HomeMy WebLinkAbout269 Sam Grange Ct - 239122204006 - 1682-97ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631
Telephone:328-8755 Building Permitt# 11011
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 16 8 2 — 4
Please call for final inspection before covering any portion of installed system.
OWNER: John Ramo PHONE: (970) 925-9270
MAILINGADDRESS: P.O. BOX 10688 city: Aspen State: CO zip: 8161
APPLICANT: Jess Graber PHONE: (970) 925-5270
SYSTEMLOCATION: 0269 Sam Grange Ct El Jebel TAX PARCEL NUMBER: 391--04-006
LICENSED INSTALLER: Stutsman-Gerbaz, Dave Stutsman LICENSENO: 6-97
DESIGN ENGINEER OF SYSTEM: Timberline Engineering, avid Powell
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1000 GALLON SEPTIC TANK With 264 gallon dosing chamber
ABSORPTION AREA REQUIREMENTS:
J�%
400 SQUARE FEET OF4NMW4flr= BED area, 16aAREFEET basal area
SPECIAL REQUIREMENTS: Install as per engineer's design dated 3-10-97 Engineer responsible for
final inspection.
ENVIRONMENTAL HEALTH APPROVAL: DATE: April 3, 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 AND CAUSE FOR 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: 1600 SQUAREFEET. mound design dated 3-10-97
INSTALLED SEPTIC TANK: 1 0()0 GALLON DEGREES FEET FROM _s pe as—b„ i 1 t G for location.-,
SEPTIC TANK ACCESS TO WITHIN 8" OF FINAL GRADE AND
PROPER MATERIAL AND ASSEMBLY _g YES —NO
COMPLIANCE WITH COUNTY/ STATE REQUIREMENTS: X YES —NO
ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED.
COMMENTS: - engineer as-builts reCeived l -1 6-97
ENVIRONMENTAL HEALTH APPROVAL: c DATE: -..January 5, 1998
ENVIRONMENTAL HEALTH APPROVAL: DATE:
(RE -INSPECTION IF NECESSARY)
RETAIN WITH RECEIPT RECORDS
APPLICANT / AGENT:
OWNER:
PERMIT FEE PERCOLATION TEST FEE RECEIPT # CHECK #
(Site Plan MUST be attached)
ISDS Permit # /�0 0 9
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 FE �$15�0.06��PERCOLATION TEST FEE $200.00
*
*
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
PROPERTY OWNER: -
MAILING ADDRESS:
APPLICANT/CONTACT
MAILING ADDRESS:
f ZE )9;z.s ✓�70
LICENSED ISDS ONTRACTOR: PHONE:
COMPANY/DBA: ' ADDRESS:
PERMIT APPLICATION IS FOR: New Installation ( ) Alteration ( ) Repair
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Building Permit (if knownn)J,���
Legal Description: Subdivision:�7 / f/ (Aj�riling:_Block: Lot No. �0
Tax Parcel Number: a -� �--�-� Lot Size:a'"
Street Address: � .� / .�, / . ( Lc91�i c � 616;z 3
***************************************************************************
BUILDING TYPE: (Check applicable category)
4!�4' Residential/Single Family Number of Bedrooms
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
f TYPE OF WATER SUPPLY: (Check applicable category)
suh�vo�nWell ( ) Spring ( ) Surf c
( ) Public Name of Supplier: 5-a27,,,/9-x,
*These systems.require design
SIGNATURE:
************
TO BE COMPLETED BY THE COUNTY
AMOUNT PAID: /, S- c7 `"
,yegistered Professional Engi ee
Date:
RECEIPT # : 1073 DATE: _
CHECK #: s!�nZZ CASHIER:
0.
Community Development Department
(970) 328-8730
Fax: (970) 328-7185
TDD: (970) 328-8797
EAGLE COUNTY, COLORADO
January 5, 1998
John Ramo
P.O. Box 10688
Aspen, CO 81612
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Final of ISDS Permit No. #1682-97, Tax Parcel #2391-222-04-006. Property location:
0269 Sam Grange Court, El Jebel, CO.
Dear Mr. Ramo:
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
t.: 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,
1.
,ZZ-il,l !1
Janet Kohl
Environmental Health Department
Eagle County Community Development
ENCL:Informational Brochure
Final ISDS Permit
cc: files
Community Development Department
(970) 328-8730
Fax: (970) 328-7185
TDD: (970) 328-8797
EAGLE COUNTY, COLORADO
Date: April 3, 1997
TO: Stutsman-Gerbaz, Inc.
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. 1682-97. Tax
Parcel # 2391-222-04-006. Property Location: 0269 Sam Grange Ct., El
Jebel, CO, Ramo residence.
Enclosed is your ISDS Permit No. 1682-97. 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.
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.
If you have any questions, please feel free to contact the Environmental Health Division at 328-
8755.
cc: files
Timberline Engineering, David Powell
Community Development Department
(97C)328-8730
Fax: 970) 328-7185
TDD::970) 328-8797
EAGLE COUNTY, COLORADO
DATE: November 20, 1997
TO: ISDS Permit Holders
FROM: Eagle County Environmental Health Division
RE: Incomplete ISDS System Files
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
The Eagle County Environmental Health Division is in the process of updating our Individual
Sewage Disposal System (ISDS) files in order to identify systems that may, or may not have been
completed. The status of your septic system may affect the sale, refinancing, or Certificate of
Occupancy (CO) of your property. For these reason we are attempting to update all incomplete
files.
Our records indicate that your Individual Sewa a Disposal System (ISDS) Permit #
property located at .�2 �- �' ����L �� for
, has been issued, but has not
received final approval. For building currently under construction, your CO will not be issued
without the Environmental Health Division's approval of your septic system. For systems already
in operation, our records indicate that we need additional information submitted to our office for
us to recognize and approve your system:
Engineer final certification if your system was designed b a Registered P
Engineer. _ y g Professional
�/�LI3E,1?U� . G �ti /AJEER/�lJC7 ! �� f Ow�ZL Gjb3
Engineer final certification if your system is in operation, but was never inspected be�
Environmental Health Division for proper installation and compliance. y h
— Environmental Health final inspection if your system did not require an engineer design,
and has not yet been covered. These systems. must be installed by Dec. 1, 1997, or you
may need engineer certification for your CO if you plan on moving into your home this
winter.
