HomeMy WebLinkAbout2751 Bellyache Ridge Rd - 194127402001INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631
Telephone: 328-8755 M D 1A 4/, C�
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE.
Please call for final inspection before covering any portion of installed system.
OWNER: B.B. Andersen
MAILING ADDRESS: P.O. BOX 130
APPLICANT: Knight Planning Servi
SYSTEM LOCATION: 2751 Bellyache Rid
LICENSED INSTALLER: Long i s Excavatio
DESIGN ENGINEER OF SYSTEM: Inter -Mount
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1250 GALLON SEPTIC TANK
ABSORPTION AREA REQUIREMENTS:
SQUARE FEET OF SEEPAGE BED 1650
SPECIAL REQUIREMENTS: install as per
inspection of system. Buildi
receives certification.
ENVIRONMENTAL HEALTH APPROVAL:
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITI,
TO AUTHORITY GRANTED IN 25- 10. 104.
2. THIS PERMIT IS VALID ONLY FOR CONINE
TO OR USE WITH ANY DWELLING OR STF
REQUIREMENT OF THE PERMIT AND CAL
3. CHAPTER IV, SECTION 4.03.29 REQUIRES
FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY
NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCI
PRIOR TO COVERING ANY PORTION OF THE SYSTEM.
INSTALLED ABSORPTION OR DISPERSAL AREA: 1650
INSTALLED SEPTIC TANK: 1250 GALLON 5
SEPTIC TANK ACCESS TO WITHIN 9" OF FINAL GRADE AND
PROPER MATERIAL AND ASSEMBLY
COMPLIANCE WITH COUNTY/STATE REQUIF
ANY ITEM CHECKED NO REQUIRES CORRECTIC
COMMENTS: Engineer certificatior
ENVIRONMENTAL HEALTH APPROVAL: '
ENVIRONMENTAL HEALTH APPROVAL:
RETAIN WITH RECEIPT RECORDS
PERMIT NO. 1594
APPLICANT / AGENT:
PERMIT
PERCOLATION TEST FEE
OWNER:
RECEIPT #
CHECK#
(Site Plan MUST be attached)
ISDS Permit # �J 1
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. O. 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: B.B. Andersen PHONE: (970)926-5'1.4
MAILING ADDRESS: P.O. Box 130 . Wolcott, CO 81655
APPLICANT/CONTACT PERSON: Knight Planning Services PHONE: _(970) 328-6299
MAILING ADDRESS: P.O. Box 947 Eagle, CO 8161j
LICENSED ISDS CONTRACTOR: Long's Excavating PHONE: (970) 949-4682
COMPANY/DBA: ADDRESS: P.O. Box 894 Avon, CO 81620
***************************************************************************
PERMIT APPLICATION IS FOR: ()o New Installation ( ) Alteration ( ) Repair
***************************************************************************
LOCATION OF PROPOSED INDIVIDUAL
SEWAGE DISPOSAL SYSTEM:
Building Permit # � � (U ( if known)
Legal Description: Subdivision: -Delia Sub. Filing:_Block: Lot No.1
Tax Parcel Number: 1 9 _�L _1_-_? _2 �- Lot Size: 1.0_nna An
Street Address: 2751 Bellyache Ridge Rd.
BUILDING TYPE: (Check applicable category)
( Xj Residential/Single Family Number of Bedrooms 4
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
TYPE OF WATER SUPPLY: (Check applicable category)
( g) Well ( ) Spring ( ) Surface
( ) Public Name of Supplier:
*These systems r uir s' n by a Re istere Professional Engineer
SIGNATURE: Date:
************ ******* ****************************************************
TO BE COMPLETED BY THE COUNTY I��"��j
AMOUNT PAID: I�h�C9a .RECEIPT #: (0�u'N1 DATE: I IP
CHECK #: CASHIER:
11-18-96 06.37N� FROM LONGS EXCAVATION
F02
me r-Mountain
A&Engf=eer1ngUd.
