HomeMy WebLinkAbout461 Grange Ln - 239115101007 - 1904-99ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, CO 81631
Telephone: (970) 328-8755
COPY OF PERMIT MOIST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1904-99 BP NO. 12730
OWNER: ANNIE & ALAN MORRIS PHONE: 970-963-6006
MAILING ADDRESS: 153 DAKOTA MEADOWS CARBONDALE CO 81623
APPLICANT: JON BURNETT PHONE: 970-945-5125
SYSTEM LOCATION: GRANGE LANE LOT 7 HOMESTEAD ACRES CARBONDALE TAX PARCEL NO. 2391-151-01-007
LICENSED INSTALLER: HUGHES EXCAVATING RANDY HUGHES LICENSE NO. 16-00 PHONE: 970-876-1983
DESIGN ENGINEER: HEPWORTH-PAWLAK GEOTECHNICAL• HIGH COUNTRY ENGINEERING TIM BECK PHONE NO. 970-945-7988/970-945-8676
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 5 BEDROOM RESIDENCE
1500 GALLON SEPTIC TANK 2976 SQUARE FEET OF ABSORPTION AREA VIA 96 INFILTRATOR UNITS AS PER ENGINEER'S RECOMMENDATION.
SPECIAL REQUIREMENTS: INSTALL IN SERIAL DISTRIBUTION IN SIX (6) TRENCHES WITH SIXTEEN (16) INFILTRATOR UNITS IN EACH TRENCH, WITH
A CLEANOUT BETWEEN THE TANK AND THE HOUSE AND INSPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT
SMEARING OF SOILS AND DO NOT INSTALL IN WET WEATHER. INSTALL IN SHALLOW TRENCHES NO DEEPER THAN 2 FEET AS RECOMMENDED BY
HIGH COUNTRY ENGINEERING, TO ALLOW THE 12" MINIMUM COVER OVER THE INFILTRATOR UNITS. THE TRENCHES SHOULD BE SITED SUCH
THAT THE SIZE OF THE FIELD COULD BE APPROXIMATELY DOUBLED IF NECESSARY IN THE FUTURE. BE SURE TO MAINTAIN A 116 FT SET -BACK
FROM THE WELL TO THE LEACH FIELD. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH FOR FINAL INSPECTION PRIOR TO BACK
FILLING ANY PORTION OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. BUILDING CERTIFICATE OF
OCCUPANCY WILL NOT ISSUED UNTIL THE SEPTI YSTEM H CEIVV I PR AL.
/
ENVIRONMENTAL HEALTH APPROVAL: o 4 DATE: JUNE 7 2000
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQblREMFN-"GS OF -THE GitCOUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS,
ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED.
2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING
REQUIREMENTS, CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS
SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT.
3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO
BE LICENSED.
FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR):
NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM
IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM.
INSTALLED ABSORPTION OR DISPERSAL AREA: 2976 SQUARE FEET (VIA 96 INFILTRATOR UNITS )
INSTALLED CONCRETE SEPTIC TANK: 1500 GALLONS IS LOCATED 54 DEGREES AND 126_ FEET FROM TRE('LEANC)ITT
AT THE HOUSE.
COMMENTS: FINAL INSPECTION DONE BY HEATHER SAVAInX nN 111Ly 51 2909 THIS SYSTEM IS LARGE
ENOUGH TO ACCOMMODATE THE MAIN RESTDFNCE AND TAF CARE TAKER UNIT FOR A TOTAL OF FIVE BEDROOMS_
ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS
COMPLETED.
