HomeMy WebLinkAbout861 Green Meadow Dr - 239121402003INDIVIDUAL 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. 2014-00 BP NO. 13283
OWNER: CHARLES TRIPPE PHONE: 970-927-6860
MAILING ADDRESS: P.O. BOX 1769, ASPEN, CO 81612
APPLICANT: SCOTT DURYEA PHONE: 970-920-5123
SYSTEM LOCATION: 0861 GREEN MEADOW DRIVE, CARBONDALE, CO TAX PARCEL NO. 2391-214-02-003
LICENSED INSTALLER: RUDD CONSTRUCTION, MARK PRZYBYLSKI LICENSE NO. 2-00 PHONE: 970-927-6860
DESIGN ENGINEER: HIGH COUNTRY ENGINEERING, ROGER NEAL PHONE NO. 970-945-8676
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 4 BEDROOM RESIDENCE
1250 GALLON SEPTIC TANK (DESIGN CALLS FOR 1500 GALLONS), 1615 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 52 INFILTRATOR UNITS
SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN REVISIONS DATED 7/28/00. RAKE ALL TRENCH SURFACES TO PREVENT THE
SMEARING OF CLAY SOILS, AND DO NOT INSTALL IN WET WEATHER. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS ENGIN-
EER IS RESPONSIBLE FOR FINAL INSPECTION. DO NOT BACK FILL ANY PART OF THE INSTALLATION UNTIL THE ENGINEER HAS INSPECTED
AND APPROVED THE SYSTEM. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN IN-
SPECTED AND APPROVED. rf
ENVIRONMENTAL HEALTH APPROVAL: '�2 DATE: AUGUST 1, 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: 1615 SQUAREFEET(VIA 52 INFILTRATOR UNITS, PER PF.STGN )
INSTALLED TANK: GALLONS IS LOCATED DEGREES AND FEET INCHES
FROM _SEE ENGINEER'S DESIGN FOR SYSTEM COMPONENT LOCATIoNs.
COMMENTS: ENGINEER'S FINAL CERTIFICATION RECEIVED JUNE 29, 2001 THIS SYSTEM IS LARGE ENOUGH
FOR A FOUR BEDROOM RESIDENCE.
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 APPROVA�� DATE: JULY 2. 2001
Incamplete Applications Will NOT Be Accepted
,_(Site Plan MUST be attached)
ISDS Permit # � 014-M
Building Permit `#
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. 0. BOX 179
EAGLE, CO 81631
328-8755/927-3823 (El Jebel)
**************************************************************************
* SCHEDULE
* PERMIT APPLICATION FEE 150. PERCOLATION TEST FEE $200.00
* SIZING AND SITE VISIT FEE $85.00 (WHEN ENVIRONMENTAL HEALTH SIZES THE
* SYSTEM USING YOUR SOILS REPORT)
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
**************************************************************************
PROPERTY OWNER: C �=C t �� -M / 10prt+
MAILING ADDRESS: 49 AQX1 ASP ts�-j , co, /Z- PHONE: 7- -4 40
-17
APPLICANT/CONTACT PERSON: �C9 �G'i� v PHONE: n _-
611
LICENSED SYSTEMS CONTRACTOR: PHONE: .IL)
COMPANY/DBA:
ADDRESS:
****************************�**�*********************************************
PERMIT APPLICATION IS FOR: (") NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description:Pl�)S
Tax Parcel Number: �3� 12�� IdZ��'J Lot Size: 2.
Physical Address 1-�P,(30*��
BUILDIN�yTYPE: (Check applicable category) �`'
(1� Residential/Sin le Family Number of Bedrooms
9 Y
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
*These systems require design by a Registered Professional Engineer
TYPE OF WATER SUPPLY: (Check applicable category)
( ) Well ( ) Spring ( ) Surface a
( ) Public Name of Supplier: - ,AF71Fy rytirp. '1% Iwl/ ssv4--),6,r
APPLICANT SIGNATURE:
Date: -:?-' Z& . Go
AMOUNT PAID: 60. Q
RECEIPT #:
/ / 7 0
DATE: ?'
