HomeMy WebLinkAbout1.02 Waste Waterecember 18, 2008
1229 North 23rd Street, Suite 201 • Grand Junction, Colorado 81501
(970) 241-6027 • Fax: (970) 256-7992
www.rhinoengineers.com • email: reinc23@qwest.net
Garfield County Building and Planning Department
108 8th Street, Suite 401
Glenwood Springs, CO 81601
Re: Individual Sewage Disposal System
Kennels Facility
The High Lonesome Ranch
Garfield CR #200
To Building and Planning Department:
The design for the individual sewage disposal system, located at The High Lonesome Ranch,
accessed via Garfield County Road #200, north of Debeque, Colorado, is attached. The site is
located about 2 miles east of The High Lonesome Ranch Headquarters. The design includes
wastewater projections from staff employees, visiting clients, food preparation area, and dog
grooming. No wastewater is assumed from the actual kennel area as the washing and wastes will
be collected in a separate system.
The design includes a seepage bed design, with 4 feet of imported soil material. The surface five
feet of existing soils shall be excavated prior to the placement of the imported soil material.
Existing soils will be used for the "cap" over the system. With five feet of existing soil
excavation, an import of four feet of suitable soil, one foot of gravel and piping, and one of native
soil "topdressing", the finished grade of the seepage bed will be about one foot above the adjacent
ground. This would be desirable to prevent any stormwater ponding on the surface of the bed and
to route stormwater runoff away from the drain field.
Perc tests were completed by Huddleston -Berry Engineering & Testing, LLC in November 2008.
The soils vary from sandy clays to clayey sands. Because of the variability of perc rates in the
existing soils, the geotechnical engineers recommend a 4 -feet layer of soil replacement with
granular soils. The enclosed wastewater design is based on this recommendation.
There is no seasonal water table that affects this ISDS system.
If you have any questions, please call meat 97.0+2 -6027.
Sincerely, `�: " ''
RHINO ENGINEERING, INC.
By: John E. Kornfeld, P.E.
Project Engineer
Enclosures
xc: Collin Kenney, Project Manager for The High Lonesome Ranch
File: Wastewater Design/Kennels Facility Unit The High Lonesome Ranch
33064
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Wastewater Design Data Sheet
Kennels Facility — Garfield CR #200
The High Lonesome Ranch
Percolation Test Results
Percolation tests were performed by Huddleston -Berry Engineering & Testing, LLC on
November 7, 2008. The soils included clayey sands with organics at the surface to sandy lean
clays in the underlying layers. The surface soils are about one foot in thickness.
Since the pert tests for the duplex ISDS are nearby, the same perc results are used for the kennels
ISDS. TP -1 has perc results at the surface (12.3 minutes/inch), the 3 feet depth (15.2
minutes/inch), and the 6 feet depth (18.5 minutes/inch). TP -2 still had water present in the perc
holes the day after soaking. TP -3 has perc results at the surface (64 minutes/inch) and the 3 feet
depth (22.9 minutes/inch).
Perc test results are attached. The soils are not affected by a seasonal water table or groundwater.
Per recommendations of the geotechnical engineering report, the existing soils will be over -
excavated and replaced with suitable granular material.
Design Data
The attached table shows the projected wastewater flows from the kennels. These rates are based,
in part, on Table 1 "Quantities and BOD Strength of Sewage for Various Types of Uses" of
Garfield County Building and Planning Department.
The table estimates about 270 gallons per day of effluent are estimated. This rate includes staff
employees, food preparation area, dog grooming, and visitors to the facility. This estimate is
believed to be conservative.
No wastewater is assumed from the actual kennel area as the washing and wastes will be
collected in a separate system. The system will collect the solid wastes in a sump (later to be
hauled off site) and the liquid will be filtered, biologically treated, purified, and recycled.
The absorption area should be based on the maximum flow. The maximum flow shall be
considered as 150 percent of the average flow. Therefore, 270 gpd x 150% = 405 gpd.
The absorption area formula is:
A = [Q x (t)1n] / 5, where A is the minimum absorption area in square feet,
Q is the design flow of sewage in gpd, and
t is the percolation rate in minutes per inch.
The proposed design is based on 30 minutes per inch, which is an assumed import of granular
material. The imported granular material will require acceptance by the engineer prior to import.
Using 30 minutes per inch and the above variables, A = [405 x (30)"2] / 5 = 443.7 square feet.
In addition, with a clothes washing machine and garbage disposal, an additional 60% should be
added to the absorption area. Therefore, 443.7 square feet + 60% = 710 square feet.