— Follow-up photographs of the installation from the property owner or installer for the
following items:
septic tank inlet/outlet "T"
septic tank placement and or location relative to permanent landmarks
— installation of riser rings on septic tank to bring tank within 8" of finished grade
1
clean outs/inspection ports in sewer lines, effluent lines or absorption areas -
sewer line connection to dwelling showing the clean out
sewer line connection to leach field
Minor changes required to the leach field, such as replaced chambers, raked soils,
etc...
Detailed, scaled as -built site plan of system component locations and dimensions showing
set backs.
Receipts verifying materials installed.
Please be assured that Eagle County Environmental Health has your best interests in mind with
regards to this matter. It is our intent to verify that septic systems in Eagle County are in
compliance, for the sake of protecting your property, and our groundwater resources that may be
affected by Individual Sewage Disposal Systems. We intend to use this survey as a means of
updating our files and assuring compliance.
If you have any questions regarding the status of your ISDS permit file please.call 970-328-8755.
Please address all correspondence to:
Eagle County Environmental Health
P.O. Box 179
Eagle, CO 8 163 1.
A
EAGLE COUNTY, COLORADO
November 21, 1997
Dear Applicant,
The Environmental Health Division would like to notify you to
make a formal written request to extend your Individual Sewage
Disposal System(ISDS) Permit #1&P--q7into the 1998 construction
year. The Environmental Health Division discontinued percolation
tests on November 14, 1997, and will no longer conduct final
inspections after December 1, 1997 due to climatic conditions.
ISDS permits are active for 120 days after the date of issue if
no Building Permit has been issued for the same property. If a
Building Permit has been issued for the same property, the ISDS
will expire at the same time as the building permit.
If you still plan to apply for a Building Permit this year or in
the early months of 1998 you will need to have a percolation test
conducted before your Building Permit will be released. You will
have to contact a Registered Professional Engineering(RPE) firm
to conduct your percolation test.
If you have had your permit issued and have not had your final
inspection completed, but plan on constructing the system in the
next few weeks, please give our office a call and we will
evaluate your permit on a case by case situation.
If your system was designed by a Registered Professional Engineer
be aware that the final inspection must be completed by the
engineer. If the system has been completed please have the
engineer submit as -built drawings or a letter of certification tc
Eagle County Environmental Health, P.O. Box 179, Eagle, CO
81631.
Please give the Environmental Health office a call at 328-8755,
if you have any questions regarding your permit extension
process.
cc: ISDS Permit #/&&3-IiFile
S'II'RUC'II'URAUCIIVIDL ]ENGWEE.RING # C®NT ACMG ♦ CER=D ]ENERGY DESIGN PROFESSIONAL
March 12, 1997
Eagle County Environmental Health Department
Attn: Heather
500 Broadway
P.O. Box 179
Eagle, CO 81631-0179
Fax 970 328 7185 / Phone 970 328 8755
RE: Ramo Residence
Dear Heather:
MAR 13 1997
�AGL5 COUNTY
CbAdlMHNITY PF—VF60— PMtNT
Attached is a soils test and a preliminary ISDS design for the proposed residence. It is
preliminary due to the inability to test the percolation rate of the mound as it is not yet built. I
have assumed a 1.2 G.P.D. absorption rate for the calculations.
The mound will be closer than 50' to the existing irrigation ditch. I have proposed lining the
ditch or putting it in a pipe in accordance with our previous discussions.
Please call if you have any questions.
Sincerely,
TIlVIBE E GINEERING
David A. Powell
DAB ]POWEL L, P.E.
P.O. ]BOX 631
cCARB®lYDAIE, CO.81623
1PlE ONE / FAX
(970) 963-9869
97o9232a87
nF6B-19-JTMN . `�a � AM GRAy3EFk. .CrONST
iP. U-LB2
JUL Li `iDl0-44 KOP.VU
5pwarq�Q5,j9 OZ;WFIH 131 ADAMS AND COPPAr4YBJ Rcff-is
s -
., _ T
jiT1•W13KrH•PAW11►K (�117TtJC.tlTilt=Rly'NC' yWKrad154
i:tri+wnaJ Vp.:,gle t'a eutrrr
July 29, 19% { v: �►iA oss eysa
1"Jwm y70l195.7!NNF
John & Julia Rain
1237 ProvidmCe Terrace
McLean. Virginia 22101 Job No. 196 362
Subject Subsoil Study for Fin mlatian Design. Proposed Residence. 1" 6. The
Summit, Aspen Mountain View, OM Sam Grange Court, Garfield
County, Colorado
bfr. a Mrs. Rama:
As s,qucsded. llePwortit-PawUk Geote , lnc. performed a subsoil study for
design of foundations at the subject site, The study was conducted in acaWance with
ow apftmgnt for greotechnical enginewift services to you dated July 16, 1996. The
data obtained and our rccommendatWns based an tht PYQP Fscd construttioa and
subsui'f=W conditions eneotullered are presented in this report.
PropamA C.a ustructim lire design plans for fhc residence had not been dev►etoped at
the time of this report. We agwA that [he proposed residence w.111 be two si 10% of -
wood frmm coustr uctson OM a crawl,* 0 err b2semAt iocatcd ='the site as slwwss On
Fig. 1. Mound flow will be slab -use -grade, for moment level . Cut dcpft arc
expected to range betw m about 3 to S feet. Foundation loadings far this type of
+cousu etion we assumed to be relatively light.
If building conditions or foundation loadings are slgnifscantly different from those
descramd above, we should be notified ray reevaluajae the rwommendatioas presented in
this report.
Site CoMdliif+ams: Ime sim was vacant at do time of ow fieldwork on July 19, 19%.
Grading of the site appeared natural oxmpt for the gravel driveway. Underground
utilities had been pint in along the north x1de of the driveway. An active irrigation ditch
skirts the building envelope on the west and north sides. Tic irrigation ditch U about
12 feet lower in elevation lllan the building am. There shpe# ed to be haasait rock in
the side of dw- ditch. The building area is .located on the nordm eat side of a knoll and
slopes down to the nortbwest aW north at grades of 10 to 20%. The vegetation at the
site cowLm of !rage and other brush with gram and weeds. i b= was brick teak brush
lo the north of the building area above the irrigation d1wh. Basalt rocks up to 2 feet in
diameter were observed on the ground surface.
