HomeMy WebLinkAbout28 Sopris Mesa Pl - 239128103006 - 2098-01INDIVIDUAL 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. 2098-01 BP NO. 13660
OWNER. BRETT LOEB AND ELISE DEFOR PHONE: 970-923-2945
MAILING ADDRESS- P 0 BOX 6475,
APPLICANT: SAME PHONE:
SYSTEM LOCATION: 28 SOPRIS MESA PLACE, CARBONDALE, CO TAX PARCEL NO. 2391-281-03-006
LICENSED INSTALLER. M & M CONSTRUCTION, JOSEPH DEERY LICENSE NO. 42-02 PHONE: 970-963-1399
DESIGN ENGINEER: SOPRIS ENGINEERING, PAUL RUTLEDGE PHONE NO. 970-704-031 l
INSTALLATION HEREBY GRANTED FOR THE FOLLOW ING: MINIMUM REQUIREMENTS FOR A 3 BEDROOM RESIDENCE
1000 GALLON SEPTIC TANK, 5000 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA RAISED MOUND, AS PER ENGINEER'S DESIGN
SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 12/22/00, WITH THE FOLLOWING EXCEPTION: THE MOUND DIMENSIONS
SHOULD BE 100 FEET BY 50 FEET, INSTEAD OF 48 FEET BY 104 FEET, AS PER THE STATE OF COLORADO'S ISDS REGULATIONS. BE SURE TO MAIN-
TAIN ALL APPLICABLE SET BACK REQUIREMENTS, AND DO NOT INSTALL IN WET WEATHER. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH
AND THE DESIGN ENGINEER FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION OR WITH ANY QUESTIONS
REGARDING THE INSTALLATION. THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS
BEEN INSPECTED AND APPROVED.
ENVIRONMENTAL HEALTH APPROVAL: DATE: JUNE 3 2002
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS,
ADOPTED PURSUANT TO AUTHORITY GRANTED 1N 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 1V, 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: 5000 SQUARE FEET (VIA )
INSTALLED CONCRETENK: 1000 GALLONS IS LOCATED 90 DEGREES AND 52 FEET INCHES
FROM THE EAST SIDE OF THE HOUSE FOUNDATION,
COMMENTS: THE FINAL INSPECTION WAS DONE BY WILLI T
ON JUNE 12 2002—THIENGTNIM11.3
FINAL C
ANY ITEM NOT MEETING REQUIREMENTS WIL BE CT B AL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS
COMPLETED.
ENVIRONMENTAL HEALTH APPROVA DATE:�-
Incomplete Applications Will NOT Be Accepted
(Site Plan MUST be attached)
I SDS Permit # ,. —o
Building Permit #
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. 0. BOX 179
EAGLE, CO 81631
Eagle (970)328-8755, Fax (970)328-0349, E1 Jebel (970)927-3823
**************************************************************************
* FEE SCHEDULE
* PERMIT APPLICATION FEE $150.00
* PERCOLATION TEST/SOIL PROFILE AND SITE EVALUATION FEE $200.00
* SITE VISIT/CONSULTATION FEE $85.00
* REINSPECTION FEE $47.00
* MARE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
**************************************************************************
PROPERTY OWNER:, `��-� % :ero(L
MAILING ADDRESS: a S PHONE: Z3
APPLICANT/CONTACT PERSON: IS PSI I � PHONE: �I13'�S�i
LICENSED SYSTEMS CONTRACTOR: 4 L t-., oZ4 PHONE: 3' 1. J7
COMPANY/DBA : Mo 9-y� i ADDRESS : �3 kr"-o �- hJ fe
PERMIT APPLICATION IS FOR: ( NEW INSTALLAT*ION ( ) ALTERATION { } REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: s=P2.5
rP r0010 _gLegal Description: Sa .S
g&V100 Tax Parcel Number: ,2- 3-{ j ! o-?oD Lot Size: k�2
,pet,
Physical Address:
BUILDING TYPE: (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
(( ) r'ell ( ) Spring ( ) Sur
Public Name of Supplier: ;1
category)
ace
APPLICANT SIGNATURE: Date:
***************************************************************************
l5L
AMOUNT PAID: RECEIPT # : ( DATE: lQl1� u
CHECK #: f j)� 1, 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
July 8, 2002
Brett Loeb and Elise Defore
P.O. Box 6475
Snowmass Village, CO 81615
Raymond P. Merry, REHS
Director
1: Final of ISDS Permit #2098-01, Tax Parcel #2391-281-03-006. Property
location: 28 Sopris Mesa Place, Carbondale, CO.
