HomeMy WebLinkAboutApplication- PermitGARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT
109 8th Street Suite 303
Glenwood Springs, Colorado 81601
Phone (303) 945-8212
t INDIVIDUAL SEWAGE DISPOSAL PERMIT
4
PROPERTY
Owner's Name
System Location
y, W u
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Permit N: 3874
Assessor's Parcel No.
This does not constitute
a building or use permit.
USti7alAAkpresent Address , ` ketCL3\1 ..9-1a�ti a 91/46 LI
l 9Ce &» & // )n Sal-
Legal Description of Assessor's Parcel Nos)
SYSTEM DESIGN
5 ,
Septic Tank Capacity (gallon) Other
Percolation Rate (minutes/inch)
Required Absorption Area - See Attached
Number of Bedrooms (or other) d t,
sr
Special Setback Requirements:
Date Inspector
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer
Septic Tank Capacity
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
Date �f- < ' - 3 Inspector ��. `l elet-r Qfiti— 7/0#74-5 (r 0 i k 1?
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RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE S- 7 D iL Z
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*CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter I
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 office 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 ($500.00 fine — 6
months in jail or both).
White - APPLICANT Yellow - DEPARTMENT
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER 'Rk.4by ?kR50M4$ —' Sv3441 WU5CM4N1.j
ADDRESS 00%1 tiekoew a Q 4uw.sAwueS,Cb e16$2 PHONEE19o)94S'-208q
CONTRACTOR Mitt, U/oRK SPr ti$ �S , T'v C .
ADDRESSM%VX 96St'*AsodD41,S1A 8/ia3 PHONE(tS)963-ztiZf
PERMIT REQUEST FOR (y) NEW INSTALLATION ( ) ALTERATION ( ) 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 5 iCT // i Size of Lot I4 A.cREY
Legal Description or Address (116 Bw 3 Etat, G **' S �L ca . th 9/4 5 2,
WASTES TYPE: ( DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER—DESCRIBE
BUILDING OR SERVICE TYPE: ;Ala 4r ;1. r
Number of Bedrooms ( WO Number of Persons TIC 0
04 Garbage Grinder ti) Automatic Washer ( )cDishwasher
SOURCE AND TYPE OF WATER SUPPLY: ()4 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?
A site plan is required to be submitted that indicates the following 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 4 % 1b T4E SetiT10—
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
(X} SEPTIC TANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET( ) OTHER -DESCRIBE
FINAL DISPOSAL BY:
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? NO
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test)
Minutes � per inch in hole No. 1 Minutes 30 per inch in hole No. 3
Minutes
er inch in hole No. 2 Minutes — r _ per inch in hole No.
Name, address and telephone of RPE who made soil bso tion tests: Tf f & k i - Solo etwA i ?D (S y
G en, watt Swo,tyJcs , Co 9/401 99-0 995-f- 4 8 8 -�+
Name, address and telephone of RPE responsible for design of the system: 4F- t J�Jesi4S twc P 6
se -t) QReak &.vs z'cs4io•9 Ivc/u2I_z4 goas.‘gteib1oaaAiwv fee S/sos on9z95 oS 99
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 famished 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 Date 9--2w03
PLEASE DRQ ACCURATE MAP TO YOUR PROPERTY!!
r:.
fieitsbe -t 3311 (7/
CR NK
CONSTRUCTION •
INCORPORATED
1129 -24- Road
Grand Junction, CO 81505
970.245-0577, 970-257.7453 (fax)
November 25, 2003
CERTIFICATE OF INSPECTION AND ACCEPTANCE
Individual Sewage Disposal System
Parsons/Husseman Residence
146 Bluebell Lane
Silt, CO 81652
Lot 16, Peach Valley Orchard
The individual sewage disposal system of reference was inspected on November 25, 2003. 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 November 16, 2003. Copies
of the engineered plan may be obtained from the undersigned design engineer.
Seal
Thomas A. Cronk, P.E.
1129 -24- Road
Grand Junction, CO 81505
970-245-0577
,11•)���
CaP,R1'G PIANN NG
a
1
1
CRONK 1129.24. Road
tCONSTRUCTION Grand Junction, CO 81505
INCORPORATED 970.245.0577, 970.257.7453 (taxi
1
REVISED INDIVIDUAL SEWAGE DISPOSAL SYSTEM DESIGN
1 (ORIGINALLY PREPARED ON JULY 7, 2003)
Date: November 16, 2003
Prepared by: Thomas A. Cronk, P.E.