Subsurface Conditions: Tim subsurface conditions at tits cite were evaluated by
excavating two otpltuatury pits at dw approximate locations slmwn on 1=ig. 1. The lvgs
of tits pits am presented on 71g. 2. The rubndls enaountwed, beloW about 'A to 1 root -
uf reeky toMil, consist of 1 to 1'A the of gravel wilt basalt cobbles and boulders in n
sand_r ciay matri.. xBasalt nett was enoaatutr+ed Ia both pits at a depth of 2 feet
Pig -cat refusal to the rubber -tired backhoe digging was encountered in bout pits ate, , 3#4
to set. Results of a gradation analysis perforn d on a sample of clayey. gravel___
02/10/97 08:59 TX/RX N0.3183 P.002
FEB-1-9T Milhf , 1 �i 0A� AM ,GRABER _ CON-ST
970Sa732607
bf ldtiM $.T ADR 1� PflD C6'ff't�luB J ADRMS Jul �'j b 1 b - 413 414P . 316 t� ptf a
John dt Julie
July 29, 1996
Page2 -
(minus 3 inch fr=ion) obtained friam the site are presented on ft. 3. No free water
was observed in the pits at the tune or excavation and the soils were stighdy moist to
moist.
FoundOW Rceonnneadzoians: C�nzsidc&g tore subsurface conditions cucounWN6 is
the explorattdrq pits and tale jWure of the proposed conslnsetion, we recommend spread
footlop plated on fire undisturW natural gravel or basalt rock deslgrsod for as
allowable, bcarft pressure of 4,OW psf for support of the prarpased residence. We
expect that excavation of the basalt mck will be WWI. and mVirc heavy dUtY
axaavati m equipment and some blasting. Footings should be'a minimum width of
16 inches for continuous walls and 2 feat for columns. Low and disbvbed sails
encountered at the foundation bearing level within fire excavation should be removed
and the foodeg bearing level erctsrniad dawn to the undisturbed ua►otral soils. ftw iw
i'ootings should be provided with adequate cover above. tltieir bearing elevatlona for frost
prvtecd w. PlaWment of footings at least 42 inches blow iht exterior ;grade is
typically used in this arca. 'lire trust ttepit+ may be reduced whore bearing is on very
hard intact b"t fWA. CGBU= g foundatHm walls shMid be rainforwd trap and
irc:mm to span local anomalies such as UY assuming an un3upparv-d length OCat !cast 10
feet. Found&don walls acting as r"aitsg rsuu wcs should be designed to resist a
lateral earth pressure based on an equivalent fluid unit weight of at least 45 pef for the
ozs-aitc: sail as backfdl (excluding ovasirAd rock).
]h cot Sinba: The nawra►i o"te soils and rode, exclusive of tt,ogxsail, tic suitable to
support lightly to awmiarawy loaded slab -on -grade cons or. To reduce the effects
of some dif& mnai movement, tikwr slabs Awind be acp6*cd from all beating walls
anti column with expamion join which allow unrestrained vertical movement: I-100r
slab cornM joints should be treed to reduce damage due to shrinkage tracking. lire
requirements for joint spacing and slab reinforeem,ent should be esttablished by the
designer based on experimm and the. intended slab use. A mitntmum 4 Inch toyer of
Owdraining gravel should be plate tiorzeatb bent )foci slabs to fka& to
drailWge. - f his material should consist of minus 2 imil aggregate with less than 50%
ping the No. a sieve and ins than 2% passing the No. 2W sieve.
All fill RV0621S for stgrpost of floor slag should be compacted to at ]cast 95 % of
maximum ate ward Proct> r demdty at a ttnoistwz content neat optimum. Regtaitecf fill
can consist of the wshe song devoid of vegetation, toil and overslUd rddc_
Underolraie Sys: Atthough free water was not encountered during our expkrradon,
it has been our eacpe nu= whom rock is shsllaw that local perched gruurAtwatscr maY
develop daring times of heavy precipitation or seasonal runoff. Frown ground during
H- P GEOTEctt
02/10/97 08:59 TX/RX NO.3183 P.003 0
g7esZS2607 11-04
10 �'97 �MON _].F3_ H2 Fkr GRABER, CONS-r fu i �� VO 1O • 4ZO NOP.4UO t' •U+i
tS� wu[
t 03 gr � : oF2jPM $J ADRItS AND COMFf-I tYS J aEWS
John & Jude
July 29, 19%
Page3
spring rQdW can also create a perobed condition. We recommend below -grade ed from
cnnsttuctio�, web #S reWnbg waifs, crawlspaee and basement areas, be protect
wetting and hydrostatic pressure buildup by an undetdrain system.
rho drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular mawrial. 'The drain
should be pieced at each level of excavation and at least 1 foot balow_ lowest adjacent
finisb grace and sloped at a minimum I % to a suitable gravity outlet. Free -draining
granular material used in the undo ddrain system shouid contain lags than 2 % passing the
No. 200 sieve. less than 50% pla tag the No. d sieve and have a Tnuximum size of
2 inches. The drain gravel backiill should be at lest luh feet creep.
Snrn" Mwaluage: Tice following drainage precautions simuld be obsesv9ed during
s�onstruction aqd malntattted at all times after the rest c=c has been comps red:
1) Inundation of the foundation ONG"allOw and Unde ob arras amid W
avoided during construction. _
Z) FxtErior bac&fill should be adjusted to new optimum moisture and
compacted to at least 9s % or the maximum standard Procter density in
pavemem and slab areas and to at least 90% of *0 maximum smadard
ProcW density in.landscape areas. Free -draining wall bacicfiit should be .
cappcd with about 2 feet of the on -sits, flaw graded soils w reduce
surface water infliltradwL
3) The ground surface surrounding the exter)vt of the building should be
sloped to drain away tram the foundation in all directions. We
raoomnmW a minimum slope of 12- iechc s in the first 10 fedat in unpaved
areas and a minimum slgm of 3 intbes in the first 10 feet in *vernent
and wall w y wv=.
4) Roof downspouts rind drains should discharge well bey ovdthe limits of
all, bill.
I. b Ration- This report bms been Prepared in accordance with Somrally accepted
geotechnitnrf arngineering prhwiples and practices in this area at this lima. We Snake no
other warranty either expressed or implied. The conclusions and ns
submiu a in this report are based updm the data oiytained fsom the exptaramry Pits
c=vauxl at the locallons int loved on Pig. i, the proposed type pf comtruct.ton. and
our experi in *A me_ our findings include Ltterpolaudut and extrapolatim of the
aubsurfAw eottdidoas ldenurtod at ft exploratory pits and variations in the subsurrace
conditions may not become. avident until etccav don is performed. if eardfrions.
encountered during construction appear different from tbose dcsaribod in this repor4 we
should be aotificd at once so re-evaluation of the recommendations nay be made. -
• - "GEOTEOH
02/10/97 08:59 TX/R.X N0.3183 P.004 ■
F68^10-97 rr1QH. ;te:eA pM rgiiA$ER- CaNST
NE rU10fitl� .96 0 H41�I1 �!F AMIS ANDtOPFFt4YB J RDA S
�T0512SZfi8? P. SS
Jul ly 9b �b-�tb 1f�F".5-lax Y.ua
John & Julie
July 29, 19%
PagC
This report has been prepared for the exclusive use by our client for design purpows.
