HomeMy WebLinkAboutApplication- Permitof
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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT
108 Eighth Street, Suite 201
Glenwood Springs, Coloradof 81601
Phone (970) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
Permit
4140
Assessor's Pereel No.
This does not constitute
a building or use permit.
PROPERTY
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Owner's Name ��'1Q bN%% - ! MvJR�
�-rin % Present Address ` OZ� j I� Z- Phone 7325‘1060
System Location 7075
Legal Description of Assessor's Parcel No
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7025- iL ; oZ
SYSTEM DESIGN
ry� I( 000 ?
1115# Septic Tank Capacity (gallon) Other Percolation Rate (minutes/inch)
Number of Bedrooms (or other)
Required Absorption Area - See Attached
Special Setback Requirements:
Date Inspector
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer (Keg
Septic
�{,(4' i
Septic Tank Capacity (KCSJ
Septic Tank Manufacturer or Trade Name
Septic Tank Access within 8" of surface
Absorption Area
Absorption Area Type and/or Manufacturer or Trade Name
Adequate compliance with County and State regulations/requirements
Other
�- l� CQ 041( E -
Date v Inspector
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE
CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, Article 10 C.R.S. 1973, Revised 1984.
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con-
nection to or use with any dwelling or structures not approved by the Building and Zoning off ice shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
3. Any person who constructs,alters, or installs an individual sewage disposal system in a manner which involves a knowing and material
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 tine —6
months in jail or both).
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER J.q Mtn — I
Wa(A -1 ice! : r pS
ADDRESS J 0.L5 i -L 1 ��. GWS PHONE 41-5 -G06a
CONTRACTOR en 4, IZ,.DIA," f (K r in .
ADDRESS 52q (milt ll IZ.' c(sc (Z,� £W5 PHONE GMS— X55/ 1
PERMIT REQUEST FOR ( ) NEW INSTALLATION ( ) ALTERATION
( j REPAIR
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable
building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4).
LOCATION OF PROPOSED FACILITY: /
Near what City of Town [ (2 watal SPr ; N y Size of Lot a • 11 C ere s
Legal Description or Address ZQuL,S Ek./
WASTES TYPE:
( ) DWELLING ( ) TRANSIENT USE
(A COMMERCIAL R INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER—DESCRIBE
BUILDING OR SERVICE TYPE: k f7A- i L
Number of Bedrooms lU Number of Persons
Garbage Grinder 0Automatic Washer 0Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:
Was an effort made to connect to the Community System?
_Nn
A site • Ian is re ' uired to be submitted that indicates the followin MINIMUM distances:
Leach Field to Well: 100 feet
Septic Tank to Well: 50 feet
Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet
Septic System (septic tank & disposal field) to Property Lines: 10 feet
YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT
A SITE PLAN.
GROUND CONDITIONS:
Depth to first Ground Water Table
Percent Ground Slope
2
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TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
( SEPTIC TANK (000 ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET( ) OTHER -DESCRIBE
FINAL DISPOSAL BY:
V) ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION
( ) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER -DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? /' 7
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test)
Minutes p7 3 per inch in hole No. 1 Minutes per inch in hole No. 3
Minutes 2C per inch in hole No. 2 Minutes ;--y per inch in hole
Name, address and telephone of RPE who made soil absorption tests:
Name, address and telephone of' RPE responsible for design of the system:
Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and
additional tests and reports as may be required by the local health department to be made and furnished by the applicant
or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is
subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made,
information and reports submitted herewith and required to be submitted by the applicant are or will be represented to
be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of
health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any
falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based
upon said application and in legal action for perjury as provided by law.
Signed
PLEASE D
Date / — 3 -- v 6.
N ACCURATE MAP TO YOUR PROPERTY!!
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PERCOLATION TESTS
The successful operation of your septic system depends on the rate the soil in which your leach field will be installed
will accept water. THIS IS CRITICAL. The rate of absorption is called the percolation rate and it determines the size
of the leach field needed for a particular flow of sewage and in some cases even determines the feasibility of the
installation of a septic tank and leach field system. PERCOLATION TEST MUST BE DONE AT THE GROUND
DEPTH WHERE ABSORPTION WILL TAKE PLACE. STANDARD SEEPAGE BEDS (LEACH FIELDS) ARE
INSTALLED THREE FEET DEEP SO THE PERCOLATION HOLES ARE DUG FOUR FEET DEEP, AT LEAST
20 FEET APART, IN A TRIANGLE SHAPE. THE PERCOLATION TEST IS DONE IN THE BOTTOM ONE (1)
FOOT OF THE HOLE:
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A posthole digger, auger or backhoe can be used to dig the percolation test holes. If a back hoe is used, dig the back
hoe hole three (3) feet deep, with a bite for steps, and put a test hole one (1) foot deep and 8 to 12 inches in diameter in
the bottom. Installation of absorption areas (i.e. drywells) deeper than three (3) feet require the permission of the
Environmental Health Department.