CHECK #:
JCS 7
CASHIER:
June 26, 2001
Eagle County Environmental Health Department
Attn: Ray Merry
P. O. Box 179
Eagle, CO 81631
Re: Lot 4-Sopris Mesa Subdivision, Eagle County, Colorado
HCE File Number 2000004.24
Dear Ray:
On October 11, 2000, High Country Engineering personnel observed the construction of the ISDS
for Lot 4, Sopris Mesa Subdivision within Eagle County, Colorado. One 1250-gallon septic tank,
and 52 Standard Infiltrator units had been installed in a trench configuration, but no backfilling had
taken place. There were inspection wells on each end of the trenches and the installation of the
system was in conformance with the intent of the HCE's design dated July 10, 2000. If you have
any questions, or need additional information, please contact us.
Sincerely,
HIGH COUNTRY ENGINEERING, INC.
Roger D. eal, P.E.
Project Manager
RDN/djw
923 Cooper Avenue 14Inverness Drive East, Ste B-144
Glenwood Springs, CO 81601 Englewood, CO 80112
phone 970 945-8676 • fax 970 945-2555 phone 303 925-0544 • far 303 925-0547
VuL �u %ju 1 III 1u- V I n11 111vL1 vuut91111 L:IYU11`1r-UAjLYU f rill iw. UIU 04a 6000 C. ul
FAX COVER SHEET
11IGIi COUNTRY ENGINEERING, INC.
GLE, NWOO13 SPRINGS FAX (970) 945-2555
DENVER FAX (303) 925-0547
DATE: July 29, 2000
�lc c upty Enviropmental Health
FAX 325-0349
FROM: Eric Tuin
11 C E Y R03 E,CT N UMBER: 2000004.24
Total nuouber of pages, including this cover page; 10 ^
Brief" Description or Additional Information:
Stills report by 1111 Geoteeh for Coot 4 Sopris Mesa Subdivision T+'ollows
" �The 19law will he revised and sent to .your office as We discussed on the (phone.
If you have any problems receiving this transmission, please eunll (970) 945-9676.
ORIGINAL MAfLED
I t i Cooper Ate unue,
[rkwond 5prinp, W 91601
i Cit yniS�i iW l ;iii) Bd J�oii'w = 1 nn 1�' [v j ny a_.40 ¢ c
ORTGINA14 NOT MAILED x
14 Invcmess D1ive Gast Soite B-144
I:ngl, Woad, CO 80112
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REGEIVEO JUL 1 7
iiepworth-Pawlak Geotechnical, Inc.
SI)�tl (:oulity Road 154
Glenwond Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970-945-8454
11Pge0011Pgeoteeh. cnM
July 14, 2000
Scott Duryea,
P..O. Box 1759
Aspen, Colorado 81612 Job No. 100 520
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Y.o�pris Mesa StlbClivisiort,. Green Meadow Drive,
Eagle County, Colorado.
Dear Mr. Duryea:
As requested, Hcpwortb-Pawlak Geotwhnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject sit4, 'khe study
was conducted iti accordance with our agreement for gcotechnical engineering services
to you elated .tune 16, 2000. The data, obtained and our recommendations based on the
proposed construction and subsurface conditions encountered are presented in this
rupoit. Hepworth-Pawlak Geolechnical, Inc. previously performed a preliminary
subsoil study and geologic hazards evaluation of the Sepris Mesa Subdivision, report
dated October 23, 1997, Job No. 197 495.
1'h-oposed Construction: The proposed residence will be a 2 story wood frame
structure located on the site as shown on rig. 1. The ground floor will be slab -on -grade
at mi clevation of 7,145 feet. Cut depths are expected to range between about 1 to G
i'em Foundation loadings for this type of construction are assumed to be relatively light
,ind typical of the proposed type of construction. The septic disposal system is
proposed to be located to the southwest of the residence.
