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7
• GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT
109 8th Street Suite 303
Glenwood Springs, Colorado 81601
Phone (303) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
Permit N~ 3873
Assessor's Parcel No.
This does not constitute
a building or use permit.
PROPERTY
Owner's NamA-6~:-ff'Qn.L.L:\-L I , ,-
~ firol 't -I~~ [Q'2i\;~ . ,.,.,g4;5-0719
system Location £,/ ~)
Legal Description of Assessor's Parcel No. -------'-cY~~\L80-.1.\_.\C::~..l.>~l,l..o;,_'.cd-:~>:-~T:-n::,=~·~-~D""'...::'=V:r_9_.1_ ____ _
SYSTEM DESIGN
______ Septic Tank Capacity (gallon) ______ Other
______ Percolation Rate (minutes/inch) Number of Bedrooms (or other) ____ _
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 8" of surface --------------------------------
Absorption Area _______________________________________ _
Absorption Area Type and/or Manufacturer or Trade Name --------------------------
Adequate compliance with County and State regulations/requirements _____________________ _
RETAIN WITH RECEIPT R AT CONSTRUCTION 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 is 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 1n the application of permit commits a Class I, Petty Offense ($500.00 fine -6
months in jail or both).
White -APPLICANT Yellow -DEPARTMENT
•
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER ~ ~Oi°L _ s~
ADDRESS= ~ip~§2tl f?1~-~<(PHONE "j'?t!J~~l(~lf~Z.-
CONTRACTOR g-.: b C(2/J7£1fCTt"µf5t
ADDRESS//$U) <'Tf' ~D 320 ,l?,'F~L PHONE 6.26=t:JG?~
PERMITREQUESTFOR ;><)_ NEWINSTALLATION ( )ALTERATION ( )REPAIR
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable
~uilding, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4).
LOCATION OF PROPOSED FACILITY:
·---~,s,· /J-Near what City of Town_ ·-
Legal Description or Address TtJ'i> err M ,;;) IL(
.Si~~l~z:-ZNJ1c:: ~
WASTES TYPE: O{) DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER-DESCRIBE 4/A.L..:~"'-''/17.-'-'-"-:,<'.; ___________ _
BUILDINGORSERVICETYPE: J/()o<s t /iilfR/16'>L
'
Number of Bedrooms Number of Persons_~Y~---
(~ Garbage Grinder ( ) Automatic Washer 0q'Dishwasher
SOURCEANDTYPEOFWATERSUPPLY: 9GWELL ( )SPRING ( )STREAMORCREEK
If supplied by Community Water, give name of supplier:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:~h~~/1'7~1_·1-_f_S ____ _
Was an effort made to connect to the Community System? ---------------
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:
06 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 APOTRANSPIRA TION
tfi UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER-DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? ___ _
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test)
Minutes ____ per inch in hole No. I 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: ti? @? 07£Cff
Name, address and telephone ofRPE responsible for design of the system: --1.H.L.L.?-'.'----q.'-~-'---"-S-.'------?-'1_ft'--"-
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,
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 Jaw.
SignOO~ L----· D.io /O-c(-0_3
PLEA oRAWAccURATEMAPTOYOUR PROPERTY!!
•
HEPWORTH· PAWLAK GEOTECHNICAL
April 15, 2003
Lindsey Passmore
3330 South Glen Avenue
Glenwood Springs. Colorado 81601
Hepworth-Pawlak Geotechnical, Inc
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970-945-8454
email: hpgeo@hpgeocech.com
Job No. 103 210
Subject: Subsoil Study for Foundation Design and Percolatior. Test, Proposed
Residence, North of County Road 214, 1/4 Mile We> of Slaughter
House Gulch, Garfield County. Colorado.
Dear Mr. Passmore:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The qudy
was conducted in accordance with our agreement for geotechnical engineering services
to you dated March 21, 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 single story wood frame
structure over a walkout basement level located on the site as shown on Figure I. The
attached garage and basement floors are proposed to be slab-on-grade. Cut depth~ are
expected to range between about 3 and 8 feet. Foundation loadings for this type of
construction are assumed to be relatively light and typkal of the proposed type of
construction. The septic disposal system is proposed to be located about 80 feet
downhill to the southwest of the proposed 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: An existing gravel drive, trailer and well are located on the site. The
site is located in a valley bottom with steep slopes to the north, west and east. The
ground surface in the building area slopes moderately down to the south. The
Roseman-Thompkins irrigation ditch is located uphill to the north and east of the
proposed building area. The lot is vegetated with scattered evergreen trees, grass and
weeds. Cottonwood trees are located along the irrigation ditch and pinon and juniper
trees on the hillsides to the north. Sandstone outcrops are located uphill of the ditch.
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silvenhome 970-468-1989
Lindsey Passmore
April 15, 2003
Page :!