We are not responsiblc for tv ahnieal interprefa&w by offers of our informadon. As
the pwicat evolves, we should provide owtinued consultation and field services during
construction to review and monitor the implementation of our recommendations, and m
verify that tho ter -9 -I rld8tio�17f have been appropriately interpreted_ Significant &4gn
cMnges may zequire additional analysis or modifications, to the recommendations
presented be reia. We recommend o"Ift observation of escawWons and foundation
bearing strata and testing of structural fill by a reprwatativc of the potwAnWAl
' cngittear.
If you have any questions or if we may be of further assistance, please call gur office.
Sincerely,
HEPWORTH - PAWLAAK
ft
taiel E. Hardin, P.R.
Reviewed By. -
Steven L. Pawlak, P.B.
DHH/kw
INC.
attachments
cc:10 Adams & Company - Attn: W Adams
Cattle, Graybeal Yaw Archinx(s- Attn. Johib Cottle
02/10/97 08:59 TX/RX NO.3183 P.005 0
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02/10/97 08:59 TX/RX NO.3183 P.006
m
FED-1 O_ 97 MON 10 Fp4. AM GRADER CONET 97�923Z60� P- 07
!1R? 41Qr a Jck1 i3 7:! 1Cs�4.� .4.tr..f,Y .rr�.
� auG e5, • 5b e�= esPr� B.T RDflt•b rIND CurIF'f+ri � � 3 H[,�r-b
AMM.
p PIT 8
EL" 7" Fr SLAV. 7450 Fr. a
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Y 7
5
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LEGEND: -
TOPS 3L: CWM send end groVel with aab5las. orOaniz "mist, d" brawl+.
QMVEL 14= : with cobbles and boukW& In ssn*6W MINIM dense. sh9h* MOM tp tY obt.
modiuen brown.
BASALT ROCK; 8ssaR flow wtich W cracked -up into bouiden sb* roakfraW"Gnt- SOM*'M" of
- cractn;with + �Ad'if �9►
QWwd odbulksamp►a
r = -
rRafwsl to baddso&-
NOTES:
1 _ WOUM eY Pit wars etecsY Ad On MY t81988 VW* a b&CW* a.
Z I Of eacpW*t*N PM wens meeae +F s1O!!f by psi fgam teaWrss shown on
tt4C aft pion provided- -
f ewftm of sepia Pf& vwgm ebtMhed b V %taquME M betAOan c*f t°ws an "site pion pgovided-
4. The exPlorsl*tV Pit ions arkid s[evMtio►ns should be considered scourats MW 10 *4 de9rde
impuad MI0o numbed used.
5. the Braes bawmn nu aria sttovfn n tin transitions cty A low brad PMOMW tha apprmdyw�e
rs bonktios hMWM n me m d typos and
4L No *40 water VM encountered in Use ph%at the dMe of exmvadnw
FILcha arm in watw hvei awy *Mwvrtds *vw
7. Lab nifty T•46*4 Assuft--
.i.4 � p d on No. 4 aiaMew
='Pat�eer! passing fft 200 dew.-
ISOM HEPWORTH - PAWLAK LOGS OF EMORATDRY PITS
GUOTECHMSCAt-. iNiC_
Fig. 2
02/10/97 08:59 TX/RX NQ.3183 P.007
Firs
EM
HgPWORTH — PAVW AK GAAV AT10N MS F RES
GECHNICAL. IMG
ITI
1JI
l I#Mll> I I I:M ENGMERENG
MEMORANDUM
(Via Fax Transmission)
Total Number of Pages 13
TO: Heather
Eagle County Environmental Health Department
500 Broadway
P.O. Box 179
Eagle, CO 81631-0179
Fax 970 328 7185 / Phone 970 328 8755
FROM: David :Powell
RE: IRamo Residence 1SDS
DATE: March 25,1997
Attached is the information. you requested.
IDAVID POWIF,L L, P.E. ]PlHON E / 1PX
P.O. BOAC 631
CARIBONDALA CO.81623 (970) 963-9969
!`ILAM:1`l,lt, ( ENGINEERHNG
S'MUCrURAUCFVM WGBfEF2JNG[ O'.. i" ; , (If ,; r 4 i ,�
MI" I IL M MMGY DESIGN PROPESSIONA1,
March 25, 1.997
Eagle County Environmental Health Department
Attn: Heather
500 Broadway
P.O. Box 179
Eagle, CO 81631-0179
Fax 970 328 7185 / Phone 970 328 8755
RE: Ramo Residence
Dear Heather:
Attached are Figures 1 & 2 showing the piping schematic and the pump chamber arrangement.
Also attached is a soils test for the adjacent lot from which soils may be used to build the Poo r,�r,Y S I o
mound. lfthese soils are not available, medium to coarse sand (larger than 0.3 mm and smaller
than 1.17 mm) will be trucked in to build the mound. ti 1, 2 � P d 1
Please call if you have any questions.
Sincerely,
TIMB:ERL F EN " ERING
David A. Powell
bDAVW Powau, P.E. IPHONE I FAX
]P.O. BOX 631
CARBONDALE, CO. 81623 (970) 963-9869
ui r ruTrnr,r.,
10 005
'f'"_._._. - _..�.....o..'......�-
EIEP'WQRT'fI-PawLa3c GEOTECI3NICAL, INC. „iD20Load 1.54 •~ --
Glenwuud Springs, Co 81601
December 16, 1996
Tom Martin
P.O. Box 69
Fax 970 945-8454
Phone 970 945-7998
Snowmass, Colorado 81654 Job No. 196 588
Subject: Subsoil Study and Percolation Testing, Proposed Residence, Lot 5, The
Summit, Aspen Mountain View, Filing 3, 270 Grange Court, Eagle
County, Colorado
Dear Mr. Martin:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation testing for foundation and septic disposal system designs at the subject site.
The study was conducted in accordance with our Agreement for geotechnical
engineering services to you dated November 15, 1996. The data obtained and our
recommendations based on the proposed construction and subsurface conditions
encountered are presented in this report.