November 18, 1996
BB Andersen
PO Box 130
Wolcott, Colorado 81655
RE: Septic System Design
Lot 1, DeLea Subdivision
Project No. 96-0190E
Gentlemen:
The undersigned has reviewed the installation of a septic system by
looking at the installation. Based upon our review the septic system was
installed in substantial compliance with the design by Inter -Mountain
Engineering Ltd.
Should you have any questions regarding the Information contained in
this report, please contact the undersigned.
G
77 Metcalf Road, #201 . Box 978 * Avon, Colorado 81620 a Phone: 970-949.5072 a From Denver Direct: 893-1531
1420 Vance Street • Lakewood, Colorado 80215 a Phone: 303-232.0158
mUnter-Mountain
Engineering Ltd.
SOILS AND FOUNDATION INVESTIGATION
FOR
PROPOSED RESIDENCE
LOT 1, DELIA SUBDIVISION
EAGLE COUNTY, COLORADO
PREPARED FOR:
BB ANDERSEN
PROJECT NO.96-0187G
MAY 22, 1996
m
...'�
FIE-1
MAY 2 21996
iMUN'Tv "I
77 Metcalf Road, #201 • Box 978 • Avon, Colorado 81620 • Phone: 970-949-5072 • From Denver Direct: 893-1531
1420 Vance Street • Lakewood, Colorado 80215 9 Phone: 303-232-0158
TABLE OF CONTENTS
EXECUTIVESUM117ARY.............................................................................................................3
SCOPE..................................................................................................................................................3
SITE LOCATION AND DESCRIPTION.........................................................................................3
SITEINVESTIGATION..................................................................................................................... 4
SUBSURFACE AND GROUNDWATER CONDITIONS..............................................................4
PROPOSEDCONSTRUCTION........................................................................................................5
FOUNDATION RECOMMENDATIONS........................................................................................ 5
SLABCONSTRUCTION...................................................................................................................6
GROUNDWATER AND DRAIN SYSTEM..................................................................................... 7
REINFORCING................................................................................................................................... 7
CRAWLSPACE COVER..................................................................................................................7
BACKFILL AND SURFACE DRAINAGE...................................................................................... 8
LAWNIRRIGATION......................................................................................................................... 8
MISCELLANEOUS............................................................................................................................ 9
3
EXECUTIVE SUABIARY
The project consists of the development and construction of a four bedroom single family
residence on Lot 1, DeLia Subdivision, in Eagle County, Colorado. We anticipate that the proposed
residence will consist of a two story wood frame residence with a basement.
The site is located at 2751 Bellyache Ridge Road in the DeLia Subdivision near Wolcott, in
Eagle County, Colorado. An open excavation investigation was performed to help determine the
foundation design parameters. the excavation investigation revealed a topsoil layer ranging from 9" to
2.5'. The subsurface soils at the site consist of brown sandy SILT with variable gravels and cobbles
overlaying reddish sandy silty CLAY with cobbles.
The foundation at the site may be designed for a bearing pressure of 2000 psf for footings
located in the reddish, sandy, silty, CLAY, and cobbles.
SCOPE
This report presents the results of a Geotechnical Investigation for the proposed residence to
be constructed on Lot 1, DeLia Subdivision, in Eagle County, Colorado. The investigation was
performed by visiting the foundation excavation, obtaining soil samples for laboratory testing, and
presenting our findings in this report.
The purpose of this foundation exploration is to evaluate the soil for foundation support, and
the engineering characteristics of the foundation materials, and to provide criteria from a geotechnical
perspective, for use by the owner in preparing foundation design, grading design, and drainage plans.
SITE LOCATION AND DESCRIPTION
The site is an undeveloped lot located at Lot 1, DeLia Subdivision at 2751 Bellyache Ridge in
Eagle County, Colorado. The site is bounded by partially wooded and wooded lots. The site slopes
toward the north at gradients estimated to ranged from 5 to 20 percent. The site is wooded with pine
and aspen trees and the ground surface contains a grass root mat.
