HomeMy WebLinkAbout80 Mosher Ln - 210924302002INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631
Telephone: 328-8755
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1277
Please call for final inspection before covering any portion of installed system.
RETAIN WITH RECEIPT RECORDS
RANT/AGENT:
OWNER:
IIT FEE PERCOLATION TEST FEE RECEIPT # CHECK #
ISDS Permit if
Building Permit #
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE- EAGLE COUNTY
P.O. BOX 179
EAGLE, CO 81631
328-8 5/927-3823(Basalt)
PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.
PROPERTY OWNER: AXIS G/,(/ D V
MAILING ADDRESS: 0O ads` f 4� � /� v4'YO�/ PHONE: 461< 901f
C-0 ��
APPLICANT/CONTACT PERSON: ' &A►-,;efy PHONE: 5V9-1 LC46 ,
LICENSED SYSTEMS CONTRACTOR: 401vVOCr Ax-C4V,,1-7j0P,1 ,
ADDRESS: l/./
ppoZ, PHONE: 4-' /' 07%/ r
PERMIT APPLICATION IS FOR: (�/) NEW INSTALLATION ( ) ALTERATION ( ) REPA
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description: ZO 7-Z IvIo r 504' de<
Parcel Number: 210 q - Z4- :�
- 00 -0/0 ,
Lot
size: 9.09fkR
Physical Address: eO 00S#6x_
1�4VE
BUILDING T E: (Check applicable category)
( ) Residential / Single Family Number of Bedrooms
( ) Residential / Multi -Family* Number of Bedrooms
( ) Commercial ,/ Industrial* Type
TYPE OF WATER SUPPLY: Well(/ Spring ( ) Surface ( )
Public ( Name of Supplier:F'o
*These systems require design by a Registered Professional Engineer
NOTE:•SITE PLAN MUST -BE ATTACHED TO APPLICATION
MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
SIGNATURE:
AMOUNT PAID : -/69, 00
RECEIPT# k/
CHECK #
DATE • /
DATE: J_Iq�_s
�
CASHIER:
COMMUNITY DEVELOPMENT
DEPARTMENT
(303) 328-8730
EAGLE COUNTY, COLORADO
August 10, 1994
Cindy Cohagen
0074 Elk Lane
Avon, CO 81620
500 BROADWAY
P.O. BOX 179
EAGLE, COLORADO 81631
FAX: (303) 328-7185
RE: Final of ISDS Permit No. 1277-94 Parcel 2109-243-00-010
Property located at: 80 Mosher Lane, Eagle
Dear Ms. Cohagen,
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
328-8755.
Sincerely,
Jeff Fe 1.
Environmental Health Specialist
ENCL: Information Brochure
Final ISDS Permit
cc: files
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Mr. Richard Ia r1ey 1
H & R Contra t ng, INC.
P.O. BOX 2201 i
wail, Co 8165
l
RE: septic Sy tern Installation Inspection
Lot 2, Pa oe1 Z, Mo's Subdivision on Eaton Lane
Eagle Cou ty, Colorado
Project N . 934690
Dear Mr. Herne
At the requasi ot. Grizzly Excavating on November 11, i993, we
Visited Lot 2, �of
arcel 1,MO's Subdivision in Eagle County, Colorado
foss inspectionthe septic system installation.
The system wa I installed in general co
System Design,%-4 shown on a drawing dated August 20, 1liance 993, Septic
No. 93469G. , Project
One thousand gallon, two compartment, precast concrete sa tic to
Was installed. Total of nineteen infiltrator chambers were
installed in t o trenches; ten in one and 9 in another.
Clsanout ports were also installed.
The minimum di4tance to the irrigation ditch was observed.
