HomeMy WebLinkAbout03920<:70 ().\~~ . • .. ,,," "°"""' '"'"''" •••• """"~" """"'"' \V' \.,\ JU:,-~ 109 8th Street Suite 303
~ Glenwood Springs, Colorado 81601 C(,,f. Phone (303) 945-8212
PROPERTY
Permit N~ 3920
Assessor's Parcel No.
c::J / ?Cf-ofl-0¥-0-0/
This does not constitute
a building or use permit.
System Location __ ..:J~L...Ll..J.~.._~~-'-4-..L.::::t __ ~l)..~,,.,.~----,..---,.----=-----------
L•gal Description of Assessor's Parcel No. --'kA""'--'---'{'-_,W,,,.,.,,....,A,,.,_4\....--.l~.>!..>•=:sL_=---":....::~~-----------
SYSTEM DESIGN
______ Septic Tank Capacity (gallon) Other
______ Percolation Rate (minutes/inch) Number of Beliicooms (or other) ____ _
Required Absorption Area -See Attached ~ ~
Special Setback Requirements:
Date _____________ Inspector ___________________________ _
FINAL SYSTEM INSPECTION ANO APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer ________________________________________ _
Septic Tank Capacity ______________________________________ _
Septic Tank Manufacturer or Trade Name
Septic Tank Access within B" of surface --------------------------------
Absorption Area----------------------------------------
Absorption Area Type and/or Manufacturer or Trade Name--------------------------
Adequate compliance with County and State regulations/requirements _____________________ _
Other __ ~-----------------------------------------
Date 1~f5-o£ Inspector~~ ~h V .J.a4-?..z.
RETAIN WITH RECEIPT; CORDS AT CONSTRU;TION SITE
•CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, Article 10 C.R.S. 1973. Revised 1984.
2. This permit 1s valid only for connection to structures which have fully complied with County zoning and building requirements. Con-
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
3. Any person who constructs, alters. or installs an individual sewage disposal system in a manner which involves a knowing and material
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine -6
months in jail or both).
Whtte -APPLICANT Yellow -DEPARTMENT
PERMIT REQUEST FOR (~EW INSTALLATION ( )ALTERATION ( ) REPAIR
Attach separate sheets or report showing entire area with respeet to surrounding areas, topography of area, habitable
building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4).
LOCATION OF PROPOSED FACILITY:
NearwhatCityofTown 'S/L( SizeofLot I 1~ /II r rT ·
Legal Description or Address f'c}7' c,,e,;;,/c( '!?rk-r;(ll, ?/t,S?f
WASTESTYPE: (4WELLING ( ) TRANSIENTUSE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER-DESCRIBE _______________ _
BUILDING OR SERVICE TYPE:_>.---'/ -o/__,'"""'h_,~~~..-pc't"J1:J~+1_14_,_·....,.,,,,___ ____ -=-------
Number of Bedrooms NlJll(;er of Persons~.-<.__ __ _
(.-("Garbage Grinder (-1 Automatic Washer
SOURCE AND TYPE OF WATER SUPPLY: (~WELL
If supplied by Community Water, give name of supplier:
( -1'0ishwasher
( ) SPRING ( ) STREAM OR CREEK
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:-==----------
Was an effort made to connect to the Community System? /Vp ---------------
A site plan is required to be submitted that indicates the followin& MINIMUM distances:
Leach Field to Well: 100 feet
Septic Tank to Well: 50 feet
Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet
Septic System (septic tank & disposal field) to Property Lines: 10 feet
YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT
A SUE PLAN.
