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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT
109 Bth Street Suite 303
Glenwood Springs, Colorado 81601
Phone (303) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
PROPERTY
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Permit N~ 3799
Assessor's Parcel No.
This does not constitute
a building or use permit.
Legal Description of Assessor's Parcel No. --------~=..L__'j.LS:::__-_L/.:O~.)..~_-~O~g'._-_O=-_._f_j,_ _______ _
SYSTEM DESIGN
______ Septic Tank Capacity (gallon) ______ .Other
______ Percolation Rate (m1nutes/1nch)
Required Absorption Area -See Attached
Special Setback Requirements:
Date _____________ Inspector ___________________________ _
FINAL SYSTEM INSPECTION AND 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 --------------------------
f. f.
RETAIN WITH RECEIPT REC
•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·
nect1on to or use with any dwelling or structures not approved by the Bu1ld1ng 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
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INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER PA 11 e -1----::su L 1 i=-f'-1!?. 1•1 B/2.v sn;-R.
ADDRESS L.P/ 19 Sf'Rµ/k i'CllJt«r PHONE <J"i5-75"oz_
CONTRACTOR ~ fl/\ • N &um A,.)
ADDRESS l',o · B~ X z:. "3 l 7 G> .S . CO · PHONE C/45-750?
'310 '"I+ 'I.._ s-..
PERMIT REQUEST FOR ()0 NEW INSTALLATION ( ) ALTERATION ( )REPAIR
Attach separate sheets or report showing entire area with respect 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:
Near what City ofTown, ____ G"""""'-'(JJ'-----S. ________ .Size of Lot '1, ( ~ ~
Legal Description or Address ____ o=-8~[_lf __ ~--tf-1_i '::5J-<d-'r_1_'cl=?jT'f.""--b=-'r'-'-. _______ _
WASTES TYPE: 00 DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER-DESCRIBE _______________ _
BUILDINGORSERVICETYPE: Sip ~ l~
Number of Bedrooms Number of Persons _ _,~----
( ~Garbage Grinder ( .y,(utomatic Washer ( '1']5ishwasher
SOURCE AND TYPE OF WATER SUPPLY: ( ) WELL
If supplied by Community Water, give name of supplier:
( ) SPRING ( ) STREAM OR CREEK
C: O #1 A1 vP/ ryl' l.<.J ~
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: N /A--S-"", l«i'S
'
Was an effort made to connect to the Community System? -~·"k""e:_::s ___________ _
A site plan is required to be submitted that indicates the followini 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 SITE PLAN.
GROUND CONDITIONS:
Depth to first Ground Water Table ______________________ _
Percent Ground Slope __________________________ _
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:
( ) ABSORPTION TRENCH, BED OR PIT { ) EV APOTRANSPIRATION
( ) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL { ) WASTEWATER POND
( ) OTHER-DESCRIBE v.J I U... ~IPA/ 779-<: T 6?v'G1M6l:&? + &P'L Cti;.t;E/,gt..~ C!o. I
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? ;t/J
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test)
Minutes. ____ ..... er inch in hole No. 1 Minutes _____ _,,er inch in hole No. 3
Minutes er inch in hole No. 2 Minutes. __ ~ __ _,.er inch in hole No.
Name, address and telephone ofRPE who made soil absorption tests: __ ff ..... .....:.f--~---=---~-~---
Name, address and telephone ofRPE responsible for design of the system: lh',gh ~ · Eftj iv1e-ev\ ~
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 bemade 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,
information 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.
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c:i&c!)tech
HEPWORTH-PAWLAK GEOTECHNICAL
March 11, 2003
D.M. Neuman Construction
Attn:"ouane Neuman
P.O. Box 2317
Glenwood Springs, Colorado
Hepworth-Pawlak Geotechnical, Inc .
5020 County Road 154 ,
Glenwood Springs, Colorado 81601
Phone:970-945-7988
Fax: 970-945-8454
email: hpgeo@hpgeotech.com
Job No. 103 172
Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed
Armbruster Residence, Lot 19, Springridge Subdivision, Springridge
Drive, Garfield County, Colorado
Dear Mr. Neuman:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation testing for foundation and septic disposal designs at the subject site. The
study was conducted in accordance with our agreement for geotechnical engineering
services to D.M. Neuman Construction dated March 4, 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 one story wood frame
residence over a walkout basement. Ground floors are proposed to be slab-on-grade.