If you have an) questions, please do not hesitate to call.
sincerely,
L�i ze7j f�7�v✓
Luiza Petrovska
Project Engineer
LPtdlk i
Box No. J78 • Avon, Colorado 81620 • 949-5072 Denver 893-183'11420 VanStreet . L.ekewood, Colorado 80215 • phone. 232-0158
SOILS AND FOUNDATION INVESTIGATION
FOR
PROPOSED RESIDENCE
LOT 2, PARCEL 1, MO'S SUBDIVISION
EAGLE COUNTY, COLORADO
lN3Wd013A3Q AliNnWWnj
AiNnog ganV3
cm. iy
PREPARED FOR: ®3I0
MS. CINDY COHAGEN
PROJECT NO. 93469G
AUGUST 1993
TABLE OF CONTENTS
CONCLUSIONS 1
SCOPE 1
SITE LOCATION AND DESCRIPTION 2
SITE INVESTIGATION 2
SUBSURFACE AND GROUNDWATER CONDITIONS 3
PROPOSED CONSTRUCTION 4
FOUNDATION RECOMMENDATIONS 4
SLAB CONSTRUCTION 5
GROUNDWATER AND DRAIN SYSTEM 6
REINFORCING 6
CRAWL SPACE COVER 7
BACKFILL AND SURFACE DRAINAGE 7
LAWN IRRIGATION 8
PERCOLATION g
MISCELLANEOUS g
TEST LOCATION
DRAWING
NO.
1
SUMMARY OF TEST PITS
FIGURES
NO.
1 - 2
SWELL -CONSOLIDATION TEST RESULTS
FIGURES
NO.
3 - 4
GRAIN -SIZE DISTRIBUTION
FIGURES
NO.
5 - 6
FOUNDATION OVEREXCAVATION AND COMPACTION
FIGURE
NO.
7
PERIPHERAL DRAIN SYSTEM
FIGURE
NO.
8
CONCLUSIONS
1. Subsoil conditions are fairly
uniform over the site with 1.5 to
2.0 feet of topsoil, underlain by
gypsiferous, sandy SILT interbedded
with layers of silty -gravelly SAND
to the maximum depth explored of 10
feet.
2. The proposed residence should be
founded on overexcavated and
compacted on -site soils on
conventional spread footings
designed for a maximum soil bearing
pressure of 1,500 psf.
3. An area north of the proposed
residence was selected for the leach
field location. The average
percolation rate within the selected
leach field area was tested to be
18.1 minutes per inch.
1
SCOPE
This report presents the results of a Soils and Foundation
Investigation for the proposed residence to be constructed on
Lot 2, Parcel 1, Mo's Subdivision, Eagle County, Colorado. The
investigation was prepared by means of test pits and laboratory
testing of samples obtained from these pits.
The purpose of this foundation exploration was to determine
the various soil profile components and the engineering
characteristics of the foundation materials, and to provide
criteria for use by the design engineers and architects in
preparing the foundation design, from a geotechnical point of view.
2
SITE LOCATION AND DESCRIPTION
The site is an 8.1 acre parcel of land located on the
northeast corner of the intersection of Mosher Lane with Eaton's
Lane off of Brush Creek Road, also being located in the SW1/4,
Section 24, Township 5 South, Range 84 West of the 6th p.m., Eagle
County, Colorado. The proposed building is to be located west of
the irrigation ditch, as shown on Drawing No. 1. Site plan for the
proposed development was provided by Mr. John Railton, architect,
from Railton-McEvoy Architects. The topography of the lot is
relatively flat to moderate. The vegetation consisted of grass.
Drainage is to the east.
SITE INVESTIGATION
The field investigation performed on July 29, 1993, consisted
of excavating, logging and sampling 2 test pits. The locations of
the test pits are shown on Drawing No. 1.
The test pits were excavated with a conventional backhoe.
Summaries of the test pit logs are detailed on Figures No. 1 and 2.
Laboratory samples were obtained at selected intervals by
driving a "California" hand sampler into undisturbed soil.
Granular soils were sampled by bulk sampling.
