HomeMy WebLinkAbout183 Lynns Ct - 239122204014 - 1831-98ISINDIVIDUAL 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 MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1831-98 BP NO. 12278
OWNER: SCOTT AND LISA MILLS PHONE: 970-927-4866
MAILING ADDRESS: 41 SAGEWOOD CT, BASALT, CO 81621
APPLICANT: MARC ANDERSON PHONE: 303-499-4866
SYSTEM LOCATION: 183 LYNN'S COURT, EL JEBEL, CO TAX PARCEL NO. 2391-223-04-001
LICENSED INSTALLER: WALTER'S COMPANY, ED WALTER LICENSE NO. 33-98 PHONE: 970-945-2851
DESIGN ENGINEER: JEFF RUPPERT, STRAWBALE DESIGN, ENGINEERING AND BUILDING SERVICES. JEFF RUPPERT PHONE NO. 303-499-1334
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1000 GALLON SEPTIC TANK 1500 SQUARE FEET OF ABSORPTION AREA VIA 47 INFILTRATOR UNITS AS PER ENGINEER'S DESIGN
SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN REVISIONS DATED 11/2/98. INSTALL A CLEANOUT BETWEEN THE TANK
AND THE HOUSE, AND INSPECTION PORTS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT SMEARING OF SOILS. AND
DO NOT INSTALL IN WET WEATHER. CALL ENGINEER FOR FINAL INSPECTION PRIOR TO BACKFILLING ANY PART OF THE INSTALLATION.
BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL SEPTIC SYSTEM IS APPROVED.
ENVIRONMENTAL HEALTH APPROVAL. it I frrDATE: DECEMBER 7,1998
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY 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: 1500 SQUARE FEET (VIA 47 FQ-'16 TNFTT.TR A TL)R JJNITS�
INSTALLED SEPTIC TANK: 1000 GALLONS IS LOCATED _ DEGREES AND 40 FEET FROM TNF CT.F.ANQUT
NEAR THE HOUSE
COMMENTS: ENGINEER AS —BUILT DRAWTNG RFCF.TVFD 7-20-99
ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRE AL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN
WORK IS COMPLETED.
ENVIRONMENTAL HEALTH APPROVAL DATE: JULY 20. 1999
v
Incomplete Applications Will NOT Be Accepted
(Site Plan MUST be attached)
ISDS Permit # 1�3 / —1
Building Permit # _I'Pt
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. 0. BOX 179
EAGLE, CO 81631
328-8755/927-3823 (El Jebel)
* PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00
* *
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
PROPERTY OWNER: Ste'- % L[ 5,a / / /LL 5
MAILING ADDRESS: 41 SSG,FWmy c 1 . )3AASAIJT. Lo PHONE: qq'o 9q 4S6fo
APPLICANT/CONTACT PERSON: /7A2G �jyPt 1-504 PHONE: 3d3 41q-/3 -,
LICENSED SYSTEMS CONTRACTOR: W w j PHONE:
COMPANY/DBA: ADDRESS:
PERMIT APPLICATION IS FOR: X) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description: C°T 14-, TIC 5yvP+1T. 1%PW /%A-rd, View �v&otvjSjcV
Tax Parcel Number: -g�371 - -7-,;�-3 -C Si-acl Lot Size: 2.to6o a.c
i
Physical Address: s G-r. EL U Go
BUILDING TYPE: (Check applicable category)
00 Residential/Single Family Number of Bedrooms 3
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
TYPE OF WATER SUPPLY: (Check applicable category)
( ) Well ( ) Spring ( ) Surface
(x) Public Name of Supplier: Af9ew 04I-ref, (fit
*These systems re design b Register P ofessional Engin er
SIGNATUR Date:
ifLAge,
AMOUNT PAID: � � RECEIPT # : �H O-1q DATE: I
CHECK #: 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 20, 1999
Scott and Lisa Mills
41 Sagewood Ct.
Basalt, CO 81621
EAGLE COUNTY, COLORADO
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
aPJ�22��
RE: Final of ISDS Permit #1831-98, Tax Parcel #2391-223-04-001. Property location 183
Lynn's Ct., El Jebel, CO.
Dear Mr: & Mrs. Mills:
This letter is to inform you that the above refereiiced ISDS Permit has been inspected and
finalized. 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
Community Development Department
(970) 328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
EAGLE COUNTY, COLORADO
Date: December 7, 1998
TO: Walter's Company
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
FROM: Environmental Health Division
RE: Issuance of Individual Sewage Disposal System Permit No. 1831-98. Tax Parcel
# 2391-223-04-001. Property Location: 183 Lynn's Court, El Jebel, CO., Mills
residence.
