HomeMy WebLinkAbout891 Sunset Ln - 211105312018INDIVIDUAL 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. 1936-99 BP NO. TOWN OF GYPSUM
OWNER: BOBBY AND JOAN RIVERA PHONE: 970-827-5817
MAILING ADDRESS: 336 EAGLE STREET, RED CLIFF, CO 81649
APPLICANT`. SAME PHONE: 970-827-5817
SYSTEM LOCATION: 891 SUNSET LANE, GYPSUM, CO TAX PARCEL NO. 2111-053-13-018
LICENSED INSTALLER: O'MAILIA & FISHER EXCAVATING, JAY FISHER LICENSE NO. 5-00 PHONE: 970-824-2252
DESIGN ENGINEER: INTER -MOUNTAIN ENGINEERING, TONY DONOVAN PHONE NO. 970-949-5072
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 3 BEDROOM RESIDENCE
1000 GALLON SEPTIC TANK 744 SQUARE FEET OF TRENCH ABSORPTION AREA VIA 24 INFILTRATOR UNITS AS PER ENGINEER'S DESIGN.
SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 11/24/99. BE SURE TO MAINTAIN ALL SETBACK REQUIREMENTS, AND DO
NOT INSTALL IN WET WEATHER. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. DO NOT BACK FILL ANY PART OF THE INSTALLATION
UNTIL THE ENGINEER HAS INSPECTED AND APPROVED IT.. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC
SYSTEM HAS RECEIVED FINAL APPROVAL FROM THE -ENVIRONMENTAL HEALTH DEPARTMENT.
ENVIRONMENTAL HEALTH APPROVAL: DATE: FEBRUARY 2, 2000
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS,
ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED.
2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING
REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL
AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT.
3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO
BE LICENSED.
FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR):
NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM
IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM.
INSTALLED ABSORPTION OR DISPERSAL AREA: 744 SQUARE FEET (VIA 24 INFILTRATOR UNITS PER DESIGN )
INSTALLED CONCRETE SEPTIC TANK: 1000 GALLONS IS LOCATED DEGREES AND FEET INCHES
FROM SEE SITE PLAN FOR SYSTEM COMPONENT LOCATIONS.
COMMENTS: ENGINEER FINAL CERTIFICATION RECEIVED 3-28-00.
ANY ITEM NOT MEETING REQUIREMENTS WIL B LCOI2RE� C. EFOR APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS
COMPLETED.
ENVIRONMENTAL HEALTH APPROVAL DATE: APRTL 25, 2000
S@'nt bV:EHV1RONMENTAL HEALTH Sep-22-99 1.2;26Pn from 32803494970 824 3102
Incomplete Applications Will NOT Be Accepted
(Site Plan MUST be attached)
Page 4/12
ISDS Permit #
Building Permit
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTR 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: 0. v03-`� �l
MAILING ADDRESS: \ v,L1q C-i)b�'8D,) It)
PHONE;
S� fo,30
APPLICANT/CONTACT PERSON: � PHONE:
1j, i q
LICENSED SYSTEMS CONTRACTOR: l-��✓l�` �'( �tQ �� PHONE.
COMPANY/DBA :C��e ADDRESS: S Kri ccciil co r�
PERMIT APPLICATION IS FOR: ( NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Descri r io.n:
Legal
g P�
Tax Parcel Number; ( (Z - J' - 13 / Lo�e :
Physical Address: RuL-an -
FUILD1NCy TYPE: (Check applicable category)
` Residential/Single Family Number of Bedrooms
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
TYPE OF WATER SUPPLY: (Check applicable category)
( ) well ( ) Spring ( ) Surface
Public Name of Supplier:
*These systems r ire Ides _gnb Registered Professional Engineer
Date.
AMOUNT PAID: J�JURECEIPT #: 3-� �i DATE:
CHECK ## : m $ CASHIER:
Community Development Department
(970) 328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
EAGLE COUNTY, COLORADO
Date: February 2, 2000
TO: O'Mailia & Fisher Excavating
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
FROM: Environmental Health Division
RE: Issuance of Individual Sewage Disposal System Permit No. 1936-99. Tax Parcel
# 2111-053-13-018; Property Location: 891 Sunset Lane, Gypsum, CO., Rivera
residence.
Enclosed is your ISDS Permit No. 1936-99. It is valid for 120 days. The enclosed copy of the
permit must be posted at the installation site. Any changes in plans or specifications
invalidates the permit unless otherwise approved. Please note any special requirements
that may have been added to the design by this department.