B'ck I%oe j{oLe
11
Saturation with water will affect the percolation rate, and since the system will be expected to operate when the soil is
saturated with water, THE HOLES MUST BE FILLED WITH WATER AT LEAST EIGHT (8) HOURS BEFORE
THE TEST AND ALLOWED TO STAND. More water will be needed to perform the percolation test, so AT LEAST
FIVE (5) GALLONS OF WATER PER HOLE SHOULD BE ON HAND WHEN THE TEST IS PERFORMED.
AN EIGHT (8) FOOT PROFILE HOLE IN THE LEACH FIELD AREA IS REQUIRED IN THE STATE OF
COLORADO TO DETERMINE THE PROXIMITY OF GROUND WATER AND BEDROCK. (One soil profile hole
shall be drilled or dug to provide observation of the soil profile of the area of the soil absorption system. The hole shall
be prepared at least eight (8) feet deep. The hole may be terminated when groundwater or bedrock is encountered. The
hole shall be prepared in such a way as to provide identification of the soil profile four (4) feet below the bottom of the
soil absorption system).
4
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(FOR APPLICANT'S INFORMATION)
PERCOLATION TESTS FOR DRY WELLS (SEEPAGE PITS) ARE PERFORMED AT THE LEVEL OF THE
BOTTOM OF THE PIT (USUALLY 10 FEET).
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If you call for a percolation test or inspection and for some reason are not ready when the time comes, please call us
before 4:00 p.m. at 945-8212 to cancel the appointment.
THANK YOU FOR YOUR COOPERATION.
5
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RECOMMENDED MINIMUM REQUIREMENTS FOR
INDIVIDUAL SEWAGE DISPOSAL SYSTEMS
Before construction is started, the Inspector must be contacted for approval and detailed information concerning the
proposed disposal system. Higher standards than those which follow may be required in individual cases to assure
attainment of the obiective. Those objectives are to locate, construct and maintain individual sewage disposal systems
in such a manner that existing or contemplated water supplies will not become contaminated and so that sewage will
not overflow the ground surface and result in a nuisance or health hazard.
1. LIQUID CAPACITY OF TANK (GALLONS)
(Provides for use of garbage grinder, automatic clothes washers and other water using household appliances).
Recommended Minimum
Number of Bedrooms Tank Capacity
2 or less 750 gallons
3 or less 1,000 gallons
4 1,250 gallons
For each additional bedroom, add 250 gallons
2. MINIMUM LEACHING AREA OF DISPOSAL FIELD ABSORPTION AREA REQUIREMENTS FOR
INDIVIDUAL RESIDENCES
Percolation Rate Required Absorption Percolation Rate Required Absorption
(time required for Area, in sq. ft. (time required for Area, in sq. ft.
water to fall one per bedroom water to fall one per bedroom
inch, in minutes) (b) standard trench inch, in minutes) (b) standard trench
(c) seepage beds & (c) seepage beds &
(d) seepage pits (d) seepage pits
*1 or less 10..... 228
*2 15 279
*3 30(e).. 395
*4 45(e).. 483
*5 60 (e), (f) 558
*(See Below)
*Percolation rates faster than five (5) minutes per inch or slower than sixty (60) minutes per inch require
engineered system and/or Board of Health approval.
(a)
(b)
It is desirable to provide sufficient land area for entire new absorption system if needed in future.
In every case, sufficient land area should be provided for the number of bedrooms (minimum of 2) that can
reasonably be anticipated, including the unfinished space available for conversion as additional bedrooms.
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Abserption area is figured as trench -bottom area and includes a statistical allowance for vertical sidewall area.
(c) Absorption area for seepage pits is figured as effective sidewall area beneath the inlet.
(d) Unsuitable for seepage pits if over thirty.
(e, f) Unsuitable for absorption system if over sixty.
Dwelling on less than two acres, areas of high water tables, or areas with a percolation test rate faster than 1” in 5
minutes must have altemative sewage facilities, i.e., central collection, holding tanks, individual treatment, etc.
EXCEPTION: Absorption areas may be allowed with percolation rates faster than one (1) inch in five (5) minutes
provided the soil is a sandy texture and no water table problems are encountered.