These samples were returned to our laboratory, inspected and
classified in accordance with the Unified Soil Classification
System and the test pit logs were edited as necessary. To aid in
classifying the soils encountered, and to determine general soil
3
characteristics, selected laboratory tests (moisture content, unit
weight, grain size distribution, swell consolidation) were
performed on representative soil samples. Summaries of the test
results are shown on Figures No. 3 through 6.
SUBSURFACE AND GROUNDWATER CONDITIONS
Refer to, the summary of test pits, Figures No. 1 and 2.
Subsurface conditions are fairly uniform consisting of 1.5 feet of
topsoil, over 3.5 feet of sandy SILT, over 1.5 feet of silty -
gravelly SAND, over 3.5 feet of sandy SILT in Test Pit No. 1 and 2
feet of topsoil, over 2 feet of sandy SILT, over 5 feet of silty -
sandy gravel, over 1 foot of sandy SILT in Test Pit No. 2. The
silty soils had very low densities.
We understand that no overlot grading has been done prior to
this investigation.
No groundwater was encountered in any of the test pits at the
time of excavation.
Indexes to Geological Mapping, Eagle County, Colorado,
prepared by Charles S. Robinson & Associates, Inc., in 1975, states
that soils in this area may contain minerals in variable amounts
that produce serious detrimental effects on concrete, metal or
other substances that are in contact with the soils. Type II
cement should be used in all concrete that will be in contact with
the soil. These maps also state that soils in this area may be
4
subject to subsidence due to hydro -compaction in low density soils.
The underlying bedrock is Eagle Valley Evaporite, which
contains water soluble salts. Solution of these salts can produce
sinkholes and general area subsidence. There were no sinkholes
observed at the site at the time of the investigation.
These maps also state that the surfical deposits are of
Alluvial origin and are susceptible to hydro -compaction and
possible recurrent flooding.
PROPOSED CONSTRUCTION
Based upon the information provided by Mr. John Railton it is
understood that the proposed residence will be a two-story wood
frame structure without a basement. Loads are anticipated to be
light, typical of residential construction. If the proposed
project differs significantly from this understanding, a review
should be made after the plans are more complete.
FOUNDATION RECOMMENDATIONS
Low density, silty soils will be encountered in the foundation
excavation. The proposed residence should be founded on
conventional type spread footings designed for a maximum soil
bearing pressure of 1,500 psf. The footings should be constructed
on the overexcavated and compacted on -site soils. The depth and
5
width of the overexcavation is dependent on the footings size as
shown on Figure No. 7.
The footing excavations should be relatively smooth, free of
debris, organics, loose soil, frost, and standing water. The over -
excavations should be backfilled and compacted to 100 percent
within 2 percent of optimum moisture as determined by a standard
Proctor test (ASTM D-698). A representative of this office should
be contacted to inspect the foundation excavation to verify that
the soil conditions are the same as those anticipated in this
report.
After all of the final grading is completed, the bottom of the
footings should be covered with a minimum of 48 inches of backfill
for frost protection.
SLAB CONSTRUCTION
All excavations made for the foundations must be properly
backfilled with suitable material compacted to a minimum of 95
percent of the maximum standard Proctor density (ASTM D-698). The
on -site soils, exclusive of topsoil and organics, are suitable for
use as backf ill. Before the backf ill is placed, all water and
loose debris should be removed from these excavations.
Prior to the construction of concrete floors, the undisturbed
subgrade should be proof compacted with a loaded rubber -tired
loader to a uniform high density. Special care should be taken in
19
areas where underground utilities have been installed.
The floor slabs should be reinforced, and joints should be
provided at the junctions of the slab and the foundation walls, so
that a small amount of independent movement can occur without
causing damage. The slabs should be scored in accordance with the
American Concrete Institute's recommendations to control cracking.
A granular mat (-3/4 inch gravel, with less than 5 percent
passing No. 200 sieve) should be provided below -the floor slabs.
This should be a minimum of four inches in thickness and compacted.
The purpose of this granular mat is to provide a capillary break
between the subgrade and the slab.