Cut depths are expected to range between about 3 to 8 feet. Foundation loadings are
assumed to be relatively light and typical of the proposed type of construction. The
septic disposal system is proposed to be located south of the building envelope.
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 was vacant and covered with up to 6 inches of snow at the
time of our field work. An abandoned irrigation ditch is located to the uphill side of the
lot. The ground surface is relatively flat with slight to moderate slopes down to the east.
Vegetation consists of grass and weeds. A drainage swale crosses the southeast corner
of the lot.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating three 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 about up to 1 foot of topsoil,
consist of stiff to very stiff sandy clay. Results of swell-consolidation testing performed
on relatively undisturbed samples of the clay, presented on Figures 3 and 4, generally
indicate low compressibility under existing moisture conditions and light loading, and
moderate compressibility with increased loading after wetting. The sample from Pit 2
at 5 feet showed a minor collapse potential (settlement under a constant load) after
wetting. The sample from Pit 3 at 4 feet showed a low expansion potential after
wetting. The laboratory test results are summarized in Table I. No free water was
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989
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D.M. Neuman Construction
March 11, 2003
Page 2
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 soil designed for an allowable soil bearing
pressure of 2,000 psf for support of the proposed residence. The soils tend to
compress/heave after wetting and foundation movements could be differential. The
settlement/heave potential of the subgrade should be further evaluated at the time of
construction. Footings should be a minimum width of 16 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 beariljg 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 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 and Retaining ·walls: Foundation walls and retaining structures which are
laterally supported and can be expected to undergo only a slight amount of deflection
should be designed for a lateral earth pressure computed on the basis of an equivalent
fluid unit weight of 55 pcf for backfill consisting of the on-site clay soils. Cantilevered
retaining structures which are separate from the residence and can be expected to deflect
sufficiently to mobilize the full active earth pressure condition should be designed for a
lateral earth pressure computed on the basis of an equivalent fluid unit weight of 45 pcf
for backfill consisting of the on-site clay soils.
All foundation and retaining structures should be designed for appropriate hydrostatic
and surcharge pressures such as adjacent footings, traffic, construction materials and
equipment. The pressures recommended above assume drained conditions behind the
walls and a horizontal backfill surface: The buildup of water behind a wall or an
upward sloping backfill surface will increase the lateral pressure imposed on a
foundation wall or retaining structure. An underdrain should be provided to prevent
hydrostatic pressure buildup behind walls.
Backfill should be placed in uniform lifts and compacted to at least 90% of the
maximum standard Proctor density at a moisture content near optimum. Backfill in
pavement and walkway areas should be compacted to at least 95% of the maximum
standard Proctor density. Care should be taken not to overcompact the backfill or use
large equipment near the wall, since this could cause excessive lateral pressure on the
wall. Some settlement of deep foundation wall backfill should be expected, even if the
material is placed correctly, and could result in distress to facilities constructed on the
backfill.
The lateral resistance of foundation or retaining wall footings will be a combination of
the sliding resistance of the footing on the foundation materials and passive earth
pressure against the side of the footing. Resistance to sliding at the bottoms of the
Job #103 172
D.M. Neuman Construction
March 11, 2003
Page 3
footings can be calculated based on a coefficient of friction of 0.35. Passive pressure of
compacted backfill against the sides of the footings can be calculated using an
equivalent fluid unit weight of 350 pcf. The coefficient of friction and passive pressure
values recommended above assume ultimate soil strength. Suitable factors of safety
should be included in the design to limit the strain which will occur at the ultimate
strength, particularly in the case of passive resistance. Fill placed against the sides of
the footings to resist lateral loads should be a nonexpansive material compacted to at
least 95% of the maximum standard Proctor density at a moisture content near
optimum.
Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support
lightly loaded slab-on-grade construction. The settlement/heave potential of the slab
subgrade should be evaluated at the time of construction. To reduce the effects of some
differential movement, floor slabs should be separated from all bearing walls and
cplumns 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 should be placed beneath basement level slabs to facilitate
drainage. This material should consist of minus 2-inch aggregate with less tlian 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 or a suitable imported road base type gravel devoid of
vegetation and topsoil.
