HomeMy WebLinkAbout57 Travis Rd - 194126301010INDIVIDUAL 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. 1728-97 BP NO. 11479
OWNER: B.B. AND JAN ANDERSEN PHONE: (970) 926-5324
MAILING ADDRESS: P.O. BOX 1.30, WOLCOTT, CO 81655
APPLICANT: KNIGHT PLANNING SERVICES PHONE: _(970) 328-6299
SYSTEM LOCATION: 0057 TRAVIS ROAD, WOLCOTT, CO TAX PARCEL NO. 1941-263-01-009
LICENSED INSTALLER: LONG'S EXCAVATING, JERRY MCARTHUR LICENSE NO. 1-97 PHONE: (970) 949-4682
DESIGN ENGINEER: INTER -MOUNTAIN ENGINEERING, RICHARD RICKS PHONE NO. (970) 949-5072
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1000 GALLON SEPTIC TANK, 1500 SQUARE FEET OFTRENCH ABSORPTION AREA VIA 48 INFILTRATOR UNITS.
SPECIAL REQUIREMENTS: INSTALL PER ENGINEER'S DESIGN REVISION DATED 9-15-97. INSTALL CLEANOUTS AT BENDS AND EVERY 100'
OF BUILDING SEWER LINE. MAINTAIN 10' PROPERTY LINE SETBACK FOR LEACH FIELD PLACEMENT. FIELD VERIFY SOIL PROFILE AT IN-
STALLATION. DO NOT BACK FILL INSTALLATION BEFORE FINAL INSPECTION BY ENGINEER. BUILDING PERMIT CO WILL NOT BE ISSUED
WITHOUT ENGINEER APPROVAL.daw ENVIRONMENTAL HEALTH APPROVAL:GI ���,L CI Zi DATE: SEPTEMBER 17, 1997
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS,
ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED.
2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING
REQUIREMENTS, CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS
SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT.
3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO
BE LICENSED.
FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR):
NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL
THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM.
INSTALLED ABSORPTION OR DISPERSAL AREA: 1500 SQUARE FEET (VIA 4 R i n f i 1 fi r a Y n r n n i t c )
INSTALLED 1250 TANK: GALLONS IS LOCATED DEGREES AND FEET FROM
see site plan for location of system components.
COMMENTS: Engineer final rertifiratinn rerelized 10-16-97
ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN
WORK IS COMPLETED.
ENVIRONMENTAL HEALTH APPROVAL DATE: December 5, 1997
0
(Site Plan MUST be atta-ched)
ISDS Permit # /22L2 I
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. & Jan Andersen PHONE: (970) 926-5324
MAILING ADDRESS: P.O. Box 130 Wolcott, CO 81655
APPLICANT/CONTACT PERSON- Knight Planning Services PHONE: ( 979 328-6299
MAILING ADDRESS- P.O. Box_947 Eagle, CO 81631 _
LICENSED ISDS CONTRACTOR: Long's Excavating PHONE: (970)949-4682
COMPANY/DBA• ADDRESS: 77 Metcalf Road Avon, CO
81 620
PERMIT APPLICATION IS FOR: C><) New Installation ( ) Alteration ( ) Repair
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Building Permit #
(if known)
Legal Description: Subdivision: Travis Creek Filing:? Block: Lot No. 14
Tax Parcel Number: 1 9 4 1- 2 6 3- 0 1 -0 0 9 Lot Size:1 0.007 Ac.
Street Address:
0057 Travis Road
BUILDING TYPE: (Check applicable category)
(X) Residential/Single Family
( ) Residential/Multi-Family*
( ) Commercial/Industrial*
TYPE OF WATER SUPPLY: (Check applicable category)
(x) Well ( ) Spring ( ) Surface
( ) Public Name of Supplier:
Number of Bedrooms
Number of Bedrooms
Type
3
*These systems Kequire design bya Registered Professional Engineer
SAO '%
SIGNATURE: ��� Date: 9
. / /� /
************* ************ ************ ****************** **************
TO BE COMPLETE BY THE COUNTY
AMOUNT PAID: LJD RECEIPT #: !� �D� DATE:
CHECK #: CASHIER:
A
-Mountain
ixgineering Ltd.