Systems designed by a Registered Professional Engineer must be certified by the Engineer
indicating that the system was installed as specified. Eagle County does not perform final
inspections on engineer designed systems. Your TCO will not be issued until our office
receives this certification.
Permit specifications are minimum requirements only, and should be brought to the property
owner's attention.
This permit does not indicate conformance with other Eagle County requirements. Please
notify this office if you have not been contracted to perform this installation.
If you have any questions, please feel free to contact the Environmental Health Division at 328-
8755.
cc: files
Inter -Mountain Engineering, Tony Donovan
Community Development Department
(970)328-8730
FAX (970) 328-7185
TDD (970) 328-8797
Email: eccmdeva@vail.net
http: //www.eagle-county.com
April 25, 2000
Bobby & Joan Rivera
336 Eagle Street
Red Cliff, CO 81649
EAGLE COUNTY, COLORADO
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Final of ISDS Permit #1936-99, Tax Parcel #2111-053-13-018. Property location: 891
Sunset Lane, Gypsum, CO.
Dear Mr. & Mrs. Rivera:
This letter is to inform you that the above referenced ISDS Permit has been inspected and
finalized. Enclosed is a copy to retain for your records. This permit does not indicate
compliance with any other Eagle County requirements. Also enclosed is a brochure regarding
the care of your septic system.
Be aware that later changes to your building may require appropriate alterations of your septic
system.
If you have any questions regarding this permit, please contact the Eagle County Environmental
Health Division at (970) 328-8755.
Sincerely,
Janet Kohl
Environmental Health Department
Eagle County Community Development
ENCL: Informational Brochure
Final ISDS Permit
cc: files
�1 Inter -Mountain
Engineering Ltd.
March 22, 2000
Eagle County Environmental Health
PO Box 179
Eagle, Colorado 81631
Attention: Ray Merry
RE: Individual Septic System Design
Rivera Residence
891 Sunset Lane
Gypsum, Colorado
IME Project No. 99-016OG
z
al
MAC 2 8 2000
EAGLE COUNTY
COMMUNITY DEVELOPMENT
On March 22, 2000 a representative of this office visited the subject site to inspect the an
individual septic disposal system being installed by O'Mailia & Fisher Excavating for the Rivera
residence. At the time of our visit a 1000 Gallon Two Compartment Septic Tank was in place as
well as a total of 24 infiltration chambers along with the appropriate cleanouts and observation
ports. At this time our representative inquired about why the tank installed was not a Single Auto
Siphon Tank as indicated on the design drawing dated November 24, 1999. The contractor stated
the verbage on the design drawing indicated a two compartment septic tank. Due to this
misunderstanding we had the contractor remove the perforated pipe which was hung from the top
of the first row of infiltrators and are satisfied that the system will now function as a conventional
gravity flow leach field.
Based on this inspection, with the exception of the forementioned alteration, it appears the system
has been installed in substantial compliance with the revised design provided to your office by
Inter -Mountain Engineering, Ltd. dated November 24, 1999. If you have any questions regarding
this system please contact the undersigned at your convience.
Sincerely,
Inter -Mountain Engineering
Tony JoAovan
Project Engineer
{
7"
uane D. Fehringer, P.E., P.L.S
8392 Continental Divide Road, Suite #107 • Littleton, Colorado 80127 • Phone: 303/948-6220 • Fax: 303/948-6526
77 Metcalf Road, #200 9 Box 978 • Avon, Colorado 81620 • Phone: 970/949-5072 • From Denver Direct: 893-1531
I
-Mountain
0gineeringLtd.
November 23, 1999
Eagle County Environmental Health
PO Box 179
Eagle, Colorado 81631
Attention: Ray Merry
RE: Individual Septic System Design
Rivera Residence
891 Sunset Lane
Gypsum, Colorado
Ray, based on our telephone conversation I have revised the leach field design for the
subject lot. I applied a maximum loading rate of 0.90 gal/sq ft/day which corresponds to
a Sandy Loam material. The field now consists of twenty four (24) infiltrators to be
installed in three rows of eight (8). I have also added a note recommending any angular
rocks in the bottom of the trench be removed and the material to be raked to provide an
homogenous soil mat. A representative of this office will be making a site visit to ensure
the trench bottom and sidewalls are prepared in accordance with these recommendations
and that the overall system is installed in accordance with this design.
At this time we request the issuance of an individual septic installation permit. If you
have any questions or would like to discuss this situation further please give me call at
you convience.