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
also 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 % 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 1 Y:i feet deep.
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
avoided during construction. Drying could increase the expansion
Job#103 172
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D.M. Neuman Construction
March 11, 2003
Page4
potential of the soils.
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. Free-draining wall backfill should be
capped with about 2 feet of the on-site fine-grained 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
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 residence and septic disposal area.
4) Roof downspouts and drains should discharge well beyond the limits of
all backf'ill.
5) Landscaping which requires regular heavy irrigation should be located at
least 5 feet from the building.
Percolation Testing: Percolation tests were conducted on March 6, 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 e.xposed in the Profile Pit shown on Figure 2
and consist of stiff to very stiff sandy clay. Percolation test results indicate variable
infiltration rates between 25 and 120 minutes per inch. The percolation test results are
presented in Table 2. In our opinion, an average infiltration rate of 60 minutes per inch
can be used in the septic disposal design.
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 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 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.
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
Job#103172' c~£tec11
D.M. Neuman Construction
March 11, 2003
Page 5
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,
HEPWORTH -PAWLAK GEOTECHNICAL, INC.
~~e~
Trevor L. Knell
Reviewed by:
TLK/ksw
attachments (Figure 1 -Location of Exploratory Pits)
(Figure 2 -Logs of Exploratory Pits)
(Figure 3 -Swell-Consolidation Test Results)
(Figure 4 -Swell-Consolidation Test Results)
(Table 1 -Laboratory Test Results)
(Table 2 -Percolation Test Results)
cc: Jeff Johnson -Architect
Westar, Inc. -Attn: Steve Kesler
Job #103 172
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SPRINGRIDGE DRIVE
/ ~~-'----r~---LI_
/ I
LOT ( BOUNDARIE~-
'6430 I ~ I
I
LOT 20
103 172
I
6420
LOT 18
I ENVELOPE I
· PROFILE
•PIT
(
\J I p 1..6, f2 ..6,P 3
6410 -.....
6380
/
I I
6400
I
6390
HEPWORTH-PAWLAK
GEOTECHNICAL, INC.
LOT 19
APPROXIMATE SCALE
1" -801
LOCATION OF EXPLORATORY PITS
AND PERCOLATION TEST HOLES Figure 1
...
0
5
10
LEGEND:
PIT 1
ELEV.•6400'
WC-14.3
DD•10-4
-2oo-76
PIT 2
ELEV.•3389'
PIT 3
ELEV.•6395'
§ TOPSOIL; orgonlc sandy silty clay, frozen, dark brown.
PROFILE PIT
ELEV.•6385'
D CLAY (CL); sandy, stiff to very stiff, slightly moist to moist with depth, reddish brown.
~ 2" Diameter hand driven liner sample.
NOTES:
1. Exploratory pits were excavated on March 5, 2003 with a CAT 4168 backhoe.
0
5
10
2. Locations of exploratory pits were measured approximately by pacing from features shown on the site
plan provided.
3. Elevations of exploratory p Its were based on topographic lines on original plat. The logs of exploratory
pits are drawn to depth.
4. The exploratory pit locations and elevations 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 )
DD -Dry Density ( pcf )
-200 = Percent passing Na. 200 sieve
103 172 HEPWORTH-PAWLAK
GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS ~igure 2
:5 g.
0
...
Moisture Content • 14.3 percent
Dry Density = 104 pcf
Sample of: Sondy Clay
From: Pit 1 at 6 Feet
0
,...~ No movement
' ~i-upon
1 wetting
"
c "" ~ 2 .. "\ .. .... \ a.
E 3 0
C..>
0.1 1.0 10 100
APPLIED PRESSURE -ksf
Moisture Content '"' 8.4 percent
Dry Density = 100 pcf
Sample of: Sandy Clay
From: Pit 2 at 5 Feet
0
n ---1
~ "~ Compression
'upon
2 ' wetting
~ ...,
~ 3 \ .. \ ~ a.
