HomeMy WebLinkAbout1021 Green Meadow Dr - 239121402005INDIVIDUAL 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. 2183-02 BP NO. 14154
OWNER: GLENN AND DURELLE MONTGOMERY PHONE: 970-704-0186
MAILING ADDRESS: 436 PASEO DRIVE, CARBONDALE, CO 81623
APPLICANT: SAME PHONE:
SYSTEM LOCATION: 1021 GREEN MEADOW DRIVE, CARBONDALE, CO TAX PARCEL NO. 2391-214-02-005
LICENSED INSTALLER: KEITH McLAREN LICENSE NO. 64-02 PHONE: 970-963-5589
DESIGN ENGINEER: HIGH COUNTRY ENGINEERING, DEREK WALTERS PHONE NO. 970-945-8676
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 4 BEDROOM RESIDENCE
1250 GALLON SEPTIC TANK, 2250 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 95 INFILTRATOR UNITS IN A BED CONFIGURATION, AS PER
ENGINEER'S DESIGN DATED 4/5/02.
SPECIAL INSTRUCTIONS: INSTALL AS PER ENGINEER'S DESIGN, WITH CLEANOUTS BETWEEN THE TANK AND THE HOUSE AND EVERY 100 FEET OF
EFFLUENT LINE LEADING TO THE LEACH FIELD. DOUBLE SLEEVE THE EFFLUENT LINE WITH SCHEDULE 40 SIX INCH PVC PIPE FROM THE TANK
OUTLET TO THE BED HEADER. RAKE ALL BED SURFACES TO PREVENT THE SMEARING OF SOILS, AND DO NOT INSTALL IN WET WEATHER. BE
SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGIN-
EER FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE IN-
STALLATION. THE BUILDING CERTIFICATE OF OCCUPANCY WILIj NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN INSPECTED AND
APPROVED..
ENVIRONMENTAL HEALTH APPROVAL -,DATE: MAY 20, 2002
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, AND WILL RESULT IN 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: 1430 SQUARE FEET (VIA72 INFILTRATOR UNTTS DF.STGN 6-12-09 )
INSTALLED CONCRETE SEPTIC TANK: 1500 GALLONS IS LOCATED 80 DEGREES AND 14 FEET 8 INCHES
FROM THE CLEAN —OUT ON THE EAST SIDE OF THE HOUSE, TO THE 1st COMPARTMENT OF THE TANK
COMMENTS:THE FINAL INSPECTIONS WERE DONE BY RAYMOND MERRY OF EAGLE COUNTY ENVIRONMENTAL HEALTH
AND THE DESIGN ENGINEER ON JULY 12, 2002, THE FINAL CERTTFTCATTON WAS RF.CFTVED ON .TTTT,Y 12, 20
THIS SYSTEM. IS ONLY LARGE ENOUGH FORIBEDR00MS. NO FUTURE BEDROOMS WILL BE ALLOWED IN BASEMENT.
ANY ITEM NOT MEETING REQUIREMENTS WILL BE C REF PP OVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS
COMPLETED.
ENVIRONMENTAL HEALTH APPROV DATE: AUGUST 2, 2002
Incomplete Applications Will NOT Be Accepted
,(Sitw Plan MUST be attached)
ISDS Permit # _
Building Permit # ILItJ
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)
* FEE SCHEDULE
* PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00
* SIZING AND SITE VISIT FEE $85.00 (WHEN ENVIRONMENTAL HEALTH SIZES THE
* SYSTEM USING YOUR SOILS REPORT)
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
**************************************************************************
PROPERTY OWNER: -t pL-DK!F f
MAILING ADDRESS: _Q10 . ! IL 2.3 PHONE: -7oC4-01
APPLICANT/CONTACT PERSON: Mmt=-rX6en^10K�F PHONE: g" 2&1
LICENSED SYSTEMS CONTRACTOR: �.( � iZ/ PHONE:
COMPANY/DBA:
ADDRESS:
***************************************************************************
PERMIT APPLICATION IS FOR: ( NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description: L.DT to ':51Q'9--t5 tSc2t5•
Tax Parcel Number:
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Lot Size: �J• t Ate•
Physical Address: _'
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BUILDING T E: (Check applicable category)
( Residential/Single Family Number of Bedrooms_
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
*These systems require design by a Registered Professional Engineer
TYPE OF WATER SUPPLY: (Check applicable category)
( ) Well ( ) Spring ( ) Surface
( )yPublic /Name of Su pliers
ILO MM ot-z k"�
APPLICANT SIGNATURE: Date:
AMOUNT PAID: <��� r� RECEIPT # : G'/ DATE: % 6
CHECK #: / CASHIER:
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970)328-8755
FAX (970) 328-8788
TDD: (970) 328-8797
TOLL FREE: 800-225-8136
www.eagle-county.com
EAGLE COUNTY, COLORADO
August 2, 2002
Glenn and Durelle Montgomery
436 Paseo Drive
Carbondale, CO 81623
Raymond P. Merry, REHS
Director
RE,: Final of ISDS Permit #2183-02, Tax Parcel #2391-214-02-005. Property
location: 1021 Green Meadow Drive, Carbondale, CO.