0
SITE INVESTIGATION
The subsurface exploration included a site reconnaissance by an Inter -Mountain Engineering
personnel and the examination of the footing excavation to observe the subsurface soil profile and
obtain soil samples for laboratory testing. The test pit locations were established in the field by
estimating right angles and pacing distances from site features. The approximate locations of the
sampling are illustrated on the Site Plan in the Appendix, refer to Drawing No. 1. The Appendix also
contains Summary of Test Pits presenting the information which was obtained in the subsurface
exploration, a key to the terms used in the Summary of Test Pits, and a brief description of the
procedures used.
SUBSURFACE AND GROUNDWATER CONDITIONS
The generalized soil stratigraphy is presented below. The stratum symbols and solid lines
which are used to illustrate the various strata break on the Summary of Test Pits are approximate as the
transitions between soil types may occur suddenly or relatively gradual.
Underlying the topsoil brown, sandy, SILT, with rooting, gravels and boulders was
encountered to depths of approximately 2 feet, below which are reddish sandy silty CLAY with
gravels, cobbles, and boulders.
Results of the swell -consolidation test indicate that the soils are slightly collapsible. The results
of tests indicated a .7 percent collapse under 2000 psf loading.
No measurable groundwater was reported at the time the excavation was completed and no
long-term groundwater observations were made.
Indexes to Geological Mapping, Egle 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 effecrs on concrete, metal or other substances that are in contact with the
soils. Type H 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 subject landslide.
5
PROPOSED CONSTRUCTION
The project site consists of the construction of a single family residence on the site. The
residence is to be of wood frame construction with concrete slab on grade construction for the ground
floor. We anticipate that the residence will be a two-story structure with a walk out basement.
Foundation wall loading is anticipated to range from 1 to 5 kips per linear foot, and isolated column
loading are anticipated to range from approximately 5 to 25 kips.
FOUNDATION RECOMMENDATIONS
Based upon the results of field explorations and the laboratory testing, we recommend that
conventional spread footing foundation system be used. The foundations may be designed for a
bearing pressure of 2000 psf for footings bearing on undisturbed reddish, sandy, silty, CLAY, and
approved fill materials compacted to the recommendations provided herein.
At this pressure, settlements are anticipated to be within tolerable limits for wood frame
construction, provided the improvements in the bearing soils will be made as discussed herein. The
footing excavations should be relatively smooth, free of debris, organics, loose soil, frost, and standing
water. Any 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.
Voids left by the removal of cobbles in the bottom of the footing excavation should be filled
with lean concrete or a granular soil with a maximum particle size of 3 inches compacted to 100
percent of Standard Proctor Density (ASTM D-698), within 2 percent of optimum moisture.
0
SLAB CONSTRUCTION
The on -site soils, exclusive of Topsoil and Organics are suitable to support lightly loaded slab -
on -grade construction
Cracking of concrete slab -on -grades must be controlled by providing a "free floating" slab by
using a minimum 1" expansion joint between the slab and concrete foundation walls. The concrete
slabs should have control joints on 10 to 15 foot intervals. Control joints are also recommended
parallel to and approximately 8 inches from all basement walls.
All columns should be isolated from concrete slabs -on grade to prevent movement of the
columns due to slab movement. The voids surrounding the columns should be expansion joint
materials with a minimum 1" clearance.
All excavations made for the foundations under proposed slab -on -grade areas must be properly
baclf'illed with suitable material compacted to a minimum of 95 percent of the maximum Standard
Proctor Density (ASTM D-698). Backfill placed beneath slab -on -grade floors should be installed at -1
to +3% of optimum moisture content. The on -site soils, exclusive of topsoil and organics are suitable
for use as backfill. Before the backfill is placed, all water and loose debris should be removed from the
excavations.
Prior to the construction of concrete floors, the undisturbed subgrade, free from topsoil and
organics, should be proof rolled with a loaded rubber -tired loader or similar equipment to densify the
near surface soils. To reduce the chance of damage to shallow utilities, special care should be taken in
areas where underground utilities are present.
The floor slabs should be appropriately reinforced, and joints should be provided at the
junctions of the slab and the foundation walls, so that independent movement can occur without
causing damage. The slabs should be scored at least 10 feet on center and in accordance with the
American Concrete Institute's recommendations to help control cracking.