GROUNDWATER AND DRAIN SYSTEM
While no groundwater was encountered at the time the field
investigation was conducted, it is possible that seasonal
variations will cause fluctuations, or for a water table to be
present in the upper soils during the spring months, or after a
prolonged period of rain. A foundation perimeter drain as detailed
on Figure No. 8 is recommended to reduce the risk of surface water
infiltrating the footing subsoils.
REINFORCING
The foundation should be well reinforced and rigid enough to
withstand differential settlements. Foundation walls retaining
earth should be designed to resist an equivalent fluid pressure of
40 pcf for an "active" case assuming a level drained backfill
condition.
CRAWL SPACE COVER
When moist soils are encountered in the excavation, the ground
surface in crawl space areas should be covered with an impervious
moisture barrier sealed against the footings. This will help to
reduce humidity in the crawl space area.
BACRFILL AND SURFACE DRAINAGE
The potentially hydroconsolidating foundation soils
encountered in portions of the site must be prevented from being
wetted after construction. The backfill placed around the
foundation walls must not settle after completion of construction
and the top one foot of the backfill material must be relatively
impervious. The on -site soils, exclusive of topsoil and organics,
are suitable for use as backfill.
Backf ill should be moistened or dried to near its optimum
moisture content and compacted to at least 90 percent of the
maximum standard Proctor density. Structural backfill should be
compacted to at least 95 percent of the maximum standard Proctor
density.
Surface water running toward the structure from upslope areas
W
should be diverted around and away from the building by means of
drainage swales or other similar measures.
The final grade should have a positive slope away from the
foundation walls on all sides. A minimum of 12 inches in the first
10 feet is recommended. Downspouts and sill cocks should discharge
into splash blocks that extend beyond the limits of the backfill.
The use of long downspout extensions in place of splash blocks is
advisable.
LAWN IRRIGATION
Do not install sprinkler systems next to foundation walls,
porches or patio slabs. If sprinkler systems are installed, the
sprinkler heads should be placed so that the spray from the heads,
under full pressure, does not fall within five feet of foundation
walls, porches or patio slabs. Lawn irrigation must be controlled.
If the future owners desire to plant next to foundation walls,
porches or patio slabs, and are willing to assume the risk of
structural damage, etc., then it is advisable to plant only flowers
and shrubbery (no lawn) of varieties that require very little
moisture. These flowers and shrubs should be hand watered only.
10
residence structure to be located on Lot 2, Parcel 1, Mo's
Subdivision, Eagle County, Colorado.
The findings and recommendations of this report have been
prepared in accordance with locally accepted professional
engineering standards for similar conditions at this time. There
is no other warranty, either expressed or implied.
Sincerely,
INTER -MOUNTAIN ENGINEERING, LTD.
Luiza Petrovska,
Project Engineer
Reviewed by:
Igreident
Spanel, P.E.
Pi
PERCOLATION
Percolation test was performed within the selected leach field
area north of the proposed residence. The percolation test results
were as follows:
Perc Test No. 1 Perc Test No. 2 Perc Test No. 3
37.5 min/inch 10.1 min/inch 6.6 min/inch
The average percolation rate is 18.1 minutes per inch. This
average is within the 5 to 60 minutes per inch allowable
percolation rate, according to the Eagle County- Regulations for
Individual Sewage Disposal Systems.
MISCELLANEOUS
The recommendations provided herein are based on experience in
the area and from the on -site field exploration. The information
obtained from the field exploration and laboratory testing reflects
subsurface conditions only at the specific locations at the
particular times designated. Subsurface conditions at other
locations and times may differ from the conditions at these
locations. The extent of any variations between the test pits may
not appear evident until excavation is performed. However, only
minor variations are expected. If during construction conditions
appear to be different, this office should be advised so re-
evaluation of the recommendations may be made.
This report has been prepared for the exclusive use of
Ms. Cindy Cohagen for the specific application to the proposed
Lot 2
Parcel 1
Lot 1
NORTH
,(rBrush Cree
:!Brush
Creej�Road____—I;
s~ �!