Sincerely,
Inter -Mountain Engineering
Tony novan
Project Engineer
OEc 9 1999
EAGLE COUNTY
CW'iUN1TY 63EVELOPMENT
8392 Continental Divide Road, Suite #107 • Littleton, CO 80127 • Phone: 303/948-6220 • Fax: 303/948-6526
77 Metcalf Road, #200 9 Box 978 9 Avon, Colorado 81620 • Phone: 303/949-5072 • From Denver Direct: 893-1531
August 24, 1999
Factory Homes Outlet
1405 East Highway 40
Craig, CO 81626
Atta: Brian Tice
Job Number 99-4102
Subject: Subsoil Investigation, Proposed
Rivera Residence, 291 Sunset Lane,
Gypsum, Colorado.
Gemtlemen;
This report presents the results of a subsoil investigation and geotechnical evaluation for the proposed
Rivera Residence to be constructed at 591 Sunset Lane in Gypsum, Colorado. The approximate location
of the project site is shown on Figme #1,
The scope of our work included obtaining data from a visual inspection of the site, the logging of two
test pits, the sampling of the probable foundation soils and the laboratory testing of the samples obtained.
This report presents recommendations for economically feasible and safe, type foundations, as well as
allowable soil pressures and other design and construction considerations that are advisable, but toot
necessarily routine to quallty design and building practices.
Proposed Conguwflont It is our understanding that the proposed residence will consist of a i story
modular structure placed over a crawl space and a detached garage. We have assumed that the garage
will be constructed with a concrete slab -on -grade floor system placed hear ft existing ground surface.
For design purposes, we have asomed that the building loads will be light to moderate, typical of
residential construction. If landings or Conditions are Signifto mily difforcnt from thow abovo, we, sh9uld
be notified to reevaluate the recommendations in this report.
Site Conditions: The project site, is located at the east end of a cul-de-sac on Sunset Lane in Gypsum,
Colorado. At the time of this investigation, the building site was vacant and the vegetation at the site
consisted of grasses, weeds, sage brush and cedar trees.
The topography of the building site is vsxiabie and the site generally slopes gently to moderately down to
the cast -southeast on the order of 2 to 7 percent. The site slopes steeply down to rise east-southeast to the
east of the building site. A maximum elevation difference of approxinvoly 5 feet exists across the
proposed house site and 2 feet across the garage site.
Sulx;uffece Conditions., To investigate the subsurface conditions at ft site, two wst pits were excavated
at the site on July 29,1999 with a backhoe. The approximate test pit locations are shown on Figure #2.
(970) 879.788E - Fax (970) 879.7891
2083 Snow Bowl Plaza, P.O. Box 775228 - Steamboat Springs, CO 80477
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The subsoils encountered in the test pits were variable and generally consisted of a layer of topsoil
materials overlying natural sands and gravels or natural clays to the maximum depth Investigated. 8 feet.
Graphic logs of the exploratory test pits, along with the associated Legend and Notes, are presented In
Figure #3.
A layer of topsoil materials was encountered at the ground surface in the test pits and was approximately
2 to 16 iaAhee in thickness. Natural sands and gtnvela were enmmtered below the topsoil in teat pit 1
and extended to the maximum depth investigated, 7 feet, The sands and gravels worc silty to clayey, ftae
to coarse grained with cobbles and boulders, low to non -plastic, medium dense to dense, slightly moist to
dry and red to reddish brown in color. A sample of the sands and gravels classified as a OM soil In
accardsnce with the Unified Soil Classification System, Natural clays were-esmm uttered --below ;the
ts6i1"matetials in teat pit z and extended to the maximum depot investigated, g feet. The clays were
sandy to silty] low to medium plastic, medium to stiff, slightly moist to dry and reddish brown in color.
A sample of the natural clays classified as a CL soil in accordance with the Unified soil Classification
system,
A swell -consolidation test conducted on a sampic of the natural clays exhibited a moderate to high degree
of consolidation when wetted under a constant load and further collapsed when additional loads were
applied. The swell -consolidation test results are shown in Figure #4 and the laborawry toot results are
summarized in Table 1.
Groundwater was not etteountorod in the test pits at the time of this investigation. However, it should be
noted that groundwater conditions can be expected to fluctuate with changes in precipitation and runoff.
Foundation Recommendaittt Based on the soils encountered in the test pits, the results of the field
and laboratory invesdgations and the proposed construction, we believe an economically feasible and safe
type of foundation system is spread footings, individual pads or drilled footings with grade beams
founded on the natural sands and gravels or structural fill materials placed over the natural sands and
gravels. Foundation movement should be within tolerable limits if the following design and construction
precautions are observed. Due to the collapsibility of the natural clays we do not recommend that tEte
fovtiuga is placed on the clays.
1) The footings prod on or drilled into the natural sands and gravels or placed on the structural
fill materials placed over the sands and gravels should be designed for an allowable soil bearing
pressure of 2,500 paf.