1. Maximum length of drainage line: 100 linear feet
2. Minimum width of drainage trench: 18 inches
3. Minimum spacing between trenches or pipes: 6 feet
4. Maximum grade of drainage lines: As level as possible
5. Minimum depth rock under drain PVC: 6" under PVC, 2" over PVC
6. Minimum depth of cover over distribution lines: 12 inches
7. Maximum depth of cover over distribution lines: Variable
8. Minimum grade of house sewer: 1/8 to 1/4" per linear ft.
9. Minimum distance of sewage disposal system
from dwelling: 20 feet
10. Minimum distance of septic tank from dwelling: 5 feet
11. Minimum distance of leaching area to a well: 100 feet
12. Minimum distance of septic tank to a well: 50 feet
13. Minimum distance of leaching area to a stream
or water course: 50 feet
14. Minimum distance from septic tank and disposal
field to property lines: 10 feet for drywell
10 feet for leach field
15. Minimum sewer pipe and distribution pipe: 4 inch diameter
Septic construction should be of concrete, concrete block or of a material that will resist deterioration and which can be
made reasonable watertight.
Acceptable drain field pipe materials include plastic, terra cotta or concrete. If the house sewer line is longer than 10
feet between house and septic tank, a clean-out Y should be installed as near as practical to the house.
Septic tanks should be inspected once a year and cleaned when necessary. Cleaning is recommended when space
between the scum accumulation and sludge residue on the tank bottom is less than eighteen (18) inches.
The Department recommends pumping a septic tank once every four (4) years when a yearly inspection by the owner is
not practical.
7
JAN -03-2006 TUE 12:52 PM ROTOROOTER
tr-14-5011 0I:$0ie ProO-LORIS 1 F1'IYALD '
Garfield County Permits
108 Sr' Sheet, Ste. #201
Olmtwaod Springs, CO
81601
970-9454212
FAX NO. 9709455547 • P. 01/01
1700101111 1-110 P.001/001 1-117
December 14, 2005
To Whom It May Concern:
M owners of the property at 7025 Highway 82, (location of Furniture Farmhouse,
Specialty Sparta) Glenwood Swinge CO, Hansen-Fyrweld Holdinp authorizes Roto
Roamer Phunbing w act u contractor to excavate and install an loath field et the above
desonbed address. Please provide Roto Rooter Plumbing with the }roper permits
rewired iter the above described repair.
BametaFYrwald Holdiaga
CRONK
CONSTRUCTION •
INCORPORATED
1129.24- Road
Grand JuneJJon, CO 81505
970-245-0577, 970-257-7453 (fax)
June 15, 2006
RECEIVED
JUL 0 7 2006
GARFIELD COUNTY
BUILDING & PLANNING
CERTIFICATE OF INSPECTION AND ACCEPTANCE
Individual Sewage Disposal System
Fyrwald Commercial Project
7025 Highway 82
Glenwood Springs, CO 81601
The individual sewage disposal system of reference was inspected on June 15, 2006. The system
was found to conform with the plans and specifications set forth in the engineered sewage
disposal system design for the aforementioned property prepared on April 24, 2006. Copies of
the engineered plan may be obtained from the Garfield County Environmental Health Department
or the undersigned design engineer.
Thomas A. Cronk, P.
1129 -24- Road
Grand Junction, CO 81505
970-245-0577
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CRONK
CONSTRUCTION
INCORPORATED
1129.24- Road
• Grand Junction, CO 81505
970-245-0577, 970.257.7453 (fax)
INDIVIDUAL SEWAGE DISPOSAL SYSTEM DESIGN
Date: April 24, 2006
Prepared by: Thomas A. Cronk, P.E.
Cronk Construction Inc.
1129 -24- Road
Grand Junction, CO 81505
245-0577
Type of Design: Commercial Repair System
Owner:
Ernie Frywald
Bamett-Frywald Holdings, Inc.
415 E. Hyman Avenue
Aspen, CO 81611
970-618-9175
Property address: 7025 Highway 82, Glenwood Springs, CO 81601
Tax schedule No.:
Legal Descript:
Page 1 of 9
P
LIELho
RECEIVED
MAY 0 4 2006
GARFIELD COUNTY
BUILDING & PLANNING
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1.0 Site History
The site consists of approximately 4.274 acres of uncultivated native soil. Drainage is approximately 1%
to the southwest. The site is a commercial property with approximately 15,000 sq. ft. of retail area and
two warehouses of approximately 10,000 sq. ft. each. The three structures are served by an existing
individual sewage disposal system (ISDS) which shows signs of failure. The owners wish to install a
repair ISDS. A percolation test/soils evaluation was conducted on the property of reference on 03/28/06
by Tom A. Cronk, registered professional engineer (R.P.E.). The 03/28/06 investigation was intended to
develop subsurface design parameters for a repair ISDS to serve the existing commercial buildings.
Because of the commercial nature of the project, an engineered ISDS design has been prepared. The
03/28/06 perc test/soils evaluation is attached for reference as Appendix A. The locations of the site
investigation excavations are shown on the attached plot plan. A discussion of developed subsurface
design parameters and the engineered ISDS design follows.
2.0 Development of Design Parameters
A perc excavation trench (excavation A) was extended to a depth of 126" below ground surface (BGS).