ENVIRONMENTAL HEALTH APPROVAL DATE: JULY 14 2000
Incomplete * Applications Will NOT Be Accepted
(site Plan MUST be attached)
'I
ISDS Permit 1 1 M -it-
Building Permit I /,I '7,5l2
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE,- EAGLE COUNTY
P. 0. BOX 179
EAGLE, CO 81631
328-8755/927-3823 (Basalt)
PERMIT APPLICATION FEE $150-00 PERCOLATION TEST FEE $200.00
MAKE ALL REMITTANCE PAYABLE T-O: "EAGLE COUNTY TREASURER"
PROPERTY OWNER:
MAILING ADDRESS: Q YIjDPHONE: 6.3-( '00
APPLICANT/CONTACT PERSON: on PHONE:
Q &&
LICENSED SYSTEMS CONTRACTOR: PHONE:
COMPANY/ DBA: ac� P-A-0a �ry ADDRESS: UC)(40 ate
PERMIT APPLICATION IS FOR: O NEW INSTALLATION ALTERATION REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description: Acv-es L 7
Tax Parcel Number: -7 3)
Lot Size:
Physical Address: Lane, Loi 60M eskcj 7c—
BUILDING TYPE:. (check applicable category)
()()"Residential/Single Family Number of Bedrooms
Resident.ial/Multi-Family* Number of Bedrooms
Commercial/Industrial* Type
TYPE OF WATER SUPPLY: (Check applicable category)
(J
Well Spring Surface
Public Name of Supplier:
*These systems
SIGNATURE:
AMOUNT PAID: /
ire design by a Registe ed Professional -Engineer
Date: _7 tz�
RECEIPT DATE: 11A11<--y
CHECK 1: CASHIER:����
Community Development Department
(970) 328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
July 14, 2000
Annie & Alan Morris
153 Dakota Meadows
Carbondale, CO 81623
EAGLE COUNTY, COLORADO
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Final of ISDS Permit #1904-99, Tax Parcel #2391-151-01-007. Property location: 461
Grange Lane, Carbondale, CO.
Dear Mr. & Mrs. Morris:
This letter is to inform you that the above referenced ISDS Permit has been inspected and
fmalized. Enclosed is a copy to retain for your records. This permit does not indicate
compliance with any other Eagle County requirements. Also enclosed is a brochure regarding
the care of your septic system.
Be aware that later changes to your building may require appropriate alterations of your septic
system.
If you have any questions regarding this permit, please contact the Eagle County Environmental
Health Division at (970) 328-8755.
Sincerely,
Janet Kohl
Environmental Health Department
Eagle County Community Development
ENCL: Informational Brochure
Final ISDS Permit
cc: files
isin Permit #ZjLq I 21q Final Inspection
Date 6rJ
- =218t=882 Form
'V/ Tank is gal. Tank Material W,,nclllek--
V Tank is located /L)—,&ft. and ac_01Ldegrees from-44--ft4o
(Permahent landmark)
Tank is located _ft. and _degrees from
(perameut landmark)
V Tank set level. -L-Tank lids within 8" of finished grade.
Size of field
� 10 , t2 q �17 Units lineal f t.
Technology . f A 4,
cleanout is i
There is a "T" tha S
tall d n between tank and house(+ 1/100f t) -
cL Ydown 14 inches in the inlet and
-Li'goes outlet of the tank.
y"Inlet and outlet is sealed with tar -,tape, rubber gasket etc.
Tank has two compartments with the -flarger ..cQmpartment closest to the
house.
V Measure distance and relative direction .-to,-fiel4.
Depth of field, -3 ft.
V Soil interface raked.
Inspection portals at the end of each trench.,
tS (�
Proper distance to setbacks. Piet
�20 I Rj a/ r
V Chambers properly installed as per manufacturers specifications.
(Chambers latched, end plates properly installed, rocks 'removed from
trenches, etc.) k
Type of pipe used for building sewer line�.Vleach field-,X<5--
v
'J Other i L L-LA—A-
V / r /,,k -d -1//
Inspection meets requirements.
Copy form to installer's file if recommendations for improvement. were
suggested.
ACTION TAKEN:
Setbacks
Well Potable House Property Lake Dry Tank Drain
Water Lines line Stream Gulch
Field 100 25 20 10 50 25 10 10
Tdnk 50 10 5 10 50 10 10
EAGLE'COUNTY ENV. HEALTH
P.O. BOX 179
EAGLE, CO 81631
SHEET NO. _
CALCULATED BY.