2) All footings or pad sizes should be computed using the above soil pressure and be placed on the
natural sands and gravels or on properly compacted structural fill materials placed over the
natural sands and gravels. If fill materials are required to bring the excavations to the, final
grade, the fill materials should consist of non -expansive granular materials approved by the
engineer. The fill materials should be placed in 6 to 8 inch lifts and compacted to a minimum of
97 percent of a modified proctor density, near the optimum moisture content, as determined by
jcb Mu. 99-4toz Nanhw= Colomdo Commdt=. tmo. Paso g
. - . r. • rtirtir. rr-. -r mnl-=. -2
ASTM 01357. Ttle on -situ sends and gravels are suitable for structural fill materials after the
cobbles and boulders are removed.
3) All of the natural clays, loose or soft pockets of soil and topsoil materials found beneath or
within the footings when the excavations are opened, should be removed and the footings should
be extended down to more competent natural sands and gravels prior to structural fill or concrete
placement. We strongly recommend that additional test holes be drilled at the site, prior to the
construction of the midsnce, to determine the depth of suitable gravels in the western portion of
the lot.
4) All foundation walls should be designed and reinforced to span an unsupported distance of 10
feet or the length between pads, whichever is greater.
3) All footing or pads should be placed well enough bolow final backfill grades to protect them
from frost heave. Forty-eight (48) inches is typical for this location considering normal snow
cover and other winter factors.
G) Based on experience, we esdmate total settlement for footings and pads designed and umfitn=w
as discussed in this section will be approximately 1 inch. Additional bearing capacity values
along with the associated settlements are preaented in Figure 113.
7) we suggest a soils engineer be called to the site when the foundation excavations are near
completion to identify the bearing soils and confirm the Mvmmendatiaas in this report. In
addition, the structural fill materials placed beneath the foundations should be testcd for
compaction.
Floot Stabs.- We have assumed that the ,garage will be constructed utilizing a concrete slab -an -grade
floor system. The on -site soils, with the exception of the topsoil, are suitable to support slab -on -grade
co,Wmction, however, floor slabs present a very difficult problem where moisture sensitive materials are
present near floor slab elevation because sufficient dead load cannot be imposed on them to resist the
uplift pressure generated when the materials are wetted and expand or consolidate. Based on the
molsmjre-volume duing+c cheracterWica of the natural clays encountered at this site, we believe stab -on -
grade cousmction may be used, provided the risk of distress resulting from stab movement Is recognized
and special design precautions are followed.
The following measures should be taken to reduce the damage which could result from movement should
the underslab soils be subjected to moisture changes.
1) Floor slabs must be separated from all bearing walls, columns and their foundation supports
with a positive slip joint. we recommend the use of 112 Inch thick cellotex or impregnated felt.
2) A minimum d-inch gravel layer should be provided beneath all floor slabs to act as a capillaq
break and to help distribute pressures. prior to placing the gravel, the excavation should be
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shaped so that if water does get under the slab, it will flow to the perimeter of the slab or the
lowest point of the excavation, In addition, all of the topsoil materials should be removed prior
to gravel placement.
3) Floor slabs should be provided with control joints placed a maximum of I2 Feet oft center in
each direction to help control shrinkage cracking. The location of the joints should be carefully
checked to assure that the natural, unavoidable cracking will be controlled.
4) The underslab soils should be kept as close as possible to that in -situ moisture content.
Excessive wetting or drying of these soils prior to placement of the floor slab could result in
differential movement after the slabs are constructed.
5) It has boon our expadm= tbat the risk of floor slab movement can be minimized by removing al
least 2 feet of the moisture sensitive materials and replacing them with a well compacted, non -
expansive fill. if this is done or if fills are required to bring the unftrslab soils to the desired
grade, the fill should consist of non -expansive, granular materials. They should be uniformly
compacted in 6 to 8 inch lifts to at least 95% of the maximum modified Proctor density at or
near the optimum moisture content, as determined by ASTM D-1557.
The above precautions and recommendations will not prevent floor slab movement in the event the clays
beneath the floor slabs undergo moisture changes; however, they should reduce the amount of damage if
such movement occurs. If some floor slab movement ad cracking is not tolerable, a structural floor
system placed above a well -vented crawl space should be employed,
Underdrain Svdmt If any level of the atructures are placed beneath the gnmW surface, these levels
should be protected by an underdrain system to help reduce the problems associated with surface and
subsurface drainage during high runoff periods. A tub effect is created In the stiff cohesive soils when
the foundation excavations art- completed. iocallzed perched water or runoff can infiltrate the
foundation at the footing levels. This water can be one of the primary causes of differential foundation
and slab movement. Especially, where moisture sensitive materials have been encountered.