GROUND CONDITIONS:
Depth to first Ground Water Table-=t'M~AMA~'""l2~'t/,..,W~-----------------
PercentGround Slope~?'----....S:+--Li~S'----------------------
•
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
( ~ SEPTIC TANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET( ) OTHER-DESCRIBE
FINAL DISPOSAL BY:
c-1 ABSORPTION TRENCH, BED OR PIT ( ) EV APOTRANSPIRA TION
( ) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER-DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? ;JO ----
PERCOLATION TEST RES UL TS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test) (5'&£ /2'e{):IRfJ
Minutes ____ _,,er inch in hole No. 1 Minutes _____ _,,er inch in hole No. 3
Minutes er inch in hole No. 2 Minutes per inch in hole No._
Name, address and telephone ofRPE who made soil absorption tests: ._16"-~'--"'6""'~----...;.'ff-.:...-______ _
Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and
additional tests and reports as may be required by the local health department to be made and furnished by the applicant
or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is
subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made,
infonnation and reports submitted herewith and required to be submitted by the applicant are or will be represented to
be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of
health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any
falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based
upon said application and in legal action for perjury as provided by law.
Sign:~ Dat~a! /Z~3
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
c:~d>tech
HEPWORTH-PAWLAK GEOTECHNICAL
November 7, 2003
Norm Clasen
P.O. Box 1155
Basalt, Colorado 81621
! ll' I 1 1 ' ' '
' ' "~' '.
:-! ._ ,, --..... ~ -• ...:, : ...
Job No. 103 694
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 1, Cedar Hills Subdivision, Garfield County, Colorado.
Dear Mr. Clasen:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The study
was conducted in accordance with our agreement for geotechnical engineering services
to you dated October 27, 2003. 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 11-l story wood frame
structure over a full basement level located on the site as shown on Figure l. The
attached garage and basement floors will be slab-on-grade. Cut depths are expected to
range between about 3 to 8 feet. Foundation loadings for this type of construction are
assumed to be relatively light and typical of the proposed type of construction. The
septic disposal system is proposed to be located about 100 feet to the south-southwest of
the residence.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
this report.
Site Conditions: The site is pastureland that was vacant at the time of our field
exploration. There is an existing barn, riding arena and corral to the northwest of the
proposed building area. The ground surface in the building area is relatively flat with a
slight slope down to the southeast and southwest. An irrigation ditch is located to the
east of the building area. Vegetation consists of grass.
Norm Clasen
November 7, 2003
Page 2
Subsurface Conditions: The 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 the approximate locations shown on Figure 1. The logs of the pits are
presented on Figure 2. The subsoils encountered, below a minor amount of organics,
consist of medium dense, sand and silt to the excavated depths of 8 1h to 101h feet.
Results of swell-consolidation testing performed on relatively undisturbed samples of
the silt and sand, presented on Figures 3 and 4, indicate low compressibility under
existing moisture conditions and light loading and a low collapse potential (settlement
under constant load) when wetted. The samples showed moderate to high
compressibility upon increased loading after wetting. The laboratory test results are
summarized in Table 1. No free water was observed in the pits at the time of
excavation and the soils were slightly 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 soil designed for an allowable soil bearing
pressure of 1,200 psf for support of the proposed residence. The soils tend to compress
after wetting and there could be some post-construction foundation settlement. The
amount of settlement would depend on the depth and extent of subsurface wetting and
could be on the order of 1 to 2 inches. Precautions should be taken to prevent wetting
of the bearing soils. Footings should be a minimum width of 20 inches for continuous
walls and 2 feet for columns. Loose and 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. The exposed subgrade should be
moistened and compacted prior to forming footings and placing concrete. Exterior
footings should be provided with adequate cover above their bearing elevations for frost
protection. Placement of footings at least 36 inches below the exterior grade is
typically used in this area. Continuous foundation walls should be reinforced top and
bottom to span local anomalies such as by assuming an unsupported length of at least
12 feet. Foundation walls acting as retaining structures should be designed to resist a
lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the
on-site soil as backfill.
Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support
lightly loaded slab-on-grade construction. The soils are compressible when 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
Job #103 694 Ge':!Aect I
Norm Clasen
November 7, 2003
Page 3
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 should be placed beneath basement level slabs to
facilitate drainage. This material should consist of minus 2 inch aggregate with Jess
than 50 3 passing the No. 4 sieve and less than 2 3 passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95 3 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 that local perched groundwater can develop
during times of heavy precipitation or seasonal runoff. Frozen ground during spring
runoff can create a perched condition. We recommend below-grade construction, such
as retaining walls 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 3 to a suitable gravity outlet. Free-draining
granular material used in the underdrain system should contain Jess than 2 3 passing the
No. 200 sieve, less than 503 passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 1 \n feet deep. An impervious
membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough
shape and attached to the foundation wall with mastic to prevent wetting of the bearing
soils.
Surface Drainage: 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
2)
Job #103 694
avoided during construction.
Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95 3 of the maximum standard Proctor density in
pavement and slab areas and to at least 903 of the maximum standard
Proctor density in landscape areas. Free-draining wall backfill should be
Norm Clasen
November 7, 2003
Page 4
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 6 inches in the first IO feet in unpaved
areas and a minimum slope of 3 inches in the first IO feet in pavement
and walkway areas.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
5) Irrigation sprinkler heads and landscaping which requires regular heavy
irrigation, such as sod, should be located at least 5 feet from foundation
walls.
Percolation Testing: Percolation tests were conducted on November 4, 2003 to
evaluate the feasibility of an infiltration septic disposal system at the site. One profile
pit and three percolation holes were dug at the locations shown on Figure 1. The test
holes (nominal 12 inch diameter by 12 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 Pit shown
on Figure 2 and consist of sand and silt to the excavated depth of 81h feet. The
percolation test results are presented in Table 2. The percolation test results indicate an
infiltration rate between 7 and 13 minutes per inch with an average of 9 minutes per
inch. Based on the subsurface conditions encountered and the percolation test results,
the tested area should be suitable for a conventional infiltration septic disposal system.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either express 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 Figure 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.
Job #103 694 Ge'Jitect I
Norm Clasen
November 7, 2003
Page 5
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 presented herein. We recommend on-site observation of excavations
and foundation bearing strata and testing of structural fill by a representative of the
geotechnical engineer.
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
Iordy Z. Adamson, Jr , P
Reviewed by:
Steven L. Pawlak, P.E.
JZNksw
attachments Figure 1 -Location of Exploratory Pits and Percolation Test Holes
Figure 2 -Logs of Exploratory Pits
Figures 3 and 4 -Swell Consolidation Test Results
Table l -Summary of Laboratory Test Results
Table 2 -Percolation Test Results
cc: High Country Engineering -Attn: Roger Neal
Job #103 694
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APPROXIMATE SCALE
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103 694 HEPWORTH-PAWLAK
GEOTECHNICAL, INC.
LOCATION OF EXPLORATORY PITS AND
PERCOLATION TEST HOLES Figure 1
-.. .. ..._
.r:; -Q. ..
0
PIT 1 PIT 2 PROFILE PIT
0 0
WC•4.4
00•89
5 -200•42 5
WC-6.7
00•96
WC-7.2 -200-24 10 10 00•98
-20<>-34
15 15
LEGEND:
~ SAND AND SILT (SM-ML); medium dense, slightly moist, light brown, slightly porous.
~ 2" Diameter hand driven liner sample.
NOTES:
1. Exploratory pits were excavated on November 3, 2003 with o Cose 580 backhoe.
2. The exploratory pits were located approximately from features shown on the site pion provided.
3. Elevations of exploratory pits were not measured and logs of exploratory pits ore drown 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 ( 3 )
DO = Ory Density ( pcf )
-200 = Percent passing No. 200 sieve
103 694 HEPWORTH-PAWLAK
GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Figure 2
-.. .. ..._
.r:; -Q. ..
0
. .
Moisture Content = 4.4 percent
0
Ory Density = 89 pcf -r--
Sample of: Very Silty Sand -From: Pit 1 at 3 Feet ....
.... i-.~ 1
--..... ....
~ 2 ... ,
'\ Compression
c upon
0 3 wetting o;
"' \ .. ...
Q.