October 16, 1997
BB Andersen
PO Box 130
Wolcott, Colorado 81655
RE: Open Foundation Inspection
Lot 14, Travis Creek Subdivision
Eagle County, Colorado
Project No. 97-0234G
Dear Mr. Andersen:
As requested, the undersigned visited the project site on September 30, 1997 to observe
the placement of the absorption field and septic tank. The inspection consisted of
;verifying the number and placement of the infiltrators, piping, and septic tank. A`1250=�w
gallon -septic tank was installed, the infiltrators were placed in five rows, and all rows
were connected in series. The installation was performed in general conformance with
our design for septic system dated September 4, 1997.
This document was prepared for the exclusive use of BB Andersen. The use of this
document or the information contained herein by any other person or entity is not
authorized. In the event any other person or entity desires to use this document for the
information contained herein for any purpose, they must first contact Inter -Mountain
Engineering for written authorization.
Inter -Mountain Engineer is please to have worked with you on this project. Should you
have any questions regarding the information contained in this report, please contact the
undersigned at your convenience.
Longs Excavating
GAaiginee wi1sUeftm\bb andasen open Hd irhT
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
planning
services, inc.
September 9, 1997
Laura Fawcett
Eagle County Environmental Health
P.O. Box 179
Eagle, Colorado 81631
Re: Septic Permit Application for Lot 14 Travis Creek Subdivision No. 2
(Building Permit No. 11479)
Dear Laura:
Please find attached the septic permit application and required supplemental materials for the
above referenced project. On the septic design drawing, you will notice that I have red -lined the
approximate amended boundary for Lot 14 which our engineer was supposed to show. I have
requested that he revise this drawing to show the correct boundary as soon as possible, and will
forward a copy to you once it is complete. I'm sorry for this inconvenience, but we do need to
move ahead with this review due to winter's impending arrival.
Thanks and feel free to call if you have any questions, or if you need additional information.
Sincerely,
W
�
Stephen R. WuJek
Knight Planning Services
box 947 - eagle, co 81631 - 970.328.6299 - fax 970.328.6254
PRELIAMARY SOILS AND FOUNDATION INVESTIGATION
FOR
PROPOSED RESIDENCE
LOT 14, TRAVIS CREEK SUBDIVISION FILING NO.2
EAGLE COUNTY, COLORADO
PREPARED FOR:
LONG'S EXCAVATING
PROJECT NO.97-0234G
SEPTElVIBER 9, 1997
�fllttlll'
77 Metcalf Road, #201 • Box 978 • Avon, Colorado 81620 • Phone: 970-949-5072 • From Denver Direct: 893-1531
1420 Vance Street 9 Lakewood, Colorado 80215 • Phone: 303-232-0158
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No.
Page 2
TABLE OF CONTENTS
EXECUTIVESUMMARY.................................................................................................................3
SCOPE..................................................................................................................................................3
SITE LOCATION AND DESCRIPTION.........................................................................................4
SITEINVESTIGATION...................................................................................
SUBSURFACE AND GROUNDWATER CONDITIONS..............................................................5
PROPOSEDCONSTRUCTION........................................................................................................6
FOUNDATION RECOMMENDATIONS........................................................................................6
SLABCONSTRUCTION...................................................................................................................7
GROUNDWATER AND DRAIN SYSTEM.....................................................................................8
EXCAVATION....................................................................................................................................8
REINFORCING........................................................................................................