There was no evidence of ground water or high seasonal water table in the open excavation to a depth of
126" BGS. The soils evaluation indicates three distinct soil horizons underlie the site. A Iithological
description follows:
depth (in.) description
0" - 24"
24" - 36"
36" - 126"
clayey sand loam, reddish brown; soft; friable
sandy clay, light red; hard and blocky friable
pit run (25mm-300mm) in brown sand matrix
A pressurized INFILTRATOR absorption field is proposed for the site. An average design perc rate of 52
min/in. is chosen for overall system sizing for subsurface absorption below a depth of 36" BGS.
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3.0 System Design
An INFILTRATOR absorption field is proposed for discharge of septic effluent at the site. The bottom of
the INFILTRATOR absorption field will be located at a maximum depth of 36" below the existing ground
surface. A lift station discharging into pressurized effluent distribution laterals will be employed to
discharge septic effluent into the absorption field.
Construction of the system will consist of removing the existing site soils from the area underlying the
absorption field. The initial excavation will be continued to a depth of 36". After removal of surface
soils, the open excavation will be disked or scarified and INFILTRATORS (model QUICK4) will be used
to construct a septic effluent distribution system in the open excavation. The INFILTRATOR effluent
distribution system will be installed in accordance with the "Infiltrator Technical Manual", available
from Infiltrator Systems Inc., 123 Elm Street, Suite 12, Old Saybrook, Connecticut 06475. Adjacent
INFILTRATORS shall be fastened with a minimum of four (4) 3/4" x #8 self -tapping sheet metal or bright
brass deck screws to prevent movement and separation during backfilling. The INFILTRATOR
absorption field will provide a minimum of 4.0 ft of filtration soil between the septic effluent discharge
piping and the surrounding subsoils.
After the INFILTRATORS are installed, synthetic filter fabric (140-200 mesh) will be placed over the
INFILTRATORS and the system will be covered with a soil cap. The soil cap will consist of a minimum
of 24" of sandy loam soil mounded 5% to promote surface run off away from the absorption field.
Septic effluent will be introduced into the INFILTRATOR absorption field through pressurized
distribution laterals installed in each row of INFILTRATORS as shown in the attached graphics. The
injection laterals will consist of 1" Schd 40 PVC pipe with 5/32" (0.1563") holes equally spaced 48" o.c.
along each row of INFILTRATORS. Holes in the injection laterals will be centered in each
INFILTRATOR unit and drilled at 12:00 o'clock to direct effluent up for dispersal against the top of the
chamber. Injection laterals shall be suspended from the top of the chamber with all weather plastic pipe
strapping (min. 120 lbs tensile strength) at every chamber joint connection. Septic effluent will be
delivered to the distribution laterals through two 2" (Schd 40 PVC) pressure manifold. Each pressure
manifold will be centrally located in the absorption field and serve six of the twelve rows of
INFILTRATORS (see attached absorption field plan view).
A lift station will be utilized to deliver septic effluent to the absorption field and promote equal
distribution of septic effluent. The lift station will employ a duplex 051 high head effluent pump (OSI
model no. P500512) and screened pumping vault (OSI model no. PVU57-2419-L) and shall be
constructed in accordance with the attached graphics.
Two 2" Schd 40 PVC pressure transport line will be used to transfer septic effluent from the duplex
pumping system to the absorption field (one line to each pump). The pressure mains will be self draining
or be buried a minimum of 36" below ground surface to prevent freezing. All pressure piping and mound
construction shall be completed in accordance with the attached graphics.
The installer must also confirm the setbacks from property lines, building envelopes, and existing
easements shown in the attached graphics are maintained. Additionally, any unknown utility lines,
easements, or other adverse conditions disclosed during construction must maintain the required setbacks
listed on page 6 of this document. A minimum of 12" (18" recommended) of soil cover is required for all
gravity flow effluent piping, the septic tank/lift station, and the absorption field (excepting maximum 8"
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soil cover over septic access ports). All non -draining pressure effluent piping must be covered with a
minimum of 36" of cover to prevent freezing.
The existing ISDS on the property shall be abandoned. Abandonment of the absorption field shall
consist of capping the influent piping followed by abandoning the gravel absorption field in-place. The
existing septic tank shall be drained of residual fluids by pumping and either: 1) physically removed, or
2) filling with structural fill (e.g., gravel, flowable fill, compacted soil, or concrete) and abandoned in-
place.
The ISDS will be designed to accept sewage discharge from a 15,00 square foot commercial retail
building and two commercial warehouses encompassing approximately 20,000 square feet. The existing
warehouse buildings employ 14 people for one eight hour shift per day.