Dear Mr. & Mrs Montgomery:
This letter is to inform you that the above 'referenced 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
Eagle County Environmental Health Department
ENCL: Informational Brochure
Final ISDS Permit
cc: files
OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX (970) 328-8788
TDD: (970) 328-8797
TOLL FREE: 800-225-8136
www.eagle-county.com
EAGLE COUNTY, COLORADO
Date: May 20, 2002
TO: Keith McLaren
FROM: Environmental Health Division
Raymond P. Merry, REHS
Director
RE: Issuance of Individual Sewage Disposal System Permit No.2183-02. Tax Parcel
# 2391-214-02-005. Property Location: 1021 Green Meadow Drive Carbondale,
CO., Montgomery residence.
Enclosed is your ISDS Permit No. 2183-02 and a field copy of the engineer design stipulated on
the permit. It is valid for 120 days, or for the duration of your current building permit for this
property. 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. Please note any
special requirements that may have been added to the design by this department.
Systems designed by a Registered Professional Engineer must be certified by the Engineer
indicating that the system was installed as specified. Eagle County Environmental Health
must also view the installation prior to back filling. Please call well in advance for your
final inspection. Your TCO will not be issued until our office receives this certification
from the engineer, and views the installation.
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. Please
notify this office if you have not been contracted to perform this installation.
If you have any questions, please feel free to contact the Environmental Health Division at 328-
8755.
cc: files
High Country Engineering, Roger Neal
OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179
July 12, 2002
Eagle County Environmental Health Department
Attn: Ray Merry
P. O. Box 179
Eagle, CO 81631
Re: Lot 6, Sopris Mesa Subdivision, Eagle County, Colorado
HCE File Number 2021025.59
Dear Ray:
On July 3 and July 12, 2002, High Country Engineering personnel observed the construction
of the ISDS for the Montgomery Residence located at on Lot 6, Sopris Mesa Subdivision in
Eagle County, Colorado. One 1500-gallon septic tank with baffle and 72 standard Infiltrator
units had been installed in a bed configuration. No backfilling had taken place. The
contractor was advised to add two (2) additional inspection wells near the front of the bed
and to minimize backfill to a depth of 3-feet or less. Otherwise, the installation of the system
was in conformance with the intent of the design and I have enclosed pictures of the system
and an as -built drawing for your convenience. If you have any questions, or need additional
information, please contact us.
Sincerely,
HIGH COUNTRY EN
Roger D. Neal, P
Project Manager
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1517 Blake Avenue, Suite 101 14Inverness Drive East Suite D-136
Glenwood Springs; CO 81601 Englewood, CO 80112
Telephone (970) 945-8676 - Fax (970) 945-2555 Telephone (303) 925-0544 - Fax (303) 925-0547
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P D Box I Aspen,-�C* ig-I_ phone 970m 777 Fie 970,9-2---A3
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Proposed absorption Abed urea. This a dditimial test daia, was then used by i ICE to redosign thu
?±iM `T`hr efmd .. nien;e 3i`eept the �`1 ne I i, 2002 design as IICE final
design for construction of the MontgonlcrY ESUS.
If you have any quests-ons, Please fce-1 free to contract trio at (970) 945-8676.