E 4 0
C..> c
5
0.1 1.0 10 100
APPLIED PRESSURE -ksf
103 172 HEPWORTH-PAWLAK SWELL CQNSOUDA TION TEST RESULTS Figure 3
GEOTECHNICAL, INC.
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Moisture Content = 6.9 percent
Ory Density = 114 pcf
Sample of: Sandy Clay
From: Pit 3 at 4 Feet
1
N
C· ~ 0 c ~' 0
""'
Q.
)(
Ill
1 I I Expansion \ !i up an
v; wetting \ ., 2 .. ' ._
Q.
E ) 0
(.J 3
0.1 1.0 10 100
APPLIED PRESSURE -ksf
103 172 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Figure 4
GEOTECHNICAL, INC.
HEPWORTH-PAWLAK GEOTECHNICAL, INC. ' -
TABLE I JOB NO. 103 177
SUMMARY OF LABORATORY TEST RESULTS '
SAMPLE LOCATION NATURAL NATURAL GRADATION PERCENT ATTERBERG LIMITS AASHTO HVEEM
PIT DEPTH MOISTURE DRY G~AVEL SAND PASSING LIQUID PLASTIC SOIL 'R' SOIL OR
(feel) CONTENT DENSITY (%1 (%1 N0.200 LIMIT INDEX CLASSIFICATION STABILOMETER BEDROCK TYPE
(%1 IPcfJ SIEVE (%1 (%1
1 6 14.3 104 76 sandy clay
2 5 8.4 100 82 sandy clay -
3 4 6.9 114 83 sandy clay
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TABLE II
PERCOLATION TEST RES UL TS JOB NO. 103 172
HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DROP IN AVERAGE
ONCHES) INTERVAL AT START OF DEPTH·AT WATER PERCOLATION
(MIN) INTERVAL END OF LEVEL RATE
(INCHES) INTERVAL (INCHES) (MIN./INCH)
(INCHES)
P-1 44 15 8 7y, %
7% 71/e 3/a
71/a 6% 3/a
6% 6% . )4
6Y2 61/s 3/a
61/a 5'/· 3/a 45
P-2 42 15 8 7~ %
7Y4 6% %
6% 6 'I·
6 5% %
5% 4Y. %
4% 4Y. y, 26
p.3 40 15 8 7% %
7% 7% 'la
7% 7% 'I•
73/a 71/e y.
71/a 7 'la
7 7 0 120
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on March
5, 2003. Percolation tests were conducted on March 6, 2003. The average percolation
rates were based on the last three readings of each test.
64156
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VICINITY MAP
SCALE: i••2000'
OE!eW. NQJBI
All CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE GARFIELD COUNTY
REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH
AL~SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.
TH CONTRACTOFI SHALL 8£ RESPONSIBLE FOFI SUCH SPECIFIC DETAILS AS
AR REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.
FL FOR BED:
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GRAPHIC SCALE
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( lN FEET )
inch "' 20 fl
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12ogJF"" "' 1 920 Sf •
USE OF STANDARD INFILTRATOR UNITS IN TRENCH CONFIGURATION:
30X REDUCTION {CLAYtY SOIL) -(1920 SF •0.70) 0 15.5 SF/UNIT,
87 UNITS REQUIRED IN A TRENCH CONFIGURATION. CL~AN OUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100
FEET ALONG THE HOUSE SEWER.
THi CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL
WA1ER TIGHT COl.f>ONENTS, PRIOR TO THE ABSORPTION AREA,
T~PREVENT INFILTRATION.
T SOIL COVER MAY BE VARIED (WITH 1 FOOT MINIMUM) TO ALLOW
L DSCAPING. l~TALL RtSERS 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
ASIALL MINI~ DISTANCES AND SLOPES MEET THOSE REQUIRED.
PROvlDE POSITIVE DRAINAGE Of SURFACE WATER AWAY FROM ABSORPTION
FIELD AREA USING DRAINAGE SWALES AS NECESSARY.
SO~LS ANO PERCOLATION INFORMATION FROM INFORMATION PROVIDED BY H. GEOTECH, INC., JOB NO. 103 172, DATED MARCH 11, 2002.
TH S DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT MUST BE
OB AINED FROM APPRoPRIATE CITY OR COUNTY Of'FICIALS.