Sewage loading estimates follow:
source loading factor average daily sewage flow (gaUday)
15,000 sq. ft. of retail space 0.1 gal/sq. ft. -day 1,500 gallday
14 employees (1/2 bath only) 20 gal/employee-day-8hr. shift 280 gaUday
Total Average Daily Flow 1,780 gal/day
To facilitate additional warehouse personnel, the average daily design flow will be increased to 2,000
gaUday. Using the increased design flow, the ISDS may accept waste from the 15,000 sq. ft. retail
building and a total of 25 employees at the two warehouse buildings.
As shown in the attached septic layout plan, a 3,000 gallon, two compartment septic tank will be installed
to provide a minimum of 30 hours retention time for sewage effluent generated from the retail building.
Each warehouse building will require a 1,000 gallon, two compartment septic tank.
A minimum 1,000 gallon single compartment, one-piece tank will be used as a pumping vault for the OSI
pump and screened pumping vault. The effluent pumping system will consist of a P500512 OSI duplex
pumping system with an associated Biotube pumping vault (OSI Model PVU57-2419-L) as shown in the
attached effluent pump system detail. All construction, dosing chamber capacity, location of ISDS
elements, and setbacks from property lines, building envelopes, and existing easements shall be in
accordance with the attached graphics.
As discussed above, an INFILTRATOR system is proposed to discharge septic effluent to the underlying
sub -soils. To allow for future expansion, the absorption field will be sized to accept a maximum of 2,000
gallons/day (average flow) of septage. As shown in the attached graphics, the absorption field will
consist of 288 QUICK4 INFILTRATOR units and shall be 36 ft by 96 ft in lateral dimensions. The
absorption field will encompass a gross area of 3,456 square feet with an effective area (9.2 sq.
ft.IINFILTRATOR plus 40% reduction factor) of 4,416 sq. ft.
Calculations and design parameters used to size the absorption field follow.
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4.0 Site Specific Installation/Ooeration Requirements
The owner and system contractor shall be aware and comply with the following installation and system
operation requirements.
4.1 Installation - Setbacks. Notifications. and Inspections
• All installation activities shall be conducted in accordance with current Colorado
Department of Health fSDSRegulations as well as any relevant Garfield County
regulations and requirements. If at any time during construction, subsurface site
conditions are encountered which differ from the design parameters developed in Section
2.0. construction activities will stop and the design engineer will be contacted to address
any necessary design modifications.
• Installation procedures including grade, location, setbacks, septic tank size, and
absorption field size shall conform with the attached graphic details. Construction
activities and system components will not encroach upon existing easements or utility
corridors. A minimum of 6 ft of undisturbed soil shall be maintained between individual
absorption elements and the septic tank and/or adjacent absorption elements. Minimum
site specific setbacks for system components are:
Source Septic Tank Absorption Field Building Sewer
water line 10' 25' 10'
domestic well 50' 260' 50'
dwelling 5' 20'
property lines 10' 10'
dry gulch 10' 185'
pond/lake/stream 50' 210'
irrigation ditch
open 50' 210'
lined/gated 25' 25'
solid pipe 10' 10'
• To avoid surface flow infiltration and saturation of the new absorption system,
abandonment of irrigation in the vicinity of the disposal system is required. Diversion
ditches necessary to divert surface flows around the new absorption bed must maintain
the minimum setbacks listed above.
• All gravity flow sewer lines and effluent distribution piping shall be 4 inches in diameter
and have glued joints. INFILTRATORS shall be placed level in the absorption field. All
lines discharging sewage from the residence to the septic tank shall maintain fall of
between 1/8 in. and 1/4 in. per foot and shall employ sweep 90's or 2-45's at all turns.
Sewer lines from the dwelling to the septic tank and at least 6 ft from the septic tank
outlet must meet minimum standard ASTM -3034. Sewer lines under driveways shall
always meet minimum Schedule 40 PVC standards and shall be encased with corrugated
metal pipe or flow fill and minimum 1-1/2" high density blue board when covered with
less than 12" of soil.
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• A minimum of 12" of soil cover (18" recommended) shall be maintained over all gravity
draining ISDS components to prevent freezing of septic effluent (excepting maximum 8"
cover over septic access ports). Four in. sanitary clean -outs shall be installed at
maximum 100' intervals in all gravity flow effluent lines exceeding 100' in length.
• The installer shall not place INFILTRATORS in the open excavation until inspected and
approved by the design engineer. Additionally, the final cover shall not be placed on
sewer lines, septic tank, or the absorption area until the system has been inspected and
approved by the design engineer. The installer shall provide 48 hour notice 10 the
engineer for all required inspections.
• The effluent distribution system shall be constructed in accordance with the "Infiltrator
Technical Manual" available from Infiltrator Systems Inc., 123 Elm Street, Suite 12, Old
Saybrook, Connecticut 06475.