7
GROUNDWATER AND DRAIN SYSTEM
While no groundwater was reported in the soil test borings 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 prolonged periods 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. Walls retaining earth should be designed to resist an equivalent fluid pressure of 54 pcf for
an "active" case assuming a level drained backfill condition. For "at rest" conditions such as basement
walls, an equivalent fluid pressure value of 67 pcf may be used for "at rest" conditions.
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.
BACKFILL AND SURFACE DRAINAGE
The foundation soils encountered in portions of the site must be prevented from being wetted
after construction. The backfill placed around the foundation walls should be mechanically compacted
to help reduce settlement after completion of construction. 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.
Foundation wall backfill 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 dry density as determined by the Standard
Proctor method of test (ASTM D 698).
Surface water running toward the structure from up slope areas should be diverted around and
away from the building by means of lined 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. Down spouts and sill cocks should
discharge into splash blocks that extend beyond the limits of the backfill or a minimum distance of at
least 5 feet from the foundation wall. 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 be aligned so that the spray from the heads, under full
pressure, does not fall on foundation walls or within five feet of foundation walls, porches, or patio
slabs. Lawn irrigation must be controlled and no flooding or ponding of water should be performed.
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 only
be hand watered.
MISCELLANEOUS
The recommendations provided herein are based on experience in the area researching studies
performed in the area, and from the on -site field exploration. Materials used in research include
Geologic Hazards Study of Travis Creek Subdivision No. 2, Wolcott Springs area, Eagle County,
Colorado prepared by W.T. Cohan P.E. and Dr. R.G. Young, as well as the Indexes to Geologic
Mapping Eagle County, Colorado prepared by Charles S. Robinson & Associates, Inca The
0
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 reevaluation of the recommendations may be made.
Also, included in the Appendix to this report are the information and calculations used in the
design of the septic system for this lot.
This report has been prepared for the exclusive use of BB Andersen for the specific application
to the proposed residence to be located on Lot 1, DeLia 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.
James V. Gabriel
Staff Engineer, E.I.T.
IJ ery S. pa 1, P.E.
V' e Pres t
PIT NO. 1
DATE DRILLED: 05-10-96
ELEVATION: FIGURE NO.: 1
DEPTH
IN FEET
W
a
M
M
DESCRIPTION OF MATERIAL
REMARKS
fN
V)
0
!JJ!
JJJJ
JJJJ
J J J J
Topsoil
!!JJ
Sandy SILT & GRAVELS, Brown.
2
Sandy Silty CLAY, Gravels &
Cobbles. Reddish.
4
6
Bottom of excavation at
approximately 7 feet. No
measurable groundwater reported.
8
10
12
14
SUMMARY OF TEST PITS
nInter-Mountain
Soil Profiles — Open excavation
Engineeringud.
Lot 1 Delia Subdivision
PROJECT NO.: 96-0187G
PIT NO. 2
DATE DRILLED: 05-10-96
ELEVATION: FIGURE NO.: 2
DEPTH
IN FEET
a
m
}
DESCRIPTION OF MATERIAL
REMARKS
0
!JJ!
JJJJ
JJJJ
JJJJ
JJJJ
Topsoil
2
JJJJ
JJJJ
l JJJ
JJJJ
JJJJ
Sandy SILT & GRAVELS, Brown.
Sandy Silty CLAY, Gravels &
Cobbles. Reddish.
4
6
8
Bottom of excavation at
approximately 8 feet. No
measurable groundwater reported.
10
12
14
SUMMARY OF TEST PITS
n Inter -Mountain
Soil Profiles — Open excavation
Engineeringia.
Lot 1 Delia Subdivision
PROJECT NO.: 96-0187G
PIT NO. 3
DATE DRILLED: 05-10-96
ELEVATION: FIGURE NO.: 3
DEPTH
IN FEET
LU
a
a
M
}
DESCRIPTION OF MATERIAL
REMARKS
0
JJJJ
JJJJ
JJJJ
JJJJ
JJJJ
Topsoil
JJJJ
JJJJ
JJJJ
Sandy SILT & GRAVELS, Brown.
2
Sandy Silty CLAY, Gravels &
Cobbles. Reddish.