Cronk Construction Inc.
1129 -24- Road
Grand Junction, CO 81505
245-0577
1
Type of Design: New Residence
1
Owner: Parsons/Hussemann c/o Ray Gotfredson
0089 Meadow View Ct Trim Work Specialties Inc.
Glenwood Springs, CO 81601 P.O. Box 965
970-945-2084 (hm), 970-625-9100 (wk) Carbondale, CO 81623
970-963-2421
1
Property address: 146 Bluebell Lane, Silt, CO 81652
1
Tax schedule No.: RECEIVED
IIFC 0 9 2003
' Legal Descript: Lot 16, Peach Valley Orchard
BAR; .L _ u ,: JuNTY
BUILDING & PLANNING
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1.0 Site History
The site consists of approximately 10 acres of cultivated native soils. Drainage in the area of concern is
approximately 1% to the south. A perc test/soils evaluation was conducted on the property by the
Hepworth-Pawlak Geotech on 04/04/01 to provide subsurface design parameters for a new individual
sewage disposal system (ISDS). Tom A. Cronk, registered professional engineer (R.P.E.) inspected the
site on 07/03/03. Based on results from the 04/04/01 pert test and the 07/03/03 site investigation, an
engineered ISDS was prepared for the property on July 7, 2003.
The ISDS absorption field was excavated at the site in November, 2003. Tom A. Cronk (R.P.E.)
inspected the site and absorption field excavation on November 5, 2003. Standing ground water was
observed in the open absorption field excavation at a depth of 114" below ground surface (BGS). The
high seasonal water table was located at a depth off 96" below ground surfaced (BGS). In order to
maintain a minimum of 48" of suitable filtration soil above the high seasonal water table, the bottom of
the absorption field must be located no deeper than 48" BGS. Site topography, the proposed foundation
elevation, and the location of the original perc test/soils evaluations dictate a lift station is necessary to
maintain the required absorption field depth.
A discussion of the site design parameters and the revised ISDS engineered design incorporating a lift
station follow. The 04/04/01 perc results are attached for reference as Appendix A. The locations of the
perc excavations are shown on the attached plot plan.
2.0 Development of Design Parameters
The 04/04/01 soils observation excavation was extended to a depth of 96" below ground surface (BGS).
As recorded during the 04/04/01 site investigation, there was no evidence of ground water in the open
excavation to a depth of 96" BGS. The soils evaluation indicates two distinct soils horizon underlies the
site. A lithological description follows:
depth (in.) description
0" - 12" topsoil
12" - 96" medium stiff to stiff sandy silt and clay with stratified layers of silty sand
A site investigation by Tom A. Cronk (R.P.E.) on 11/05/03 indicated standing groundwater underlies the
absorption field at a depth of 114" BGS. The high seasonal water table is estimated at a depth of 96"
BGS.
An INFILTRATOR absorption field is proposed for the site. A design perc rate of 30 min/in. is chosen
for overall system sizing.
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3.0 System Design
A INFILTRATOR absorption trench is proposed for discharge of septic effluent at the site. In order to
maintain a minimum of 48" of unsaturated filtration soil above the high seasonal water table (located at
96" BGS), the absorption field must be located no deeper than 48" BGS. To maintain the required
absorption field depth, 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 excavating level trenches in the area comprising the absorption
field. The initial excavation shall be continued to a depth ranging from a minimum of 36" to a maximum
of 48" BGS (see absorption field cross-section). If the initial excavation is deeper than 48" BGS, the
excavation shall be backfilled with sandy replacement soil (perc rate ranging from 5 min/in. to 40
min/in.) to a maximum depth of 48" BGS.
Following completion of the initial push -out, INFILTRATORS will be used to construct a septic effluent
distribution system in the open excavations. 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. As shown in the Construction Detail, the bottom of the
INFILTRATOR seepage trenches will be located from 36" to 48" below ground level. The soil
replacement/INFILTRATOR system will provide a minimum of 4.0 ft of usable infiltration soil between
the septic effluent discharge piping and the HSWT located at a depth of 96" BGS.