• Pressure piping shall consist of two each 2 in. pressure transport lines, two each 2 in.
pressure manifolds, and 1 in. pressure laterals. All pressure piping shall be min. Schd 40
PVC and have glued joints.
• The septic effluent pumping system shall consist of OSI components (OSI effluent
duplex pump model no. P500512 and associated OSI model PVU57-2419-L pump vault)
as detailed in the attached effluent pumping system detail. The effluent pump control
panel shall be Orenco model no. SIETM. Electrical wiring shall be continuous cable
with all connections made in a weather proof box exterior to the dosing chamber. Limit
switching shall consist of: 1) low level/pump off, 2) high level/pump on, and 3) high
level alarrn/system failure. The high level alarm shall be easily detectable by occupants.
Emergency notification information (e.g., telephone numbers of owner, Mesa County
Environmental Health Department, service personnel) shall be posted near the high level
alarm.
• The effluent pump shall be configured with a minimum dose volume of 200 gal. Storage
capacity in excess of the high-level alarm shall be 6" above the pump -on float level.
• All access manholes on septic tanks and dosing chambers will be child proof and contain
appropriate warning labels if accessible to the public. Confined space entry precautions
should be observed by maintenance personnel.
• The surface cap shall consist of sandy loam soil mounded 5% over the absorption field to
promote surface runoff.
• The owner shall modify the recorded property plat or survey to abandon interior property
lines and/or record all easements required to afford compliance with Colorado
Department of Public Health and Environment minimum setback requirements for onsite
wastewater systems.
• The system contractor shall be aware of the potential for construction activities to reduce
soil permeabilities at the site through compaction, smearing, and shearing. The
following precautions and construction procedures should be employed during
Page 7 of 9
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INFILTRATOR, INSTALL IN ACCORDANCE
VITH 'INFILTRATOR TECHNICAL MANUAL.
INFILTRATOR SYSTEMS INC, 123 ELM
STREET. SUITE 12, OLD SAYBROOK,
CONNECTICUT 06475
/i
SYNTHETIC FILTER FABRIC
(140-200 MESH) OVER
INFILTRATORS, TYP
1' SCHD 40 pressure
laterals with 5/32' holes
spaced 48' o.c. at 1200
o'clock to direct discharge
up for dispersion against
top of chamber (typ. 1 of 24)
provide sandy loan
5011 cap (Hound 5%)
EXISTING GROUND SURFACE
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2' SCHD 40 PVC
PRESSURE MANIFOLD,
TYPICAL, ONE OF TWO
ABSORPTION
L DISK OR SCARIFY UNDER
ABSORPTION BED, TYPICAL
36'
PROVIDE MIN I/8' FALL PER J
12' RUN FOR DRAIN BACK TO
LIFT STATION FOR ALL LINES
VITH LESS THAN 36' OF
COVER, TYPICAL
TWO 2' SCHD 40 PVC
PRESSURE TRANSPORT LINES
FROM LIFT STATION UTILIZING
DUPLEX PUMPS (ONE LINE FROM
EACH PUMP)
FIELD - CROSS SECTION
SCALE' 1'=5'
NOTES
4I -REDDISH BROVN CLAYEY SAND LOAM, SOFT AND FRIABLE
N2 -LIGHT RED SANDY CLAY, HARD AND BLOCKY, FRIABLE
P3 -PIT RUN GRAVEL (25nn-JOOnn) IN BROWN SAND MATRIX
NO STANDING GROUNDWATER OR HIGH
SEASONAL WATER TABLE TO 126' BGS
FRYVALD COMMERCIAL PROJECT
7025 HWY 82 GLENWOOD SPRINGS
ABSORPTION FIELD - CROSS SECTION
ARPRIL 23. 2006
SCALE. AS SHOWN
4''SCHD 40 PVC
VENT/INSPECTION ,..�.,
PORT 1 ' '
SOIL CAP
SUSPEND PRESSURE LATERAL
WITH ALL WEATHER PLASTIC
PIPE STRAP VITH 120 LBS
TENSILE STRENGTH AT EVERY
CHAMBER CONNECTION, TYP.
PROVIDE MIN. 1/8' FALL PER
12' RUN FOR DRAIN BACK TO
PRESSURE MAIN, TYP.