CRAWLSPACE COVER..................................................................................................................9
BACKFILL AND SURFACE DRAINAGE......................................................................................9
LAWNIRRIGATION.......................................................................................................................10
SEPTICSYSTEMS...........................................................................................................................10
MISCELLANEOUS..........................................................................................................................11
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No. 2
Page 3
EXECUTIVE SUMMARY
The project consists of the construction of a single-family residence on Lot 14, Travis Creek
Subdivision Filing No. 2 in Eagle County, Colorado. We anticipate that the proposed residence will
consist of a two-story wood frame residence with a basement.
The site can be described as an undeveloped lot consisting of approximately 10.007 acres. The
lot is wooded and slopes toward the north at gradients ranging from 7 to 15 percent. The proposed
building envelope is a 32,400 square foot rectangular parcel located approximately 100 to 190 feet
north of the road.
Underlying a one- (1) foot layer of grass root mat and organic laden topsoil, a 1-foot layer of
clayey SAND was encountered at a depth of approximately 4 feet. Underlying the clayey SAND
reddish brown slightly sandy to sandy CLAY was encountered.
The foundation for the proposed residence may be designed as conventional spread footings.
A bearing pressure of 2000 psf is recommended for footings bearing in the sandy CLAY or clay
SAND. We recommend a minimum foundation bearing pressure of 150 psf. An open hole inspection
must be performed to ensure that the soils encountered in the foundation investigation are consistent
with the soils encountered in the soil profile.
The site was evaluated for an individual sewage disposal system (septic system). Four
percolation tests were performed which indicated percolation rates varying from 23 to 53 minutes per
inch. The site is suitable for a conventional septic system. We recommend a system designed by an
engineer.
SCOPE
This report presents the results of a Soil and Foundation Investigation for the proposed
residence to be constructed on Lot 14, Travis Creek Subdivision Filing No. 2, in Eagle County,
Colorado.
The purpose of this foundation exploration is to evaluate the soil conditions respective to
foundation support, and the engineering characteristics of the anticipated foundation bearing materials,
and to provide criteria from a geotechnical perspective for use by the client in preparing a foundation
design, a grading design, and drainage plans. The investigation was performed by digging soil test
pits, obtaining soil samples for laboratory testing, and an analysis of the data.
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No. 2
Page 4
SITE LOCATION AND DESCRIPTION
The site is an undeveloped lot located at Lot 14, Travis Creek Subdivision Filing No. 2 near
Wolcott, Colorado. The site slopes toward the northeast at gradients estimated to range from 10 to 20
percent. The site is bound by wooded residential lots and open areas.
SITE INVESTIGATION
TEST PITS
The subsurface exploration included a site reconnaissance by Inter -Mountain Engineering
personnel and the excavation of one soil test pit to observe the soil profile and obtain soil samples for
laboratory testing. The test pit was excavated using a rubber tire backhoe to the depths indicated in the
Test Pit Log. The test pit location was established in the field by estimating right angles and pacing
distances from site features. The approximate location of the test pit is illustrated on the Site Plan in
the Appendix, refer to Drawing No. 1. The Appendix also contains Test Pit Log presenting the
information that was obtained in the subsurface exploration, a key to the terms used in the Test Pit
Log, and a brief description of the procedures used.
PERCOLATION TESTING
The percolation tests were performed on July 19, 1997 in the vicinity of the proposed
absorption field, refer to site plan. Three 6-inch diameter percolation test holes were drilled using
a 6-inch diameter auger to depths of approximately 30 inches. The approximate locations for the
percolation test holes are shown on the site plan, refer to Figure No. 1. The test holes were filled
with water 24 hours prior to the actual testing to allow the soils to inundate. The
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No. 2
Page 5
water levels were measured to a relative constant rate. The percolation rates varied from
approximately 16 to 35 minutes per inch.
Although the percolation test holes and profile pits were dug to obtain a reasonably
accurate determination of the absorption field conditions, variations in the subsurface conditions
are also possible. Variations that exist beneath the absorption field may become evident during
the excavation. A representative from our office should observe the completed excavation to
confirm that the soils encountered are as indicated by the soils profile hole.