Absorption System
Seepage Bed System
Assume 2 perforated pipes, with a 6' separation from center to center, and 3 feet from the outside
pipe to the edge of the seepage bed. Therefore, the width of the seepage bed is 12 feet. If the
width is 12 feet, then the minimum length of the seepage bed will be 710/12 = 60 feet.
Supplemental Specifications and Construction Requirements
The contractor shall comply with the Garfield County Individual Sewage Disposal Systems
Regulations, latest edition, with the following supplemental provisions and/or construction
requirements:
1. The building sewer to septic tank pipe shall be four (4) inches in diameter.
2. The minimum size of septic tank shall be 1250 gallons.
3. The minimum distance between the septic tank and the seepage bed shall be 12 feet.
4. Five (5) feet of soil shall be excavated, followed by scarify the top 6 inches of soil at the five
feet depth. Then 4 feet of soil material with a perc rate of 30 minutes per inch or better shall
be placed. Care shall be taken not to overly compact the imported soil material. The gravels
and piping of the seepage bed will be placed on top.
5. Twelve inches (12") of soil, either native or imported, shall be added after the gravel layer is
placed. The top of the soil shall be sloped to allow rainfall to runoff the seepage bed. It is
recommended that the center of the topsoil is 18 inches thick, and tapered to a 12 inch layer
around the edges. Note that the topsoil shall be sloped to match existing elevations at
approximately a 3 to 1 slope.
6. The contractor shall notify the Garfield County Inspector and the Registered Professional
Engineer when the pipe and gravel installation is completed and prior to the soil top dressing
is applied. This is to insure the correct dimensions of the seepage and the installation of the
distribution box and piping. At least 48 hours notice is required.
7. The Engineer AND the Garfield County Building & Planning Department (970-384-5003)
shall be notified for the final inspection. At least 48 hours notice is required.
8. The contractor has the option of replacing the conventional perforated pipe and gravel system
with an "infiltrator system". Should this option be exercised, all components must be
installed per the manufacturer's recommendations.
9. All setbacks are measured from the toeslope of the topsoil cap — not from the edge of the
seepage bed.
PROJECTED WASTEWATER FLOWS FROM KENNELS
46 Kennel Units with Office, Grooming, Bath Facilities
Type of Use Number of Estimated Use Number of Estimated Use Total Gal/Day
Kennels Per Dog Employees/Shift Per Employee
Kennel* 46
Grooming Area
50
# of Employees 3 40 120
Food Prep Area 25
Clients**
75
Total Gal Per Day 270
* Water usage for washing kennels will be recycled.
** Based on 10 Clients per Day at 7.5 gallon per client
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INDIVIDUAL SEWAGE DISPOSAL SYSTEM
SITE PLAN - KENNEL FACILITY
THE RICH LONESOME RANCH
DUPLEX UNIT
THE HIGH LONESOME RANCH
GARFIELD CR #200
RHINO ENGINEERINC, INC.
1229 N. 23rd STREET SUITE 201
GRAND JUNCTION, CO 81501
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SOIL REPLACEMENT DETAILS
KENNELS FACILITY
THE HIGH LONESOME RANCH
CARFIELD CR #200
RHINO ENGINEERING, INC.
7229 N. 23rd STREET SUITE 207
GRAND JUNCTION, CO 87501
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KENNELS FACILITY
THE HIGH LONESOME RANCH
GARFIELD CR #200
RHINO ENGINEERING, INC.
1229 N. 23rd STREET SUITE 201
GRAND JUNCTION, CO 81501
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Engineering & Testing, LLC
GEOTECHNICAL INVESTIGATION
HIGH LONESOME RANCH - KENNELS
DEBEQUE, COLORADO
PROJECT# 00815-0001
HIGH LONESOME RANCH
0275 222 ROAD
DEBEQUE, COLORADO 81630
NOVEMBER 24, 2008
Huddleston -Berry Engineering and Testing, LLC
640 White:Avenue, Unit B
Grand Junction, Colorado, 81501
F{uddieston•Rcrry
EylrnrN,R}w4,.Lte
It is recommended that Hot -Mix Asphaltic (HMA) pavement conform to CDOT
grading SX or.S specifications and consist of an approved 75gyrationSuperpave method
mix design. HMA pavement should be compacted to between 92%. and, 96% of the.
maximum theoretical density. An end point stress of 50 psi should be used. In addition,
pavements should conform to local specifications. Concrete used in pavements should
consist of CDOT Class P concrete or alternative approved by the Engineer..
The .long-term performance of the pavements is dependent on positive drainage
away from the pavements. Ditches, culverts, and inlet structures in the vicinity of paved
areas must be maintained to prevent ponding of water on the pavement.