CHECKED BY_
OF
DATE
DATE
PRODUCT 204-1 (SM ie Sheeis� 2454(Padded) ®Inc..Groton, Mass.01A71. To order PHONE TOLL FREE 1-800-225-6389
HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154
Glenwood Springs, CO 81601
Fax 970 945-8454
January 28, 1999 Phone 970 945-7988
Alan and Annie Morris
153 Dakota Meadows Drive
Carbondale, Colorado 81623 Job No. 199 103
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 7, Homestead, Eagle County, Colorado
Dear Mr. and Mrs. Morris:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The study
was conducted in accordance with our agreement for geotechnical engineering services
to you dated January 6, 1999. The data obtained and our recommendations based on
the proposed construction and subsurface conditions encountered are presented in this
report.
Proposed Construction: At the time of our study, design plans for the residence had
not been developed. The building and septic field are proposed roughly in the areas of
the pits shown on Fig. 1. We assume the residence will be a one or two story wood
frame, structure possibly over a basement level. Excavation for the building is assumed
to have a maximum cut depth of about 4 to 6 feet below the existing ground surface.
For the purpose of our analysis, foundation loadings for the structure were assumed to
be relatively light and typical of the assumed construction.
When building location grading and loading information have been developed, we
should be notified to re-evaluate the recommendations presented in the report.
Site Conditions: The site was vacant with 1 to 11/2 feet of snow cover at the time of o
field work on January 12, 1999. The ground`surface in the building area is relatively
flat with a gentle slope down to the north, northeast becoming moderate near the
northern property boundary. There is apparent minor site disturbance in the utility
easement to the north and there is a water well near the center of the lot as shown on the
site sketch, Fig. 1. The lot is vegetated with grass, weeds, sagebrush and a small scrub
oak grove in the southern portion of the property.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the general building area and one profile pit in the
septic disposal area at the approximate locations shown on Fig. 1. The building and
Alan and Annie Morris
January 28, 1999
Page 2
septic areas were identified in the field by the client, Mrs. Morris. The logs of the pits
are presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil,
consist of medium plastic, slightly sandy clay. Results of swell -consolidation testing
performed on relatively undisturbed samples taken from the pits are presented on
Fig. 3. The slightly sandy clay samples showed a low to moderate expansion potential
when wetted under relatively light loading. No free water was observed in the pits at the
time of excavation and the soils were slightly moist.
Foundation Recommendations: The expansion potential of the clay soils encountered
in the pits could result in long term building movements if they were to become wet.
Spread footings placed on the undisturbed slightly sandy clay designed for an allowable
soil bearing pressure of 3,000 psf and a minimum dead load of 1,000 psf can be used
for support of the proposed residence. We expect settlement/heave could be between
about 1 to 2 inches depending on the depth and extent of wetting below the building.
Footings should be a minimum width of 12 inches for continuous walls and 18 inches
for columns. Loose and disturbed soils encountered at the foundation bearing level
within the excavation should be removed and the footing bearing level extended down to
the undisturbed natural soils. Exterior footings should be provided with adequate cover
above their bearing elevations for frost protection. Placement of footings at least 42
inches below the exterior grade is typically used in this area. Continuous foundation
walls should be reinforced top and bottom to span local anomalies such as by assuming
an unsupported length of at least 12 feet. Foundation walls acting as retaining
structures should be designed to resist a lateral earth pressure based on an equivalent
fluid unit weight of at least 60 pcf for the on -site soil as backfill.
Floor Slabs: The clay soils could heave when wetted and cause distress to slab -on -grade
construction. A positive way to reduce the risk of slab movement is to construct a
structurally supported floor over crawlspace. Slab -on -grade construction can be used
provided the owner is aware of potential heave and the risk of distress to the residence.
To reduce the effects of some differential movement, nonstructural floor slabs should be
separated from all bearing walls and columns with expansion joints which allow
unrestrained vertical movement. Interior non -bearing partition walls resting on floor
slabs should be provided with a slip joint at the bottom of the wall so that, if the slab
moves, the movement cannot be transmitted to the upper structure. Slip joints which
H-P GEOTECH
Alan and Annie Morris
January 28, 1999
Page 3
will allow at least 11/2 inches of vertical movement are recommended.