`11 P=I I GA 11=1 h=1 1=
111-I I I-11
1' SCHD 40 PVC PRESSURE
LATERAL VITH 5/32' HOLES
SPACED 48. 0.C. AND DRILLED
AT 12100 O'CLOCK TO DIRECT
DISCHARGE UP FOR DISPERSAL
AGAINST TOP OF INFILTRATOR
3/4' THREAD CAP
126' -
3
SOILS LOG
(SEE NOTES)
1111�11�I111III1111ii1�1-�
3/4' THREAD NIPPLE
TO SURFACE FOR CLEAN
OUT AND PRESSURE BALANCING
(END OF LATERAL ONLY)
DRILL END PLATE, CAULK,
AND CAP
3/4' THREAD TEE
PRESSURE LATERAL CONSTRUCTION DETAIL
SCALE: 1'=1'
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Pump Selection for a Pressurized System
FRYWALD COMMERCIAL PROJECT
7025 HWY 82, GLENWOOD SPRINGS, CO
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DESIGN CALCULATIONS
AVERAGE DESIGN FLOW OF 2000 GAL.IDAY
PEAK FLOW = 150% OF AVERAGE = 3000 GAL.IDAY
DESIGN PERCOLATION RATE = 52.0 MIN.IINCH
A = 21i, WHERE,
A = ABSORPTION FIELD AREA
Q = PEAK FLOW
t = PERC TIMEIINCH
A = 3 5� 52.0 = 4326.66 SQUARE FEET
SIZE ADJUSTMENT FACTOR OF 0.6 FOR INFILTRATOR SYSTEM
ADJUSTED AREA = 4326.66 X 0.6 = 2596.0 SQUARE FEET
ABSORPTION FIELD SIZED AT 36 FT. x 96 FT. = 3456 SQUARE FEET
USE 288 QUICK4 INFILTRATORS @ 9.2 SQ. FT EACH
FOR TOTAL ABSORPTIVE AREA OF 288 X 9.2 = 2,649.6 SQUARE FEET
Page 5 of 9
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installation to minimize disturbance to native soils:
i. Excavation should proceed only when the moisture content of the soil is below
the plastic limit. If a sample of soil forms a rope instead of crumbling when
rolled between the hands it is too wet and should be allowed to dry before
excavation continues.
ii. Excavation and backfill equipment should work from the surface where at all
practical to avoid compaction of the soils at depth.
iii. The bottom and sidewalls of the excavation should be left with a rough, open
surface. The appearance should be that of broken or ripped soil as opposed to a
sheared, smeared, or troweled surface. Any smoothed or smeared surfaces
should be removed with a toothed rake or shallow ripper taking care to remove
loose residues from the bottom of the excavation by hand if necessary.
iv. Care should be taken in placing fill materials in the excavation to avoid
damaging the exposed soil surfaces.
4.2 Operation - Maintenance and Inspections
• The owner shall install a structural barrier if necessary and take precautions to prevent
vehicular traffic, excessive surface watering, accidental flooding, or other activities in
the vicinity of the absorption field which may compact, saturate, or otherwise alter the
subsurface soil parameters used in designing the septic system.
• The owner will plant and maintain grass or other shallow rooted cover crop to prevent
erosion and promote evapotranspiration over the absorption field.
• The owner will inspect and maintain the required mounding and drainage away from the
absorption field to prevent saturation from precipitation and surface flows.
• To mitigate the generation of preferential flow channels which may compromise the
operation of the system, the owner will inspect and prevent intrusion of burrowing
animals and deep rooted plants into the absorption field.
• The effluent pump filter shall be inspected and cleaned as necessary every six (6)
months.
• The owner will conduct periodic maintenance of the septic system by removing
accumulated sludge from the septic tank every 3-4 years to prevent clogging of the
absorption field.
Page 8 of 9
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5.0 Limitations
This report is a site specific design for installation of an individual sewage disposal system and is
applicable only for the client for whom our work was performed. Use of this report under other
circumstances is not an appropriate application of this document. This report is a product of Cronk
Construction Incorporated and is to be taken in its entirety. Excerpts from this report may be taken out of
context and may not convey the true intent of the report. It is the ownefs and owner's agents
responsibility to read this report and become familiar with the recommendations and design guidelines
contained herein.
The recommendations and design guidelines outlined in this report are based on: 1) the proposed site
development and plot plan as furnished to Cronk Construction Incorporated by the client, and 2) the site
conditions disclosed at the specific time of the site investigation of reference. Cronk Construction
Incorporated assumes no liability for the accuracy or completeness of information fumished by the client.
Site conditions are subject to external environmental effects and may change over time. Use of this plan
under different site conditions is inappropriate. If it becomes apparent that current site conditions vary
from those anticipated, the design engineer should be contacted to develop any required design
modifications. Cronk Construction Incorporated is not responsible and accepts no liability for any
variation in assumed design parameters.
Cronk Construction Incorporated represents this report has been prepared within the limits prescribed by
the owner and in accordance with the current accepted practice of the civil engineering profession in the
area. No warranty or representation either expressed or implied is included or intended in this report or
in any of our contracts.
Thomas A. Cronk, P.E.
Date 1
94,6..
NOTE: This individual sewage disposal plan is meant to include the following six pages of
graphics including: 1) plot plan, 2) septic layout plan, 3) absorption field plan view, 4) absorption
field cross section, 5) cross section - effluent pumping system, and 6) effluent pumping system
design. The plan is not to be implemented in the absence of these related graphics. In addition,
results from the percolation test and soils evaluation are included for reference as Appendix A.