The drain should be located around the entire perimeter of the building and should be located between the
top and bottom of the footings. We recommend the use of perforated PVC pipe for the drain tile, which
meets A5TM D-2729 requirements, to minimize the potential for crushing the pipe during backfill
operations. The holes In ft dralu t4c should be oriented down between 4 o'clock and S o'clock to
promote rapid runoff of the water. The drain the should be surrounded with at least 6 inches of free
draining gravel. The drain the system should be protected from contamination by a filter covering of
Mirafi 140N subsurface drainage fabric or an equivalent product. The drain should have a nn imnm
slope of 1 /8 inch per foot and should be daylighted at a positive outfall protected from freezing, or be led
to a sump from which the water can be pumped, Caution should be taken when backfilling so as not to
damage or disturb the installed underdrain. We recommend the drainage System include at lew one
cleanout, be protected against intrusion by animals -at the outfall and be tested prior to baakfilling. A
typical perimeter/undentrain detail is shown In Figure #6.
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Foundattaa and gCUMnitFoundation wails and retaining structures which are laterally
supported and can be expected to undergo only a moderate amount of deflection may be designed for a
lateral earth pressure computed on the basis of an equivalent fluid unit weight of 45 pef for imported
granular backfill, 50 pcf for the on -site sands and gravels and 55 pef for the on -site clays.
Castllevered retaining structures on the site can be expected to deflect sufficiently to mobilize the full
active, earth pressure condition. Therefore, cantilevered structures may be designed for a lateral earth
pressure computed on the bads of an equivalent fluid unit weight of 35 pcf for imported granular
backfill, 40 pcf for the on side sands and gravels and 45 pcf for the on -site clays.
All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge
pressures such as adjacent buildings, traffic and construction materials. An upward sloping backfill also
increases the earth pressures on foundation walls and retaining structures.
The lateral resistants of retaining wall foundations placed on undisturbed natural soils at the site will be a
combination of the gilding roistanee of the footing on the foundation materials and the passive pressure
against the side of the footing. Sliding friction can be taken as 0.4 tinwa the vertical dead load. Passive
pressure against the sides of the footing can be calculated using an equivalent fluid pressure of 225 pcf.
We recommend imported granular soils for backfilling foundation walls and retaining structures because
their Use results in lower lateral eat pressures. Imported granular foundation backfill should contain
less than.10% passing the No. 200 sieve. Granular material should be placed to within 2 feet of the
ground surface. Tbc granular soil behind foundation and retaining walls should be sloped from the base
of the wall at an angle of at least 45 degrees from the vertical. The upper 2 feet should be a relatively
Impervious soil or pavement structure to prevent surface water infiltration into the backfrll.
The wall backfill should bo t areMy placed in uniform lifts and compaeted to at least 90 percent of the
maximum modified Proctor density. near the optimum moisture content. Care should be taken not to
ovemompact the backfill since this could cause excessive lateral pressure an the walls, Some settlement
of deep foundation wall bacM materials will occur even if the material is placed correctly.
Surrgn MUIMM Proper surface drainage at this site is of paramount importance fear minimizing the
infiltration or surface drainage into the wall backfill and bearing sells which could result in increased
wall pressures, differential foundation and slab movement. The following drainage precautions should be
observed during construction and at all times after the building has been completed:
1) The ground surface surrounding the building should be sloped (minimum of 1.0 inch per foot) to
drain away from the building in eta directions to a minimum of 10 feet. Ponding, must be
avoided. if necessary, raising the top of foundation walls to achieve a better surface grade is
advisable.
2) Non structural backfill placed around the building should be compacted to at least 90% of the
maximum modified proctor density at or near ttu optimum moisture content, in order to
minimize future settlement of the fill, The backfill should be placed immediately after the
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braced foundation walls are able to structurally support the fill. Fuddling or sluicing must be
avoided.
The top 2 feet of soil Placed within 10 feet of the foundation should be impervious in nature to
mimitdize iafiltratioa of surface water into the wall backfili.
4? Roof downspouts and drains should discharge well beyond the limits of all baekfill. RWf
overhangs which project two to three f�et beyond the foundation should be considered if gutters
are not used.
5) r audscaping � repg excessive watering and lawn a dnlder
minimuttt of t0 feet from the foundation wafts of the building. aha�ld be located a
ba ptastia membranes should not be used to cover the ground surface adjacent to foundation walls.