If building, conditions or foundation loadings are significantly d.iffercnt from those
doscribed above, we should be notified to re-evaluate the recommendations presented in
this report.
Site Conditions: The lot is vacant and located uphill of Green Meadow Drive, The
ground sur face in the bu ilding area is strongly sloping down to the southwest.
Lkvation difference across the proposed building is about f feet, There is an irrigation
ditch to the north of the building site. The lot is vegetated with ,grass, weeds and
ssl�;c:lntlslt.
Sobsurface Conditions. Tile subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and one profile pit in the septic
disposal area at lie- approxiinate locations shown on Fig. 1. The Iogs of the pits are
presented on Fig. 2. The subsoils encountered, below about i foot of topsoil, consisted
of very stiff, sandy clay that was blocky in Pits 1 and 2, The sandy clay extended to
JUI _-PR-PARR FPT 1 GI: 4RAM Tn: FACT F mi INTY FNU 141=01 TN Pare'- a
Wu" uV a11.1 ��� ,� 111L 111v11 vwlxanl "1%JJlJ .LlJllYU rnn ilu, Ulu 04J CJuu r. ua
Scott Duryea
July 14, 2000
Page 2
the depth explored of 8 feet at the Pit 3, and to a depth of about 5 feet at Pits 1 and 2
which was underlain by stiff silty clay to the pit depths of 7 feet. Results of swell-
=isolidarioii testing performed on relatively undisturbed samples of the soils, presented
on Fig. 3, indicate low compressibility under existing moisture conditions and light
loading. The sandy clay showed a low expansion potential when wetted under a
constant light surcharge. The Samples showed moderate compressibility when loading
was increased after wetting. The laboratory testing is summarized in Table I. No free
water was observes[ in the pits at the time of excavation and the soils were slightly moist
to Enoi.st wit -It doptlI in the Pit 3.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil designed for an allowable soil beuing
pressure of 2,500 psf and a zninimum dead load pressure of 600 psf for support of the
proposed residence. 'I`lie soils may have variable heave or settlement potential after
wetting and there could its sonic post -construction foundation movement if the bearing
soils becoine wetted, Precautions should be taken to prevent wetting of the b acing
soils, Footings should be a minimum width of 16 inches for continuous walls and 2 feet
for colunins, .All topsoil and loose or disturbed soils encountered at the foundation
bearin- level witliln the excavation should be removed andthe footing bearing level
tp
exteMcd down to the undisturbed natural soils. Exterior footings should be provided
with adequate cover above their bearing elevations for frost protection. Placement of
footings at lease 42 inches below the exterior grade is typically used in this area.
Coivirjuous fowida.tion walls should be heavily reinforced top and bottom to span local
anorn.alia`:s such as by assuming an unsupported length of at least 12 feet. Foumlation
walls acting as rctaining structures should also be designed to resist a lateral earth
pressure timed on an equivalent fluid unit weight of at least 55 pef for the on - site sail,
excluding topsoil and oversized rocks, as backfiilI,
Flour Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. There could be some slab heave if the
L•'xpawsive clay subw rade is wetted_ To reduce the effects of some differential
movenictit, floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movement, Interior partition walls
re,s'ti►ag on thr, slabs -on -grade should be provided, with slip joints so that if the slab
lwaves the movemem is not transinitted to the upper structure, This detail is also
important for stairways. Floor skab control joints should be used to reduce damage due
to sljrinicagrr cracking. The requirements for joint: spacing and slab reinforcement
should be established by the designer based on experience and the intended slab use. A
mininium h inch layer of aggregate base coarse should be placed beneath slabs for
subarade support and as a leveling course. This material should consist of minus 2 inch
14-P GEOTEW
JUL-2e-2000 FRT 10: 4RAM Tn: FAG1 F rnI INTY FhiU HFAI TH Pnrl=e 7
W WA. 1:u uu 1111 1V-.1V L711 11lUll VVUIYlIl1 LIW11YIjC.AMU
rrin LIU. ,71U 04U GUUU r, u4
Scott Duryea
July 14, 2000
Page
aggrog,ite with less than 50 % passing the No. 4 sieve and less than 12% passing the No.