Proposed Construction: The proposed residence will be a one to two story wood
frame structure over a basement level daylighting to the southwest. The building will
be located on the site as shown on Fig. 1. Ground floors will be probably be slab -on -
grade. Cut depths are expected to range between about 4 to 10 feet, Foundation
loadings for this type of construction are assumed to be relatively light. An on -site
septic disposal system is planned at one of two alternate locations to the west of the
proposed residence.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to reevaluate the recommendations presented in
this report,
Site Conditions: The site is a vacant lot on somewhat irregular and rolling terrain_
The ground surface within the building area is a relatively shallow, west facing swale
with strong to moderate slopes ranging from about 10 to 25 % . Elevation difference
across the proposed residence is about 14 feet. The terrain appears natural and
vegetated with scrub oak, sage brush and grasses. There are scattered basalt fragments
to cobble and shall boulder size on the ground surface, An irrigation ditch trends
generally northwest to southwest through the western part of the lot as shown on Fig.
1. About 3 inches of snow covered the site at the time of our field work. There is an
existing residence to the southwest.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating three exploratory pits at the approximate locations shown on Fig. 1. Pit 1
and Profile Pit 1 were in the building envelope area and Profile Pits 2 was in the
alternate western septic disposal area. The logs of the pits are presented on Fig. 2.
Tom Martin
December 16, 1996
Page 2
The subsoils encountered, below about 1 foot of topsoil, are variable and consist of
intermixed and interlayed c a ey y_ basalt gravel with cobbles 3 nd sandy to _gravelly clay_
and clay -silt, that appeared generally, medium ,dense to, stiff. The upper soils to depths
of 4 to 8 feet in the building area (Pit 1 and Profile Pit 1) were generally blocky and
low to medium plasticity. The underlying clay -silt soils were highly calcareous and
extended to the pit depths ranging from 10 to 14 feet. Results of swell -consolidation
testing performed on a relatively undisturbed sample of the clay -silt soil from Pit 1,
presented on Fig. 3, indicate low to moderate compressibility when loaded and wetted
and a moderate collapse potential when wetted under a constant 1,000 psf surcharge.
No free water was observed in the pits at the time of excavation and the soils were
slightly moist to moist.
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 soils designed for an allowable bearing
pressure of 1,500 psf for support of the proposed residence. The calcareous clay -silt
subsoils tend to compress after wetting and there could be some post -construction
foundation settlement if the bearing soils were to become wetted. Possible sources of
wetting include surface water ponding, irrigation and utility line leaks. Precautions
should be taken to limit the potential for wetting. Footings should be a minimum width
of 18 inches for continuous walls and 2 feet for columns. All topsoil and loose or
disturbed soils encountered at the foundation bearing level within the excavation should
be removed and the footing bearing level extended 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 least 42 inches below the
exterior grade is typically used in this area. Continuous foundation walls should be
heavily reinforced top and bottom to span local anomalies and better withstand the
effects of differential movement such as by assuming an unsupported length of at least
12 feet. Foundation walls acting as retaining structures should also be designed to
resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf
for the on -site soils as backfill excluding vegetation, topsoil and oversized rocks.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. Some of the clay and silt soils could heave
or settle if they were to become wetted. To reduce the effects of some differential
movement, floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movement. Floor slab control joints
should be used to reduce damage due to shrinkage cracking. The requirements for joint
spacing and slab reinforcement should be established by the designer based on
experience and the intended slab use. A minimum 4 inch layer of free -draining gravel
H-P GEOTECH
------- ..,. ..,..--- wJUU/
Tom Martin
December 16, 1996
Page 3
should be placed beneath basement level slabs to facilitate drainage. This material
should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve
and less than 2 % passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95 % of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on -site soils devoid of vegetation, topsoil and oversized rock.
Underdrain System: Although free water was not encountered during our exploration,
it has been our experience in the area and where clay soils are present that local
perched groundwater may develop during times of heavy precipitation or seasonal
runoff. Frozen ground during spring runoff can also create a perched condition. We
recommend below -grade construction, such as retaining walls, crawlspace and basement
areas, be protected from wetting and hydrostatic pressure buildup by an underdrain
system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain
should be placed at each level of excavation and at least 1 foot below lowest adjacent
finish grade and sloped at a minimum 1 %Q to a suitable gravity outlet. Free -draining
granular material used in the underdrain system should contain less than 2% passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 11/a feet deep.
Surface Drainage: Positive surface drainage is an important aspect of the project to
reduce the potential for wetting of the subsoils below the residence. The following
drainage precautions should be observed during construction and maintained at all times
after the residence has been completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior 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. Wall backfill should be capped with
about 2 feet of the on -site, finer graded soils to reduce surface water
infiltration.
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
H-P GEOTECH
Torn Martin
December 16, 1996
Page 4
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and walkway areas. A swale may be needed uphill to direct surface
runoff around the building .
4) .Roof downspouts and drains should discharge well beyond the limits of
all backfill.
5) Landscaping which requires regular heavy irrigation should be located at
least 10 feet from the building.
Percolation Testing: Percolation tests were conducted on the subsoils at two different
locations at the site to evaluate the feasibility of an infiltration septic disposal system.
Profile Pit 1 and three percolation holes (P-1, P-2 and P-3) were dug just southwest of
the proposed residence and Profile Pit 2 and one percolation hole (P-4) were dug
further to the west, on the other side of the irrigation ditch as shown on Fig. 1. The
test holes (nominal 12 inch diameter by 12 to 14 inch deep) were hand dug at the
bottom of shallow backhoe 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 Profile
Pits shown on Pig. 2 and consist of intermixed and interlayed clayey basalt gravels with
cobbles_ and sandy to gravelly clay-. The percolation test rates provided i.n Table I
varied from about 7 to 13 minutes per inch with an average rate of about 10 minutes
per inch. Based on the information obtained, the tested sites appear suitable for a
conventional infiltration septic disposal system. The disposal area should be oversized
due to the clay soils.
Limitations: This report has been prepared in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
other 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 construction, and
our experience in the area. Our findings include interpolation and extrapolation of the
subsurface conditions identified at the exploratory pits and variations in the subsurface
conditions may not become evident until excavation is performed_ If conditions
encountered during construction appear different from those described in this report, we
should be notified 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
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
H-P GEorECH
4.J UU8
Tom Martin
December 16, 1996
Page 5
presented herein. We recommend on -site observation of excavations and foundation
bearing strata and testing of structural filI by a representative of the geotechnicai
engineer.