Dear Mr. Loeb & Ms. Defore:
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,
6
r'
Janet Kohl
Eagle County Environmental Health Department
ENCL: Informational Brochure
Final ISDS Permit
CC' hies
OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179
William Carlson - Re: Evapotranspiration System for IS-2098-01
Page 1
From: Ray Merry
To: Janet Kohl
Date: 5/29/01 4:30PM
Subject: Re: Evapotranspiration System for IS-2098-01
Bill spoke to me about this one and I asked him to have the engineer discuss lake evaporation rate data
for the area and if the field will function without evaporation, remove reference to that on the plans. If
there is still reliance on evaporation, the state engineer's office, department of natural resources, water
resources division in Glenwood would need to sign off since their water system and rights to the water
may be dependant upon 90% return of the water to the State via septic leach fields.
>>> Janet Kohl 05/29/01 02:04PM >>>
Bill received a design for one of these system in the Sopris Mesa subdivision. Do we have to contact the
state water quality division on this? The bed will not be lined so it is not totally relying on evaporation for
dispersal, but it's going to be huge! The building permit is still under review, so there is no hurry on
issuing the ISDS permit. Please let me know if there is anything else that needs to be done.
CC: William Carlson
s
Brett Loeb
Loeb Residence
PO Box 6475
Snowmass Village, CO 81615
RE: Brett Loeb Property — Proposed ISDS System
SE Job No. 20052.01
Dear Mr. Loeb:
July 2, 2002
RECEIVED
JUL 0 5 2002
ENVIRONMENTAL
HEALTH DEPARTMENT
Pursuant to Eagle County regulations, this letter and attached drawing provides documentation that the new ISDS
system recently installed is in compliance with the permitted design. Sopris Engineering has performed site visits
to inspect and document the as built conditions of the constructed ISDS system. The as -built size and relative
location of the new ISDS system components is delineated on the attached drawing. Also attached is the completed
Eagle County document "ISDS Final Inspection Completeness Form".
The absorption trench facility was constructed utilizing serial distribution. Each trench was installed level and is
complete with an inspection port. The double compartment, 1000-gallon concrete septic tank system has been
installed with inlet/outlet baffle tees west of the absorption beds. A two-way clean out has been installed between
the house location and the tank. The total as -built absorption area is 5000 sf, utilizing two shallow level beds with
a perforated pipe array installed in 12 inches of filter sand. The average depth of the beds are 1.5 feet as delineated
on the approved plan. The ISDS components have been installed in accordance with Eagle County ISDS
Regulations; the Sopris Engineering Report and the design drawings dated 12/21/00.
We have forwarded a copy of this letter with attachments to Eagle County Environmental Health Division. Please
retain this copy for your records and As -built documentation use.
Your new system requires limited maintenance based on use, however please be advised that the components should
be inspected bi-annually and the septic tank should be pumped every 2-3 years.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC
502 Main Street * Suite A3 o Carbondale, CO 81623 o (970) 704-031 1 * Fax
(970) 704-0313
Sepnis ENGINEERING • LLC civil consultants
December 21, 2000
Brett Loeb .
Loeb Residence
PO Box 6475
Snowmass Village, CO 81615
RE: Brett Loeb Property — Proposed ISDS System
SE Job No. 20052.01
Dear Mr. Loeb:
Existing -Site Conditions:
The subject site is located in the SW t/4 of the SE'/4 of Section 36, TIS, R71 W of the 6th P.M. off Fender
Lane at Lot 12, Sopris Mesa Subdivision in Eagle County. The proposed house will have three bedrooms.