Enclosed is your ISDS Permit No. 1831-98. 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.
Systems designed by a Registered Professional Engineer must be certified by the Engineer
indicating that the system was installed as specified. Eagle County does not perform final
inspections on engineer designed systems. Your TCO will not be issued until our office
receives this certification.
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
Strawbale Design, Engineering and Building Services, Jeff Ruppert
J}rlly7; 1999
- Eagle County ,g e8men`tal Health
Eagle, CO
a
i.� Re: Septic Insipection at IULy a rt, El Jebel (M' ence)
4� H Official:
C� Tht letter is re g the on -site ihsogftp,prior to back -firing, of the septic system
, fie above desr� oje t. `- 0 1AVe verified that the system is installed per our
spec&cations in the d ' submitted and approved by your department.
y y q regarding system, give anytime g
mould you have an questions re ardin this s stem ve us a call an ime Burin
business hours_
Sincerely �,\��U►Oi�REG
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43 SEPTIC DESIGN
-------�--�-- Lot 14, The Summit, Aspen Mountain View Subdivision
a Filing No. 3, Eagle County, Colorado
,4
Prepared for Scott and Lisa Mills
41 Sagewood Ct.
Basalt, CO 81621
Introduction
The project plan is to construct a three -bedroom single family residence on this site. A
conventional plumbing system will be installed. The location of the proposed septic system
will be to the south of the proposed structure approximately 100 feet. The ground surface
has a slope down of approximately 5 degrees 'to the south where the proposed septic system
shall be installed. There are no trees at the location of the proposed system.
This design is based on standard flow numbers from the Eagle County Land Use
Regulations for -Individual Disposal Systems.
Field Investigation
A backhoe profile hole 'was excavated near the proposed area for the leach field.
Examination of the profile hole revealed a 12" layer of topsoil underlain by of sandy clay.
See the percolation test report submitted with this design by Hepworth-Pawlak
Geotechnical, Inc. An average percolation rate of 40 min/inch was found and is used for
this design. ' We will use the 60 min/in. percolation rate for design and we would like to use
infiltrator chambers for the leaching system. Using this percolation rate we apply an LTAR
of 0.45 gpd/sf.
No groundwater was encountered in the profile hole at the time of the observation. The
report recommended that a standard infiltration system is suitable for this site. -
Design Equations and Parameters V/
1. Average Daily Flow. = 75 gals./person/day * 6 persons * 1.5 = 675 gals./day maximum
flow.
DAtE
2. A=675/0.45 =1500 sf (Trench System)
t'ersbn -
3. Using the Infiltrator EQ-36 Chamber we are allowed 31.93 sf per chamber of area.
nnE Dividing 1500 sf by 31.93 we need 47 chambers (See the attached letter from the State
of Colorado verifying these assumptions).
CORRE5FONDENCE
4. The distribution of effluent will be serial through all of the trenches. See, the attached
site plan for the trench layout.
oo
° 5. Eagle County Health Department regulations require that the bottom of the trenches for
w¢=U
the leach fields be maintained 4 feet above bedrock or groundwater. No sign of
EDgroundwater was observed during the percolation test, therefore this system will be
1
below existing grade, but above 3.5 feet in depth since our profile hole was 7.5_feet deep.
6: Fill placed over the leach field can be material from the site that is to be excavated from the
system area. This fill should not be mechanically compacted. Vegetation should be replanted
over the system to reduce erosion and encourage evapo-transpiration.
7. Inspection ports shall be installed at the end of each trench and a clean -out shall be installed at
the beginning of the leach field..
8. The distribution lines shall be standard infiltrator chambers. Installation shall be performed in
accordance with the specifications of Infiltrator Systems, Inc.
9. A minimum 1-foot of ground "cover should be placed on top of the chambers.
10. The finished surface of the field should be graded to provide runoff of surface water. The
Owner is responsible for erosion protective measures and maintenance as necessary.
11. A minimum 1/8"/ft. slope is required for the sewer line from the residence to the septic system.
A 1000 gal septic tank shall be used. This tank and all other components of this system shall
conform to the specifications set forth in the Eagle County Land Use Regulations for Individual
Disposal Systems. All minimum distances between components of the septic system and
pertinent ground features described in these regulations shall also be maintained. - ,
12. A final inspection of the system shall be performed by the engineer prior, to back -filling.
If there are any questions concerning this design or when we can be of further assistance; please call.