5.0 ON-SITE SEWAGE DISPOSAL.
As discussed previously, an Individual Sewage Disposal System (ISDS) is
proposed for the site. In order to evaluate thesuitability of the subsurface materials for
on-site sewage disposal, percolationtesting, was: conducted at the site on. November 7`h,
2008. Percolation testing was conducted in the native soils in Test Pits TP -1, TP -2, TP -3,
TP -6, TP -7, and TP -8.
In the native clay soils, the percolation rates ranged from 12.3 minutes -per -inch to
not percolating at all. In the native clayey sand soils, the percolation rates ranged from
5.7 to 12.0 minutes -per -inch. The percolationtesting data are included in Appendix D.
Generally, percolation rates of between 5 and 60 minutes -per -inch are acceptable.
Therefore, the native clay soils are generally: not suitable for on-site sewage disposal.
The native clayey sand soils are generally suitable for on-site sewage disposal. However,
four feet of suitable soils are generally required below the bottom of the absorption bed.
For an absorption bed in the vicinity of TP -1, TP -2, and TP -3, it will likely be
necessary to remove the clay soils to a depth of at least four feet below the bottom of the
absorption bed and replace them with suitable granular material. In addition, asindicated
in the test pit logs, the low percolation clay soils were encountered below the clayey sand
soils at aidepth :of only 4.0 feet in TP -6. As a result, it may be necessary to over -excavate
a portion of the clay soils and replace them with clayey sand soils or other suitable
granular material to provide four feet of suitable soils below the bottom of the absorption.
bed in this area also.
In addition to the percolation rate of the soils, the seasonal high groundwater
elevation is an important factor in determining the suitability of the site for Individual
Sewage Disposal Systems. For ISDS suitability, the seasonal high groundwater elevation
should be at least four feet below the bottom of the proposed absorption bed. As
discussed previously, groundwater was not encountered in the test pits at the time of the
investigation. In general, shallow groundwater is not anticipated to impact on-site
sewage disposal at this site.
Pa008 ALL PROJECTS \00515 • High Lonesome Ranch100815-0001 High Lonesome Ranch- High Lonesome Ranch \300 • Geo \00815-0001 Kennels RI 13403.doc 6
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tee.
With proper design, construction, and maintenance of Individual Sewage Disposal
Systems, HBET believes that the effluent produced from the proposed kennels and
duplex residential structure are not anticipated to adversely impact surrounding properties
6.0 GENERAL
The recommendations included above are based upon the results of the subsurface
investigation and on our local experience. These conclusions and recommendations are
valid only for the proposed construction.
As discussed previously, the subsurface conditions at the site were slightly
variable. However, the precise nature and extent of subsurface variability may not
become evident until construction. Therefore, it is recommended that a representative of
HBET be retained to provide engineering oversight and construction materials testing
services during the foundation, pavement, and earthwork phases of the construction. This
is to verify compliance with the recommendations included in this report or permit
identification of significant variations in the subsurface conditions which may require
modification of the recommendations.
Huddleston -Berry Engineering and Testing, LLC is pleased to be of service to
your project. • Please contact us if you have any questions or comments regarding the
contents of this report.
Respectfully Submitted:
Huddleston -Berry Engineering and Testing, LLC
Michael A. Berry; P.E.
Vice President of Engineering.
E: HBETRecent Projects100815 - High Lonesome Ranch\00815.0001 High Lonesome Ranh- High Lonesome Ranch\200 - Geo\00813-0001 Kennels RI12408.doc 7
PERCOLATION TESTING
Project Name: High Lonesome Ranch -Kennels 'Location:- DeBeque, CO
Testing:. Conducted By:
Pit Dimensions: Length
Water Level Depth:
SOIL PROFILE
A. Sigler
t?epth Description
Project No. 0005-00011
Test. Pit No. TP -1:
Date: 1.117/2008
Supervising Engineer: M. Berry
; . Width
Not Encountered X
Depth 7 ft
Remarks.
0-1
Sandy CLAY with Organics (TOPSOIL), brown, dry
Change
(in.).
1-7
Sandy Lean CLAY (CL), brown to purplish brown, dry, stiff
5
5.4375
3.6250
10
7.0000
1.5625:
15
8.1250
1.1250
Test Number: 1
Top of Hole Depth: 0 ft
Diameter of Hole: 4.5 in
Depth of Hole: 15 im
Time
(min.)
Water
Depth
- (In.)
Change
(in.).