If you have any questions or if we may be of further assistance, please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
David A. Young
Reviewed By:
Steven L. P'awlak, P. E.
DAY/kw
attachments
�1STeR�''w�/'f'
15222OF
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arm �
a
H-P GEOTECH
L[dJ U IV
APPROXIMATE SCALE
1`t = 50'
LOT 5
BOUNDARIES
PROFILE
PIT 2
i 8P4
LOT 6 \ �i
P
P 2 Q PS
® PP ROF ILE
z
BUILDING g
SETBACK w
in
LJNES I,u
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PROPOSED -
GRANGE RESIDENCE :3
COURT �ul
PIT I J
EXISTING
DIRT DRIVE
EXISTING
IRRIGATION
DITCH
HEPWORTI-i - PAWLAIG LOCATION OF EXPLORATORY PITS I
196 5B8 GEOTECHNOCAL, INC. AND . PERCOLATION TEST HOLESaF# g.
PIT1
,.
m001,
+i WC 13.4
DD 75
10
i5
LEGEND:
PROFILE PIT 1 PROFILE PIT 2
TOPSOIL; organic root zone, dark brown.
ElCLAY ( CL ); silty; sandy, stiff, moist light brown to brown, upper several feet blocky
l and moderately porous, low to medium plasticity.
CLAY AND SILT ( CL- ML ); sandy., gravelly with basalt fragments to cobble size, stiff, slightly
moist, white -brown, moderately porous, highly calcareous, low plasticity.
-P•
f BASALT GRAVEL AND COBBLES (GC): with probable boulders, sandy, clayey, medium dense,
0.1�9 moist, gray brown to medium brown.
24 Diameter hand driven liner sample. - Disturbed bulk sample.
- J
NOTES-
1 . Exploratory pits were excavated on November 18,1996 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features shown on
the site plan provided.
3. Elevations of exploratory pits were not obtained and the exploratory pit logs are drawn to depth.
4. The exploratory pit locations should be considered accurate only to the degree
implied by the method used.
5. The lines between materials shown on the exploratory pit logs represent the approximate
boundaries between material types and transitions may be gradual.
6. No free water was encountered in the pits at the time of excavating.
Fluctuations in water level may occur with time.
7, Laboratory Testing Results:
WC = Water Content Jer6) pp _. pry r3onoity SPA
196 588 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS
CEOTECHNICAL, INC_
WJ V .L _
0
5
43
10
15
Fig. 2
-------- Li2i U 1. 2
Moisture Content 13.4 percent
I Dry Unit Weight = 75 pcf
Sample of: Sandy Clay -Silt
with Gravel
From: Pit 1 at 7 Feet
2
MCompression
, wUponetting
3
0
U
5
6
0.1 1.0 10 100
APPLIED PRESSURE - ksf
196588
HEPVVORTH PAWLAK
GEOTECHNICAL. INC.
SWELL - CONSOLIDATION TEST RESULTS
Fig. 3
iail
LgjU1a
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 196 588
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERNAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MINJINCH)
P-1
54
10
refill
refill
10
7%
2% .
7
11 %
9
2
9
71/4
1%
7%
6
1 Y,
11 %
9'/:
2
P-2
48
10
refill
9
7%
10
9 %
8
1 %
8
6 %
6 °/+
5 3/4
1
P-3
48
10
refill
refill
10
6'A
5'/+
1'/+
5 %4
4'A
'/
79/4
6'/4
+�.�
E J2
7
6
1
6
5
1
P-4
36
10
refill
8%
7%
1
13
73A
7
7
6
1
9'/s
8 `/.
1
8 A
7 Ya
'/s
a
Note: Percolation holes were hand dug in bottom of backhoe pits and soaked on November 18, 1996. The test holes were 12
to 14 inches deep and covered with rigid insulation to prevent freezing. The tests were performed on November 19, 1996.
MAR-25-97 TUE 12:36 PM GRABEER CONST
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M E M O R A N D U M
(Via Fax Transmission)
Total Number of Pages3
TO: .Heather
Eagle County Environmental Health Department
500 Broadway
P.O. Box 179
Eagle, CO 81631-0179
Fax 970 328 7185 / Phone 970 328 8755
FROM: David PowelI
RE: Ramo Residence ISDS
DATE: Mareb 25,1997
Attached is pump and dosing information.
DAVED Pow, F.1B. ]PHONE / FAX
P.O. BOIL 631
CARBONDA,.B, CO.81623 (970) 963-9969
STRU r1A,ICt M ENGZMEMNCj # CONTRAC`MG # CMRrYMD MaGY DESIGN PROFESSIONAL
March 25, 1997
Eagle County Environmental Health Department
Attn: Heather
500 Broadway
P.O. Box 179
Eagle, CO 816" 1-0179
Fax 970 328 7185 / Phone 970 328 8755
RE: Ramo Residence
Dear Heather:
Attached is a copy of the pump specifications for the system. A 1/3 HP pump will be used. The
system will have a 15 foot head. A 4' diameter pump chamber will require a 20" differential in
pump on/off settings. This will allow for dosing 3 times per day at 150 gallons per dose and a
pumping time of 7 minutes per dose. —----__-
An audible and visual alarm .vill be installed to indicate pump m:alfimctions. p IK.
Please call if you have any questions.
Sincerely,
TIMBERLINE; ENGIINEERING
David A. Powell
DA.VM 1POWM ,, PX. PHONE/FAX
P.O. BOX 631
CARBORDAILE„ CO.91623 (970) %3-9869
LKJ UU3
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Eagle County Enviormental Health
RE: Ramo Residence
Please find the enclosed -engineering data from Timberline Engineering. This should satisfy
the requiorments for ISDS Permit # 1682-97
If you have any further questions, please call me during normal business hours at 379-6740.
1682-97 Tax # 2391-222-04-006
Lot#6, Aspen Mt View RAMO
JOB NAME 0269 Sam Grange Ct.
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MISC. COSTS
TOTAL JOB COST
GROSS PROFIT
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% OF SELLING PRICE
NET PROFIT
JOB FOLDER Product 278 ®® NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER Printed in USA
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- sail . Each furro*m shawl d be thrown upsl ope . A c h 1 eel plow mt►ay m�ttri ng the summer. ,
A amol dboard 1 ow. Roughening ng the surface
be used 1n plate of a P
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vents cl o4gi ng at t
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q■ p area. K truck off - - an be Basil corrected.
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di stribut on mtie wo �►
. - 'I'1( INS the do�r3l side.