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 l. The logs of the pits are
presented on Figure 2. The subsoils encountered, below abo•.:t 'lo to 1 foot of topsoil.
consist of stratified medium stiff to stiff, sandy to very sandy, silty clay with silty sand
layers. Results of swell-consolidation testing performed on relatively undisturbed
samples of the clay. presented on Figures 3 and 4, generally indicate low to moderate
compressibility under conditions of loading and wetting. The sample from Pit l at 5
feet showed a minor collapse potential (settlement under constant load) when wetted
and high compressibility upon increased loading. The samples from Pit 1 at 7 feet and
Pit 2 at 4 feet showed a minor to low expansion potential when wetted under a constant
light surcharge. The laboratory test results are summarized in Table L No free water
was observed in the pits at the time of excavation and the soils were 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 1,500 psf for support of the proposed residence. The soils appear to have a
variable settlement/heave potential which should be further evaluated al the time of
construction. Footings should be a minimum width of 16 inches for continuou> walb
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. 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 55 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 clay soils have a variable
settlement/heave potential which should be further evaluated at the time of construction.
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
Job#103210 Ge'Stect I
Lindsey Passmore
April 15, 2003
Page 3
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 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 areas below irrigation ditches and where clay soils are
present that local perched groundwater can develop during times of heavy precipitation
or seasonal irrigation and 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 protocted 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 V2 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. Interior lateral drains should be installed under the basement slab to reduce the
risk of water seepage from the nearby irrigation ditch impacting the basement level.
The underslab drains should consist of 2" diameter perforated PVC pipe backfilled with
3/4" screened rock and sloped to drain to the exterior perimeter drain system.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
l) Inundation of the foundation excavations and underslab areas should be
avoided during construction. Drying could increase the expansion
potential of the clay soils.
2) Exterior backfill should be adju_sted 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
Job# 103 210
Lindsey Passmore
April 15, 2003
Page 4
Proctor density in landscape areas. Free-draining 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 direction,. We
recommend a minimum slope of 12 inches in the first I 0 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and walkway areas .
.+) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
5) Landscaping which requires regular heavy irrigation, such as sod. should
be located at least 5 feet from the building.
Percolation Testing: Percolation tests were conducted on April 1, 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 about 1 foot of top!;oil overlying stratified sandy to very sandy silty clay and
silty sand to the pit depth of 8 feet. The percolation test resulls are presented in Table :;.
The percolation test results indicate variable percolatioo rates. Tests P-1 and P-3 were
performed in clayey to silty sand soils and indicate infiltration rates of 9 and 8 minutes
per inch, respectively. Test P-2 was performed in sandy clay and had an infiltration rate
of 240 minutes per inch. Based on the subsurface conditions encountered and the
percolation test results, we recommend a civil engineer be engaged to design the
infiltration septic disposal system. We recommend that an infiltration rate of 30
minutes per inch be used in the 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 L 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
Job# 103 210 Ge'&eci I
Lindsey Passmore
April 15, 2003
Page 5
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
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.
Reviewed by:
Daniel E. Hardin, P.E.
JZNksw
attachmenL~ Figure 1 -Location of Exploratory PiL~
Figure 2 -Logs of Exploratory Pits
Figures 3 and 4 -Swell Consolidation Test Results
Table 1 -Summary of Laboratory Test Results
Table 2 -Percolation Test Results
cc: Kurtz and Associates -Attn: Brian Kurtz
Job It 103 210 ce'&ect1
\
\
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103 210
PROPOSED SHOP
BUILDING
·'
PIT 2•
-r
PROPERTY
LINE
ROSEMAN-THOMPKINS
DITCH
p 3 PROflLE ~ •PIT
• PIT 1
~ ~
p 2 p 1
EXISTING
GRAVEL
ROAD
PROPERTY
LINE
-
APPROXIMATE
SCALE
1"=80'
----/
I
----
HEPWORTH-PAWLAK
GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS Figure 1
-..
~
:5
Q. .,
0
PIT 1
0
5
10
LEGEND:
WC-10.0
00•102
-200-52
WC-12.4
D0-110
PIT 2
WC-15.2
00•113
-200-54
WC:•13.2
00-116
TOPSOIL; sandy silty clay, organic, firm, moist, black.
PIT 3
0
5
10
CLAY (CL); silty, sandy to very sandy, silty sand layers, stratified, medium stiff to stiff, slightly
moist to moist, brown.
2" Diameter hond driven liner sample.
NOTES:
1. Exploratory pits were excavated on March 31, 2003 with a Cose 580K 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 measured and logs of exploratory pits 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 moy
occur with time.
7. Laboratory Testing Results:
WC = Water Content ( 3 )
DD -Dry Density ( pcf )
-200 = Percent passing No. 200 sieve
103 210 HEPWORTH-PAWLAK
GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Figure 2
I
Moisture Content = l0.0 percent
0 Dry Density = 102 pcf
Sample of: Very Sandy Silty Clay
-From: Pit 1 at 5 feet
1 -'\( ~ I
2 :------.. ...... !