0
1.8125
5
5.4375
3.6250
10
7.0000
1.5625:
15
8.1250
1.1250
20
9.0000
0.8750
25
' 9.7500
0.7500
30
10.5000
0.7500
35
11.1250
06250
40
11.7500
0:6250
45
J2.2500
0.5000
50
12.7500
0.5000
55
13.1875
04375>
60
13.5625
. 0.3750
Rate (min/in):12.3
Average Percolation Rate (min/in):
Test Number: 2
Top of Hole Depth: 3 ft
Diameter of Hole: 4.5 in
Depth of Hole: 13 in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
1.5000.
5
2.8750'
1.3750
10
3.2500
0.3750
15
4.2500
1,0000'
20
4.9375
0.6875
25
53750
0.43,75
30
6.0000
0.6250`
35
6.3750
0.3750
40
6:7500
0.3750
45
7.0625
0:3125.':
50
7.4375
..0; 3:750:
55
7.7500
0,3125
60
8:0625
0.3125
Rate (min/in): 15.2
Test Number. 3
Top of Hole Depth: 6 ft
Diameter of Hole: 4.5 in
Depth of Hole: 14'p
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
1.0625
5
3.6250
2.5625
10
4.6250
1.0000
15 .
5.2500
0.6250
20
5.7500.
0.5000
25
6.3750
0.625,0
30
7.0000
0.6250
35
7.3750
0.3750
40
7.8125
0.4375
45
8.1875
0.3750
50 :
8.5000'
a3125"
55
8.7500
0.2500
60
9.0000
0.2500
Rate (min/in):
18,5
wi
PERCOLATION TESTING
Project Name: High Lonesome Ranch- Kennels
Testing Conducted By:
Pit Dimensions: Length
Water Level Depth:
SOIL PROFILE
A. Sigler
Location: DeBogue, CO
Depth Description
Project No 00815 -0001 -
Test Pit No. TP -2
Date: 11/7/2008
Supervising Engineer:
; Width
M. Berry
Not Encountered X
Depth 3 ft
0-1
Sandy CLAY with Organics (TOPSOIL), trace gravel, light brown, dry
Water still present in perc
holes the day after. soaking
1-3
Sandy Lean CLAY (cl), brown to purplish brown, dry, stiff
1.6250
5
5
1.1875
2.0000
0.3750
10
15
2.2500
0.2500
Test Number: 1
Top of Hole Depth: 0 ft
Diameter of Hole: 5 in
Depth of Hole: 15 in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
1.3125
1.6250
5
5
1.1875
2.0000
0.3750
10
15
2.2500
0.2500
15
3.1250
2.5000
0.2500
20
0.0625
2.5000
0.0000
25
35
12.6250
0.1250
30
3.1875
2.8125
0.1875
35
0.0000
3.0000
0.1875
40
55
3.1250
0.1250
45`
`,
3.1875
0.0625
50
: `
3.2500
0.0625
55
32500
0.0000
60
3.3125
0.0625.
Rate (min/in):107
Average Percolation Rate (min/in):
Test Number: 2
Top of Hole Depth: 3 ft
Diameter of Hole: 4.5 in
Depth of Hole: 14 in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
1.3125
5
2.5000
1.1875
10
3.1250
0.6250
15
3.1250
0.0000
20
3.1250
0.0000
25
3.1875
0.0625
30
3.1875
0,0000
35
3.1875
0.0000
40
3.1875
0.0000
45
3.1875
0.0000
50
3.1875
0.0000
55
3.1875
0.0000
60
3.1875
0.0000
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rate (min/in):
Rate (min/in):
1
a
4
PERCOLATION TESTING
Project Name: High Lonesome Ranch- Kennels
Testing Conducted By:
Pit Dimensions: Length
Water Level Depth:
SOIL PROFILE
A. Sigler
Location: DeBeque,• CO
Depth Description
Projedt No. 00815 0001
Test Pit No. TP -3
Date: 11/7/2008
Supervising Engineer: M. Berry
; Width
Not Encountered X.
Depth 3 ft
Remarks
0-1
Sandy CLAY with Organics (TOPSOIL), trace gravel, light brown, dry
Change
(in.)
1-3
Sandy Lean CLAY (cj), brown to purplishbrown, dry, stiff
5
2.3750
1.1250
10
3.1875
0.8125
15
3.7500
0.5625
Test Number: 1
Top of Hole Depth: 0 ft
Diameter of Hole: 4.5 in
Depth of Hole: 14 in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
1.2500
5
2.3750
1.1250
10
3.1875
0.8125
15
3.7500
0.5625
20
4.3750
0.6250
25 .
4.7500
0.3750
30
5.0000
0.2500
35
52750
0.3750
40
5.6250
0.2500
45 `.