Floor slab control joints should be used to reduce damage due to shrinkage cracking.
The requirements for joint spacing and slab reinforcement should be established by the
designer based on experience and the intended slab use. A minimum 4 inch layer of
free -draining gravel should be placed beneath basement level slabs to facilitate drainage.
This material should consist of minus 2 inch aggregate with less than 50 % passing the
No. 4 sieve and less than 2 % passing the No. 200 sieve.
All fill materials for support of floor slabs should be non -expansive and compacted to at
least 95 % of maximum standard Proctor density at a moisture content near optimum.
Required fill should consist of imported granular soils devoid of vegetation, topsoil and
oversized rock.
Underdrain System: Although free water was not encountered during our exploration,
it has been our experience in mountainous areas and where clay soils are present that
local perched groundwater can develop during times of heavy precipitation or seasonal
runoff. Frozen ground during spring runoff can create a perched condition. We
recommend below -grade construction, such as retaining walls, crawlspace and basement
areas, be protected from wetting and hydrostatic pressure buildup by an underdrain
system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain
should be placed at each level of excavation and at least 1 foot below lowest adjacent
finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining
granular material used in the underdrain system should contain less than 2 % passing the
No. 200 sieve, less than 50 % passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 11/2 feet deep.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
H-P GEOTECH
Alan and Annie Morris
January 28, 1999
Page 4
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction. Drying could increase the expansion
potential of the clay soils.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95 % of the maximum standard Proctor density in
pavement and slab areas and to at least 90 % of the maximum standard
Proctor density in landscape areas. Free -draining wall backfill should be
capped with about 2 feet of the on -site soils to reduce surface water
infiltration.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 12 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and walkway areas.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
5) Landscaping which requires regular heavy irrigation should be located at
least 5 feet from the building and beyond backfill limits.
Percolation Testing: Percolation tests were conducted on January 13, 1999 to evaluate
the feasibility of an infiltration septic disposal system at the site. One profile pit and
three percolation holes were dug at the approximate locations shown on Fig. 1. The
test holes (nominal 12 inch diameter, by 12 inch deep) were hand dug at the bottom of
shallow backhoe pits, soaked with water one day prior to testing and covered with
insulation to prevent freezing. The soils exposed in the percolation holes are similar to
those exposed in the Profile Pit shown on Fig. 2 and consist of medium plastic slightly
sandy clay. The percolation test results are presented in Table II. The percolation test
results indicate infiltration rates of40-to 80; minutes per inch. A rate of 60 minutes
per inch is the slowest rate typically acceptable for a conventional infiltration disposal
system. Based on the subsurface conditions encountered and the percolation test results,
an engineered septic.disposal system will be needed. Other locations on the lot could be
tested for possible more favorable percolation rates.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
H-P GEOTECH
Alan and Annie Morris
January 28, 1999
Page 5
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Fig. 1, the proposed type of construction and our experience in
the area. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation is performed. If conditions encountered
during construction appear different from those described in this report, we should be
notified at once so re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Steven L. Pawlak, P
Rev. By: DEH
attachments
H-P GEOTECH
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 11
PERCOLATION TEST RESULTS JOB NO. 199 103
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MINJINCH)
P-1
45
30
6
57/8
1/8
240
57/8
53/4
1/8
53/4
53/4
0
53/4
5 1/2
1/4
P-2
48
30
51/2
51/4
1/4
240
51/4
5 1/8
1/8
5118
5 1/8
0
5 1/8
47/8
1/4
P-3
42
30
61/2
63/8
1/8
4801
63/8
61/4
1/8
61/4
61/4
0
61/4
6 1/8
118
NOTE: Percolation holes were hand dug in bottom of backhoe pits and soaked on January 12, 1999. The holes were protected
from freezing overnight with rigid insulation. The percolation tests were performed on January 13, 1999.