Parcel B' Lot 1 1,a
0
a-J
w
Lot 2
1parcel 1
II
Mosher Laney \
Pronosed Proposed
Location Ma p Residence
1" = 800' Leach
Field
— irrigation ditch i
Pit #1
Perc #10 41P;3c /� Proposed Residence \ `.
Perc
\
1 DRAWN BY:
T',OS-a. LANE
Lot 3
TEST LOCATION
Proposed Residence
Lot 2, Parcel 1, Mo's Subdivision
Eagle County, Colorado
Prepared for
Ms. Cindy Cohagen
SCALE: ^-' 1" = 100' lOATE: 8/12/93
E
R
PRojEcr No.: 93469G
CRAwINc
Pl T NO. 1
DEPTH
IN FEET
O
"
DESCRIPTION OF MATERIAL
REMARKS
Topsoil, very dry, block
with fine roots
Light brown, porous,
gypsiferous, sandy SILT
w = 9.8%
5
�d= 79 2
-
pcf
Brown gypsiferous silty
s
gravelly SAND (SP-SM)
-200 = 5.2%
Brown, gypsiferous,
_porous, sandy SILT
w = 9.8%
(Y4= 82.3 pcf
10
— __--- - -- ---
--
--�_
-- --
_
—
—
Bottom of pit
No groundwater
encountered
15
Relatively undisturbed
sample
Bulk sample
SUMMARY OF TEST PITS
Lot 2,
Proposed Residence
Parcel 1, Mo's Subdivision
Eagle County, Colorado
Prepared for
Ms. Cindy Cohagen
PROJECT NO.: 93469G
FIGURE
NO.: I
PIT NO. 2
Pia 3c'
DEPTH
IN FEET
p�v=
DESCRIPTION OF MATERIAL
REMARKS
Topsoil
Light brown, gypsiferous,
porous, sandy SILT
w = 9.8%
wtj=
74.7 pcf
Silty -gravelly SAND
5
(SW-SM)
-200 = 5.8%
Brown, gypsiferous,
porous SILT
w = 12.3%
10--�—=—_
ii"c� = 7 5. 1 p c f
Bottom of pit
No groundwater
encountered
15
Relatively undisturbed sample
Bulk sample
SUMMARY OF TEST PITS
Proposed Residence
Lot 2, Parcel 1, Mo's Subdivision
Eagle County, Colorado
Prepared for
Ms. Cindy Cohagen
PROJECT
No.: 93469G
FIGURE
NO.: 2
BORING NO 1
DEPTH 4.5'
0
0
J
J
W
-2
z -4
0
Q
-6
0
W
z
0 -8
U
y•.
_ 1.0 LUAU (KSF)
10
100
SAMPLE OF
'sandy-gypsiferous SILT
NAT. MOISTURE CONTENT 9.8
go
% SWELL/PRESS,
SAMPLE FLOODED AT0.5 KSF
NAT. DRY DENSITY 72,2
PCF
BORING NO. 1
DEPT-I1 9'
= C
J
J
W
?� -2
I
z -4
0
t--
-6
J
0
0 -8
U
0.1. 1.0. LOAD (KSF) 10 100
SAMPLE OF, .gypsiferoUs SILT NAT. MOISTURE CONTENT 9.8 °'
% SWELL/PRESS.. SAMPLE FLOODED AT1.0 KSF NAT. DRY DENSITY 82.3 PCF
SWELL - CONSOLIDATION TEST RESULTS
Proposed Residence
Lot 2, Parcel 1, Mo's Subdivision
Eagle County, Colorado
Prepared for
Ms. Cindy Cohagen PROJECT NO 93469G
FIGURE NO 3
BORING NO 2
DEPTH 4.5'
0
0
J
J
W
-2
1
z -4
O
d
-6
O
cn
z
O -8
U
-101 1 I 1 I 1 I1.11 I 1 1 1 1 1 1 1 1 I 1 I I
0.1 1.0 LOAD (KSF) 10
SAMPLE OF sandy-gypsiferous SILT NAT. NOISTURE CONTENT 9.8
% SWELL/PRESS, SAMPLE FLOODED AT 0.5KSF NAT. DRY DENSITY 74.7
BORING NO. 2
DEPTH 9.5
PCF
0.1. 1.0 LOAD (KSF) 10 100
SAMPLE OF, gypsifer6us SILT NAT. MOISTURE CONTENT 12.3 %
% SWELL/PRESS.. SAMPLE FLOODED AT 1 • 0 KSF NAT. DRY DENSITY 75.1 PCF
SWELL - CONSOLIDATION TEST RESULTS
Proposed Residence
Lot.2, Parcel 1, Mo's Subdivision
Eagle County, Colorado
Prepared for
Ms. Cindy Cohagen Ppoir T w) ozi,i�oo
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P.O.BOX S178 311'' -SQ3� r33a
0910 NOTTINGHAS FCAA
AVOK CGIO. 81020 i e. Ltd.