SUBSURFACE AND GROUNDWATER CONDITIONS
The generalized soil stratigraphy is presented below. The stratum symbols and solid lines
which are used to illustrate the break between various strata breaks on the Test Pit are approximate as
the transitions between soil types may occur suddenly or relatively gradually.
Underlying a one foot layer of grass root mat and organic laden topsoil, a 3 to 4 foot layer of
clayey SAND containing variable amounts of gravel and cobble materials were encountered.
Underlying the clayey SAND, a reddish brown slightly sandy to sandy CLAY was encountered.
No measurable groundwater was present at the time the test pits were performed. No long-
term groundwater observations were made.
The underlying bedrock is mapped as the Benton Shale. The Benton Shale is described on
the Charles S. Robinson in 1975 maps as dark gray shale with inter -bedded fine grained,
brownish -gray, clayey SANDSTONE and thin beds of white clay. The Robinson map(s)
described the area around the Travis Creek Area as being susceptible to landslides, slope failure
complexes, and accelerated soil creep behavior (refer to Appendix for definitions).
A subsequent study by W.T. Cohan, P.E. and Dr. R.G. Young, titled Geologic Hazards
Study of Travis Creek Subdivision No. 2, Wolcott Springs Area, Eagle County, Colorado dated
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No. 2
Page 6
November 25, 1993 described the superficial -soil mantle as an ancient Pleistocene solifluction
complex. More detail description of a solifluction complex is included in the Appendix.
The Cohan and Young study also discusses the landslide geologic hazards of the Travis
Creek Subdivision and the study indicates that there is evidence to the fact that there is ground
stability in the Travis Creek Subdivision, refer to reference.
PROPOSED CONSTRUCTION
We anticipate that the proposed construction for this site will consists of a single family
residence. The residence is anticipated to be of wood frame construction with concrete slab -on -grade
construction for the ground floor. We also 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 is anticipated to range from approximately 5 to 25 kips.
FOUNDATION RECOMMENDATIONS
Based upon the results of the field exploration 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 sandy CLAY, and/or
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 any improvements in the bearing soils as discussed herein will be
performed.
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
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No. 2
Page 7
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.
At this pressure, settlements are anticipated to be within tolerable limits for wood frame
construction, provided the improvements in the foundation soils are made as discussed herein. The
footing excavations should be relatively smooth and free of debris, organics, loose soil, frost, and
standing water. Any over -excavations should be backfilled and compacted to 95 percent within 2
percent of optimum moisture as determined by a Standard Proctor Method of Test (ASTM D-698). A
representative of this office should be contacted to perform an inspection of the open foundation
excavation to verify that the soil conditions are the same as anticipated in this report.
After all of the final grading has been 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 95 percent
of Standard Proctor Method of Test (ASTM D-698) and within 2 percent of optimum moisture.
SLAB CONSTRUCTION
The on -site soils, exclusive of topsoil and organics, are suitable to support lightly loaded
slab -on -grade construction. All excavations made for the foundations under proposed slab -on -
grade areas must be properly backfilled with suitable material compacted to a minimum of 95
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No. 2
Page 8
percent of the maximum Standard Proctor Density (ASTM D-698). Backfill placed beneath slab -
on -grade floors should be installed at +2 percent 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 and outline soft areas. 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 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. All
columns should be isolated from concrete slabs -on -grade to allow for slab movement.
GROUNDWATER AND DRAIN SYSTEM
While no groundwater was reported 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. 5 is recommended to reduce the risk of surface water infiltrating to the
foundation bearing soils and accumulating at the foundation level. The foundation perimeter drain
should daylight to a down gradient point. If a down gradient discharge is not possible, then a sump pit
and pump may be necessary.
