grade.
C. Septic tank - Septic tank shall be watertight and durably constructed in
such a manner as to resist excessive corrosion or decay. Adequate access
shall be provided to each compartment of a tank for inspection and cleaning.
The tank shall be constructed to insure a uniform, horizontal flow through
its length and to permit the rentention of incoming sewage. Tanks con-
structed on the premises, other than where installed, shall have indelibly
marked on each , the name of the manufacturer and the liquid capacity.
Septic tanks shall be set to remain level . The outlet invert shall be at
least three inches lower than the inlet invert. An outlet "T" or baffle
shall extend above the surface of the liquid to within one inch of the top
of the tank and shall extend into the tank at least 14 inches below the
outlet invert. Liquid depth shall be a minimum of 30 inches and the
maximum depth shall not exceed the tank length or 60 inches, whichever is
less. The distance from the outlet invert to the underside of the top of
the tank shall be at least 10 inches. The first compartment of a two com-
partment tank shall hold one-half to two-thirds of the effective capacity
of the tank. All septic tank manholes and/or inspection ports shall extend
to within eight inches below finished surface grade. At least one access,
no less than 20 inches across, shall be provided for each compartment.
Backfilling around the septic tank shall be accomplished in a manner to
prevent tank settlement and to avoid undue strain on the tank and the pipes
entering the tank.
D. Pumping facilities - The pumping facilities shall be adequately and durably
constructed and watertight. The facilities shall be -constructed so that
access to the pumping unit is convenient and safe. The pumping unit shall
consist of a duplex "sump-pump-type-unit" with a capacity of pumping 15
gallons per minute at a total dynamic head of 20 feet. The force main from
the pumping unit to the seepage bed shall be 11/4 to 1' inches in diameter,
plastic pipe, designed for pressure flows. This force main shall be in-
stalled at a depth to protect it from freezing. The line shall also drain
back toward the pumping facilities when the pumping unit is not in operation.
It shall not be installed with any low points in the system which may trap
water. The contractor shall concern himself particularly with protecting
the pipe from freezing. The contractor is to refer to the drawing entitled
"Miscellaneous Schematic Details" included with this report for the install-
ation of the pump, septic tank and seepage bed.
E. Seepage bed - The bottom of the bed and distribution pipe shall be level .
A 15-inch thick layer of one-half to two and one-half inch washed gravel
shall be spread over the entire bed, with the pipeline set at a depth to
insure at least eight inches of gravel below and two inches of gravel
above each line. A covering of untreated building paper, straw or similar
materials shall be placed on top of the gravel and backfill shall be placed
over the bed to a minimum depth of 12-inches. The ground surface around
the bed and the finished surface over the bed shall be graded to deflect
precipitation and other outside water from the disposal field. The field
lateral lines for distribution of the wastewater throughout the seepage
bed shall be either open joint sewer pipe or perforated pipe. If open
joint sewer pipe is used, the upper half of the joint opening, which should
be approximately 1/8 to 1/4 inch, should be covered. Field lateral lines
shall be spaced not greater than six feet apart. Backfill covering the
seepage bed shall be sloped at a grade not more than three to one (3 hori-
zontal to 1 vertical ) to the existing grade. Four inch vent lines shall
be installed at each corner of the seepage bed. The vent line shall ex-
tend twelve inches above the ground. The existing ground surface over which
the seepage bed is to be placed should be cleared of all organic matter and
the exposed surface scarified before placing the fill material . (See
Miscellaneous Schematic Details included in this report. ) The topsoil to
be used in the construction of the bed shall be that material found in the
area but shall not be excessively granular so to provide the proper filter-
ing action of the wastewater.
F. Inspection - After the wastewater disposal system has been installed and
before it is used, the entire system is to be tested and inspected. The
septic tank is to be filled with water and allowed to stand overnight to
check for leaks. If leaks occur, they are to be repaired. The soil
absorption system should be inspected before it is covered to be sure
the disposal system is installed properly. All backfills are to be free
of large stones and other deleterious material .