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Cotlevmod, CO 80112
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April 11, 2002
Gentlemen,
Although this design comes from a registered engineer, I feel that the system may be over -
designed based upon what some of my immediate neighbors have encountered on their soil profiles and
perc. rates. Please let me know if you feel that the system may be downsized, if at all. Your
consideration is appreciated.
Thank you,
Glenn Montgomery
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Hepworth-Pawlak Geotechnical Inc.
5020 County Road 154
mwh Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax:970-945-8454
hpgeo@hp-,eotech.com
April 11, 2002
Glenn Montgomery
436 Paseo Drive
Carbondale, Colorado 81623 Job No. 102 210
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 6, Sopris Mesa, 1021 Green Meadow Drive, Eagle
County, Colorado
Dear Glenn:
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 March 22, 2002. The data obtained and our recommendations based on
the proposed construction and subsurface conditions encountered are presented in this
report. We previously performed a preliminary geotechnical study for the Sopris Mesa
Subdivision submitting our findings in a report dated October 23, 1997, Job No. 197
495.
Proposed Construction: The proposed residence will be a two story, wood -frame
structure over a basement level located on the lot as shown on Fig. 1. Ground floors
will be slab -on -grade. Cut depths are expected to range between about 4 to 8 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 northeast 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 lot is vacant and located on the uphill side of Green Meadow
Drive. The ground surface appears mostly natural and has a strong slope down to the
west-southwest at grades from about 5 to 12%. Elevation difference across the
proposed residence is about 4 feet. The lot is vegetated with grass and scattered weeds
and brush.
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 2 to 21/2 feet of topsoil,
consist of stiff to very stiff sandy clay. The clay subsoils extended to the depths of 8
Glenn Montgomery
April 11, 2002
Page 2
and 61/2 feet at Pit 2 and the Profile Pit, respectively, and to a depth of 6 feet at Pit 1
where stiff sandy silt and clay were encountered to the depth of 91/2 feet. Results of
swell -consolidation testing performed on relatively undisturbed samples of the subsoils,
presented on Fig. 3, indicate low compressibility under existing moisture conditions and
light loading. The clay sample (Pit 2 at 5 feet) showed a moderate expansion potential
when wetted under a constant light surcharge. The laboratory testing is summarized in
Table I. 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 bearing
pressure of 2,500 psf for support of the proposed residence. Due to the swell potential
of the subsoils the footings should also be designed for a minimum dead load pressure
of 800 psf. There could be some post -construction foundation movement if the bearing
soils become wetted. Precautions should be taken to prevent wetting of the bearing
soils.
Footings should be a minimum width of 16 inches for continuous walls and 2 feet for
columns. All topsoil and loose or 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 well 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.
The backfill should not contain vegetation or topsoil.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. There could be some slab heave if the
expansive clay subgrade becomes wetted. Providing structurally supported floors over
crawlspace would provide a low risk of ground floor movement.
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 partitions 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 will allow
H-P GEOTECH
Glenn Montgomery
April 11, 2002
Page 3
at least 11/a 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 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, or suitable 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 the area, 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 also create a perched condition. We
recommend below -grade construction, such as retaining walls 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/a feet deep.
Surface Drainage: Positive exterior surface drainage is an important aspect of the
project to prevent wetting of the soils below the building. 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
Proctor density in landscape areas. Free -draining wall backfill should be
capped with about 2 feet of the on -site, finer graded soils to reduce
surface water infiltration.
H-P GEOTECH
Glenn Montgomery
April 11, 2002
Page 4
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, such as sod, should
be located at least 5 feet from the building.
Percolation Testing: Percolation tests were conducted on March 29, 2002 to evaluate
the feasibility of an infiltration septic disposal system at the site. One profile pit and
three percolation holes were dug at the 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 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 stiff to very stiff, sandy clay. The percolation test results are presented in
Table H and indicate average percolation rates of about 26 and 28 minutes per inch at
locations P-1 and P-3. At P-2 the average percolation rate was about 180 minutes per
inch. Based on the subsurface conditions encountered and the percolation test results,
the tested area may be suitable for a conventional infiltration septic disposal system. A
civil engineer should design the septic disposal system.
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.
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
H-P GEOTECH
Glenn Montgomery
April 11, 2002
Page S
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,
CAL, INC.
David A. Young, P
Reviewed by:
Daniel E. Hardin, P.E.