EXCAVATION
The superficial soils at the site should be easily excavated with conventional backhoe-
trackhoe equipment. In areas where the excavation extends into the shallow bedrock formation
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No. 2
Page 9
or fingers and boulders of the Benton Shale, additional excavation effort such as pneumatic jack
hammering or light blasting may be required, particularly in narrow trenches, such as for utilities.
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 38 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 55 pcf may be used.
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
We recommend that foundation soils encountered in portions of the site be prevented from
being wetted after construction. The backfill placed around the foundation walls should be,
methodically 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. Care must be taken in using any large rock material as backfill.
The material should be less than six inches in diameter and mixed with finer grained soils to prevent
void spaces. Foundation wall backfill should be moistened or dried to near to within 0 to +4 percent
of its optimum moisture content and compacted to at least 90 percent of the maximum Standard
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No. 2
Page 10
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 IlMGATION
We do not recommend sprinkler systems be installed next to foundation walls, porches or patio
slabs. If sprinkler systems are installed, the sprinkler heads should be aligned 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 and no flooding or ponding of water should be allowed.
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.
SEPTIC SYSTEMS
An individual waste disposal system will be necessary at the site. Based upon the information
obtained during this investigation, a conventional system may be selected provided a 4 foot separation
between the bottom of the absorbtion bed and bedrock can be maintained. We recommend at
Soil & Foundation Investigation
Long's Excavating
Lot 14, Travis Creek Subdivision Filing No. 2
Page 11
percolation rate of 40 be selected for the design of the system. The percolation rates varied from 23
minutes per inch to 53 minutes per inch. The rates are provided in Figure No. 4 in the Appendix. Very
clayey soils should be avoided when encountered during the installation of the absorbtion fields.
MISCELLANEOUS
The recommendations provided herein are based on experience in the area and 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 soil test pits may not be evident until the foundation 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.
This document was prepared for the exclusive use of Long's Excavating. The use of this
document or the information contained herein by any other person or entity is not authorized. In the
event any other person or entity desires to use this document for the information contained herein for
any purpose, they must first contact Inter -Mountain Engineering for written authorization.
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.
Inter -Mountain Engineering is pleased to have worked with you on this project. Should you
have any questions regarding the information contained herein, please do not hesitate to contact the
undersigned.
Sincerely,
G, LTD.
Richard O. Ricks, P.E.
Ire PROPOSED RESIDENCE
LOT 14, TRAVIS CREEK
PROJECT NO. 97-0234G
DRAWING NO. 1 i
PIT NO. P-1
DATE DRILLED:
ELEVATION: FIGURE NO.:..J
DEPTH
IN FEET
a'
a
m
r
DESCRIPTION OF MATERIAL
REMARKS
(n
V)
O
JJJJ
TOPSOIL
SAND, gravelly, silty, cobbly, light
:+
brown
CLAY, sandy, reddish brown
5
10
Profile Ended at +10 FEET
No Groundwater Observed in
Profile No Long —Term
Groundwater Observed
15
20
25
30
35
TEST PIT LOG
•
Inter -Mountain
wng'lneeringLtd.
PROPOSED RESIDENCE, LOT 14 TRAVIS CREEK NO. 2
PROJECT NO.: 97-0234G
KEY TO SYMBOLS
Symbol Description
Strata symbols
JJJJ Topsoil _
JJJ!