The lot is approximately 3 acres in size. Water is supplied by a central water distribution system. The
existing ground surface near the area for the proposed septic system slopes generally to the south at an
approximate 7.0 % grade. The site is covered with pasture grasses with relatively few trees. The location
of the proposed absorption beds is on a sunny, south facing slope. No active water wells are on site.
Subsurface Conditions:
Attached herewith are the results of the subsurface investigation and percolation tests conducted on May 1
and 5, 2000 by Hepworth-Pawlak Geotechnical, Inc. The report is dated June 13, 2000, Job Number 100
380. The subsoil encountered at the site consists of %z to 2 %z of topsoil overlying stiff to very stiff sandy,
silty clay to the profile pit depths of 8 and 6% feet. Ground water was not encountered to a depth of 8 and
6% feet in the test profile pits.
Percolation testing utilized nine test holes which yielded varying absorption rates. The fastest measured
rates were 26 and 45 minutes per inch, yet the slowest measured rates were 90 and 240 minutes per inch.
The average percolation rate exceeds 60 minutes per inch. Due to the slow absorption rates the soils are
not suitable for a conventional absorption system. Eagle County Regulations will not accept absorption
rates longer than 60 minutes per inch for design of conventional soil absorption systems. As an alternative
solution, a shallow, oversized absorption bed disposal system is recommended. The absorption field is
sized by using the Eagle County equation for a Evapotranspiration System (ET System) based on average
lake evaporation rates. The system will be constructed as a typical ET system bed however, the bed will not
be lined. The system will perform as a soil absorption system.
502 Main Street - Suite A3
Carbondale, CO 81623 - (970) 704-0311 - Fax
(970) 704-0313
SOPRIS ENGINEERING ° LLC civil consultants
'Brett Loeb
SE Job No. 20052
12/21/00
Page 2
Desi_n Criteria:
Proposed residence is a 3 bedroom house with a detached studio. The design flow is calculated as follows:
Residence unit - 3 bedrooms @ 2 person /bedroom = 6 person
From the Eagle County I. S. D. S. Regulation;
Max. design flow (Qd) = # of people x 1.5(avg. flow)gai/person/day.
Gallons per day for the subject house = 75 gal/person/day
Qd = 6*75* 1.5 =675 gal/dav-
Septic Tank Design:
Residence
Q = 6*75*1.5 =675
Volume (V) of tank = Design Flow * 1.25
(30 hour retention time)
V = 675 gal/day * 1.25 = 843
Use one 1000 gallon septic tank
Percolation Test Results:
Attached with this report are the percolation test results from Hepworth - Pawlak Geotechnical, Inc. dated
June 13, 2000. The results of percolation tests indicated the percolation rates are not within acceptable
ranges for conventional absorption systems as required by Eagle County regulations. A percolation rate
greater than 60 minutes per inch requires an Engineered design system.
Soil Absorption System Design:
Based upon the absorption rates, we have used the Evapotranspiration Disposal System equation to size the
absorption field.
A (SF) = * 237 : where A = Area; Q = flow (gal/day)
32"/yr. : lake evaporation rate in Eagle County
This design will give a recommended minimum Absorption area:
A = (675 * 237) / 32 = 5000 sq. ft.
Use: Minimumljg< absorption bed. 1►�X
�axr�a
General Notes:
1) All materials and installation practices shall conform to the Eagle County Individual Sewage Disposal
Regulation.
Brett Loeb
SE Job No. 20052
12/21/00
Page 3
2) All sewer lines in the system shall be Schedule 40 or SDR-35 PVC unless specified otherwise on the
plans.
3) The contractor shall ensure that the concrete septic tank and sewer lines are watertight.
4) The bed area must be protected to prevent damage from vehicular or livestock traffic and must be
crowned to divert drainage runoff away from the bed.