The recommend Wns given in this report are based on the evils eapased at this
behavior of structures at neighboring, similar sites. We believe that this stru s site and the
information gives ihigh degree
of reliability for anticipating the behavior of the
vrofessionat opinions and cannot control nature, nor
l a they a the ails profiles beneath DImnda s re
adjacent to those observed; therefore, no warranties of the accuracy of these recommendations beyond the
or
limits of the obtained data is herein expressed or implied.
A4019a a sensitive soils occur on this site. These soils are stable at their natural moisture cot�rent but ean
collapse or swell with charges inmoisture. The behavior of moisture sensitive soils is not fully
understood. The s"H_consofidation potential of 'my
particular site can change erratically both in lateral
and vortical extent. Moisture chact�es alga oeaur ersBticell
be predicted. The recamnaondatioas y. rosalttng In conditions which cannot always
Presented in this report are based on the current state of th
fnundatioas and floor slabs on moisture sensitive soils. The owner should be su, that cherc is e a art for
artrisk in
construction on these types of soils. PerfOnnAnCeof the building
recOnu ndatioas and in er ' will depend on following the
Prop maintenance after construction is complete. As water is the main Cause
for volume change in these soils, it is necessary that
the
changes is moisture content be kept to a
minimum. This requires judicious irrigation and providing positive surface drainage awn building. Any distress noted in the building should be brow t to the Y from
the
engineer.' atcemtiam of a professional
This report is based an the investigative nit the described site and on the spcci#le as stated herein, If either of these conditions are Chan
hMan-made or natural changes in the conditions of a r gamanticipated construction
, the results would also most likely champs
addition, ccea alas occur over a period of time, In
sages is � P °i1°�' uirements due to state of the art knowledge and/or legislation, do from time to
time oectur. As a result, the findings of this report may become invalid due to these eb
this report is subleot to mvlew and not considered valid after a period of 3 ye above are altered, ars or if Conditions as $ at d
Job No. 99.4lo2
Northwest Colamdo COMiUW, Inc,
Page 6
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It is the responsibility of the Owner or his representative to insure that the infarmatian in this report is
incorporate¢ into the plans aWOr specifications and conso=uon of the project. It Is Advisable that a
contractor faaritiar with conatrttctian details typically used for the local subsoils and climatic conditions
be retained to build the structure. If you bave soy questibns regarding this report or if we may ba of
futther service, please do not hesitate to contact us.
ShUmoly.
NOa'r w>tsr C C NSMrAM. INC.
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cc: Jake's D •4•��L�+�
Job No. 99-4102 Northwest Colorado Consultants, Inc.
Page 7
4 SOIL DESCRIPTION; Sandy Clay (CL)
SAMPLE LOCATION: Teat Pit 2 0 4 1/2 FeOt
3 LIQUID LIMIT = 32 X
PLASTICITY INDEX - 15 X
PERCENT PASSING NO. 200 SIEVE = Bg
2 NATURAL DRY UNIT WEI013T = 88.8 Po!
a NATURAL MOISTURE CONTENT a 8.5 X
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SWELL -- CONSOLIDATION TEST RESULTS
Job Name. Proposed Rivera Residence
Joi3 No. 99-410
Location: 891 Sunset lane, Gypsum, Colorado #4
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NORTHWEST COLORADO CONSULTANTS
00M
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Estimated Settlement (inches)
Ngte: These raluee are barred oa foodug widths of 1 to 4 feet,
If the twLing Width is to be gri*ter Mom 4 fat in width, then
wo &,ad bo A*ti M to ra-evaluate these recommaadattona•
BEARING CAPACITY CHART
Job Naamc Proposed Rivera ReSICIMCe Job No. 99-4102
Location: 891 Sunset Lane, Gypsum, Colorado Figure #5
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PERIMETER UNDERDRAIN DETAIL
Job Name. Proposed River�GyrZC�,olorado
Rfob FieNo. �9-410�
Location; 891 Sunset Lane, Figure
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LOGS, LEGEND, & NUTES
Job Names Proposed Rivera Residence
Locatioia: 89Y Sunset Lane, G Jab No. 9-410
3'P$u�� Colorado
Figure #�
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VICINITY MAP
Job Name: Proposed Rivera Residence
Location; 882 SuzYaet Lane, Gypsum, Colorado
Job No. 99-410
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SITE PLAN / LOCATION OF TEST PITS
Jab Name: Proposed Rivera Resddence
Location: 691 S'u reset Lane, Gypsum, Colorado fob Fiw99-41��
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ter-Mountain
EngineeringLtd.