Sincerely, `\\``ptiu�mnt+rgr,,j�f�i
,o� 40 •"EOis'tj
�•,,,%,
Jef R eA P.-
4
� • y. y
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
September 28, 1998
Strawcrafters
Attn: Sarah Francis
3450 Ash Avenue
Boulder, Colorado 80303
5020 Road 154
Glenwood Springs, CO 81601
Fax 970 945-8454
Phone 970 945-7988
Job No. 198 608
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Mills Residence, Lot 14, Filing 3, Aspen Mountain View, Lynn's Court,
Eagle County, Colorado
Dear Ms. Francis:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation testing for foundation and septic disposal designs at the subject site. The
study was conducted in accordance with our proposal for geotechnical engineering
services to you dated July 23, 1998. The data obtained and our recommendations based
on the proposed construction and subsurface conditions encountered are presented in
this report. Evaluation of potential geologic hazard impacts on the site are beyond the
scope of this study.
Proposed Construction: The proposed residence will be a 2,000 square foot two story
post and beam structure located on the site as shown on Fig. 1. Ground floors are
proposed to be slab -on -grade. Cut depths are expected to be about 3 feet. Foundation
loadings for this type of construction are assumed to be relatively light and typical of
the proposed type of construction. The septic disposal system is proposed to be located
downhill and south of the residence.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
this report.
Site Conditions: The site is located at the end of the cul-de-sac of Lynn's Court. The
ground surface in the building area slopes moderately down to the south. The lot is
vegetated with grass, weeds and sagebrush with small stands of scruboak. Abandoned
irrigation ditches cross the lot.
Subsurface Conditions: The subsurface conditions at the site were, evaluated by
excavating two exploratory pits in the building area and one profile pit in the septic
disposal area at the approximate locations shown on Fig. 1. The logs of the pits are
presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil, consist of
slightly sandy to sandy clay. Results of swell -consolidation testing performed on
Strawcrafters
September 28, 1998
Page 2
relatively undisturbed samples of the clay, presented on Fig. 3, indicate low
compressibility under existing moisture conditions and light loading and a low to
moderate expansion potential when wetted. Results of a swell -consolidation test
performed on a sample of sandy silty clay showed low compressibility under light
loading and a low collapse potential (settlement under constant load) when wetted. The
samples were moderately compressible under increased loading after wetting. No free
water was observed in the pits at the time of excavation and the soils were slightly moist
to moist.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil designed for an allowable soil bearing
pressure of 3,000 psf and a minimum dead load pressure of 800 psf for support of the
proposed residence. The footing subgrade should be evaluated at the time of
construction for more expansive clay layers. If encountered the more expansive clay
layers should be removed and the footings lowered to bear.on the lower less expansive
clays. Footings should be a minimum width of 16 inches for continuous walls and
2 feet 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 55 pcf for the on -site soil as backfill.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. The clays could be expansive and heave
when wetted, causing distress to lightly loaded slabs -on -grade. A common method of
construction to reduce the risk of slab heave is to construct floors over a crawlspace.
To reduce the effects of some differential movement, floor slabs should be separated
from all bearing walls and columns with expansion joints which allow unrestrained
vertical movement. 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
H-P GEOTECH
Strawcrafters
September 28, 1998
Page 3 -
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 compacted to at least 95 % of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on -site soils devoid of vegetation and topsoil. The slab subgrade
should be evaluated for potentially expansive clay soils at the time of construction.
Underdrain System: Although free water was not encountered during our exploration,
it has been our experience in mountainous areas with clayey subsoils that local perched
groundwater can develop during times of heavy precipitation or seasonal runoff.
Frozen ground during spring runoff can also create a perched condition. We
recommend below -grade construction, such as retaining walls, crawlspace and basement
areas, be protected from wetting and hydrostatic pressurebuildup by an underdrain
system. Typically, building with slab -on -grade near the ground surface does not
require perimeter underdrains.
If drains are needed they 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:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction. Drying could increase the expansion
potential of the 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
H-P GEOTECH
Strawcrafters
September 28, 1998
Page 4
Proctor density in landscape areas. Free -draining wall backfill should be
capped with about 2 feet of the on -site, sandy clay 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. Consideration should be given to the use
of xeriscape to limit potential wetting due to irrigation.