5) The sand material utilized in the bed shall have an effective size between 0.25 mm and 1.00 nun. The
uniformity coefficient shall be 4.0 or less. Available masonry sand is typically utilized and should
generally meet the required effective size.
6) The system shall be located in an area where exposure to sunshine will be maintained.
7) Add a two-way cleanout on the service Iine from the proposed house.
8) The bed area must not be subjected to irrigation and must be crowned to direct surface drainage away
from the beds to minimize infiltration into the bed.
9) The beds must be sodded or covered with vegetative ground cover without irrigation assistance.
10) The beds shall be Ievel and maintain a maximum side slope to existing grades of 3:1.
Our design and recommendations are based upon data supplied to us by others. If subsurface or site
conditions are found to be different from those decided in this report, we should be notified to evaluate the
effect it may have on the proposed ISDS. If the County Environmental Health Department requests
changes or modifications to this design, we should be contacted to evaluate the effect on the ISDS.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC
61r'` I r� ♦ � �..
Paul E. Rutledge
YancyNic�rol; ��?=1✓.
Project Engineer
GecPtech
June 13, 2000
Timora Companies
Attn: Lonnie Timora
135 Lewis Lane
Basalt, Colorado 81621
Hepworth-Pawlak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970.945-8454
hpgeo@hpgeotech.com
Job No. 100 380
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 12, Sopris Mesa Subdivision, Green Mountain Drive off
Fender Lane, Eagle County, Colorado.
Dear Mr. Timora:
As requested, Hepworth-Pavrlak 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 Timora Companies dated April 28, 2000. The data obtained and our
recommendations based on the proposed construction and subsurface conditions
encountered are presented in this report. Hepworth-Pawlak Geotechnical, Inc.
previously conducted a preliminary geotechnical study for the Sopris Mesa Subdivision
and presented 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 with a slab -on -grade floor located in the area of Pits 1 through 4 shown on
Fig. 1. Cut depths are expected to range between about 4 to 6 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
to the southeast of the proposed 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 was vacant at the time of our field work. The ground
surface slopes moderately to strongly down to the southeast at grades up to about 12%.
Vegetation consists of grass and weeds. Sagebrush is located on the hillside to the
northwest.
Timora Companies
June 13, 20009
Page 2
Subsidence Potential: Sopris Mesa Subdivision is underlain by Pennsylvania -age Eagle
Valley Evaporite bedrock. The evaporate contains gypsum deposits. Dissolution of the
gypsum under certain conditions can cause sinkholes to develop and can produce areas
of localized subsidence. Sinkholes were not observed in the immediate area of the
subject lot. The exploration pits were relatively shallow, for foundation design only.
Based on our present knowledge of the site, it cannot be said for certain that sinkholes
will not develop. In our opinion, the risk of ground subsidence at Lot 12 is low but the
owner should be aware of the potential for sinkhole development.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
observing four exploratory pits in the building area and one profile pit in each of the
proposed septic disposal areas at the approximate locations shown on Fig. 1. The logs
of the pits are presented on Fig. 2. The subsoils encountered, below about 1/2 to 3 feet
of topsoil, consist of stiff to very stiff sandy silty clay to the maximum pit depths of 4
feet in the area of the proposed residence and 8 and 61/2 feet in the septic disposal areas.
Results of swell -consolidation testing performed on relatively undisturbed samples of
the clay, presented on Figs. 4 and S, indicate low compressibility under existing
moisture conditions and light loading and a low expansion potential when wetted. The
sample from Pit 3 showed a moderate expansion potential when wetted under a constant
light surcharge. No free water was observed in the pits and the soils were slightly
moist to moist. A pit excavated on Lot 12 as part of the preliminary study showed
similar soils to a depth of 9 feet. .