U5t t3� l / p� � �00�' I� A G�AVI L _ �
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J t P A MINIMUM 0� ASrM 2729 PVC s Z. a the fill material into lace using a small track of -the absorption bed. its cause
•('1�1� plt'� SHALL I3� _
P s ac type
If severe clogging occurs at t� bottom �
i -the
_ INT �C�CS Al 7 i PT 10 51011;
-
pips 51?�CIFICA110N SHALL P CHANGrP r0 ASrM �3� PVC 0� ���. K
tractor with a blade. Always keep a minimum of S in. of nmate-
beneath
should first be determined. if it is dmly to ,lailure to raw nta n
organics
_
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i It
�pips5H&LMA MINIMUM 0� IN PIAM�T��,
rial the tracks of the tractor to minimize compaction
at the natural soil. The fill material should be %mrted in
en peroxide to oxidize the acctaaUlated
pretreatment unit. hydrogen
face be weed. 1Yme cheamical can be applied
7f C3A5 AL MA MQUII9P �
this muanner -until the height of the .fill reaches the elevation
di the into tre be sun could
directly to the bed or through the dozing charmber. Because of the don- -
g
- ..
t A
5� 51 C0110N VF W (NC LL VW WIV V15 PLAN F0� f�ASAI A� p
_ of the of time abso tioft bed. _
- n thi s treatmatt should be done; by
galr � n meta nd1 i ng this strong oxi da t,
p�p t�
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GN HIC S�,U�ON I5 r�.QP
GJ AL L MAT��IALS, INStALLA110N ��AG11C�5 AN P 5�T>3ACK ffQUIITM%f5 SHALL
Step 3. With the blade of the tractor, forty the absorption bed. Rand
professionals. -
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COMPLY WITH �AGL COUNTY INPIVIPU& %WAG P15P05A 5 51�
t ever the bottom of the Bed, checking i t for the proper el ere-
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tion. She the sides to the desired slope.-
peIf
the clogging is dub to overloading or':. unusual vmastetm►ater charac-
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s ' e ri tics efforts ghoul be made to reduce M wastewater vole or
wound ca
fire wound. The p
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should 6e removed and the aggregate i n trrs absorption bed stripped out.
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The are& doimsl of th�a around shout d be p1 owed and additional fill
added to enlarge the wutd to the proper size. = The absorption bed can
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4. 1LEGEND: �S\
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DRAWN BY
LOT BOUNDARY Airs / DIP
EASEMENTS AND BUILDING SETBACKS _ _ / r
CENTERLINE EXISTING DITCH I \\ \ _ /p / 7.2.4.4 Construction
LIMITS OF TREES AND BUSHES c. _
Distribution Network Placement
a.. Site preparation 1
INDIVIDUAL TREES\\ ��_ / Step 1: Carefully place the coarse aggregate in the bed. Do not create 0
FIRE HYDRANT ,�� �- \ - Good construction techniques are essential if the wound is to function ruts in the bottom of the bed. Level the aggregate to a `
1 5CT oot N 64 e— fk aA pt-rc. t r•_ �0'• \ rl The following techniques should be considered: minimum depth of 6 in. (l6 ®) . � ` U
ELECTRIC VAULT ® NSA SC-cAc�SC- 6`fsTE*` -S _ � f� y.
TELEPHONE PEDESTAL o ' '� �T \ _ - - y Step 2: Assemble the distribution network on the aggregate. The mans-
10' CONTOURS' �1� ❑ fold should be, laced so 1t hill drain between d e ith r
Step 1. Mope off the site to prevent damage to the area during other P teree os s, e e
out the lateral s or back into the Chang.
- - - - - - - 2 CONTOURS T construction activity on the lot. Vehicular traffic over the pump The laterals ,
VIEW .ANGLES FROM STATION VAROUJ --► __- ---- - - =-_- - --- -- = - __ .- =- - `-_---- -- -
ibi to d 1 s level.
.� -- - --- . _ -- - -_`< area should be prohibited avoid soil c0anpaction_ should be laid 1 1. '• � r f1
5/8" _ REBAR AND -ALUMINUM ;CAP PLS -
r Ste 3: Place additiona-T a p
20695, FOUND IN PLACE I Step 2: Stake out the mound perimeter and bed in the proper or
P aggregate to a depth of at least 2-in: {5 cm) --- --
P C ❑ R over the crown of the i
WATER- VALVE i � WV -=_ / I tion. Reference stakes set sane distance from the ~sound -pert- pipe. � � '�
DQ meter are also required in case the corner stakes are dis-
turbed. Step 4: Place a suitable Dackfill barrier over the aggregate. ,
Step 3: Cut and relrove any excessive vegetation. Trees should be cut f
at ground surface and the stuffs left In place. d. Covering
step 4: Measure the average ground elevation along the upslope edge of ((�
the bed to determine the bottom elevation of the bed. Step 1: Place a finer textured soil material such as clay or silt loam v i
A. GAI,�I�'A�lONS f C�, G�N��AI, NOt�S over the top of the bed to a miniarua depth of 6 in. (15 Cm).
Step 5: Install the delivery pipe from the dosing chamber to the
Lay the pipe below the frost line or slope it uniformly P 9 quality topsoil over the entire.
f : i mound. Ste 2 : Place 6 i n. (15 cm) of good- qual i (� C� (�
1. APPLICA110N PATS 1.2 P �T - back to the dosing chamber so it may drain after dosing. Back mound surface. I �.Y� �-(
Gi h/ C A55UM�n) fill and compact the soil around the pipe. 1
2, PLOW PATS _ 2 6�nP00M5 X 2 X 15 X I ,5 �50 GALLONS PAP 1?AY i, THE 6ML Cfn POT`TOM SHALL I3� LAM C + / - 0,1 INCHE5) , step 3: Plant grass over the entire mound usinq'.grasses adapted to the
area. Shrubs can be planted around the base and up the side-
WZ
PPOVIPE PO5IfIVE RAINAGE AWAY PPOM THE MOUN19 Step 6. Plow the area within the mound perimeter. use a two bottom or s1 ape:. Shrubs should be somewhat moisture tolerant since the:
3, Q�QUIITn 51�PIC TANK CAPACITY a 1,000 GALLONS larger moldboard plow, plowing 7 to 8 In. (18 to 20 cm) deep doarsl ope perimeter may beware moist during early Spring and
4. AC350Pi3110N 1X17 AAA QUI n parallel to the contour. Single bottom plows should not be as- l ate fall. PI anti ngs on top of the mound should be draught = DATE
11t 2, THE 5�prIC TANK SHALL 6E LOCATW AT LEA5f FIVE ff�f AWAY PPOM THE IT5VENCE ed, as the tram wheel runs In every furrow, compacting the
ATA = 450/ 1,2 - 315 5P f U5e 05EP5 TO I3PIN6 THE 51�PT1C TANK ACC�55 WITHIN 6 0r FINAL GP.Ab�, soil. Each furrow should be thrown opal fie. A chisel plow may tolerant. as lire upper portion of the mound can beware , dry / 0 /
be used 1 n place of a coal dboard plow, Roughening the surface during the su►,antr.