Percolation Testing: Percolation tests were conducted on September 11, 1998 to
evaluate the feasibility of an infiltration septic disposal system at the site. One profile
pit and three percolation pits were dug at the locations shown on Fig. 1. The test holes
(nominal 12 mcfi diameter by 12. inch:deep) were hand dug at the bottom of shallow
backhoe pits and were soaked with water one day prior to testing. The soils exposed in
the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and
consist of topsoil overlying sandy clay to the pit deptW=2-6, t,,,,_No free water was
observed in the profile pit at the time of excavation. The percolation test results are
presented in Table H. Based on the subsurface conditions encountered and the .
percolation test results, the tested area should be suitable for a conventional infiltration
septic disposal system. The"average-percolation rate was 40 minutes per inch.
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
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.
H-P GEOTECH
Strawcrafters
September 28, 1998
Page 5
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.
Louis E. Eller
Reviewed By:
Dane
LEE/ksm
attachments
H-P GEOTECH
PIT 1 PIT 2 PIT 3
ELEV. = 93' ELEV. = 90' ELEV. = 87'
0 0
we=ss
LL=33 DD=117
P1=18
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WC=9.6
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5-200=95 5
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LEGEND:
TOPSOIL; sandy silt and clay, organic, stiff, slightly moist, dark brown.
CLAY (CL); sandy, very stiff to hard, slightly moist to moist, reddish brown, medium plasticity,
slightly calcareous with depth.
2" Diameter hand driven liner sample.
NOTES:
1.
Exploratory pits were excavated on September 10, 1998 with a Case 580 backhoe.
2.
Locations of exploratory pits were measured approximately by pacing from features on the site
plan provided.
3.
Elevations of the exploratory pits were obtained by interpolation between contours on the site plan provided
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 ( % )
DD = Dry Density ( pcf )
-200 = Percent passing No. 200 sieve
LL = Liquid Limit ( % )
PI = Plasticity Index ( % )
198 608
HEPWORTH — PAWLAK
LOGS OF EXPLORATORY PITS
Fig. 2
GEOTECHNICAL, INC.
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Moisture Content = 10.8 percent
Dry Density = 95 pcf
Sample of: Sandy Clay
From: Pit 1 at 5.5 Feet
Expansion
upon
wetting
0.1 1.0 10 100
APPLIED PRESSURE — ksf
Moisture Content = 9.9 percent
Dry Density = 117 pcf
Sample of: Sandy Clay
From: Pit 2 at 1 Foot
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APPLIED PRESSURE — .ksf
198 608 HEPWORTH - PAWLAK SWELL -CONSOLIDATION TEST RESULTS Fig. 3
GEOTECHNICAL, INC.
Moisture Content = 7.9 percent
Dry Density Weight = 93 Prf
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198 608
HEPWORTH — PAWLAK
GEOTECHNICAL, INC.
SWELL —CONSOLIDATION TEST RESULTS
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HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE II
PERCOLATION TEST
RESULTS JOB
NO. 198 608
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
40
15
13
12
1
30'
12
11 1/4
3/4
11 114
10 1 /2
3/4
10 1/2
10
1/2
10
9 1/2
112
9 1/2
9
1/2
9
8 1/2
1/2
8112
8
1/2
P-2
35
15
7
6 1 /4
3/4
0
6 1/4
5 3/4
1/2
5 3/4
5 1/2
1/4
5 1/2
5 1/4
1/4
5 1/4
5
1/4
5
4 314
1/4
4 314
4 1/2
1/4
P-3
42
15
11 1/2
10
1 1/2
r
10
9
1
9
8 1/4
314
8 1/4
7 1/2
3/4
7 112
6 3/4
3/4
6 3/4
6 1/4
1/2
6 1/4
5 3/4
1/2
5 314
5 1/4
1/2
NOTE: Percolation tests were performed on September 11, 1998. The average percolation rates are based on the last 3
readings of each test. The clay in P-2 was harder than the clay in the other two percolation holes.
STATE
OF C0TL_0f<A 0
••� ?aW 5hwayder, Fxeµtlive Diretmor
Of G
,, - 4
t,-diuced to protecting and improvtrig the heath and env;eonment v; :he pcbpfe 0(Ceilc,,.;c0
4309 Cherry Creek of, s_ l.�berato;y 6u;lding
C.ilwodo80 ?2-1530
rtz
4210E.11thAvenve
I 3) 01-2000 Denver, Colorado &)220-077 6
" 18-74 `
003) 691.4700
II qq tt,,
filJ�i `2 �3� _ -- -
T4,k41orad0 Depanr,�enL
of.Pubiic He-auch
and E,Ylronment
Kay 3.7, 1996
Mr. Jim Bransfield
District Manager
Infiltrator Syste7rs Inc.