Page 9 of 9
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Lot 1
2107 acres
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perc test
locations
(CCI 3/28/06)
property lsne described vt
reception no 232928 Garfield
Co Clerk 1 Recorder's Office
0 /4
/'Kperc test
locations
(Garfield Cnty)
15,000 SO. FT
OF RETAIL
existing building sewers
6 septic tank
Lease agreement (lease no 17638)
Denver S Rio Grande Western
Railroad to Colton's Hone
Furnishings
Lot 2
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2.167 ocres
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80'
60' access 1
utility easement
FYRVALD COMMERCIAL PROJECT
7025 HVY 82, GLENVOOD
PLOT PLAN
MARCH 13, 2006
SCALE. I'=100'
NORTH
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APPENDIX A
SOILS AND PERCOLATION REPORT
CRONK CONSTRUCTION INCORPORATED
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CRONK
CONSTRUCTION •
INCORPORATED
1129.24- Road
Grand Junction, CO 81505
970.245.0577, 970.257.7453 (tax)
SOILS AND PERCOLATION REPORT
Date: March 28, 2006
Prepared by:
Client:
Thomas A. Cronlc, P.E.
1129 -24- Road
Grand Junction, CO 81505
245-0577
Ernie Fyrwald
Barnett-Fyrwald Holdings, Inc.
415 E. Hyman Avenue
Aspen, CO 81611
(970) 618-9175
Property address: 7025 Highway 82, Glenwood Springs, CO
Tax schedule No.:
Legal Descript.:
1.0 Soils Evaluation
The site consists of approximately 4.274 acres of uncultivated native soil. Drainage is approximately 1%
to the southwest. A percolation test/soils evaluation was conducted on the property of reference on
03/28/06 by Tom A. Cronk, registered professional engineer (R.P.E.).
A pert excavation trench (excavation A) was extended to a depth of 126" below ground surface (BGS).
There was no evidence of ground water or high seasonal water table in the open excavation to a depth of
126" BGS. The soils evaluation indicates three distinct soil horizons underlie the site. A lithological
description follows:
depth (in.) description
0" - 24"
24" - 36"
36" - 126"
clayey sand loam, reddish brown; soft; friable
sandy clay, light red; hard and blocky; friable
pit run (25mm-300mm) in brown sand matrix
Perc holes were constructed in excavation A at the surface and at depths of approximately 38 in. and 72
in. Additional perc holes were constructed in excavations B and C at a depth of 36 in. The holes
appeared to be well saturated at the time of the test. Results of the percolation test are shown in Table 1.
Page A-1 of A-3
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TABLE 1
Percolation Test Results
7025 Highway 82
Depth
Time on 03/28/06
Time
Drop
Pere
Rate
min/in
14:20
14:35
15:00
15:20 l
(A) 0" - 16"
5.25
6.0
7.0
7.625
60/2.375
25
(A) 38' - 52"
5.0
5.0
5.25
5.5
60/0.5
120
(A) 72" - 84"
5.0
6.375
7.625
9.25
60/4.25
14
(B) 36" - 48"
5.5
5.875
6.375
6.875
60/1.375
44
(C) 36" - 48"
5.125
5.75
6.375
7.0
r
I
60/1.875
32
2.0 Conclusions and Recommendations
Soils at the site appear acceptable for implementation of an individual sewage disposal system (1SDS).
The following site-specific considerations should be observed during implementation of the ISDS:
• The bottom of the ISDS absorption field should be located no deeper than 78" BGS to
maintain 4' of usable infiltration soil above the extent of the subsoils observation
excavation located at 126" BGS. An average design perc rate of 52 min/in. is
recommended for overall system sizing for discharge below a depth of 36" BGS.
• Care should be taken during construction to avoid compaction and smearing of the
exposed infiltrative surfaces and preserve the natural permeability of the native soils.
Page A-2 of A-3
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3.0 Limitations
This report provides a professional assessment of the feasibility of implementing an individual sewage
disposal system on the property of reference. The design parameters developed in this document are
representative of the site conditions disclosed at the specific time of the site investigation. Site
conditions are subject to change from external events both manmade (irrigation or pond construction)
and naturally occurring (flooding or excessive precipitation). Cronk Construction Incorporated is not
responsible and accepts no liability for any variation in assumed design parameters caused by extemal
events.
Cronk Construction incorporated represents this report has been prepared within the limits prescribed by
the owner and in accordance with the current accepted practice of the civil engineering profession in the
area. No warranty or representation either expressed or implied is included or intended in this report or
in any of our contracts.
SEAL
Page A-3 of A-3
Thomas A. Cronk, P.E. fj
Date