DAY/ksw
attachments
H-P GEOTECH
LEGEND:
■ EXPLORATORY PIT
0 PERCOLATION TEST HOLE
104
BUILDING /
ENVELOPE
/ 102 \
� 100 1
P2/ Op3 /.
/ ■ PROFILE /
/ PIT /
P 1
106
PIT 2
PROPOSED ■
PIT 1 `RESIDENCE \
108 � � \
LOT 6 /
BOUNDARY
APPROXIMATE SCALE
1"=40'
98
w
0
0
z
w
w
w
102 210 HEPWORTH-PAWLAK LOCATION OF EXPLORATORY PITS
GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES Fig. 1
1 10
LEGEND:
NOTES:
PIT 1
ELEV.= 104'
we=14.9
DD=100
-200=86
WC=15.4
D0=100
PIT 2
ELEV.= 100'
WC=119
DD=106
TOPSOIL; organic silty clay, medium stiff, moist, dark brown.
PROFILE PIT
ELEV.= 100'
CLAY (CL); sandy, stiff, slightly moist to moist, brown, medium to high plasticity.
SILT AND CLAY (ML—CL); sandy, stiff, moist, light brown, low plasticity, calcareous.
2" Diameter hand driven liner sample.
1. Exploratory pits were excavated on March 28, 2002 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features shown on the
site plan provided.
3. Elevations of the exploratory pits were obtained by interpolation between contours on the site plan
provided. Pit 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 ( % )
DD = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve
IGEO
102 210 TEOCHNICALWINC. I LOGS OF EXPLORATORY PITS Fig. 2
Moisture Content 15.4
percent
Dry Density = 100
pcf
Sample of.- Sandy Silt and Clay
From: Pit 1 at 9 Feet
own
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APPLIED
PRESSURE — ksf
Moisture Content = 13.9
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Dry Density 106
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Sample of. Sandy Clay
From: Pit 2 at 5 Feet
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APPLIED
PRESSURE — ksf
102
210
HEPWORTH—PAWLAK
SWELL
CONSOLIDATION TEST RESULTS
Fig. 3
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HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE II
PERCOLATION TEST RESULTS JOB NO. 102 21.0
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
45
15
water added
61/8
5 1 /8
1
26
5 1/8
4 114
7/8
4 1/4
3 3/4
1/2
3 3/4
2 3/4
1
4 3/8
3 5/8
314
3 5/8
3 1/8
1/2
3 1/8
2 5/8
1/2
P-2
50
15
6 1 /2
6 3/8
1/8
180
6 3/8
6 1/4
1/8
6 1/4
6 114
0
6 1/4
6 1/4
0
6 1/4
61/8
1/8
61/8
61/8
0
6 118
6
1/8
P-3
46
15
9 5/8
8 1 /2
1 1/8
28 11
8 1/2
7 1/8
1 3/8
7 1/8
6 112
518
6 1/2
5 1/2
1
5 112
4 718
5/8
4 7/8
4 318
112
4 3/8
3 7/8 1
1/2 1
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on March
28, 2002. Percolation tests were conducted on March 29, 2002. The average
percolation rate were based on the last three readings of each test.
KPWORTH - PAWLAK GEOTECHNICAL, INC.
502County Road 154
Glenwood Springs, Colorado $1e01
0rt
Phone: 970-a45-7988
Fax: 970-945-8454
®-mail: hpgeo@hpgeotech.com
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The original of this transmittal will be sent by:
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The information contained in this facsimile message is confidential and intended for the sole use of the
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20iti0'd' H331039 d—H 92:VT MOO—SO—Nnf
HEPWORTH - PAWLAK CEOT ECHNI�C' �� �� ``�Y
(�,� ._....._ .. ................__._ CAL INC.tiVC.
OG OF BORING V" 3'ro �'" JOB NAME'. t10 i �1121; W2�6 DATE- /7 G Z—.
OB NO.wo „_— BORING LOCATIONS -c�,��
--�-�--. --�. ENGINEER
ORING ELEVATION DRILLING METHOD C'!{?i �'( �r _.__. RIG
)EPTH (ft.) UNIFIED
SOIL DESCRIPTION
ROM TO SYMBOL
DRILLING CONDITIONS
r ;
f7i
REFUSAL DIPTHS: "
PLASTIC Q
a °
GRADING �,
°
MOIST�. COMMENTS
.° CEMENTED
BLOW SAMPLEOIL H
TYPE SYMBOL
$A w
DEr111SiTY �.