4
Bottom of excavation at
aproximately 4 feet. No
measurable groundwater reported.
6
8
10
12
14
SUMMARY OF TEST PITS
Soil Profiles — Open excavation
wIntNler-mountain
ngineeringud.
Lot 1 Delia Subdivision
PROJECT NO.: 96-0187G
KEY TO SYMBOLS
Symbol Description
Strata symbols
!J!!
Topsoil
J J J J
Sandy SILT and GRAVEL.
Sandy SILT -CLAY with Cobbles.
Soil Samplers
® Hand Driven California sampler
Notes:
1. Profiles were performed in foundation excavation on 05-10-96.
2. A small amount of free water was encountered at the time
of excavation due to snow melt runoff.
3. Profile locations were taped from existing features.
4. These logs are subject to the limitations, conclusions, and
recommendatios provided in this report.
PIT NO. 1
DATE DRILLED: 05-06-96
ELEVATION: FIGURE NO.: 1
DEPTH
IN FEET
W
J
DESCRIPTION OF MATERIAL
REMARKS
a
}
O
JJJJ
JJJJ
Topsoil, loose, black & woody
JJ
"JJ"
rooting.
Sandy SILT. Brown, with heavy
woody rooting.
2
Sandy, SILT —CLAY w/ gravels and
4
cobbles. Reddish
6
8
Test Pit Excavation Terminated at
8'.
No measurable groundwater
reported.
10
12
14
SUMMARY OF TEST PITS
nInter-Mountain
Septic Field Test Pit
Engineer2ngud.
Lot 1 DeLia Subdivision
PROJECT NO.: 96-0190E
KEY 10 SYMBOLS
Symbol Description
Strata symbols
JJJJ Topsoil
J
Sandy SILT.
Sandy SILT -CLAY with Cobbles.
Notes•
1. Exploratory Test Pits were excavated on 05-06-96 using a
Track Mounted back -hoe.
2. A small amount of free water was encountered at the time
of excavation due to snow melt runoff.
3. Pit locations were taped from existing features.
4. These logs are subject to the limitations, conclusions, and
recommendatios provided in this report.
SWELL
-CONSOLIDATION
TEST REPORT
3
2
1
SWELL
0
(D COMPRESSION
3
1
....................................................
Water Added
�
0
V)
V)
2
L
a
E
0
U
+' 3
c
a)
0
L
a 4
5
6
7
0.1 0.5 1 2 5
Applied Pressure - ksf
Clpse.
Nat.
Sat.
Not.
Moist.
Dry Dens.
(pcf)
LL
PI
Sp.Gr.
Initial void ratio
0.7
75.2 %
12.8 %
114.1
2.650
0.4501
TEST RESULTS
MATERIAL DESCRIPTION
Sandy Silty CLAY, and
gravels. Red
Project No.: 96-0187G
Project: Lot 1 DeLia Subdivision
Remarks:
Location: Sample #3
Date: 05-20-96
•
n Inter-Mouzztazri
�Engiaeerirag'�.xa.
Fig. No. 8
0
100
90
80
T
w
z 60
tL
z 50
w
U
w 40
n
PARTICLE SIZE DISTRIBUTION TEST REPORT
_ <<
<^ ---
D "I N N1 ^ M O N 10
V' c O N
a ac a a a a
30
20
10
0
1111. H - - ------
200 100 10.0 1.0 0.1 0.01 0.001
GRAIN SIZE - mm
Test
% +3"
% GRAVEL
% SAND
% SILT
I % CLAY
USCS
LL
PI
19
0.0
27.3
15.4
57.3
SIEVE
PERCENT FINER
inches
0
size
1.5
89.9
1
84.4
0.75
82.1
0.5
76.0
0.375
74.5
GRAIN SIZE
D60
0.129
D 30
D10
COEFFICIENTS
cc
C
u
Sample information:
• Test Pit ®4'
Gravel .Sndy Silty CLAY
Reddish
Remarks:
Project No.: 96-019OG
AOXXXtMW MouIMCM' a Project: Lot 1 Delea Subdivision
Eagirieeririgita.