2010 sieve.
All fill nk-Aterials for support of floor slabs should be compacted to at Ieast 95 % of
maxis -tuna standard Proctor density at a moisture content near optimum. Required fill
can consist of tht; on -site soils, or suitable imparted granular soils, devoid of vegetation,
topsail and oversized rock,
,Surface Drainage: Positive exterior surface drainage is an important aspect of the
protect to prevent wetting of the soils below tho building. The following drainage
precautions should be observed during construction and maintained at all tunes after the
residcuce lias been completed:
1) tnundation of the foundation excavations and underslab areas should be
avoided during construction. Drying could increase the expansion
potential of the clay soils.
2) lxterior backfill should be adjusted to near optimum moisture and
compacted to at least 95 % of the maximum standard proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas,
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 12 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and walkway areas.
4) hoof downspouts and drains should discharge well beyond the limits of
all backlill.
5) Landscaping which requires regular heavy irrigation, such as sod, should
be located at least 5 feet from the building.
Percolation Testing: )Percolation tests were conducted on rely 7, 2000 to evaluate the
feasibility' of an infiltration septic disposal system at the site. One profile pit (Pit 3) and
three percolation holes were dug at the locations shown on Fig, 1. The test holes
(nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of sbaIlow
backhoir pits and were soaked with water one day prior to testing. The soils exposed in
the percolation holes are similar to those exposed in the Pit 3 shown on Fig. 2 and
consist of sandy clay. The percolation test results, presented in Table 11, indicate
average percoladon races of between about 23 and 60 minutes per inch, The average
rates were determined fi-orn the last 3 readings of each test, 13ased on the subsurface
conditions encountered and the percolation test results, the tested area should be suitable
for a conventional infiltration septic disposal system. The system should be desiped by
-- — H-P GEOTECH
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Scott Daryca
July 14, 2000
Pam 4
0
a civil engineer.
L,ixnitn(ions: This study has been conducted in accordance witlx generally accepted
geutechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Fig. 1, the proposed type of constniction and our experience in
tlic. arcs. Our findings include interpolation and extrapolation of the subsurface
cotlditiot>s identiricd at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation is performed. If conditions encountered
dvrin;; construction appear different from those described in this report, we should be
notifi%M at once so re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
constritetiot>, to review and monitor the implementation of our r=irrmcndadons, and to
verify that the recozr►rxmendations have been appropriately interpreted. Signifcaut design
ch anzps may require additional analysis or modifications to the recomm.endatioz►s
presented herein. We recommend ore. -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geoteebnical
If YOU l►,tve any OLIestions or if we may be of further assistance, please let us know.
g4�ryL�'
yn7 �''SYHQe nru.w vgq G�J d'Y
�' C14NICAL, INC.
D-avid A. Y'p10,
Reviewed by: ����� >�d L, .����
Steven L. Pawlak, 1'.E.
DAB''/ksmlrso
aU12.0 n' c;t]ts
cc: 1:1igh Country Engineering - Atta: Eric ruin
H-P GEUTrca•t
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HF',:1'WORTH --� PAWLAK
1OO ' � GL- OTMMICAL, INC.