BLOCKY,
Q Q �, QUALITY OF SAMPLE
COUNT
yv�
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no
SA�IfIp�E TYPE LEGENL7
WATER LEVEL
-PVC DIA/TYPE
:AL = CALIFORNIA LD = LARGE DISTURBED CAVE DEPTH
' $LOTTED LENGTH
;S = SPLIT SPOON SD = SMALL DISTURBED
iT = SHELBY TUBE HD HAND DRIVEDATE
I ME
PVC DEPTH
£0/EO'd
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JOB No, Qi DATE 4 t - a Z FIELD TECH. 4
HOLE HOLE TIME DEPTH TO DEPTH TO DEPTH OF DROP IN PERCOLATION
NO. DEPTH INTERVAL WATER AT WATER AT WATER 1N WATER RATE
(IN.) (MIN.) START (1N,) FINISH (IN.) HOLE (IN.) LEVEL (IN.) (MIN./IN.)
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ISDS Permit # ` 8 3 -O.� Date 0,
IMS Final Inspection
Completeness Form
�✓ Tank is gal. Tank Material /- -�-
Tank is located ! y ft . and _degrees fro � �-�` � � - r ` 61e�l
1pss..n.ae l.oans�c►
I Tank is located ft. and degrees from
(ram i.oa.ot)
►� Tank set level. Tank lids within 8~ of finished grade.
Size of field ft2 units lineal ft.
/Technology
Cleanout is installed in between tank and house(+ 1/100ft).
There is a "T" that goes down 14 inches in the inlet and
outlet of the tank:
Inlet.and outlet is sealed with tar, -,tape,..rubber gasket etc. 0
Tain)c ;h-as two dompartments with the l:aieg r- :ept partmeat closest to
house. /
I�+saeure: d.Stance and relative direp� crt�:to:,-1 elci: � �,�IC/C
Depth of field. ft.
"Soil interface raked.
Inspection portals at the.end of each trench_.
Proper distance to setbacks.
Chambers properly installed as per manufacturers specifications.
(Chambers latched, end plates properly installed, rocks 'removed from
trenches, etc.)
Type of pipe used for building sewer line leach field
Other
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
50 10 5 10 50 10 * 10
_. _._ EAGLE- CE)UNTY--E-W; HEALTH
P.O. BOX 179
EAGLE, CO 81631
PROOMI MI (Singh Sheen) 2h&I (Padded) C ®hK., Groh,, Mm 01471. To Order PHONE TOLL FREE I-OW225-00
JOB
SHEET NO. I OF,
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2183-01 Tax #2391-214-02-005
JOB NAME_ Lot #6, Sopris Mesa MONTGOMERY
1419* Green Meadow Drive l(7�
JOB NO. P _ LA
JOB LOCATION
BILL TO
DATE STARTED
DATE COMPLETED
DATE BILLED
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JOB COST SUMMARY
TOTAL SELLING PRICE
TOTAL MATERIAL
TOTAL LABOR
- lo -ZI L/
Al ()-)I
INSURANCE
L�
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SALES TAX
Us r
mot/! �!
MISC. COSTS
0, 114iij
aljj�t�-j
TOTAL JOB COST
GROSS PROFIT
rrll
!� V
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LESS OVERHEAD COSTS
% OF SELLING PRICE
NET PROFIT
aos Fo1DBa Product rra„ �, .� �J '� j� �. JOB FOLDER Y-�������7 �—d��� Printed In USII
C�V� 6 -
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IVI-k 'o" �r� �Lc<c 1Gx ai
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Recycled Content
10% Post -Consumer
1
• IVII 11 1 1 lvlr%1
SCALE: 1 "= 2000'
NOTE
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY
REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH
ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS
ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS..