Date: 05-20-96 FIGURE NO. 9
SIEVE
number
size
PERCENT FINER
•
4
72.7
8
71.8
16
70.9
30
69.8
40
68.8
50
67.3
100
61.1
200
57.3
Lot 1 Delea Subdivision
Septic System Design For BB Andersen
Project No.: 96-019OG
6- $ 9,�r
1) Design Method: Eagle County Regulations
bd= # of Bedrooms in Residence
bd:=4
a) Design Flow
# of Bedrooms x 2 [per bedroom] x 75 [ gal per day] x 1.5
Q = max flow
Q :=bd. 2.75.1.5
Q = 900 gal/day
b) Septic Tank Design
V :=Q•30
24
V = 1.125.10'
A 1250 gallon Septic Tank is required.
c) Absorption Area - absolute minimum.
T = the design percolation rate [minAnch]
T :=84
A:=Q A=1.65.103
5
A=Absorption Area [ft^2]
2) Infiltrators
Infiltration Chamber System in a trench configuration is recommended.
A 50% reduction of the required absorption Area due to use of infiltrators.
A = 1.65.103
SA = Surface rea of infiltrators.
SA :=15
# of infiltrators is computed by the modified absorption area divided by the SA.
.5A = 54.991
SA
55 Infiltrators will be required.
Note: Percolation Tests were performed by Inter -Mountain Engineering Ltd. on May 7 1996.
Percolation Test Data
Project # 96-019OG
Location: Lot 1, Delia Subdivision
Test Hole #:
#1
#2
Time Interval
[Min]
0
15
15
15
15
15
15
0
15
15
Time Interval
[Min]
0
15
15
15
0
15
15
15
15
Time Interval
[Min]
0
r(Inter Mountain
Eagineeriagua
Percolation Test performed May 7, 1996 in conformance with ASTM
Hole Profiles
(NTS)
Measurement
Drop in H2O
Perk -Rate
[Feet] [Inches]
[Inches]
[Minln]
0'
29 114
Water Added
Topsoil. Black
29 7116
3/16
29 9/16
1/8
-120.00
V.
29 9/16
0
Sandy SILT. Brown
29 5/8
- 1/16
29 3/4
- 1/8
-120.00
29 3/4
0
2'4"
27 7/8
1 7/8
Sandy, Silty CLAY, Reddish
2715/16
- 1116
28 1/16
- 1/8
-120.00
3'
Note: Rock in bottom
of hole and Snow melt running Into hole.
Design Pere. Rate for Hole #1 -
120 [Min/Inch]
Measurement
Drop in H2O
Perk -Rate
[Feet] [Inches]
[Inches]
[Min/in]
8 1116
Water Added
8 3/8
5/16
8 7/16
1/16
8 5/8
3/16
-80.00
7 7/16
Water Added
7 5/8
3/16
-80.00
7 7/8
114
8 1/16
3/16
-80.00
8 114
3116
-80.00
Design Perc. Rate for Hole #2 -
80 [Min/Inch]
Measurement
Drop in H2O
Perk -Rate
[Feet] [Inches]
[Inches]
[Minln]
#3 0
14 11/16
Water Added
15
15 3/16
112
15
15 7/16
1/4
15
15 11/16
1/4
0
14 118
Water Added
15
14 518
112
15
1415/16
5/16
-48.00
15
15 114
5/16
-48.00
15
15 9/16
5/16
-48.00
20
15 7/8
5/16
Design Perc. Rate for Hole #3 -
48 [Min/Inch]
Design Average Percolation Rate - 80 [Min / Inch]
0'
Topsoil
9„
Silty CLAY. Brown.
1'9" Sandy, Clayey SILT, Reddish
3'3"
0'
Topsoil
9..
Sandy SILT. Brown
2'
PERCBB.XLS
I
Granular Fill
Foundation `,loll
-Top 1 foot of backfill
s.ould be relatively
impervious fill.