****************************************************************************
PLEASE NOTE
This system is designed only for usage as described in this report and based
on conditions found at the time of the investigation. For proper and con-
tinual successful operation of the system, the owner is encourged to follow
the guidelines on the care and cleaning of the septic tank indicated on
Pages 35 through 39 of the Manual of Septic Tank Practice, USPHS Publication
526. Briefly, these major guidelines point out the need to inspect the
septic tank at least once a year and have it cleaned when necessary. In
addition, the septic tank should not be washed or disinfected after pumping
and a small residual amount of sludge should be left in the tank for seeding
purposes.
THE LIABILITY OF WESTERN TECHNCIAL SERVICES, INC. , is in effect for a period
of ten (10) years from the date of this report and only if the facilities
are inspected during construction by Western Technical Services, Inc. ;
approved by Western Technical Services , Inc. ; used and installed as described
in this report and approved by Western Technical Services , Inc.
*****************************************************************************
MEM CAW CIMS>iilg
COLORADO DEPARTMENT OF HEAL'. C 7) ; 1 S Fir
Water Quality Control Division
421u East 11th Avenue A U G 4 1982
Denver, Colorado 80220 •
Coles
APPLICATION FOR SITE APPROVAL OF CONSTRUCTION OR EXPANSION OF:
A) SEWAGE TREATMENT PLANT AND
8) LIFT STATIONS HAVING OVER 20,000 GPD CAPACITY
APPLICANT: Musket Corporation
ADDRESS: P. 0. Box 26210, Iklahoma City, Oklahoma 73126 PHONE: (405)751 -9000
Consulting Engineer's Name and Address: Western Technical Services , Inc.
10.24 8th Street, Greeley, Colorado 80631 PHONE: (303)352-5780
A. Information regarding new sewage treatment plant:
1 . Briefly describe on a separate sheet of paper the reason for locating the sewage
treatment plant on this particular site. This should include, but is not
necessarily limited to, a description of the present and possible development
of the site location and service area. See Report.
2. Size and type of treatment facility proposed:
Type Septic/Leach Field
GPD: 5500 PE design Present PE
(gal/day) capacity 55 to be served None/New Facilities
t Domestic: 100 % Industrial : 0
3. Location of facility:
Attach a map of the area which includes the following:
(a) 10-mile radius: all sewage treatment plants and lift stations.
(b) 5-mile radius: domestic water supply intakes.
(c) 1-mile radius : habitable buildings , location of potable water wells , and
an approximate indication of the topography.
4. Effluent will be discharged: None
(Watercourse)
Subsurface disposal : Yes Land: N/A
Evaporation: N/A Other: N/A
State water quality classification of receiving watercourse(s) : N/A
5. Will a State or Federal grant be sought to finance any portion of this
project? No
6. What is the present zoning for the proposed service area? C-3
Present zoning of site area? C-3
Zoning within a 1-mile radius of site? C-3: C-4: R-5: A
WQ-3(rev. 1-78-40) - 1 -
7. What is the distance downstream from the discharge to the nearest domestic water
supply intake? N/A
(name and address of supply)
What is the distance downstream from the discharge to the nearest other point
of diversion N/A
(name and address of user)
8. Who has the responsibility for operating the facility? Musket Corporation
9. Who owns the land upon which the facility will be constructed? Musket Corporation
Please attach copies of the document creating authority in the applicant to
construct the proposed facility.
10. Estimated project cost: Twenty Thousand Dollars (S20.000.no)
Who is financially responsible for the construction and operation of the
facility? Musket Corporation
11 . Names and addresses of all water and sanitation districts within 5 miles downstream
of proposed wastewater treatment facility site. N/A .
(Attach a separate sheet of paper if necessary.)
12. Is the facility in a 100 year flood plain? No
If so, what precautions are being taken? •
Has the flood plain been designated by the Colorado Water Conservation Board,
Department of Natural Resources?
If so, what is that designation?
13. Please include all additional factors that might heip the Water Quality Control
Commission make an informed decision on your application for site approval .
See Attached Report
WQ-3(rev. l-78-40) - 2 -
-
MinCIVIL, SANITARY &
STRUCTURAL ENGINEERING
ADDENDUM # 1 FOR DESIGN OF WASTEWATER TREATMENT FACILITIES
FOR: Love ' s Country Store
Del Camino Center
Highway 119
Longmont , Colorado
PREPARED FOR: Musket Corporation
P. O. Box 26210
Oklahoma City, Oklahoma 73126
(405) 751-9000
DATE : JULY 30, 1982
PROJECT NO: 82-428-01
PREPARED BY: Western Technical Services, Inc .