LE�GMD;
■ EXPLORATORY PIT
LOT 5 Q PERCOLA110M TEST HOLE
F
LOT 3
7150
.00ATION OF EXPLORATORY PITS Fig. 1
NND PERCMATION TEST HOLES
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PIT 1
PIT 2 PIT 3
GLEN, = 7148'
ELEV. = 7142' MEV, = 7137'
,0
a
we-;9,4
4J
-200=W
li
t 'a
IR�C=11.1
aa
5 I
41
u"
wC=9.i
wC=10.6
0DA5
DO-104
a
-200�94
10 10
tE0F:N17;
TOPSOIL,, crgailic ,ilty clay.
CLAY (CL); madium plasticity. sandy, very stiff, slightly moist, mixed brown. Blocky in pits 1 and 2,
molt w4h depth In Flit 3.
CLAY (CL—ML); low plasticity, silty, slightly sandy, stiff, slightly moist, red —brawn.
2" Oiaraoter hand driven liner sample.
1, Cxnlvrollory pits, were excavated on July 6, 2000 with a backhoe.
2. Lnr.11llons of exploratory pits were measured approximately 4y pacing from fe4turee
on tha clW plop prolAded.
3. ElavatWns r,f the exploratory pits were obtained by interpolation between contours on the site plan
provided. Logs cire drawn to depth,
4. 1he :'xploratory+ pit loco -Lions rind elevations shatlld be considered accurate only to the degree
f lJ�lpli:.d by the method ueed.
5, The line,; between, makerials shown on the exploratory pit logs represent the approximate
bnundarlva betwc:cn rnoterial types and transitlons may be gradual.
i;. No free writor was encountered In the pits at the time of excavating.
Ruotuations In water level may occur with time.
7. I-abaratory TeFffing Raeultsi
WC == Nater Content ( r �
OO an Dry D nrjity ( psi° )
—200 == Percent passing No, 200 sieve
100 520 HEP�WOR.! ►hilt•AI AWLA _ � LOGS OF EXPLORATORY PITS � Fig. 2
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4
Moisture Content ; 9.1 percent
Dry Density = 95 pCf
Sample of, Slightly Sandy Silty Clay
From, pit 1 at 6 Feet
Compression
upon
wetting
1.0 10
APPLIED PRESSURE — ksf
1DD
Moisture Content 11.1 percent
Sample of. Sandy Clay
From: Pit 2 at 4 Feet
iwetting
10 100
APPLIED PRESSURE — ksf
wo 59b HEPWORTH — PAWLAK SWELL— CON SOW DA nON TEST RESULTS Fig. 3
(;F0TrCi+-INICAL. INC.
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TABLE II
PERCOLATION TEST RESULTS JOB NO. 100 520
I[OLE NO.
I10LE DEPTII
(RICHES)
LENGTH OF
INTERVAL
IMIN)
WATER DEPTH
AT START OF
INTERVAL
ONCH>-S)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MINANCH)
P-1
40
30
7 '/2
7
'/2
60
7
6 Y2
'/2
6 '/2
6
/_
6
Ia+/z
,/2
water added
23
6
5
1
5
4 Y2
Y2
4 '/2
3 %
77'/:
614
7
6 '/2
Y2
5
4 '/2
'/2
P-3
45
15
water added
7
6
1
23
6
5
1
5
4 A
Y.
4A
3Y2
'{
7 '/2
6 Ys
1
6 '/2
5 Y=
1
5 A
Y2
5
4 Y2
Y2
Now- Percolation test holes were hand dug in the bottom of backhoe pits and soaked on July
6, 2000, Percolation tests were conducted on July 7, 2000 by Hepworth - Pawlak
Geotechnical. Average percolation rates determined by averaging the last 3 readings of
each test.
.TI 11 -alb-?ORM FRT 1 Gi! ,GIAM Tn t P7nr l F r ni IMTV 1=M1I WPni TN Dar_- 4 M
2014-00 Tax #2391-214-02-003
w JOB NAW Lot #4, Sopris Mesa TIC
0861 Green Meadow Drive
Carbondale
JOB NO.