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, spread footings placed on
the undisturbed natural soil at a depth of about 4 feet and designed for an allowable soil
bearing pressure of 3,000 psf can be used for support of the proposed residence. Due to
the expansion potential, the footings should also be designed for a minimum dead load
pressure of 1,000 psf. There could be some post -construction differential foundation
movement if the bearing soils become wetted. Excavations deeper than about 4 feet
should be evaluated for bearing conditions at the time of construction. 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
H-P GEorECH
Timora Companies
June 13, 20009
Page 3
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 natural on -site soils, exclusive of topsoil, can be used to support slab -
on -grade construction. The upper clay soils appear to be expansive, which could result
in slab heave and distress if the soils become wetted. A structural floor above
crawlspace should be considered to limit possible floor heave in the residence. 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 minimum
4 inch layer of free -draining gravel should be placed beneath basement level slabs -on -
grade 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
should consist of imported granular soils (such as road base) devoid of vegetation,
topsoil and oversized rock.
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 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.
H-P GEOTECH
Timora Companies
June 13, 20009
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 6 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 10 feet from the building.
Percolation Testing: Percolation tests were conducted on May 1 and 5, 2000 to
evaluate the feasibility of an infiltration septic disposal system at the site. One profile
pit and three percolation holes had been dug at locations P-1 through P-3 prior to our
site visit on May 1 (see Fig. 1). The test holes had been dug at the bottom of shallow
backhoe pits and soaked with water prior to our testing. The test results are presented
in Table 1. Due to the slow percolation rates, 6 additional tests (P-4 through P-9) were
conducted on May 5, 2000 with the results presented in Table II. -The soils exposed in
the percolation holes are similar to those exposed in Profile Pits 1 and 2 shown on Fig.
2 and consist of 1/2 to 21/2 feet of topsoil overlying stiff to very stiff sandy silty clay to
the profile pit depths of 8 and 61/2 feet. The percolation test results were variable with
measured rates between 26 and 240 minutes per inch. No infiltration rate was indicated
for test P-8. Based on the subsurface conditions encountered and the percolation test
results, we recommend that a civil engineer be engaged to design the infiltration septic
disposal system. Additional testing could be conducted in other locations and depths if
desired.
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
H-P GEOTECH
Timor a Companies
June 13, 20009
Page 5
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.
Jordy Z. Adamson, Jr., P.E.
Reviewed by:
Steven L. Pawlak, P.E.
JZAlksm
attachments
H-P GEOTECH
LEGEND:
0 TOPSOIL, sandy silty clay, organic, firm, slightly moist, dark brown.
F] CLAY (CL); silty, slightly sandy to sandy, stiff to very stiff, slightly moist to moist, brown,
slightly calcareous, slightly porous.
2" Diameter hand driven liner sample.
NOTES:
1. The exploratory pits were excavated prior to our arrival on —site on May 1 and 5, 2000.
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 to us.
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 ( % )
DO = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve
100 380 HEPWORTH — PAWLAK 1 LOGS OF EXPLORATORY PITS Fig. 3
GEOTECHNICAL, INC.
a
00
m
O
O
Z
m
O
i
U]
w
LLJ
_ p
LLJ
—j Q
Q
J
a
a
ro
ro
�
U
U
(!7
U3
cn
73
U
-a
y O
c
co
LU
r�//��
�/�
corl
c
V/
,^
U)
CO
�
VJ
V
+
>'
++
S-
VJ
VJ
VJ
�J
UA
> x
a
O a a
2
z y
O U
p
x _
in
Z
�
a
'U
w
�m
W z
tD
Fo N;
N
O
�i-
R m o m
cr)
0')
co
dM
� a x
0
z�
H
z
0
¢
O
K T
c-
J
~
MO
-
N
n
O
Z
; w
oo
cfl
cv
cc _
f a, i
N
L6
I—
¢ O O T
r
N
d
CV
a
M
m
Cw1
Z
O
w
�
r
U
O
w
n.