Septic effluent will be introduced into the INFILTRATOR absorption field through three pressurized
distribution laterals installed in each row of INFILTRATORS as shown in the attached graphics. The
injection laterals will consist of 1-1/2" Schd 40 PVC pipe with thirteen (13) 0.25" holes equally spaced
along the 81.25' length of each row of INFILTRATORS (i.e., holes spaced 75" o.c. and beginning 37-1/2"
and ending 37-1/2" from each end of the 81.25' run). Holes in the injection laterals will be 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. The injection lateral will be suspended to provide a
minimum of 1/8" fall per 12" run back to the pressure manifold to facilitate drainage of septic effluent or
be buried below the frost line to prevent freezing (see attached construction detail).
Septic effluent shall be introduced into the distribution laterals through a 2" (Schd 40 PVC) pressure
manifold located at the end of the absorption trenches (see attached absorption field plan view). All
pressure piping and mound construction shall be in accordance with the attached graphics.
After the INFILTRATORS are installed, the absorption field will be covered with a soil cap. The soil cap
will consist of 24" to 36" (10" minimum required) of native soil mounded 5% to promote surface run off
away from the absorption field.
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"
Page 3 of 9
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.
A minimum 1,250 gallon, two compartment septic tank will be installed to provide a minimum of 30
hours retention time for sewage effluent from the proposed three bedroom residence. The 1,250 gallon
tank will provide the required retention volume and still maintain sufficient room for installation of a
filtered lift pump in the effluent discharge compartment.
As discussed above, a soil replacement/INFILTRATOR system is proposed to discharge septic effluent to
the underlying sub -soils. The second chamber of the septic tank will contain an Orenco Systems Inc
(051) effluent pumping system employed to transfer effluent from the below -ground septic tank to the
above -ground absorption system. The effluent pumping system will consist of a P500511 OSI pump with
discharge filtration and associated components as shown in the attached effluent pump system detail. A
2" (Schd 40 PVC) pressure main will be used to transfer effluent from the septic tank to the absorption
field. The pressure main must be constructed on -grade to drain back to the dosing chamber or be buried
a minimum of 36" BGS to prevent freezing of retained septic effluent. 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, INFILTRATOR absorption trenches are proposed to discharge septic effluent to the
underlying sub -soils. As shown in the attached graphics, the absorption trenches will consist of three (3)
trenches 3' wide x 3' min .- 4' max. deep x 81.25' long with thirteen (13) standard INFILTRATOR units
each for a total of thirty nine (39) INFILTRATORS. The absorption field will encompass a gross area of
731.25 square feet with an effective area (31 sq. ft. allowed area/INFILTRATOR) of 1,209 sq. ft.
Calculations and design parameters used to size the absorption field follow.
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DESIGN CALCULATIONS
AVERAGE FLOW FOR 3 BEDROOM HOME ® 150 GAL.IBEDROOM-DAY
3 X 150 = 450 GAL.IDAY
PEAK FLOW = 150% OF AVERAGE = 675 GAL.IDAY
DESIGN PERCOLATION RATE = 30.0 MIN.IINCH
A = -QV?, WHERE,
A = ABSORPTION FIELD AREA
Q = PEAK FLOW
t = PERC TIME/INCH
A = 655 30.0 = 739.43 SQUARE FEET
INCREASE ABSORPTION AREA BY 40% FOR CLOTHES WASHER
INCREASE ABSORPTION AREA BY 20% FOR GARBAGE GRINDER
DESIGN AREA = 739.43x1.6 = 1183.09 SQUARE FEET
SIZE ADJUSTMENT FACTOR OF 0.5 FOR INFILTRATOR TRENCH SYSTEM
ADJUSTED AREA = 1183.09 X 0.5 = 591.55 SQUARE FEET
USE 39 STANDARD (H-10) INFILTRATORS @ 15.50 SQ. FT. EACH
FOR TOTAL ABSORPTIVE AREA OF 30 X 15.50 = 604.50 SQ. FT.
ABSORPTION FIELD SIZED AT THREE (3) TRENCHES 3 FT. x 81.25 FT. = 731.25 SQ. FT.