JJJJ
4 Well graded gravel
and sand
Low plasticity
clay
Notes•
1. Soil test borings performed track loader.
2. Ground water information is reported on each boring.
3. Profile hole and test pits were taped from existing features.
4. These logs are subject to the limitations, conclusions, and
recommendations provided in this report. FIGURE NO. 2
BORING NO Sample
DEPTH No.1
7
U.iSAMPLE OF OF CLAY, sandy, brown NAT. MOISTURE CONTENT 18. 7
% SWELL/CONSOL. +0 . 4 o SAMPLE FLOODED ATO . 5 KSF NAT. DRY DENSITY 104.7 PCF
BORING NO
DEPTH
0
�U
0.1 1.0 LOAD (KSF) 10 100
SAMPLE OF NAT. MOISTURE CONTENT '6
i% SWELL/CONSOL. SAMPLE FLOODED AT KSF NAT. DRY DENSITY PCF
SWELL - CONSOLIDATION TEST RESULTS
PROPOSED RESIDENCE
LOT 14, TRAVIS CREEK SUBIDIVISION
PROJECT NO 9.7-0234G
FIGURE NO _3
Fcundot/on W //
v To? 1 " o/ bores/i// shou/d be
relctivd
. !m>ervl:us o',/
A4' s .d lope 0.v7/ bui/d'ng.
d
d'' '4• 1 I__III__itl-_It __
I__1 I I_ -
• V - 1 I I- -III- - I -
• t 1_ _ I I t_ _ I 1 I_ _-
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•a _�, �__II I__II I__ I11__11 I_
\ ♦ \ A/o%store E:rri�'( E.'ack
` ` ` ` S,orcje: cntp Fcundation W //
d \ ♦ Crote:rti/e( d/!rcF. NON or equivc%nt
♦ \ ` ♦ App/% w.%t o B_tc 12' o verlco
4 of 6" of 314 Inch gra.�
4" dicmeter p:vfcrated ' ..; p;pe
slcped o minimum py
F'ot to sewer lots/ subc'rrin,
sump pump cr dcyl,;.hede
Details of Peripheral Drcin System
Fcr Footing Type Foundation.
A( -L !a')cz--?YCotzxz�a i x�
%-xg7izxeezrirxg"r, .-
PROPOSED RESIDENCE
LOT 14 , TRAVIS CREEK NO:. 2
PROJECT NO. 97-0234G
FIGURE NO. 4
GEOLOGIC DEFINITIONS L'G�
Robinson - Definitions from 1975 Charles S. Robinson Maps, _w^'
Accelerated Soils Creep - Areas of colluvial slope that s moving downslope at a
relatively rapid rate.
Landslides - Mass movements where there is a distinct surface of rupture or
zone of weakness. Subtypes identified and described below.
Slope Failure Complex - Large areas of failure of surficial and bedrock units.
May consist of a combination of slope failure types. Symbol enclosed in
parenthesis indicates unit involved. Subscript number indicates relative age;
number 1 is youngest.
Cohan -London
Complex - Pleistocene solifluction complex, From Geologic Hazards Study of
Travis Creek Subdivision No. 2, Wolcott Springs Area, Eagle County, Colorado,
water from melting ice is prevented from downward percolation by the presence
of frozen ground at shallow depts. Here the water oozes to the surface and acts
like rainwash by carrying finer soil particles downslope by this major
translocation process (vonEngeln, 1942).
"In the periglacial environment at the margins of ice caps of ice sheets, repeated
freezing and thawing of surficial materials produces what is called "patterned
ground", a variety of soil configurations that are indicative of the nature of the
surface on which they form and the materials of they are composed (Thornbury,
1954). The most simple form is the "soil polygon", a large mudcrack-shaped,
multi -sided structure up to 30 feet in diameter, separated from adjacent polygons
by small bounding ridges and open fractures and composed of fine materials. It
forms on relatively flat surfaces, as does the "stone polygon" or "stone net", a
similar form found where surficial materials are mostly stones. Here, frost
wedging causes the stones to work outward from the interior to the margins of
the polygon, where they form raised stone borders. Where moderate slopes are
present, some downslope movement occurs to produce "stone garlands". On
still steeper slopes, the nets become more distorted to form " stone stripes" or
"soil stripes", long ridges of soil and rock subparallel to the surface contours, like
those seen on Travis Creek subdivision Filing No. 2. Thus, the series of stone -
soil stripes mapped here do not represent successive waves of solifluction
materials moving downslope, but rather a series of soil stripes working slowly
downslope, simultaneously, about 12,500 years ago."
c:\msoffice\winword\ime\forms\geodefin.doc
FIGURE NO. 5
•
K
ter-Mountain
Engineering Ltd.