November 15, 1999
Eagle County Environmental Health
PO Box 179
Eagle, Colorado 81631
Attention: Ray Merry
RE: Individual Septic System Design
Rivera Residence
891 Sunset Lane
Gypsum, Colorado
Please find attached the design for a proposed septic system on the subject lot. The
proposed residence will consist of a three (3) bedroom modular home. The designed
leach field is a typical trench absorption system with a total of 12 infiltrators.
The soil profile information obtained by Baker and Associates during percolation testing
indicates a fractured sandstone was encountered at depths of three (3) to eight (8) feet.
However, a soils investigation bore log drilled by Northwest Colorado Consultants
indicates Sands and Gravel, Silty to Clayey. This boring was observed approximately
fifty (50) feet up the hill from the area of the percolation test hole. Upon discovering this
discrepancy we called Baker and Associates to discuss the material encountered within
the percolation test pit. A representative of Baker and Associates stated that the material
consisted of broken up Sandstone Rock with average dimensions of eight (8) to ten (10)
inches with reddish fines. We do not feel this is indicative of Bedrock and propose a
standard trench system with infiltrators set in the natural soils to a depth of approximately
two (2) feet. We will make a site visit during the installation of this system and have the
contractor dig a test hole to ensure we are maintaining the required distance of four (4)
feet from any underlying bedrock.
At this time we request the issuance of an individual septic installation permit. If you
have any questions or would like to discuss this situation further please give me call at
you convience.
Sincerely,
Inter -Mountain Engineering
Tony I5 novan
Project Engineer
8392 Continental Divide Road, Suite #107 • Littleton, CO 80127 • Phone: 303/948-6220 • Fax: 303/948-6526
77 Metcalf Road, #200 • Box 978 • Avon, Colorado 81620 9 Phone: 303/949-5072 9 From Denver Direct: 893-1531
AKER 4SX
SSOCIATES
Engineers - Surveyors
1790 W.-Victory Way - Craig, Colorado 81625--�
Telephone (970) 824-3435
ax 4 3102
October 4, 19%
To whom it may concern,
On September 29, 1999 a percolation test was performed on Lot 10 Bertroch
Subdivision Filing No. 6. The Address was 891 Sunset Lane, Gypsum, Colorado
81637. The results are as follows:
The Average Percolation Rate was 7 minutes per inch.
The Soil Profile results are as follows:
0'-1' Topsoil
1'-3' Loam
3'-8' Fractured Sandstone
If you have any questions about these results please call me at (970) 824-3435.
'N
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Post -if Fax Note 7671
Date
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# of
Pages
To
6iC1 A ✓
From
j
Co./Dept.
Co.4
177
Phone #
Phone
Fax # 61 _ z
Fax #
.r
LOCATION: 89/ SumseT Zne,
APPLICANT: �066 o4ro /
Address
PFrt COLATION TEST FORM
1. Test hole depth: 1. 26 2. 16 _, 3. 36
2. Holes were soaked for Oaerni hours.
3. Depth of water at time of test: 1. 2, _ 3,
4. Soil profile to 7 feet. (Also indicate highest water table.)
Additional Comments:
�1
Average drop in min./in.: 1. — 6, 8Z 9 2. 7 66 3.
Average drop of all holes in min./in.: , Z6
I, � s3 � ' � K hereby certify that the above information is
print name
correct and has been -obtained by recognized standard methods.
Signature
PE ra7s r
Title
DATE OF TEST(S)
NOTE: An average percolation rate of between five (5) and sixty (60) minutes per inch is required.
Rev- 7/R7
KIM[ I_C_ 1 000 COT MC •fill OM Tri • Cne-21 C f"r11 IA ITV CA 11 1 L nl TLJ nne r!'.
1936-99 Tax #2111-053-13-018
Lot #10, Filing 6 RIVERA r,
JOB NAME Bertroch Subdivision, JOB NO.1tW-A-&1q'q,
891 Sunset Lane, Gpsum
JOB LOCATION
BILL TO
DATE STM
DDY
Il L t
DATE COMPLETED
DATE BILLED
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JOB COST SUMMARY
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TOTAL SELLING PRICE
TOTAL MATERIAL
TOTAL LABOR
7qq ^r
INSURANCE
't sac l aY. �v S �? 1{
SALES TAX
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MISC. COSTS
TOTAL JOB COST
GROSS PROFIT
_
LESS OVERHEAD COSTS
OF SELLING PRICE
NET PROFIT
-.00)
JOB FOLDER Product 277
JOB FOLDER
Printed in U.S.A.