(303) 9t9-5072d
FOUNDATION OVERFXCAVATION
'9%
WHERE:
X = WIDTH OF FOOTING
D = DEPTH OF OVER EXCAVATION
W = WIDTH OF OVEREXCAVATION
D-
FEET
_W
FEET
SUITE 101
Sato 11ANcE STFFET
LAKEWOW. CCLO. 80215
(303) 232-0158
ND COM
Project ?*a.
93469G
Figure No. 7
COMPACT BOTTOM OF EXCAVATION
X
VIIOTH OF FOOTING.
INCHES
/6 18 20 22 24
2.7
3.0
3.3
3.7
4.0
5.4
6.0
6.5
7. /
76
FOUNDATION
WALL
TOP ONE FOOT OF BACKFILL
SHOULD BE RELATIVELY
IMPERVIOUS FILL. SLOPE
AWAY FROM 'BUILDING.
MOEN M F``OYa•O Y� +fit. • . • ' .
. �•.�o+i�"oi.m�arw �
POLYETHELENE MOISTURES
BARRIER GLUED TO FOUNDAT}ON VIA LL. MINUMUM OF 6" OF
3/4 INCH. GRAVEL
4" DIAMETER PERFORAT D RIGID
PIPE SLOPED A MINIM(�M OF 1/8"
PER FOOT TO SEVIER LATERAL SUBDRAIN
`SUMP PUMP OR D4YLIGHTED.
DETAIL -OF PERIPHERAL DRAIN SYSTEM
FOR FOOTING TYPE FOUNDATION
Figure : 8
1277-93 - Parcel #2109-243-00-010 e� /I
JOB NAME _ 80 Mosher ln. ,Eagle COHAGEN -�E� �l0 ! t 3 0 oq G ' JOB NO.
JOB LOCATION
BILL TO
DATE STARTED
DATE COMPLETED
DATE BILLED
T q('w
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JOB COST SUMMARY
TOTAL SELLING PRICE
TOTAL MATERIAL
TOTAL LABOR
INSURANCE
SALES TAX
MISC. COSTS
TOTAL JOB COST
GROSS PROFIT
LESS OVERHEAD COSTS
% OF SELLING PRICE
NET PROFIT
JOB FOLDER Product 277 ®p NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 61471 Printed in U.S.A.
JOB FOLDER
Id-Illf -3 1� 7 7
■
I Building ing sewer line to septic tank shall have a maximum slope of 1/4"
per foot. Bends in building sewer shall be limited to-45 degrees.
- -- — -- =- - - - - - - - — ---_- — - - t clear insert access
' Septic tank shall- be installed level.` Tank to have removable cover or J
SECTION- 2 extended to within 8 inches of finish grade for access to each j
- � manholes ,
compartment, for cleaning and inspection Septic tank to meet all the ;
requirements of Eagle County Individual Sewage Disposal Systems, Section
l 3 a
6° 4.07.