I
u
u
u
>
>
j
0
c
C:
a
ca
ca
co
z wZ w
Z o w
:D U
X-
UA
m Z
a
z
z
0
<
\
E
[) \
CY)
ul z
C6
0
z u
z
m I
CD
m
CN
C14
0
APPROXIMATE SCALE
1 " = 80,
s
LOT
BOUNDARIES
x�
a�
2.,
P 3 PROFILE G,
PIT,
► ��
P 2A E PIT 2
l
LOT 7
1
EXISTING WELL
PIT 1
GRANGE LANE
- - - - - - - - - - - - - - - - - - - - -
199 103 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fi 1
GEOTECHNICAL, INC. AND PECOLATION TEST HOLES 9
PIT 1 PIT 2 PROFILE PIT
ELEV.=100' ELEV.=91.5' ELEV.=88'
0
0
WC=10.7
m
a�
DD=99
WC=9.4-200=95
m
�+
DD=101 LL=39
�'-
5 Pf=27
5
C
WC=16.4
C
a
DO-109
10
10
LEGEND:
TOPSOIL; slightly sandy silty clay, stiff, frozen, dark brown, organic.
CLAY (CL); medium plasticity, slightly sandy, very stiff, brown to reddish brown,
slightly porous
and calcareous.
2" Diameter hand driven liner sample.
N OTES:
1.
Exploratory pits were excavated on January 12, 1999 with a backhoe.
2.
Locations of exploratory pits are approximate and relative to the well casing.
taping from features in the field.
3.
Elevations of exploratory pits were measured by hand level and refer to ground surface
of Pit 1
as 100 feet, assumed. Logs are drawn to depth.
4.
The exploratory pit locations and elevations should be considered accurate only to the
degree
implied by the method used.
5.
The lines between materials shown on the exploratory pit logs represent the approximate
boundaries between material types and transitions may be gradual.
6.
No free water was encountered in the pits at the time of excavating.
Fluctuations in water level may occur with time.
7.
Laboratory Testing Results:
WC = Water Content ( % )
DID = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve
LL = Liquid Limit ( % )
PI = Plasticity Index ( % )
198 103
1 HEPWORTH - PAWLAK
LOGS OF EXPLORATORY PITS
Fig. 2
GEOTECHNICAL, INC.
Moisture Content 16.4 percent
Sample of: Slightly Sandy Clay
From: Pit 1 at 6 Feet
En
CL
M
-44U)
Expansion
upon
APPLIED PRESSURE ksf
Moisture Content 9.4 percent
Sample of: Slightly Sandy Clay
From: Pit 2 at 3 Feet
0
Expansion
upon
wetting
APPLIED PRESSURE ksf
199 103
HEPWORTH PAWLAK
SWELL -CONSOLIDATION TEST RESULTS
Fig. 3
Received Aug-13-99 12:23pm from 970 945 2555 -� ENVIRONMENTAL HEALTH page 1
AUG-13-99 FRI 12:30 PM HIGH COUNTRY ENGINEERING FAX N0, 970 945 2555 P. 01/01
August 13, 1999
Alan and Annio Morris Via Fax to 927-8858
153 Dakota Meadows Drivo
C'tirbondale, CO 81623
Rc. ISM for Proposed Residence, trot 7, ITontestead, Lagle County, CO
HCR File Number 99004.29
Dear Mr. and Mrs. Morris.
We 11tev0 reviewed the results Of the two sails tests perfornncd by HP Geotech. As we discussecl,
lfac first testitla was pe3rrormed at clepths of 42 to 48 inches below existing grade, and was
perilormod in January, It Is our experience that percolation tests perrornned dtnrinng very cold
weather Wn havo OrMlia results, even though the ground is not frozen, and proper precautions arc
ta4n to prevent tlne test holes from fr=Ang, It is also our experience that the upper soil horizons
are often more permcable than the lower (deeper) horizons. Tharefore, it wus suggested that
additiorual tostinb during this .4ujmaacr, and at a shallower depth, might produce a butter percolations
rato. The secnnd round of tests (lid ladeed indicate a better percolation rate, one which could be
Lued with a standard trench type of syatcm. Note that this rate only appears to be applicablo in the
uppermost soil horizon, Therefore, we suggest that the tre:nehes be of minimum depth, i.e.
ipproximately two feet, which would allow the minimum of 1211 of cover over Infiltrator units. We
ftirthor rocommend that a loading rate for clay, be used-(prabably 11;,gallatn pot clay par square
foot), amen that an additional safety factor be applied.