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4.0 Site Specific Installation/Operation 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 ISDS Regulations as well as any relevant Garfield County
regulations and requirements. If at anv 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
anv 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' 100' 50'
dwelling 5' 20'
property lines 10' 10'
subsoil drains 10' 25'
irrigation ditch
open 50' 50'
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 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
when covered with less than 24" of soil.
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• The installer shall not place fill 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 to the engineer for all
required inspections.
• Four inch clean outs shall be provided at maximum 100' intervals in all gravity flow
effluent lines exceeding 100' in length.
• Replacement soil (if required) shall have a perc rate ranging from 5 min/in. to 40 min/in.
as approved by the design engineer. Replacement soil shall be placed with moderate
compaction to avoid settling but still preserve natural permeabilities [e.g., wheel
compaction off dry soil (see moisture content comment below) with backfilling
equipment in 12 in. lifts].
• 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 a 2 in. pressure main, 2 in. manifold, and 1 'A in. 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 pump
model no. P500511) 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 alarm/system failure. The high level alarm shall be
easily detectable by occupants. Emergency notification information (e.g., telephone
numbers of owner, Mesa County 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 native soil mounded 5% over the absorption field to
promote surface runoff.
• 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
installation to minimize disturbance to native soils:
i. Excavation should proceed only when the moisture content of the soil is below
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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.
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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 owner's 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 extemal 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 )moa. )LZ,ctt73_
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 04/04/01 percolation test and sons evaluation are included for reference as
Appendix A.
Page 9 of 9
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NOTE
ABANDON FLOOD IRRIGATION
WITHIN 50' OF ANY ISOS
ELEMENT, TYPICAL
BLUEBELL LANE
T
NOTE
THE FOLLOWING SETBACKS
MUST BE MAINTAINED
SEPTIC
TANK
ABSORPTION
FIELD
SPRINGS 50'
WELLS 50'
CISTERN 25'
STREAM/POND/IRRIG DITCH- 50'
DOMESTIC WATER LINE —10'
100'
100'
25'
50'
25'
N89'24'18'E 684 61'
15' uttrty 4 drainage easement
soils profile
pit
percolation
test hole, typ
repair area
L BL25',
typ
2' schd 40 pressure main
(see note addressing cover)
min 1250 gallon septic tank
with 051 Effluent Pump
(Model P500511) in second
septic tank compartment
clean out
NOTE
PROVIDE MIN 12' COVER (18' RECOMMENDED)
OVER ALL GRAVITY DRAINING EFFLUENT
LINES AND MIN 36' FROST PROTECTION
COVER OVER ALL NON -DRAINING PRESSURE
LINES, TYPICAL
absorption T'eld with
Pressurized distribution
system consisting of
three (3) rows of
thirteen (13) standard
Infiltrator units (36')(75' ea ) for a
total of thirty-nine (39) units
NOTE
CALL 1-800-922-1987 FOR UTILITY
LOCATES BEFORE EXCAVATING
PARSONS/HUSSEMANN RESIDENCE
146 BLUEBELL LANE, SILT
LOT 16, PEACH VALLEY DRCHARD
SEPTIC LAYOUT PLAN
NOVEMBER 12, 2003 NORTH
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WITH 1/4' HOLES SPACED 75' O.C. AT
TOP OF PIPE TO DIRECT DISCHARGE
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INFILTRATOR, TYP
INFILTRATOR, INSTALL IN ACCORDANCE
WITH 'INFILTRATOR TECHNICAL MANUAL,
INFILTRATOR SYSTEMS INC, 123 ELM
STREET, SUITE 12, OLD SAYBROOK,
CONNECTICUT 06475
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ABSORPTION FIELD — CROSS SECTION
SCALE' 1'=5'
SUSPEND PRESSURE LATERAL
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SOILS LOG
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SOILS LOG NOTES
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OUT AND PRESSURE
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PRESSURE LATERAL CONSTRUCTION DETAIL
SCALE: 1"=1'
PARSONS/HUSSEMANN RESIDENCE
146 BLUEBELL LANE, SILT
LOT 16, PEACH VALLEY ORCHARD
ABSORPTION FIELD - CROSS SECTION
NOVEMBER 12, 2003
SCALE AS SHOWN
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PARSONS/HUSSEMAN PROJECT
146 BLUEBELL LANE, SILT, CO 81652
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APPENDIX A
SOILS AND PERCOLATION REPORT
HEPWORTH-PAWLAK GEOTECH
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Jun 30 03 07:36p Ray Gotfredson
970-963-2421
JUN -27-03 FRI 07:35 All G11C0 eORP. FAX N0. 9706259101
Ge�c�ted^1
April 4. 2001
Jill Winkkr
P.O. Box 2361
Basalt, Colorado 81621
tl ywurtil.Pawhk Cwtrchutul, hn.