A
3 THE PIPS PPOM with backhoe teeth pray be satisfactory, especially in wooded
sites with stumps. Rototilling is not recommended because of
f
[3 = 100 Ff, LFN6TH
THL- F%L-51nL-NCL- fO THE TANK MUST Er, IN )IMI.- n AS POLLOW5,
the damage it does to the soil structure. However, rototil l ins 7.2-4:s operation and Maintenance
n PIPE MU5f Lt IN5TALLF19 5TAIGHf IN ALLIGNWNTAW GME,
may be used in granular sails, such as sands. _ F
5, MOUNn VWN51ON5
1 IF A CHANGE IN ALLIGNMENT OP 61' E 15 NECE55ARY, A CLFANOUf WILL 13E MQUIPYn Af THE CK%F.
plowing should not be done when the soil is too wet. smearing a. Routine Maintename
n - PILL WTH --2 Pf, (A55UW5 2
I
� �XI5i W THE MINIMUM 6ME OF THE PIPE MU5f M 1 / �rr PAP POOP
and compaction of the soil will occur. If a sample of the soil
E - 17+ C 5LOPE X A) - 2+ C ,1661 X'4)
l
= 2,61 U5E 2,15 Pf THE PIPE MU5f 6E A MINIMUM OP A5TM 2129 PVC PIPE, IP THP LINE CP055E5 A V�HICULAP ACCE55,�
taken from the plow depth forms a wire when rolled between the
pales, the soil is too wet. If it crumbles, plowing may Apr rly +e:ignect and constructed wound should" operate satisfactorily
P - DEP n�PTH � 12"
I THE PIPE 5PECIPICA110N 5HALL-M CHAN02 TO A5TM 5054 PVC OP C3�TT�P, =
proceed. with virtually no regular maintenance. G
G -CAC' AT �1?G� _ 12''
A MINIMUM OF I CLEANOUT SHALL Lt IN5TALL117 Af THE LOCATION WHtP.E THE PIPS LW�S THE SpENC�,
I THE PIPE SHALL 6E A MINIMUM OF 4" IN niAMETEP,
b. Rehabilitation
H -CAC' Af C�NT�P 18"
b. Fill Placement
6 I PQ Mr- 9;r11UrV
- A -n4r- PIP- PPOM THr- Sr-PTIC YANK TO THE - = = - - -
Tyree failure conditions mi► occur within the pound The are fit se-
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- - - 5Y51�M MUSE Vr, INSTALLr.1� &,71-OLLOW5 Step 1: Place -the fill material - on the upslope edges of the were cl i09 at the bottom of the absorptions area, (Z) severe clogging
J - C 17 + F + G) X 5 = C 2 + 1 + 1) X 5- - -- _ 11 MINIMUM 51,01'� 0� LINE Ml,lSf l3� I/ �" p�p, �OOf I� A GKAVI'I'Y LINE area- xreP mks off the plowed area. Minimize traffic o� at the fill material and natural soil interface, and c3) plugging of the I
_ _ the downslope side. distributior network. Usually these failures can be easily corrected. SCALE
INTE�CT5 Af 1 ffEf L91 TO 5LOp� - � � _ THE PIPE SHALL Lt A MINIMUM OF A5TM 2129 PVC PIPE, IF THE LINE CPO55�5 A V�HICULAP ACCF55,� �}�j �j�-f �/��]�
Step 2 : Move the fill mate ri ai Into � ✓ J/ I OY i' / �► - THE PIPE 5PFCIPICAfION SHALL I3E CHAN09 fO A5fM 3034 PVC OR IVT�P, tractor witty a blade. 1 Place using a small track type If severe cloggingoccurs at the bottom of the abso ton bed its cause
1. C3ASAL AAA Qul h THE PIPE SHALL Ct A MINIMUM OF 4 IN t9 M�TEP, a ways keep a minimum of 6 in. of mate- should first be etermined. If it is due to [failure to maintain the
,�
rial beneath the tracks of tine tractor to minima
t)a StCTION VIEW INCLLM12 WITH THIS PLAN POP 6A5AL AYA
Ye caMsaction pretreatment unit, hydrogen peroxide to oxidize the accumulated organics-
of the natural soil. The fill material should be worked in
-'
GPAPHIC 5OLVON 151FQ1217T TO 51 OPT
Ofis manner at the infiltrative -surface could be used. The chemical can be applied
the til thethe fill reaches the elevation directly the ,
h tion
r
5, ALL MATEPIAL5, IN5%LAfION PACTI 5 An 5�TC3ACK 1TQUIQ WNf5 5HALL
the top of bee to bed or through the dosing chamber. Because of the dan-
in hands ing this
F
of strong oxidant, this treatmt should be 4one by
_
COMPLY WITH EAGLE COUNTY INnIVinUAL 5EWA66 n15PO5AL 5Y5TEM IT,61.AT1ON5,
professionals.
step 3: Minn the bl ode of the` tractor, forte ttf! absorption bed. Nand
level the bottom of the bed, checking it for the proper eleva-
tion. Shape the sides to the desired slope.
if the cl i ogy ng I!' dw to overloading or unusual wastewater charac-
teristics, efforts should be We to reduce the wastewater volume or
strength_ It my be necessary to enlarge the mound. The mowrrnd cap'-
should be reproved .and the aggregate in the absorption bed stripped out,:
The area domslopa of the mound should be plowed and additional fill
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added to enlarge the sound to the proper size. 'The absorption bed can
i
then be reconstructed
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Severe clogging at the fill and natural soil interface will cause sur_
face seepagg at the base of _the nmrmd. This area should be permitted to
D
- dry and the downslope area plowed. Additional fill can then be added.
If this does not correct the problem, the site may have to be abandoned.;
I , Partial plugging of the distribution piping may be detected by extremely:
.long dosing times. The ends of the distribution laterals should be ex
f posed and toe puwp activated to flush out any solid material. If ncces-
4 - sary, the lip* can be rodded. _
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