N
6
r
^^ 11
`Y
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE II
PERCOLATION TEST RESULTS JOB NO. 100 380
Page 1 of 2
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.IINCH)
P-1
23
30
8 '/2
8 '/2
0
240
8 '/2
8 '/a
'/a
P-2
25
30
7
7
0
240
7
6 %
'/<
P-3
26
30
9
9
0
240
9
8 %
'/4
Note: Percolation test holes were dug and soaked prior to our testing. Percolation tests were
conducted on May 1, 2000. The average percolation rates are based on all readings of
each test.
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE II
PERCOLATION TEST RESULTS JOB NO. 100 380
Page 2 of 2
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-4
30
30
6
5 '/2
'/2
5 '/2
5
'/2
5
5
0
P-5
33
30
7
7
0
90
7
6 '/2
Yz
6 '/2
6
'/2
P-6
41
30
7
6
1
26
6
4%
1'h
4'/z
3'/2
1
P-7
36
30
6'/2
6
'/2
80
6
5'/2
'/2
5'/2
5
'/2
5
5
0
P-8
34
30
7 %
7'/2
0
did not Perc
7'/z
7 %
0
7 %
7'/2
0
7'/z
7'/2
0
P-9
31
30
5
4
1
4
3 '/2
%
3 '/2
3
%
Note: Percolation test holes were dug and soaked prior to our testing. Percolation tests were
conducted on May 5, 2000. The average percolation rates are based on all readings of
each test.
2098-01 Tax #2391-281-03-006
JOB NAME. Lot #12, Sopri.s Mesa LOEB
28 Sopris Mesa Place
f'.arhnririalA _
LOCATION
JOB NO.
BILL TO
DATE TARTS
107 1
DATE COMPLETED
DATE BILLED
�1 e
S y4Q
S A /�
C 40'o
�►`UiiS � r
Q�` SGl� �'
♦ �
� � S'
c�
3
JOB COST
SUMMARY
% 8a
TOTAL SELLING
PRICE
L) fL�
p
TOTAL MATERIAL
TOTAL LABOR
INSURANCE
SALES TAX
MISC. COSTS
jEi�
E4m
FOUND REBAR *
CAP, E.Sjft959B1 .• RECEIVED
ENVIRONMENTAL
�' i'`�- _ ti 4 { HEALTH DEPARTMENT
�flV OP /ELfI!f01B.63�
r - -:� ' // 1,�/O / j / /j' i / ' AS BUX T A`s ®UIET 11000 t AL
O ND R-EBAR — -_ Hf1tTSE fIC TANK
010
,DISTRIBUTION LIN
i \
C_FROM HOU,5e 9i.,9�- 3' (rm) FLO- W I Tel5'b R \ \ \ \ \ \ A� c
SCALE.1 50'
LHA+I K--NO.' 5 REBA "\DIA. PERF. eVC
ELE . 00 '_ AS�571MEDj SCHEDU 40 (r,)\
/ \ 01A SOLID IRVC HEAKR �IeE
/ , SCHED-ULE 4e (TV.) \
6'' ° ,,A D SELECT BAQKFIL�
? _ 100 INSPECTION PORTS ( .)P NSTA'LLED
FOUND #5 REBAR
"
ORIGINAL TOPOGRAPHY
BENCHMARK ELEV = 1000.00'
U LITY\ AND\DRAII4AGE 4SEWNT
DISTRIBUTION PIPES HA VE A MINIMUM
6' SEPARATION AND ARE A MINIMUM 1 1 \ / / ��• �/
3' TO THE OUTSIDE EDGE OF BED.
o >t1s i
SCALE: " _ 50'/
�J`r 10.1'
BRETT LOBE PROPERTY
LOT 12 SOPRIS MESA SUBDIVISION
S OPRIS ENGINEERING, L EC. AS —BUILT ISDS SYSTEM
SITE PLAN
502 MAIN STREET, SUITE A3 CARBONDALE, CO 81623 DES. MSB CK. FILE N0. SHEET 1
20052.01 7/2/02 AB-ISDS.DWG (970) 704-0311 CK. MSB JDATE 7/2/02 1 20052.01 OF 1
/ / / ♦ /// / / 21,"
/�i�////ice/♦/��rr'�'�'�--.,���¢�1
�� / / /, ♦ /�� / / ♦�/' / / /' ' /yam
04
-A INIMUM 20SEPARA ON
DIST,�6iCE I US7 B MAINT INE\.. �� C /
PROPOSED 199,0 't;AL. - -BETWEEN THE ET AND
SI�TRC TANK r �
ANY P$OPBS�HOUS
— J / / ♦ / /♦� /� / / / /�1 / - / ' _ fr r STRUCTURE.