ICyou have any questions, or need additional information, please contact us.
Slaccruly,
HIOR C OUNI'RY ENCTINEMRING,, INC.
2
I i lotlay P- Beck, P.E.
Pr 'eot Manager
��
f
cu: Michelle, ftagle County is'nvironmental Heal
T2faXto 28-0349)
923 COOPER AVENUE • GLENWOOD SPRINGS, CrOLORA00 81 Sol
Telephone (270) 945-887$ - Fax (9701845-2555
Ray Merry - Morris Septic IS-1904-99 Page 1
From:
Janet Kohl
To:
Ray Merry
Date:
3/22/00 1:13PM
Subject:
Morris Septic IS-1904-99
I was reissuing this permit that Michele had sized, to a different installer as was indicated on the installer's
application, and noticed how ridiculously large this system will be- 5625 sq' or 181 Infiltrator units! I don't
know why she sized it so large! There is a letter in the file from High Country engineering. Would you
please take a look at it before I redo it?
�i
^"�/ ?,�; f ✓t. r -'-9L e. f } y` i atii.
June 1, 2000
Alan and Annie Morris Via Fax to 927-8858
153 Dakota Meadows Drive
Carbondale, CO 81623
Re: ISDS for Proposed Residence, Lot 7, Homestead, Eagle County, CO
HCE File Number 99004.29
Dear Mr. and Mrs. Morris:
This letter is a follow up on our letter report of August 13, 1999. Upon further review and further
discussions with the owner as well as county personnel, we have concluded that a loading rate of 0.2
gallons per day per square foot may be overly conservative for the uppermost soil horizon. This
surface soil should have a significant volume of dead organic material, as well as living roots, which
will tend to increase percolation. In addition, placing the system at minimum depth should allow a
significant amount of evapotranspiration to occur. A loading rate of 0.2 gpd/sf results in a field size
equivalent to using a percolation rate of 625 minutes per inch (mpi) with the standard CDOH formula.
As noted in the previous letter, the average percolation rate in the upper soil was 48 mpi. During
discussions with county personnel, it was noted that a loading rate of 0.4 gpd/sf had been accepted in
similar circumstances. I had previously come to a similar conclusion that a rate approximately twice
the 0.2 gpd/sf could be reasonable. Therefore, after considering several methods of calculation for
necessary absorption area, we believe that the size of field could reasonably be reduced to 96
Infiltrator units, e.g. six parallel trenches with 16 units in each trench.
However, the soils are clayey, even in the surface layers, and appropriate co uction techniques for
clay soilsslioyuld be used and proper precaution taken. Precautions such as - construction in wet
weather, r�Ce/roughen infiltrative surfaces, avo�undue compaction, and similar careful construction
--
practices. Also, th enches should be sited such that the size of the field could be approximately
doubled if necessary in the future.
If you have any questions, or need additional information, please contact us.
Sincerely,
HIGH OUNTRY EN INEERING, INC.
Ti th Y P. Beck P.E.
Pr ect Manager
TPB/soe
cc: Janet, Eagle County Environmental Health(via fax to 328-0349)
923 Cooper Avenue 14 Inverness Drive East, Ste B-144
Glenwood Springs, CO 81601 Englewood, CO 80112
phone 970 945-8676 •fax 970 945-2555 phone 303 925-0544 *fax 303 925-0547
Community Development Department
(970)328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
DATE: June 7, 2000
EAGLE COUNTY, COLORADO
TO: Hughes Excavating
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
FROM: Environmental Health Division
RE: Reissuance of Individual Sewage Disposal System Permit #1904-99, Tax Parcel
#2391-151-01-007. Property Location: 461 Grange Lane, Carbondale, CO.,
Morris residence.