E !NEER MUST 08SERVE CONSTRUCTED SYSTEM BEFORE BACKFILL
A~ PROVIDE REPORT TO COUNTY
TH S SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH
OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS
ORI FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM,
IN TA~L BLUEBOARD INSULATION OVER SEWER PIPE WHEREVER DEPTH IS
LE S THAN 5.0 FEET.
TH ENGINEER SHALL BE CONTACTED FOR SITE INSPECTION PRIOR TO
BA KFILLING OF SYSTEM CCMPONENTS.
DE IGN OF ABSORPTION TRENCHES BASED ON SOIL PROFILE INDICATING
2-OOT OF TOPSOIL OVERLYING STIFF TO VERY STIFF SANDY CLAY TO A
P F~LE OEPTH OF 8-FEET.
SI E PLAN INFORMATION FROM JEFF JOHNSON ARCHITECTURAL, PC.
OEt&IAL ,. 'PJJLW l1ENCH N01E8
A ORPTION LATERALS SHALL NOT EXCEED 100 FEET IN LENGTH.
TH BOTTOM OF EACH ABSORPTION TRENCH SHALL BE LEVEL.
DR INAGE SWALES ARE TO BE PROVIDED ABOVE AND AROUND TRENCHES, AS
NE ESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
TR NCH lATERALS SHALL FOLLON CONTOURS.
IN TALL INFILTRATO~ IN ACCORDANCE WITH MANUFACTURER'S RECOM.AENDAT\ONS.
TRENCH BOTT().! AND SIDEWALLS MUST BE RAKED TO REMOVE SOJL SMEARS
INCURRED DURING EXCAVATION,
NO!EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING WET WEATHER
ANb USE OF RUBBER TIRE VEHICLtS OVER ABSORPTION AREA IS PROHIBITED
BO~LDERS EXISTING WITHIN THE TRENCH SHALL BE EXCAVATED ANO
BACKFILL SHALL CONSIST Of ONSJTE SELECT OR PIT-RUN MATERIAL.
l~ALL TRENCH CONFIGURATIONS, SERIAL DISTRIBUTION SHALL BE USED
IN TEAD OF EQUILATERAL DISTRIBUTION TO INCREASE SETTLING TIME ANO
P TECT THE BACTERIAL BID-MAT.
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PROJECT NO.
20310210218
SHEET 1
I 11111
12"
REMOVABLE CAP
••• SOI.ID PIPE CUT HOLE IN TOP Of
INFIL ~ATOR UNIT FOR
INSTALLATION Of INSPECTION :(f::;::~S~IO~E~s:::-:;;;.J--t--f--1WE~LL~P~IP~E
IUlllr.cUC'UDI'(" '*"'*'"\.' ~~~ c<'.'~ ..~); ~ ~ 4• If PERFORATE[} PIP( , ,. 0 );.':>;' _,__,,..~~ ~ ;:-.:: ~ ".:~
'>:% >/:»//»:»/ ,,;y))%>:?;;-/, ~
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INSPECTION WELL DETAIL
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/
N.T.S.
NA TUR AL BACKFILL
12" MIN. COYER
36" MAX COVER
/
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12"
NATURAL GROUND ~
i-----30·----1
INFILTRATOR UNJT
TRENCH CROSS SECTION (TYP.)
N.T S.
FINISI-
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SE
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June9,2003
Garlield County Bm'lding &P1i!:11r'I
. 109 Eighth Street. Third Floor
, ·;1iGlenwood Springs, CO 81601.
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'"'·· •• ,·:, ·,"":···.t ••. "., •. ·<Ile: Ambruster Resjdepoe, I:olJ9, ~ $ilidivision , "'."' "' · ,. ~ . . · HCE File Number2031021.0MWa • . :.~ , ' : ~ ., .
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To Whom It May Concern, ... ' '
Neal,P.E.
Project Manager
RDN/erw
CC: Duane M. Neuman
,
. '• -
1517 BllbA-Sallt tot ~s,i..,coU..
,....,_(910)~·~1l1Ntf l5 ll:S55
RECEIVED
JUN 10 2003
GAAFIELO COUNTY
BUILDING & PLANNING
14-Dlhll!lllSailoB-144
F J l, CIOI0112
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