7030 C tread 154
lih.+w'ood qp Colorado a1401
neat: M. VMS
Fax: 11711•94s.14.44
/inn filyttolirlidam
Job ,1*. 101 255
Subject: Percolation Testing. Proposed Septic Disposal System, Lot 16, Peach
Valley Orchard, 146 Bluebell, Garfield County. Colorado.
Dear Ms. Winkler.
M requested, a representative of Jlepwordt-Pawlaak Geosecboioal, loc. conducted
percolation testing at the ribject site to evaluate the feasibility of an infiltration septic,
disposal system. The results of our work are presented in this report. The work was
done in accordance with our agreement for professional services to you, dated Man4
29. 2001.
p.2
Y. U!
A profile pit and three shallow backhoe pits bad been excavated at the locations shown
on lig. 3. Percolation test holes had been dug and soaked by the client prior to our
field work. The soils exposed in the percolation boles are similar to those exposed in
the profile pit and consist of about 1 foot of topsoil overlying medium atiff to stiff sandy
silt and clay with stratified layers of silty sand to the prof le pit depth of 8 feet.
Groundwater was not observed in the profile pit sad the soils were slightly moist to
moist with depth.
Percolation tests were performed on April 2, 2001 by a representative of Hepworth-
Pawlak Geotechnical, Inc. The percolation test results are presented on Table 1 The
percolation test results indicate an infiltration rate between 24 and 30 minutes per ineh
with an average of 28 minutes pet inch. Based nn the subsurface conditions observed
and Ute percolation test results. the tested arca should be suitable for a conventional
infiltration septic disposal system.
If there are any questions of it we tray be of further assistance, please let us know.
Sincerely,
HEPWORTH - PAWLAK G • - , INC.
lordy Z. Manua
Rev. by: DELI
i7.Alksw
attachments
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..un 30 03 07:37p Ray Gotfreason
Jai -27-03 FRI 07:35 All GItCO CORP.
Lf4u-IA0J-e,ieA
FAX Ima. 9708259101
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS
r. uo
P•'
J08 NO. 101 255
HOLE NO.
HOLE DEPTH
UNCHES)
LENGTH OF
IN NAVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
ONE HES)
WATER DEPTH
AT IND OF
INTERVAL
(INCHES/
DROP IN
WATER
LEVEL
(INCHES!
..z.
AVERAGE
Pcr.COLATION
RATE
(MN nNCH)
P•1
47
15
10 A
8 X
114
30
8X
E
X
6
7X
%
7%
614
Y.
514
6 %
X
8%
5X
%
5%
5
X
5
4 )4
4
P•2
55
15
avatar added
8)4
776
2
'
24
7X
6%
1)4
614
5%
14
5X
4X
1X
4%
3X
%
7
8%
1%
514
5
%
5
4A
%
P•3
45
15
water addW
8 %
7 %
1 X
-ore
7 X
7
!t
7
6
1
6
5%
X
5X
4%
1
7X
7
X
7
6X
%
Note; Percolation test holes were dug in the bottom of backhoe pits and soaked by the client
prior to cur field work. Percolation testa were conducted on April 2, 2001. The average
percolation rates were based on the fast two readings of each teat.
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Jun 30 03 07:36p
Ray Gotfredson 870-863-d401
JUN -27-03 FRI 07:35 AN GHCO CORP. FAX N. 9708259101
48
PROrtE
PIT
BLUEBELL LANE
37
100
b
49'
A
96'
247
P-1
219'
z
4
x
a
P-2
P-3
APPROXIMATE SCALE
1.50
286'
101 255
HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
LOCATION OF PERCOLATION TEST HOLES Fig. 1
a