DATE STARTED
Lot
DATE COMPLETED
DATE BILLED171
I _p
I
1
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: e Il _ ��L�aI- �L-
. LI ��lL_//�
61 1L%
• • SUMMARV
um
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ilkST
,_ �r_� I�
i
�r
TOTAL
_■
TOTAL/
��2
-■
I ,MISC.COSTS
TOTAL
_. --•a■
OVERHEAD COSTS
.:LESS
SEENEE
ME
JOB FOLDER Product m JOB FOLDER Pdnted In U.S.N.
ti
7140�A CHITECT
CLEANOUT
MINIMUM ,n
i N \ 1250 GAL
! ^' SEPTIC TANK -
f
j INSPECTION WELL
(TYPICAL) /
\ ? \ Io+ GENERAL NOTES
1
0
0
(%]
F-
0
Z
0
W�
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o ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY
AND COLORADO DEPARTMENT OF HEALTH (CDOH) REGULATIONS OF INDIVIDUAL
�. 13 _ �� _ SEWAGE DISPOSAL SYSTEMS, EVEN ';THOUGH ALL SUCH REQUIREMENTS ARE NOT
UNITS SPECIFICALLY NOTED ON THE DRAWINGS. THE CONTRACTOR SHALL BE
i �I40 RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS ARE REFERRED TO IN
THE ABOVE -MENTIONED REGULATIONS."
_ CLEANO — — _ j U
- —� �__ - 2. FLOW: 4 BEDROOMS *2 PERSONS BEDROOM *75 GALLONS/PERSON/DAY IS z N
S89'58'46"W 154.31' \ 4"0 PVC SEWER 600 GPD =AVERAGE DAILY FLOW/ I
- MAXIMUM = 1.5* AVERAGE = 900 GPD 9
j- - - --- -- I ��0
-- SEPTIC TANK: MINIMUM PRE -CAST. CONCRETE TANK SIZE ACCORDING TO W Z V 0
AVOID AREA OF `P_ROPOSED
ARCHITECT DRIVEWAY __ -� 30 HOUR DETENTION = 30/24 * 900 = 1125 GALLON TANK. EAGLE COUNTY Z RECOMMENDS A 4 BEDROOM HOUSE TO HAVE A 1250 GALLON TANK. ICY - - _ Z
60 M.P.{ PEK4 j \ RECOMMEND A 1250 GALLON TANK, OR.1500 GALLON TANK TO ALLOW FOR FUTURE LL
EXPANSION. { W 0 CL <O
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UNDISTURBED *FIELD SIZE: PER CDOH EQUATIONS: 8
EARTH _loo
N o O \ -- A= Q� Q- MAXIMUM FLOW 0 Q 00
1
\ 5 t = PERCOLATION RATE _ 45 (AVERAGE) O C O
z A = 900 » 45 = 1208 SQ.FT U
1 S89'58'46 _ — 5
263.54 PER CDOH REGS FOR USE OF "INFILTRATOR" TRENCH SYSTEMS 0
�!- \ ABSORPTION AREA CAN BE REDUCED BY 50% FOR TRENCH CONFIGURATION = 2
—J ��' �•� �•� "`' 4" " 4" 4' ' ` 4 '^ , ��� "� ` "` 4" 4":: "� `"�-J UNITS REQUIRED = 1208 * 0-5 15.5 S.F./UNIT = 39 UNITS
4�� 4"WR 4 w 4 w 4 w 4 w 4 w 4 4 w 4 w 4 w \ MINIMUM 39 UNITS. E A DESIGN .`UAL RECOMMENDS A LOADING RATE OF
4„ ------- 0.6 GAL/S.F: 900 GPD. 0.6 GAL/S.0.5 / 15.5 S.F./UNIT,
= 48.4 UNITS. RECONIVE S.
.3. TOPS01 L : SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY Is
PRESENT.
4. VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD AREA.
--- DRIVE
GREEN MEADOW o-
- - 5. CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100 -0
` FEET ALONG THE HOUSE SEWER.
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6. INSTALL RISERS AS NECESSARY TO:BRING ALL ACCESS POINTS TO '
. I i WITHIN 1/2-FOOT OF FINAL GRADE' O 5 `
LOCATIONS OF ALL COMPONENTS MAY BE -VARIED AS NECESSARY AS LONG �
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
\'
USE MARKER IF CAP 8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM AREA
IS TO BE BURIED. USING DRAINAGE SWALES AS NECESSARY.
9. PERCOLATION RATE BASED ON TESTING BY H.P. GEOTECH, INC. ON JULY 6,
2000. JOB NUMBER 100520. PROFILE HOLE INDICATED 1' OF TOPSOIL WITH
FINISH GRADE PVC CAP 7' OF GOOD CLAY SOILS AND NO BEDROCK WAS ENCOUNTERED.
RECEIVED v
10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT
_ o o MUST BE OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS.
o ° °�° ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL
Al 3 1 2000 �°' f
AND PROVIDE REPORT TO COUNTY. ! /
I 11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR
CO
yy� ! FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR b
�" �iWUNiT I FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM. (n Z
C0MMUNtTY lDtbtkdFMltNT o J O
12 HIGH COUNTRY DEPARTMENT SHALLNBERING, INC. AND THE NOTIFIED AND. A FIELDGLE INSPECTION NTY SCHEDULED.: COMPLETED AND (Q
TAL HEALTH
REMOVABLE CAP
NATURAL BACKFILL
APPROVED, PRIOR TO BACKFILLING THE ISDS SYSTEM. 0
4" COUPLING 4" RISER U 0 O
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12" M!N. COVER
CDZ J 1 I 36" MAX. COVER 4" 45' SWEEP BEND r�o REG,ST�� o (n
\� 4" CUT HOLE IN TOP OF O' •NF •• L'-1 I--
j \/�\��\\/\i \ \ \ SOLID PIPE INFILTRATOR UNIT FOR 4" SEWER LINE v ¢ Z O
\, INSTALLATION OF INSPECTION 75 O —I
\'M SIDES / WELL PIPE C Lu O
� SIDES ROUGHENED �`` \ ��\�\� uj
OUPRO GHEN[D / \' FLOW GENERAL ABSORPTION TRENCH NOTES w
F cz 4 �\ /\\ \ y \\ \\ \ W CJJt
III Fr
1. TRENCH LENGTH SHALL NOT EXCEED ;100 FEET. ��~•• ��•�,� 0 J
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12" \\ / ///\ , FSSlOP+lA�- w Q O
O /� 4" x 4" x 4" 2. THE BOTTOM OF EACH TRENCH SHALL BE LEVEL
M u,
12"\\ 0 \ " PVC WYE 3. DRAINAGE DITCHES ARE TO BE PROVIDED ABOVE AND AROUND TRENCHES,
4 0 PERFORATED PIPE AS NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING Q
\ /�\ ��% /�\ / /\ O WRAPPED IN FILTER FABRIC y� ABSORPTION AREA. ! z
i NATURAL GROUND
3
36"
INFILTRATOR UNIT
TRENCH BOTTOM LEVEL
AND ROUGHENED
CD
TRENCH CROSS SECTION (TYP.
o o N.T.S.
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36"
INSPECTION WELL DETAIL
N.T.S.
CLEAN OUT
ASSEMBLY
SEWER CLEAN OUT DETAIL
N.T.S.
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 fL
NOTE: EXISTING TOPOGRAPHY INFORMATION IS FROM AN AERIAL SURVEY AND WAS FIELD
VERIFIED TO HAVE AN ERROR OF t2 FEET IN SOME LOCATIONS.
4. TRENCHES SHALL FOLLOW CONTOURS,
5. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS.
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PROJECT NO.
2000004.24
SHEET 1