I. Slope away fro= building.
Geotextile
Polyethelene Koisture
Barrier glued to foundation
wall '
DETAILS OF PERIPHERAL DRAIN SYSTEi
FOR F00TI11G TYPE FOUNDATION
(Ifirafi 1!�ON or
equisiI anr-
rigid
Minir�un of
3/4 inch gravel
L° diameter perforated
Pipe sloped a ain...,-u� oS 1�8"
per foot to seuer.lateral
sti:,np pu:p or daylighte3.
® PROJECT: PROPOSED RESIDENCE
triter-Mozzritaizz LOT 1, DELIA SUBDIVISION
Eagir:eerirzgua. EAGLE COUNTY, COLORADO
PROJECT N.O.: 96-0187G -• F 1
i
�\ 10 acres.
�+3
rn�
90 PT83
P , T yp P�t
O TP 1
17O
O O
ee
Pork in g
P,e2 C)
/ Legend
/ Pz2
— Percolation Test Pit
/ TP#1 — Test Pit
\ / ® Pfl —Profile Locotion
LOCATION OF BORES
PROPO-SED RESIDENCE n
Part of Lot 1, eLia Subdivi ion
Eagle Coun ty,orad
Prepared for:
BE Andersen PROJECT No.; 96-0187G
DRAWN BY: ✓ VG.
SCALE: 1 " = 40' DATE: 05-21-96 DRAWING NO.: 1
0
Ater-Motulni in
MEngineeringud.
May 31, 1996
BB Anderson
Post Office Box 130
Wolcott, Colorado 81656
RP_ Proposed Septic System
BB Anderson Residence
Lot 1, DeLia, Subdivision
Project No. 96-0187G
Dear Mr. Anderson;
This letter is to address some concerns expressed by Laura Fawcett of
the Eagle County Department of Environmental Health. Ms. Fawcett wanted to
confirm that the percolation tests are representative of the conditions at the
location of the proposed absorbtlon field. Three percolation tests were
performed at the site and the results ranged from 48 to 120 minutes per inch. A
percolation rate of 84 minutes per inch was used for the design of the septic
system absorbtion field. The value of 84 was a mean of the three percolation
values was considered representative, The higher value of 120 minutes per inch
may be attributed to a large rock noted in the bottom of the percolation hole.
This was considered in the septic system design.
Should you have any questions regarding the information contained in
this report, please contact the undersigned.
Respect
Richard zRick, .E
Geotechnical Engineer
cc: Laura Fawcett - Eagle County Department of Environmental Health
77 Metcalf Road, #t201 * Box 978 * Avon, Colorado 8162-20 * Phone, 970-949.5072 * From Denver Direct; 893.1531
1420 Vance Street * Lakeoraod, Colorado 80215 * Phone: 303.232-0158
r-RUL uz
Percolation Test Data
pro}ect# ias 4i9Rtt3
Location: Lot 1, Della SubdIVISIOn
Test Harr V.,
all 7.41 Y!
W9M
Bma Irlterv8l
[Mkd
IFwQ POMI
I
mnfk)
0
20 IM VVWOAOM
15
20 1110.
3010
15
29 PnR
• im
•11G.ee
15
29 MIS
t!
15
29 W
lime
it
20 3m
119
-1200p
15
29 %#4
0
0
27 71e
1 71B
is
27W1$
- lrte
i5
28 111t!
118
Design i+M'G. Na For "w 01 -
420 ph[uM%Mq
a2
Tirtlq IMeivel
7059IiNA"
N1Gha+l
p�i1>t�n1
4
15
0 ine We*A6ded
18
a 3m
*I@
15
S 7He
ime
0
g 4Ap
- 3118
is
7 T11Q W1dw
Addeo
15
7 &0
311e
#B 00
i5
7 M
- 19
+eOAa
15
$ 111Q
3118
#004
s 114
311e
.ao.ae
O"ign p0m. Ron I prHole 42 - 00 pffih oe )
V;e 3 J
79ma Intalva! }I r®i—rr+en} In H20 BtElOtelp
[Min] IPeeq [rkcW Ir' dm) pwIrAnj
mil
a 1411116
y4mrAdow
1s 10 She
- V2
1s is Ina
+ 114
75 1611Me
- 114
0 14 11A
W+4x A~
1e 14 "
- 112
12 14115me
SHe 40.ee
15 16 114
one -MI)m
15 15 wil
5r18 40M
20 1S rle
- WEI
DofmgnPore.ti wor11o1a#0- 411IAInIINNN
Design Average PemotAftim Rob - $0 Alin 1 inch]
p"ON_xt r
try — 1.e , '' '.++'� 151t5tfe
c+rr( +LSfI i.tJV i1."'IJ JVJ 7Y77JJ7
11T,G
PIT
NO. 1
t Ak3t fad
DATE DRILLED: 05-06-96
ELEVATION.,
J
DEPTH a m j3ESGRIPTION OF MATERIAL
m FEET a a
0 %n
7opamll, loose, black & woody
rooting.