1024 8th Street
Greeley, Colorado 80631
(303) 352-5780
NE(I COUNTY CNMSS{ IS
d C I
J AUG 4 1982
QRggzni cou%
1024 EIGHTH STREET GREELEY, COLORADO 80631 13031 352 -5780
OPERATION OF PROPOSED SYSTEMS
The proposed treatment system will operate in the same efficient
manner as any septic tank and percolation field system functions,
which is properly designed and maintained.
The system, as indicated in the submitted report , is located
so that all minimum horizontal distances between the components
of the wastewater disposal system and pertinent ground features ,
as specified by the Colorado Department of Health, are satis-
fied. Actually the one horizontal distance of major importance
is that distance to the Centennial Inn ' s well, (the property
immediately to the west ) . This distance is far in excess of
the 100 foot minimum and is approximately 200 feet . The only
other distance of concern is that distance from the bottom of
seepage bed to the ground water level in the area. Since this
required distance is 4 feet , the seepage bed was raised above
the existing ground level , due to the high ground water level ,
to achieve this distance . The fill material (the eventual soil
which will filter and further treat the wastewater) will be
selected and compacted to achieve the recommended range for
percolation. This range according to State Health Department
Standards is 5 to 60 minutes per inch. The measured percol-
ation rate of the existing soil just boarders on this range at
4. 5 minutes per inch. The basis of these standards is to pro-
tect the ground water from pollution and the development of any
health hazards. The design, as submitted, will comply with
these standards.
Two known research publications which address this matter of
the efficiency of a septic tank and percolation field system
are :
"Treatment Efficiency of a Septic Tile System" ,
T. Veraraghavan and R. G. Warnock, Proceedings of the
National Home Sewage Disposal Symposium - 1974, American
Society of Agricultural Engineers.
"Treatment and Disposal of Wastewater from Homes by Soil
Infiltration and Evapo-transpirations" , University of
Toronto Press , 1973 , Second Edition.
In the first publication (p. 56 ) , it is reported that 75 to 90%
of the BOD present in a septic tank effluent is removed after
passing through 4 feet of soil beneath a percolation field.
Inthe second publication (p . 39 ) , it is reported that 45 to 62%
of the BOD present in a septic tank effluent is removed after
passing through 1 foot of soil beneath a percolation field .
Considering that approximately 30% of the BOD is removed in the
septic tank , the efficiency of a septic tank and percolation
field system, 4 feet below the field, would be 83 to 93% in
removal of BOD. This level of efficiency is equivalent to
modern day treatment systems. When one considers the further
treatment the process effluent receives as it travels through
the ground, no pollution or health hazard should result from
this operation.
It should also be noted that even higher reductions were reported
in suspended solids and ammonia.
Because the seepage bed (percolation field) is elevated above
the ground surface, it will be necessary to pump the septic
tank effluent to the seepage bed. This pumping will assist
in ensuring proper distribution of the setpic tank effluent
over the entire seepage bed area. Duplicate pumps will be
installed to furnish back-up facilities.
The simplicity of the system requires little maintenance.
Periodic inspection of the pumps to ensure their operation , and
annual inspection of the septic tanks to determine the scheduling
of a sanitary sludge hauler .
AVAILABILITY OF EXISTING TREATMENT SYSTEMS
As discussed in the submitted report , two sewage treatment plants
exist in the immediate area.
The first , which serves the Del Camino Village Trailer Park, is
located south of the subject property and south of Highway 119 .
From information obtained from the owner and operator, the plant
has a capacity of 100, 000 gallons per day and is operating at
70% of this capacity. This treatment facility consists of an
extended aeration process with its ultimate dischage to an
irrigation ditch. No data was obtained on the age of the facil-
ity, but from its appearance, it is estimated to be approximately
10 years old. An inspection of the facility indicated that it
was reasonably maintained and operated.