Sheetl
8/29/97
PERCOLATION TEST RESULTS
PROJECT: LOT 14, TRAVIS CREEK #2
PROJECT NO.: 97-0234G
Date of Percolatin
Test - 7/9/97
PH-1
PH-2
P14-3
PH-4
1' 7-15/16"
1' 8-6/10"
1' 7-9/16"
1' 10-14/16"
1' 9-11/16"
1' 8-12/16"
1' 8-9/16"
1' 11-4/16"
1' 17-15/16"
1' 9-2/16"
1' 10-14/16
1' ll-10/16"
1' 19-7/16"
1" 9-6/16"
V 11-4/16"
1' 11-14/16"
1' 8-0/16"
1' 9-11/16"
1' 11-10/16"
1' 9-15/16"
P 9-5/16"
1' 9-14/16"
V - 11-14/16"
1' 10-6/16"
Pere. Rate
23 min/inch
53 min/inch
40 min/inch
34 min/inch
Design Percolation Rate = 40 min/inch
TABLE NO. 1
77 Metcalf Road, #201 • Box 978 • Avon, Colorado 81620 • Phone: 970-949-5072 • From Denver Direct: 893-1531
1420 Vance Street • Lakewood, Colorado 80215 • Phone: 303-232-0158
' 1728-97 Tax# 1941-263-01-009
Lot #14, ANDERSEN
JOB NAME Travis Creek Subdivision
005 7—Travis_Ro.a.d
JOB NO. � 7
Ili
q
U® DUOIN >U AtHVIGt, ING., GFOTON, MA 01471
JOB FOLDER Minted In U.S.A.
Dimensions
Capacities
rr.n...r
A B
Approximate Weights
W
L
H
Tank
Lid
Baffle Walls
Total
T-5'
V-5•
5-10•
67S
325
5470 lbs
3000lbs
1250 ibs
9.720lbs
- - - e
I
r
I�
k`
CONSMIC170N N07ES r
1. Selver line from house to septic tank shall have a minimum
slope of 1/4' per ' foot. 1
2. Bends in building sewer shall be limited. to 45 degrees
J. Septic tanks shall be installed level. The Tanks are to have removable
cover or manholes to within 8 inches of finish grade for access to E
each compartments, for cleaning and inspection. Septic tank to meet i
all the requirements of Eagle County individual Sewage Disposal
Systems, Section 4.07. The tanks are not to be located beneath
designated driveways
4. Excavate and level 3 feet wide trenches, 2.5 feet deep, and 6 feet apart. "-
F
5. Prepare trench bottom and sides In accordance with the state `
and local regulations (For the /nflltrator System, raking
sid l/ .4 b tt -
ewa an o am /nf/ltrouve surfaces /s necessary to
reduce smearing.) f
6. Assemble and instal/ the Infiltrator Chambers in the Trenches
according to the manufacturers -recommendations
i
7. Backflil the side wall area with native soil for proper
support.
8. Backril/ the trenches with a minimum of 12 inches of tamped
soil cover.
9. Avoid vehicle traffic aver the system.
10. All installations shall meet the rules and regulations of
Eagle County L'nv%ronmental Health Divlslon as set forth In the
i77
Ind/v/dual Sewage `Disposa! System regulations Construction of
the system shall be inspected by the Engineer,
prior to backrilling.
t
RESIGN FLOW
Design Percolation Rate, T= 40 minute per inch
r
Number of bedrooms = 3
Maximum daily flow = Qmax
e
CJmox = 3 brms x 7.rsons p e/brm x 75 gallons/person/day x 15011".1
I
Qmax = 675 gallons per day
SEP77C TANK
V = Qmax x 30hrs
1
24hrs
V = 675 x 30 = 844 gallons
zyA m%,000 gallon two compartment septic tank is required.