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ABSORPTION TRENCH
SETBACK REQUIREMENTS
PHYSICAL FEATURE
MINIMUM HORIZONTAL SEPARATION
Springs, Wells, Suction Lines
100
FT
Potabale Water Supply Lines
25
FT
Potable Water Supply Cistern
25
FT
Dwellin s, Occupied Buildings
20
FT
Property Lines
10
FT
Subsoil Drains
10
ET
Water Courses
50
FT
Dry Gulches
25
F
Septic Tanks
10
FT
NOTE.• SEE CONSTRUCTION NOTES FOR
INSTALLA TION REQUIREMENTS.
Not To Scale
�j>c• / CONSTRUCT/ON NOTES.
1. Sewer line from house to septic tank shall have a minimum
��OP ' N
Dimensions
Capacities
A B
Siphon
Chamber
Discharge
Per Cycle
Approximate Weights
W
I L
H
Tank
Lid
Walls
Total
12'-0'
F-9'
625
380
330
85/110/150
9200b,3570
lbsbs
n22O4O
14,810lbs
Gal.
slope of 1/4" per foot.
2. Bends in building sewer shall be limited to '45 degrees.
3. Septic tanks shall be installed level. The Tanks ore to have removable
cover or manholes to within 8 inches of finish grade for access to
each compartments, for cleaning and inspection. Septic tank to meet
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, 3 feet deep, and 6 feet apart.
5. Prepare trench bottom and sides in accordance with the state
and local regulations. (For the Infiltrator System, raking
sidewall and bottom infiltrative surfaces is necessary to
reduce smearing.) Installing during dry weather is also
recommended to reduce smearing of infiltrative surfaces.
6. Assemble and install the Infiltrator Chambers in the Trenches
according to the manufacturers recommendations.
7. Backfill the side wall area with native soil for proper
support.
8. Backfill the trenches with a maximum of 24 inches of tamped
soil co ver.
9. Avoid vehicle traffic over the system.
10. All installations shall meet the rules and regulations of
Eagle County Environmental Health Division as set forth in the
Individual Sewage Disposal System regulations Construction of
the system shall be inspected by the Engineer,
prior to backfll/ing.
DESIGN FLOW
Design Percolation Rate, T= 7 minute per inch
Number of bedrooms = 3
Maximum daily flow = Qmax
Qmax = 3 brms x 2 persons/brm x 75 gallons/person/day x 1507.
Qmax = 675 gallons per day
SEPTIC TANK
V = Qmax x 30hrs
V = 675 x 30 = 844 gallons
24
A 1,000 gallon, two compartment septic tank is required.
MINIMUM ABSORPTION AREA = Q x -\[T-- = J57 sq ft
eo 5 1
ABSORPTION AREA . Calculated as a function of design flow (Q) and
Long Term Acceptance Rate (LIAR)
A = Qmax/L TAR
Approximate LTAR for Sandy Loam = 0.90 gal/sq ft/day
A = 675 / 0.90 = 750 sq ft
Infiltrator Chamber System in a trench configuration is
recommended with an allowed 507. reduction in the required
absorb tion area.
0.5 Amax _ 0.5 (750 sq. ft.) = J75 sq. ft.
Surface area of one infiltrator chamber = 15.5 sq. ft.
24 Infiltration Chambers Required. -
DOSING SCHEDULE
The field should dosed four (4) times per day.
1 Each dose should be approximately 150 Gallons
Recommend siphon capable of delivery 75 Gal/Min.
SUBSURFACE SOIL CONDITIONS
Percolation Soil Profile Foundation Investigation Soil Profile
0 - 1 FT Topsoil 0 - 1 FT Topsoil
1 FT - 8 FT Silty Sand & Grovel 1 FT - 3 FT Loam
3 FT - 8 FT Fractured Sandstone
GENERAL NOTES _
1. Percolation Test Results and Subsurface Soil Conditions provided to
In ter -Mountain Engineering Ltd.
2. It is recommended that the trenches be excavated to a maximum
depth of 36 inches. A maximum cover of 2' shall be maintained
over the top of the infiltrator chambers.
J. Topographic information and lot layout provided to Inter -Mountain
Engineering Ltd.
NOTE • IF DURING CONSTRUCTION OF THE LEACH FIELD, SOLID
OR FRAGMENTED BEDROCK IS ENCOUNTERED, THE ENGINEER
SHOULD BE NO TIFIED FOR FURTHER RECOMMENOA TONS.
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DES/QVED BY-
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MEMED BY.•
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DATE ISSUED.
11
15 99
PT
INDICA TES PERCOLA TION TEST HOLE PRaCCT Na
99- 0160G
/ND/CA TES FOUNDA TION INVESTIGA TION BORE LOG -WEEr NO.
1 OF 1