/ r — �,/ / / / ABSO T10N BED A
TOP PETER-E E� 'i0 I PWA
F V H LIB (TYP.) DfSTRIBUTION UN-E N�
co. QW SF�LIT;TER
-USTRIBUTIO{ B \ \ \ �� ♦ �Oc"
s ) \
GENERAL NOTES / / / / `
J �/ i•-ABSQRPTI ED/B/
/TOP PERIM�-''ELF„1�1. =
\
\ \ \ \
\ >>
/ SCALE: i" = 50'
1. ADD TWO WAY CLEAN OUT ON THE SERVICE
/t00.4 /
i
,p
,
LINE FROM THE HOUSE.
2. ALL MATERIALS AND INSTALLATION SHALL
/ / 54
C K-NO! 5 REBAROIA.
\ \ \
PERF. eVC
, o0 0•
CONFORM TO EAGLE COUNTY INDIVIDUAL
ELE 0 . AS LAMED) /
1 _ SC' DULIZ 40 (7YP.)\
SEWAGE DISPOSAL SYSTEM (ISDS) REGULATIONS.
3. ALL SEWER LINES TO BE SDR-35 OF SCHEDULE
,
,- i
` €CIA. SOLID RVC HEAKR P[I E
\ SCHEDI,ILE 4Q mP.) \ ` ` `
(� /
�� `
40 P.V.C. PIPE UNLESS NOTED OTHERWISE.
>•
lar! S C EXCAVATON \
✓r
4. THE CONTRACTOR SHALL ENSURE ALL SEWER
d 0
ND LEC�' BA � FI '1.
LINES AND SEPTIC TANKS ARE WATERTIGHT. WIDTH AND LENGTH OF BED MAY BE ��� h' i 4' `� \ � L '-\ \ s3
5. THE SAND MATERIAL UTILIZED WITHIN THE BEDS ADJUSTED AS LONG AS A TOTAL OF - INSPECTION PORTS (,� � \ `� 1 , OS c
SHALL HAVE AND EFFECTIVE SIZE BETWEEN 5000 SO. FT. OF AREA IS PROVIDED. _ y `/ ' i j,
0.25 mm AND 1.00 mm. THE UNIFORMITY COEFFICIENT LOCATION OF BEDS MAY BE ALTERED � 40 � 1 ` �' \ /
SHALL BE 4.0 OR LESS. AVAILABLE MASONRY SAND TO MEET REQUIREMENTS OF PROPOSED 25' min. � � � ` DISTRIBU- tON Pth TO BEtA MINIMUM\
IS TYPICALLY UTILIZED AND GENERALLY MEETS THIS BUILDING PROVIDED THAT ALL. DESIGN C BETWEEN'FIPE\AND\A MINIMUM 3'
SPECIFICATION. PARAMETERS ARE MEET. OUTSIDE EDGE pF BED. ✓ ' '� J
6. THE ABSORPTION BEDS MUST BE MARKED AND PROTECTED
TO PREVENT DAMAGE FORM TRAFFIC, I.E., VEHICULAR, ALITY\ AND 'DRAINAGE E,ASEKENT
PEDESTRIAN, LIVESTOCK.
7. THE ABSORPTION BED SYSTEMS SHALL BE LOCATED GROUND �. , \� `• , / /�
IN AN AREA WHERE EXPOSURE TO SUNSHINE WILL BE SURF 24 OVERALL WIDTH
MAINTAINED. ACF1
B. THE ENTIRE BEDS MUST BE SODDED OR COVERED WITH
VEGETATIVE GROUND COVER WITHOUT IRRIGATION
ASSISTANCE.