1087 South Dawning Street
Denver, co 80209
Deal: Jim:
z hay°e reviewed the literature and your
to the ln:�iltx-ator Equalizer 36
�:alculaticns with restect
chamber. The Fqualizer 36 is
hereby approved for use in Colorado in
provisions cf Section vIZz.C. of t r✓
accrwrc�anye with the
Gui,dali.r.es
sewage Disposal Systems,
On Individual
X cDneur with your calculations regarding the absorptive az•ea
--- equivalence for the Equalizer 35
chamber.
the bottom area for each chamber unlit is
As per your caZcu.latians
provides 24.99
square fee
Of absorptive area in a trench applica'ti.on and Z0.�1 square feet in
a bed system. Sidewall ld
area wo add
feet for & total absorptive area of 31-93
an additional 6.94 ,square
square feet per. Equalizer
36 'Utlit in a trench system. ;1G additional credit
availabla for sidewall in bed designs,
woulc: .,e
Therefore, the Division hereby approves the Equalizer- 36 cha r,ber
for. !Ise in Colorado at an equivalency of 1.3 square tie+�t unit ir.
a _c
renh configuration and 20, a squa7'e feet Per unit in a bed
configuration. These fi!;ures are
sled_ i.cations presented in our letter based on the design,
equz.va' ency ayprovals arc: S, b eci-, t� tpe far. Eptanc+Hof same aid
local health agencies.
Since3,y,.
Thomas R..-nnett
ISDS Prom-nm. Locrdinat0r
K4: tonal Health Agencies
Zo -d VZ0-1_tr6(OL6) s1. Lauuni-] aLuC1 e_19;77-0 86-90-AQN
zo
Q
-
C
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Aspen Mt. View
183 Lynn's Court, El Jebel
J013 NO.
LOCATION
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DATE ST7ED
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Evstuag Edge Of 6ul-17e Sac Favemnt
Exfbtkig 6tU&ert r
Proposed 6iberi EVension llna-r Driveway
Proposed R2 Tc p Wall Around Fig Side Of Power Transforme• And At Culvert Inlet �
Edge Of Proposed Driveway
Fiff 510pe cat 510pe
5ROUc.DEA raSvaULVEQ
4" AB.G.
B n?ICA L DRIkE WA Y 5EC nOM
2 ORiGINAG SCALE k60
PLAP AV TE5
L Connect Waterk e To 5ubdvfsion Water afpkg
2. Septic Tank And Wetbld Desigr To Be Submitted
To Eagle County burUV Department For I5D5 Permit
Prior To Construction
3. Mantan Separation Between Water, Telephone,
And 6a5 Lines As Req&ed
4. There Is A 10'-0" Ut4 Ememmt AbV Each Sick
Of A# Loffirs
5. 10'--O" Eq estrbn bbsernent On - lbrth Lot Line
6. Revegetabon Will Be Compatdble With The Site. La dscapmg
WIll 67ploy Xerbcape Desi n P *ks, Using kb*e And
Drought-�2esistar�t 1/ar�ties.
Z On -Site devotion 92=8" (Mouse 5lab-On-6raab) is
Equivalent To 100'-O" Shown in EvUbg Sections And Plans.
B. Provide Positive Dranage AmV From Hasse; DowrW4
Daring Fyd bra ing Operations.
A 517FKAN
ORIGINAL ✓SALE• F = W-O"
existing Water Valve
i�rexisting Re I-ty -aat
�vicfirvn Tc%nhnru� DAr�lacfirl
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Existing Brush Line
Exisfing Haw 6Wrrne
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• Proposed residence (OrrSite S ad
e elevation
Famoa b0lae►-d Drdn Dkected Away From -We tknd
Proposed Lown and Lax'smaping
Perc Test Locations
Existing f4laaraabned Irrgatlon Lateral
�P, Proposed Septic Teak And Leech field
Exristing Electric Ma&k
LOT 14
ION Exb fing Power Pole
2.650 A6.
Existing Utility Easement -
5E715A6k'5
Front
25'--0"
5kbs
12-6"
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near-
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