N07E- Instal! a 4" OS/ B107UBE EFFLUENT F/L 7ER in the outflow of the tank.
We reccommend a FT0444-36 available thru SGS Enterprises (303) 670-2394
ASSORPON AREA — . Calculated as a function of design flow (Q) 'an d
Long Term Acceptance Rate (L TAR)
A - QmaxA TAR r
L TAR for 40 Min/inch is .45
A = 6751..45 = 1500 ft'2 ✓ B
Use an absorb tion area (Amax) of 1500 sq. ft. I
Dimensions Infiltrator Chamber System in a trench configurat/on is
n°recommended with an a!/owed 503' reduction in the required
A Itom6il Obmrier 4' 1' absorb tion area.
Extendible PVC Ilandle 0 VmhttegN u
PvcaP a 4rtnuei;M x- 0.5 Amax =.5(l500 s ft.
0 4ncAtaweu�eKM 1e• q ) = 750 sq. ft.
14ktudauenla 21. : Surface area of one infiltrator chamber = 15.5 sq. ft.
F fJerlreaUrl S]
Scaling CWtomlbteava�A&Caatorauiwm� Use 48 %nflltrOtOr Chambers,
-1,rMeshPolnuopgleneTubes ��� 'SUBSURFACE SOIL COND177ONS I
Will Solid Base
t Soil Pror/le
Topsoil
1.5-8.0' CLAY, SANDY, COBBLES, RED BROWN
I!`oll Profile must be verified ® Installation ,
GENERAL N07ES i
t y _
4' S olve nt Weld
I ?VC Tee I� 1; - 1. Percolation Test Results and Subsurface Soil Conditions obtained by
esseeths4ro.o3 [1 t51
f ij,1 Inter —Mountain Engineering Ltd.
2 /t is recommended that the trenches be excavated to a minimum
= depth of=J6= inches. --A minimum cover of 2- shall be_main toined -
PVcneming 00 over the top of the 'infiltrator chambers
J. The cobbles in the excavation of the leachr/e/d, should not
000 hltlli oiameler be utilized as back/ over the inf/trator chambers. _
Inlet holes r
4. Lot /aynut provided to Inter —Mountain Engineering Ltd.
l
- Denotes Percolation Test Pit Approximate Location
i
r
NOTE.- IF DURING CONS7RUC770N OF 7HE LEACHF/ELD, SOLID OR
FRAGMEN7FD BEDROCK IS ENCOUN7FRED, 7HE ENGINEER SHOULD BE
CON TAC7ED /MMEDIA TEL Y FOR ADD/77ONAL RECOMMENDA 770NS.
e�;t .AIA
. c
TE REVISIIINS ® a
�✓ 9% P. O. ROX 97B 7 r • SU/7E 101
Ali II ►/ Illy LOT L/N� AND SEPAC SY57FM REVS/ON oo» Me7VALr ROAD nI)�1ter 1�iounta;= s�2o vANCE s/r rr
10
ALLW L'UCO. 7.7 I;n lIl ' LA/tEWV00, MO. 80215
O� E (ornj 9i9-sm2 g CC1'IItIII�Id. - (303) 232-0/58
V0� /C • Q % DESIGNED BY PROJECT Na #
TIC
SEP
3043 SYSTEM DESIGN 97- o234c
DRAWN B):`
S
-�' rJ�F • � � � 1.• c' � : DA 1F ISSUED,- h
``s fs•• ... • �\`\`\`\�. ECKEO BY.' LOT 14
NA9-4-97
a/F
vvvirrl TOL O.D.F. 7RA V!S CREEK SUBD/V/S/ON
�uuuu►►+ NO. 2 1 20 I
nao Rom PAGi�
BK/hG EAGLE COUNTY, COLORADO Mar NQ
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