J yy Sandy SILT. Brown, with heavy
woody roofing.
2
Sandy, SILT —CLAY w/ cobbles.
6
$ Test Pit Excavatiton Teri irlat
8'.
No measurable gromo(lwater
reported.
10
12
14
M
SUMMARY OF TEST FITS
Septic rield Test Pit
Lot 1 DeLia Subdivision
FIGURE NO.: 1
R7"MAWS
Ie»-�li�r�nrt�►i�t
PROJECT NO.: 96-0190E
—. ...... ..v ..a. -ram tiruVJTJJJJJ lITIG I f'UL 114
Y
PART 1 CL.E _I ZE' .D I TR 1 BUT ! ON TEST REPORT
90
80
70
Ir
? sfl
50
W
w 40
30
20
10
0
2
Tots
16
t7D 1 oa 10 . i1 110 0.1 0.01 01001
GRAIN SIZE — MM
X +51, GRAVEL i� S�1,10 9g is I LT OLAY USCS L.L P4
0.0 27.3 15.4 1 57.3
S I EVE
PERCENT F" I NER
c �hes
size
1.5
S$.9
0,75
82.1
0.5
76,0
0.375
74.5
GRAIN SIZE
060
0.129
D,30
D10
COEF'F I C I ENTS
Gc
Cu
FAIMMUDW-PA941namtAim
S I EVE
*umber
*Izs
PERCENT r I idER
4
72,7
8
71.8
16
70.9
30
69.8
40
58.8
50
67.3
1+00
61.1
200
57.3
Sample information:
(Septic Tiost Pit 0 4'
Sandy Grave I y , S I L.T-CLA`�''
Reddish
Rsrkl�t�'ks'
Project No.; 96-0190C
Project_ Lot 1 DeLeo Subdivision
Date; 05-010-96 DotQ Sheet No. �---
ttrI--
LE C:Cj'UNIY
F AX COVER SHEET
EAGLE COUNTY I+NVIRONMENTAL HEALTH DEPARTMENT
P.O.'$BOX 179 g y
EAGLE, CO 81631
Pig:970-328-8755 Fax:970-328-8788
Date: %11-71/1
TO:
COMPANY:
FAX 9: ��e-has_ �ia.0, q7q- c(go(
FROM: Z"
NO. OF PAGES INCLUDING COVER SHEET: �
If you clo not receive .all pages please call our office -at (970) 328-8755
yr
^
I
I
p C
47
v /4
I
�
\
l
tiJJ
f
4
£�
i.+ vv'11
S\
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1594-96 Tax# 1941-274-02-001
JOB NAME — Lot#1, Delia Subdiv. ANDERSEN
2751 Bellyache Ridge Rd.
1
JOB 'NO.
OB LOCATION
BILL TO
DATE STARTED
DATE COMPLETED
DATE BILLED
/If. JGQZk&
Nw
o �
'
5/2/ -z
-
k
,j
120 P d
V 6L
V4
a—Ach
r
4
JOB COST SUMMARY
TOTAL SELLING PRICE
G�
Ldte
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 278 ®® NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER Printed in U.S.A.
- _ _ -_ _ _ _ __ _ _ - -_ - - - - � - _ _ _ ._ _ _ _ _ _ _ _ _ - - � _ _ _ - _ _ - _ _ _ _ _ -. _ - - - __ _ - - - - - _ _ .t� _ _ _ -
_ _