The second treatment plant in the area, which serves the Best
Western Centennial Inn , is located to the west of the subject
property. Since the Inn has changed ownership several times
over the past years , the owner had no knowledge of the capa-
city of the system. After some research it was found that this
system was initially designed to treat 13 , 000 gallons per
day. The maximum present loading on the facility is estimated
to be 11 , 000 gallons per day . Since its design in 1972 ,
apparently , several modifications have been made and its pre-
sent capacity is unknown . This facility also incorporates the
extended aeration process , and is followed by one-aerated
pond and one-evaporation percolation pond. An inspection of
this facility indicated that it receives little maintenance
but seemed to be operating satisfactorily .
ECONOMIC CONSIDERATIONS
The economic considerations were generally stated in the submitted
report . To summerize them for your consideration , the following
information is submitted :
On Site Treatment (Septic Tank and Percolation Field)
Estimated Construction Cost $20 , 000
Estimated Operations & Maintenance Cost $500/year
Connection to Del Camino Village Facilities
Estimated Construction Cost $14 , 000
Estimated Service Charge $6 , 000/year
Estimated Tap Fee $17, 000
Connection to Centennial Inn Facilities
Estimated Construction Cost $8, 000
Estimated Service Charge $1 , 200/year
Estimated Tap Fee $12 , 000
If one considers the initial cost to be the construction cost
plus any tap fee, then connection to the Del Camino Facilities
is the most expensive at $31 , 000. The On Site Treatment and
connection to Centennial are of equal initial cost ($20, 000) .
On the basis of on-going costs , again, connection to the Del
Camino facilities is the most expensive. Over a 10 year period,
this cost would be $60 , 000. Connection to the Centennail
Inn faciliites is the next least expensive, at $12, 000 over a
10 year period. Finally, On Site Treatment being the least
expensive at $5 , 000. 00.
It is on this basis, that the On Site Treatment is recommended
and for which your approval is requested.
B. Information regarding lift stations: N/A
1 . The proposed lift station when fully developed will generate the following
additional load:
Population Equivalent
Peak Hydraulic (MGD) to be served:
2. Is the site located in a 100.year flood plain?
If yes, on a separate sheet of paper describe the protective measures to be taken.
3. Where will the overflow be discharged?
4. Name and address of facility providing treatment:
5. The proposed lift station when fully developed will increase the loading of the
facility to % of hydraulic and t of organic capacity.
C. 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.
D. Recommendation of governmental authorities:
Please address the following issues in your recommendation decision. Are the proposed
facilities consistent with the comprehensive planning for the area and with other plans
including the 201 , 208, 209 and 303(e) plans? If you have any further comments or
questions, please call 388-6111, Extension 378.
Recommend Recommend No
Date Approval Disapproval Comment Signature of Representative
Weld County Planning Department
Weld_ County Health Department
We„d' County Boar of County Commissioners
Larimer/Weld Council of Governments
State Geologist
I certify that signs have been posted in accordance with regulations entitled "Procedural
Date: Regulations for Site Applications for Sewage Treatment Works"
Signature of Applicant
District Engineer Action:
Recommend Approval : Recommend Disapproval :
Date:
Signature
W0-3 (rev. 1/7B-bOl
B. Information regarding lift stations: N/A
1 . The proposed lift station when fully developed will generate the following
additional load:
Population Equivalent
Peak Hydraulic (MGD) to be served:
2. Is the site located in a 100.year flood plain?
If yes, on a separate sheet of paper describe the protective measures to be taken.
3. Where will the overflow be discharged?
4. Name and address of facility providing treatment:
5. The proposed lift station when fully developed will increase the loading of the
facility to % of hydraulic and 2 of organic capacity.
C. 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.
D. Recommendation of governmental authorities:
Please address the following issues in your recommendation decision. Are the proposed
facilities consistent with the comprehensive planning for the area and with other plans
including the 201 , 208, 209 and 303(e) plans? If you have any further comments or
questions, please call 388-6111, Extension 378.
Recommend Recommend No
Date Approval Disapproval Comment Si nature of Representative
8 3/8 2-
e d County anning D partment
Wel County Health Department
County Board of County Commissioners
Larimer/Weld Council of Governments
State Geologist
I certify that signs have been posted in accordance with regulations entitled "Procedural
Date: Regulations for Site Applications for Sewage Treatment Works"
Signature of Applicant
District Engineer Action:
Recommend Approval : Recommend Disapproval :
Date:
Signature
`a0-3 ( rev. 1 /-8-401 _
Hello