E 4 \
0
(.) \
5
\
6
\
7
0.1 1.0 10 100
APPLIED PRESSURE -ksf
Moisture Content = 7.2 percent
0
Dry Density = 98 pcf
Sample of: Silty Sand
~} From: Pit 1 at 9 Feet
1 (""---1--....
~ ' .......
2
c ""
Compression
0 o; upon
"' 3 \ wetting "' ... \ Q.
E
0
(.)
4
\
5 \
\
D
6
0.1 1.0 10 100
APPLIED PRESSURE -ks!
103 694 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Figure 3 GEO TECHNICAL, INC.
.
Moisture Content = 6. 7 percent
Dry Density = 96 pcf
Sample of: Silty Sand
From: Pit 2 at 8 Feet
0
r--r-r... i-.~
1
Compression
upon
2 ~ wetting
3
~ \ 4 c:
\ 0 ·;;;
"' .,
~ a. 5 E \ 0
()
6
7 \
\
8 \
'
9
0.1 1.0 10 100
APPLIED PRESSURE -ksf
103 694 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Figure 4
GEOTECHNICAL, INC.
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1 JOB NO. 103 69·1
SUMMARY OF LABORATORY TEST RE SUL TS
!;.AMl'I f l OCA 1 IUN NATURAL NATURAi_ GRADATION PERCENT ATTERBERG LIMITS UNCONFINED
Pll Pf PHI MOISTURf ORV GRAVEL SAND PASSING llOUID PLASTIC COMPRESSIVE SOil OR
(hwO CONlENT DENSITY (%) 1•,1.1 NO. 200 LIMll INDEX SlRENGTll l:itUROCK 1 YPl:
l"•I 1111.11 SIEVE l~•l t"•I lPSF)
1 3 4.4 89 42 very silty sand
9 7.2 98 34 silty sand
2 8 6.7 96 24 silty sand
II
11
11
11
11
I
--·
HEPWORTH-PAWLAK GEOTECHNICAL, INC . . -
TABLE 2
PERCOLATION TEST RES UL TS JOB NO. 103 694
HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP JN AVERAGE
llNCHESI INTERVAL AT START OF AT END OF WATER PERCOLATION
(MINI INTERVAL INTERVAL LEVEL RATE
llNCHESI (INCHES) (INCHES) !MIN./INCH)
P-1 63 10 10 8 2
water added 14 3/4 12 1 /2 2 1/4
12 1/2 10 3/4 1 3/4
10 3/4 9 1/4 1 1/2
9 1/4 8 1 1/4
8 6 3/4 1 1/4
6 3/4 5 1/2 1 1/4
5 1/2 4 1/4 1 1/4 8
P-2 75 10 10 1 /2 9 1 1/2
9 8 1/2 1 /2
8 1/2 7 3/4 3/4
water added 11 1 /2 10 1/4 1 1 /4
10 1/4 9 1/2 314
9 1/2 8 3/4 3/4 I
8 3/4 8 3/4
8 7 1/4 314 13
P-3 62 10 11 114 9 2 1/4 I I
9 7 1 /4 1 314
!1
water added 14 114 12 1/4 2
II
12 1/4 10 1/2 1 3/4
11 10 1/2 8 3/4 1 3/4
8 3/4 7 114 1 1 /2 I
I
7 114 5 3/4 1 1/2 I
5 3/4 4 1/4 1 1 /2 7 II
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on
November 3, 2003. Percolation tests were conducted on November 4, 2003. The
average percolation rates were based on the last two readings of each test.
VICINITY MAP
SCALE: 1"=2DDO'
QQERALNQ!
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE GARFIELD COUNTY
REGULATIONS Of INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH
ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS
ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.
2. FLOW FOR BED:
4 BEDROOMS • 2 PERSONS/BEDROOM • 75 GALLONS/PERSON/DAY IS:
600 GPO = AVERAGE DAILY FLOW.
DESIGN FLOW= 1 .5 • AVERAGE = 900 GPO (Q)
SEPTIC TANK:
MINIMUM TOTAL TANK SIZE:
Q • 1 DAY/24 HRS • 30 HRS= 1125 GPO
INSTALL ONE 1250-GALLON TANK WITH BAFFLE
•••INSTALL EFFLUENT FILTER IN SEPTIC TANK OUTLET•••
STANDARD ABSORPTION AREA:
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INSPECTION WELL DETAIL
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FEET ALONG THE HOUSE SEWER.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL
WATER TIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA,
TO PREVENT INFILTRATION.