Enclosed is your ISDS Permit No. 1904-99. It is valid for 120 days. The enclosed copy of the
permit must be posted at the installation site. Any changes in plans or specifications invalidates
the permit unless otherwise approved. If you have not been contracted to install this system
please contact Eagle County Environmental Health.
Also enclosed is the ISDS Final Inspection Completeness Form. The items on this form need
to be completed before you call for your final inspection. Also, please note any special
conditions which may have been placed on the permit. Do not back fill any part of the
installation until it has been inspected. If all items are not completed, a reinspection fee of
$42.50 must be paid before a reinspection is made.
Please call our office well in advance to allow for scheduling of final inspection. Your building
permit TCO will not be issued until final approval has been given for the ISDS Permit.
Permit specifications are minimum requirements only, and should be brought to the property
owner's attention.
This permit does not indicate conformance with other Eagle County requirements.
If you have any questions, please feel free to contact the Environmental Health Division at 328-
8755.
cc: files
Enclosures: ISDS permit # 1904-99; ISDS Final Inspection Completeness Form
Hepworth-Pawlak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
G49o'F*tech Phone:970-945-7988
Fax:970-945-8454
hpgeo@hpgeotech.com
July 7, 1999,
u YA'Q� r 0
Alan and Annie MorrisVIN
153 Dakota Meadows Drive
Carbondale, Colorado 81623 Job No. 199 103
Subject: Percolation Test Results, Proposed Residence, Lot 7, Homestead, Eagle
County, Colorado.
Dear Mr. and Mrs. Morris:
As requested, we have conducted percolation testing at the subject site to evaluate the
feasibility of an infiltration septic disposal system at the site. The results of our work
are presented in this report. Hepworth-Pawlak Geotechnical, Inc. previously performed
a subsoil study and percolation test at the site and presented our findings in a report
dated January 28, 1999, Job No. 199 103.
Three percolation test holes were hand dug just to the east of the previous percolation
test area and soaked on July 6, 1999. The soils exposed in the percolation holes consist
of silty sandy clay yranging from stiff at the top of the holes to hard at the bottom of the
holes. The percolation test holes were typically 1 1/2 feet deep. No free water was
encountered.
Percolation tests were performed on July 7, 1999 by a representative of Hepworth-
Pawlak Geotechnical, Inc. The percolation test results are presented on Table I. The
percolation test results indicate an infiltration rate betwee 34 and 60x1i inutes per inch
with an average rate of 7 minutes per in h Based on th percolati6 test results, and
our previous subsurface exploration, the tested area appears suitable for a mounded
infiltration septic disposal system.
If you have any questions or require further assistance, please call our office.
Sincerely,
HEPWORTH-PAWLAK G ' AL, INC.
N'
Steven L. Pawlak, P.E 5222
"
SLP/sd/ksm
attachment �` oFC01��'
cc: High Country Engineering - ttn: Tim Beck
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE
PERCOLATION TEST RESULTS JOB NO. 199 103
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF,
INTERVAL" '
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P-1
17
30
11 1/2
7 1 /2
4
48
7 1/2
6 3/4
3/4
6 3/4
6
3/4
6
5 1 /2
1/2
P-2
16
30
10 1 /4
6 3/4
3 1/2
60
6 3/4
5 1/4
1 1/2
5 1/4
4 3/4
1/2
4 3/4
4 1 /4
1/2
P-3
21
30
12 3/4
9 3/4
3
34
9 3/4
8 1/2
1 1/4
8 112
7 1/2
1
Note: Percolation holes were hand dug and soaked on July 6, 1999. Percolation tests were conducted on July 7, 1999.
j r ■
• 4 �� + T
c
r .
MIA
f r-
er
Awn
L, qmw
kt-
Ar.
A
IL
.31
Ai
-7-7
4