3. Excavate and level 3' wide trenches, 6 feet apart.
_ 6 14�X it� 4. Prepare trench bottom and sides in accordance with the state and loca
STANDARD INFILTRATOR CHAMBER l
3 X A g = 5'_10n - regulations. (for the Infiltrator Systems raking sidewalk and bottom
3° infiltrative surfaces is recommended to eliminate smearing
{ 55" 52" 5. Assemble and install the Infiltrator Chambers in the trenches according
to the manufacturers recommendations.
6. Backfill the side wall area with native soil for proper support.
Vv •
Si i mu of 12 inch of compacted cover.
\ ,`y 7. Backfill the trenches with a minimum m p
C0 C�g 8. Avoid vehicle traffic over the system during construction.
9. All- installations shall meet the rules and.regulations of Eagle County
1000
���. T
WO Compartment
Health Department as set forth in the Individual Sewage Disposal -System
Regulations of that department. Construction of the system shall be
G - inspected by the Engineer. '!------
Septic Tank
DESIGN CRITERIA 1
Average Percolation.Rate = 18.1 min/inch
SUBSURFACE SOIL CONDITIONS Number of Bedrooms = 3
Number of Bathrooms - 2-1/2
Pit No. 1 Number of Kitchens
i
- = 1 _ ABSORPTION AREA TOPOGRAPHIC INFORMATION 8 SITE PLAN PROVIDED BY:
0 to 1.51 Topsoil A ax X fT MR. JOHN R41LTON FROM R41LTON 8 McEVOY ARCHITECTS
1.5' to 5.0' Sandy, gypsiferous SILT MAXIMUM DAILY FLOW 4 5 _
5.0' to 6.5' Brown, gypsiferous, silty -gravelly SAND - DATE REVISIONS
6.5' to 10.0' Brown, sandy, gypsiferous SILT Qmax = 3 bedrooms x 2 person/bedroom bedroom x A = 675 X f18.1 - a1+++i::,;+u ` f — a o. Box s7a • sul>F lol
P / �11 w/'•: , MA
Mmmta_m 1410 VANCE STREET
75 gal./person/day x 150% 5; oon METCALF ROAD
NO groundwater -encountered during excavation - Q�:••'•• S'l / A1roN COLA B1620 • . LAKE*VW, COLA B0215
g 9 Qmax - 675 gallons/day _ O;r+• F F; (303) 94s-son --�lYi�$Lt& (303) 232-0158
- A 575 sq. ft. plus 20$ increase for garbage grinder �� y■4 e - '
G DESIGNED BY -
Amax NO.
Pit No. 2 SEPTIC TANK Amax 690 sq. ft.
i
6626
LP SEPTIC SYSTEM DESIGN 93469G
0 to f2.0' Topsoil = V ax. X 30 hrs. Reduce 50% for Infiltrator Chamber System for trench configuration •• �,�I �j:�• \ DRA►rr1eY. DA7FIssuED,
2.0 to 4.0 Light brown, gypsiferous, sandy SILT 24 h f/ ~ .�•• �� OPK LOT 2, PARCEL !, MO S SUBDIVISION, 8/20/93
4.0' to ,9.0' Silty -gravelly -SAND rs' 0.5 Amax = 345 sq. ft. //fy/�hll111111�11I 1S\\\\\\\\� cwEcr�ED e� /N TRACTS 72 8r 73, SECTIONS 23 24, SCALE.
9.0' to 10.0' Brown, gypsiferous SILT
V = 844 gallons T 5S, R 84 W, OF THE 6 TH P. M., /,. _ 20
Use one 1,000 gallon two -compartment se Use 9 nfiltrator Chambers. Two trenches with 6 chambers in
No -groundwater encountered during excavation P septic tank e h tench and one trench with 7 chambers. RGD BoaK PAGE EAGLE COUNTY, COLORADO, stIEETNO
PREPARED FOR MS CINDY COHAGEN I OF /