9. THE BED MUST NOT BE SUBJECTED TO IRRIGATION
AND MUST BE CROWNED TO DIVERT SURFACEDRAINAGE
AWAY FROM THE FIELD.
10. THE DIMENSIONS SHOWN ON THE PLAN INDICATE MINIMUM
AREA AND SEPARATION DISTANCES FOR THE BEDS
11. EACH BED SHALL BE LEVEL AND MAINTAIN A MAXIMUM
SIDE SLOPE TO EXISTING GRADES OF 3:1. THE MAXIMUM
DEPTH OF THE BEDS SHALL NOT EXCEED 24 INCHES.
12. THE TANK SHALL BE INSTALLED LEVEL ON COMPACTED EARTH.
INSTALL THE INLET AND OUTLET TEES AND RISER TO BE EASILY
INSPECTED AND MAINTAINED FROM THE TANK ACCESS LIDS. AN
EFFLUENT FILTER SHALL BE INSTALLED ON THE OUTLET OF THE
SEPTIC TANK. SEPTH TO RISER ACCESS SHALL BE WITHIN 8" TO
FINISH GRADE.
13. THE SAND BEDS WILL BE COVERED WITH A MINIMUM 6" LAYER OF
EXCAVATED TOPSOIL MATERIAL VOID OF ROCKS. THE TOP OF THE
SAND LAYER SHALL BE COVERED WITH FILTER FABRIC.
14. VERTICAL INSPECTION PORTS SHALL BE INSTALLED ON THE
FOUR CORNERS OF EACH BED,
15. THE HOME SHOULD UTILIZE WATER CONSERVING FIXTURES.
ANY POTENTIAL PLUMBING LEAKS SHALL BE REPAIRED TO AVOID
EXCESS WATER ENTERING THE SEPTIC SYSTEM.
DRAINAGE SWALE
TO KEEP RUNOFF
FROM THE FIELD
3' , 3,
_ GGEE l�
SLOPE TC? DRAIN OVER AS REQUIRED
SLOPE TO DRA N
T'\ LI flr sir ,l, ,LII, ylr 1r, ,111, a r, all, Al, 1"k r
2" SAND BED
" DIAM. PERF. PVC 6" TOPSOIL COVER
FILTER FABRIC SCHEDULE 40 (TYP.} "OTTOM OF BED
MIRAFI N-140 TO BE LEVEL'
(OR APPROVED EQUAL)
CROSS SECTION DETAIL
N. T. S.
OPRIS riNGINEERING,
502 MAIN STREET, SUITE. A3
CARBONDALE, CO 81623
20052.01 12/21 /00 LOBE2.DWG 1 (970) 704--0311
4550,49" W
3W WG 6C�j�rjir-'ram /✓
BRETT LOBE PROPERTY
LOT 12 SOPRIS MESA SUBDIVISION
LOBE ISDS SYSTEM
SITE PLAN
DES. PER CK. FILE NO. SHEET I
CK. YTN IDATE 12/21 /00 20052.01 OF 2
r7-S' U71UTY & DRAINAGE EASEMENT
PER PLAT
4 E 494.
ATE DISTURBED SOI PROPANE TANK
VE GRASSES
T
REVEGATATE DISTURBED SOIL
WITH NATIVE GRASSES
SIDEWALK
PERK TEST #1
REVEGATATE DISTURBED SOIL
0o WITH NATIVE GRASSES
loeo
143
PERK BEST #2
`•
C 10
PROFILE PIT,
PERK TEST # 3
7`4hh..
DRY"WAY
S0'N16
L4e
�r
Water Line
Electric Line �' = �\
Phone Line
oy � O
D
MM N L
�! rrx N Q
Qo W
O2!o 0 np
N -1
-i my
Imm
I �, r
O i
9 O D
0 C
n
� r O
z o D (A W
X m X F. rm' n
�o C
D p