2. FLOW FOR BED:
4 BEDROOMS * 2 PERSONS/BEDROOM * 75 GALLONS/PERSON/DAY IS:
600 GPD = AVERAGE DAILY FLOW.
DESIGN FLOW = 1.5 * AVERAGE = 900 GPD (0)
***REMOVE ANY GARBAGE GRINDERS FROM RESIDENCE***
SEPTIC TANK:
MINIMUM TOTAL TANK SIZE:
Q * I DAY/24 HRS * 30 HRS = 1125 GPD
INSTALL ONE 1250-GALLON TANK WITH BAFFLE
***INSTALL EFFLUENT FILTER IN SEPTIC TANK OUTLET***
STANDARD ABSORPTION AREA:
A = DESIGN FLOW APPLICATION RATE OF 0.65 GAL/SF/DAY
APPLICATION RATE BASED ON PERCOLATION RATES FOR PITS
900 GPD 1385 SF
#1. #3 -
and #4 (CDOH).
- =
.65 GPD/SF - _
USE OF STANDARD INFILTRATOR UNITS IN A BED CONFIGU
INCREASE AREA BY 1.30 PER REGS A REDUCE AREA USE OF
INFILTRATOR UNITS (1385*1.30*0. /15.5 SF/UNIT), UNITS REQUIRED.
70
3. CLEAN OUTS ARE REQUIRED AT ALL jBENDS AND AT LEAST EVERY 100
FEET ALONG THE HOUSE SEWER.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL
WATER TIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA,
TO PREVENT INFILTRATION.
5.TOPSOIL COVER MAY BE VARIED (WITH 1 FOOT MINIMUM) TO ALLOW
LANDSCAPING.
6. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO
WITHIN ONE-HALF FOOT OF FINAL GRADE.
7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
FIELD AREA USING DRAINAGE SWALES AS NECESSARY.
9. SOILS AND PERCOLATION INFORMATION PROVIDED BY H.P. GEOTECH, JOB
NO. 102 210 DATED APRIL 1 AND 18, 2002. AVERAGE PERC. RATE = 23 MPI.
10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. `PERMIT MUST BE
OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS.
ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL'
AND PROVIDE REPORT TO COUNTY.
11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH
OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS
OR FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
12.- SITE PLAN INFORMATION FROM SITE OBSERVATION. NO SURVEY WAS PERFORMED.
13. INSTALL BLUEBOARD INSULATION OVER SEWER PIPE WHEREVER DEPTH IS
LESS THAN 5.0 FEET.
14. THE ENGINEER SHALL BE CONTACTED FOR SITE INSPECTION PRIOR TO
BACKFILLING OF SYSTEM COMPONENTS.
15. DESIGN OF ABSORPTION TRENCHES BASED ON SOIL PROFILE INDICATING
1-FOOT TOPSOIL OVERLYING MEDIUM STIFF SILTY CLAY PROFILE DEPTH
OF 8-FEET.
GENERAL ABSOREMON TW�__ NOTES
1. ABSORPTION LATERALS SHALL NOT EXCEED -100 FEET IN LENGTH
2. THE BOTTOM OF EACH ABSORPTION TRENCH SHALL BE LEVEL.
3. DRAINAGE SWALES ARE TO BE PROVIDED ABOVE AND AROUND TRENCHES, AS
NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
4. TRENCH LATERALS SHALL FOLLOW CONTOURS.
5. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS,
6. TRENCH BOTTOM AND SIDEWALLS MUST BE RAKED TO REMOVE SOIL SMEARS
INCURRED DURING EXCAVATION.
7. NO EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING WET -WEATHER
AND USE OF RUBBER TIRE VEHICLES OVER ABSORPTION AREA IS PROHIBITED
8. BOULDERS EXISTING WITHIN THE TRENCH SHALL BE EXCAVATED AND
BACKFILL SHALL CONSIST OF ONSITE SELECT, OR PIT -RUN MATERIAL.
9. IN ALL TRENCH CONFIGURATIONS, SERIAL DISTRIBUTION SHALL BE
INSTEAD OF EQUILATERAL DISTRIBUTION TO INCREASE SETTLING�a,��T
TIME AND PROTECT THE BACTERIAL B I 0-MAT . _ 4,.D. �F
10. BEND IN TRENCH SHALL BE MADE WITH END PLATES V j
AND 4"o PVC OR MANUFACTURER'S PREFABRICATED BENDS. f{ _
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PROJECT NO.
2021025.59
SHEET 1