56875
00625
50
5.7500
0.0625:
55
5.8750
01250
60
.5.9375
0.0625
Rate (min/in): 64
Average Percolation Rate (min/in):
Test Number: 2
Top of Hole Depth: 3 ft
Diameter of Hole: 4.5 in
Depth of Hole: 13 in
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
1.3125
5
2.0625
0.7500
10
2.7500
0.6875
15
3.2500
0.5000
20
3.7500
0.5000
25
4.1250
0.3750
30
4.5000
0,3750
50 .
'5 875
5:3750
02.50.Q .
0:25110 `'
0:1875
55
5,5625
0.1875
6
5:8125
0.2500
Rate (min/in):
22.9
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rate (min/in):
Construction Requirements for Septic Tank and Absorption Field
Section 5.4 Connection to Septic Tanks:
Pipe meeting ASTM standards D 3034, properly supported to prevent failure by settling, shall
extend from the dwelling to the septic tank and at least 6 feet from the outlet invert of the septic
tank. Pipe meeting ASTM standard D 1785, Schedule 40, shall be required to be installed when
the building sewer, or any portion of the outlet pipe from the septic tank to the distribution or
dispersal area, is located under a driveway or under any other area subject to surface activity.
There shall be at least two (2) feet of cover over pipe of ASTM standard D 1785, Schedule 40.
Pipe of ASTM standard D 1785, Schedule 40 may also be installed where there is less than two
(2) feet of cover provided the pipe is encased within at least a 16 gauge corrugated pipe, or within
concrete.
Section 5.5 Installation of Septic Tank:
A. Tanks are to be installed on a solid base and shall be level. The tank shall be installed
with removable covers or access openings extended to within 8 inches of finished grade
in order to provide access to the inlet and outlet compartments for cleaning and
inspection. Roof drains, foundation drains, area drains, or cistern overflows are not to
enter the tank or any part of the individual sewage disposal system.
B. The building sewer to septic tank pipe shall be laid with a minimum fall of 1/8 inch per
foot. Bends in the building sewer shall be limited to 45 -degree ells or long -sweep
quarter -bends. Pipe meeting ASTM standard 3034 or pipe of equal or greater strength is
required to be installed from the building to the septic tank. The building sewer
installation shall meet all the requirements of the current Uniform Plumbing Code. The
building sewer to septic tank pipe shall be at least three (3) inches in diameter but shall be
no larger in diameter than the inlet invert as originally cast or formed in the septic tank.
The inlet and outlet pipes shall be grouted and sealed to the septic tank with waterproof
materials.
C. All electrical work, equipment, and material shall comply with requirements of the
current National Electrical Code.
D. Backfilling around a septic tank shall be accomplished in a manner to prevent settlement
and to avoid undue strain on the tank and pipes entering and leaving the tank.
E. Abandoned septic tanks and vaults shall be pumped and filled with soil, or they shall be
removed and the excavation filled and compacted to the existing grade.
F. A cleanout shall be installed, outside of the building and as close to the building as
possible, to allow cleaning equipment to be utilized. A cleanout shall be required for
each 100 feet of sewer line between the building and the septic tank.
G. No compartment of a septic tank may be utilized as a pumping chamber when a pump is
required in the system design.
Section 5.9 Seepage Beds
A. Seepage beds shall be constructed with a length not exceeding 100 feet, a width greater
than 3 feet, and a depth not exceeding 3 feet (unless approved by the Health Officer). A
12 inch layer of 1 inch to 2 % inch clean gravel, rock or similar aggregate having
individual components of' uniform size, shall be distributed evenly over the entire bed,
with pipe lines set at a depth to insure at least 6 inches of gravel below and 2 inches of
gravel above each line. The bottom of the bed shall be level. A covering of untreated
building paper, hay, straw, or similar pervious material, shall be placed on top of the
gravel, and after final inspection, backfill shall be placed over the bed to a minimum
depth of 12 inches. The terminal ends of lines shall be capped unless looped or air
vented.
B. The outer-most disposal lines in the bed shall be placed no less than 18 inches and not
more than 36 inches from the outside bedwalls. For each 6 feet of width, or part thereof,
there shall be one perforated distribution line extending the length of the bed to within 18
inches of the bedwalls at either end. Such pipelines shall be spaced so as to evenly
distribute the effluent over the entire bed area, and shall be level. All pipes and lines
shall be fitted with tight joints which have been glued, connected with friction couplings,
are gasketed or are otherwise permanently connected or attached, and the perforations
shall be situated to insure even distribution of effluent throughout the bed. A distribution
box or other distribution device may be included as part of the seepage bed system. The
bed area shall be protected to prevent damage from surface activity or infusion of water
from other sources.