TOPSOIL COVER MAY BE VARIED (WITH 1 FOOT MINIMUM) TO ALLOW
LANDSCAPING.
INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO
WITHIN ONE-HALF FOOT OF FINAL GRADE,
LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
FIELD AREA USING DRAINAGE SWALES AS NECESSARY.
9. SOILS INFORMATION PROVIDED BY H.P. GEOTECH, INC,, JOB NO, 103 694,
DATED NOVEMBER 7, 2003.
10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT MUST BE
OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS.
ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL
AND PROVIDE REPORT TO COUNTY.
11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH
OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS
OR FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM.
12. SITE PLAN INFORMATION FROM OWNER.
13. INSTALL BLUEBOARD INSULATION OVER SEWER PIPE WHEREVER DEPTH IS
LESS THAN 5.0 FEET.
14. THE ENGINEER SHALL BE CONTACTED FOR SITE INSPECTION PRIOR TO
BACKFILLING OF SYSTEM COMPONENTS.
15. DESIGN OF ABSORPTION BED BASED ON PERC. RATE AND SOIL PROFILE
INDICATING A POROUS SAND AND SILT SOIL TYPE.
16. ALL THE NECESSARY SETBACKS ARE MET FROM THE WELLS (100 FEET).
, 7.
, .
2.
3.
4.
5.
6.
7.
AN IRRIGATION DITCH EXISTS ALONG THE CENTER OF THE PROPERTY,
HOWEVER IT IS LOCATED BEYOND THE 50 FOOT SEPARATION REQUIREMENT
FOR AN ABSORPTION TRENCH.
ABSORPTION LATERALS SHALL NOT EXCEED 100 FEET IN LENGTH.
THE BOTTOM OF EACH ABSORPTION TRENCH SHALL BE LEVEL.
DRAINAGE SWALES ARE TO BE PROVIDED ABOVE AND AROUND BED, AS
NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
TRENCH LATERALS SHALL FOLLOW CONTOURS.
INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURER'S RECOt.t.4ENDATIONS.
BED BOTTOM AND SIDEWALLS MUST BE RAKED TO REMOVE SOIL SMEARS
INCURRED DURING EXCAVATION.
NO EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING WET WEATHER
AND USE OF RUBBER TIRE VEHICLES OVER ABSORPTION AREA IS PROHIBITED
8. BOULDERS EXISTING WITHIN THE TRENCH SHALL BE EXCAVATED AND
BACKFILL SHALL CONSIST OF ONSITE SELECT OR PIT-RUN MATERIAL.
.....
PROJECT NO.
2031717.0218
,
I
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"" \ .............. ~l~~/ I . \ GATE
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10 \ i
FRf:'A -tTION
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10'± GRAVEL ~-1 ROAD// -........... I
4•13 SCHEDU
SEWEI _,,.... )
GRAPHIC SCALE
lO 0 15 lO "° 120
~-... --I I I I
( IN FEET )
I Inch = 30 ft.
NOTICE: ACCORDING TO COLORADO LAW YOU lil.JST CC».MfNC$' ANY I r:'f".&.t
-
5' (MIN.)
SCHEDULE 40 PVC
A VITY SEWER LINE
2% SLOPE
-
'C
/
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15.o'Ai'T11 E~SEMEN
NATURAL 8
INFILTRATOR UNIT (TYP.)
\
I
I ~UTILITY EASMENT
. 12" MIN. COVER
36" MAX. COVER
\
\
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4" COUPLING
4" SEWER LINE
4" x 4" x 4"
PVC WYf.
\
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4" RISER
4" 45" SWEEP BEi
~'mo
ASSEMBL"
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