I
' -r-~ ... Compression M .... ~
c: \ ~upon
.2 3 wetting .,
~ OJ .,
'-a.
E 4 \ 0
(.) \ I
5
' 6
7 '~
0.1 1.0 10 100
APPLIED PRESSURE -ksf
Moisture Content = 12.4 percent
Dry Density = 110 pcf
Iii: Expansion Sample of: Sandy Silty Clay
c: upon from: Pit 1 at 7 Feet 0 ·;;;
1 wetting c:
0 \ a. x w
I 0 ' c: ... :---..... 0 ·;; "" .,
" 1 '-a. "" E 0 i\) (.)
2
0.1 1.0 10 100
APPLIED PRESSURE -ksf
103 210 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Figure 3 GEOTECHNICAL, INC.
Moisture Content = 13.2 percent I
Ory Density = 116 pcf
Somple of: Sondy Silty Clay
From: Pit 2 ot 4 Feet
~ Expansion
c upon
.2 wetting "' 1 " 0
0. \ " w
I 0
~ --......
I § ..... ~ j'-, ;; ........ .. 1 " ... '~ 0.
E
0
0 2
0.1 1.0 10 100
APPLIED PRESSURE -ksf
103 210 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Figure 4 GEOTECHNICAL, INC.
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1 JOFl NO. 103 210
SUMMARY OF LABO RA TORY TEST RESULTS
SAMPU:. LOCATION NATURAL NATURAL GRll.D.A.l"lON PFRCEN'l ATlt:RBF.RG LIMllS UNCONFINED
PIT DEPTH MOISTURE ORY GRAVEL SAND PASSING llQUIP Pl ASflC COMPRt:SSIVE SOIL OR
tfee1) CONTENT OENSffY i-1.1 1%1 N0.1a0 llfltll INDEX SlRENGTH BEOROCKl'tPt
(%) (pcf) SIFVE (%) 1·1.1 (F'Sf)
1 5 10.0 102 52 very sandy silty day
7 12.4 110 sandy silty clay
2 2 15.2 113 54 very sandy silty clay
4 13.2 116 sandy silty clay
'
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•
I
HEPWORTH-PAWLAK QEOTECHNICAL, INC.
TABLE 2
PERCOLATION TEST RESULTS JOB NO. 103 210
HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH OROP IN AVERAGE
!INCHES I INTERVAL AT START OF AT ENO Of WATER PERCOLATION
!MIN) INTERVAL INTERVAL LEVEL RATE
(INCHES) (INCHES) (INCHES I (MIN.llNCHI
P-1 40 15 8 43/4 3 114
water added 8 5 3/4 2 1/4
water added 8 6 2
water added 7 112 5 1/4 2 1/4
water added 7 112 5 3/4 1 314
5 3/4 4 1 314 9
P-2 • 39 15 8 7 314 114
7 3/4 7 5/8 1/8 .
7 5/8 7 5/8 0
7 5/8 7 1/2 1/8
7 1/2 7 1/2 0
7 1/2 7 3/8 1/8 240
P-3 41 15 10 7 3
water added 9 3/4 7 1 /2 2 114
water added 9 3/4 7 1/2 2 114
water added 10 7 3/4 2 1/4
water added 10 1/4 8 1/4 2
8 1/4 6 112 1 3/4 g
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on March
31, 2003. Percolation tests were conducted on April 1, 2003. The average percolation
rate were based on the last two readings of each test. P-2 was more clayey than P-1 '"''°'
P-3.
•
CIVIL ENGINEERING •
March 14, 2005
Andy Schaller
Garfield County Building and Planning
108 8th Street, Suite 201
Glenwood Springs, CO 81601
An Employee-Owned Company
Re: Lindsey Passmore ISDS -4495 Peach Valley Rd (CR 214)
HCE ProjectNumber2031043.00 x 0218
Dear Andy:
LAND SURVEYING
The following letter is to confirm the engineer's inspection of the revised septic system of the
Passmore Residence at 4495 Peach Valley Rd (CR 214). High Country Engineering's field
inspector performed the field inspections. A 2,000-gallon septic tank with an effluent filter was
installf!d. The absorption trench system configuration has been revised to accommodate setback
distances from the onsite well, and the manifold piping was adjusted accordingly. We anticipate
that these revisions will have no adverse impact to the fimctionality of the system.
If you have any questions, or need additional information, please contact us.
Sincerely,
. ea!, P.E.
pal Engineer I Administrati Manager
l
1517 Blake Avenue, Suite 101
Glenwood Springs, CO 81601
970.945.8676 phone
970.945.2555 fax www.hceng.com
14 Inverness Drive East, Suite F-120
Englewood, CO 80112
303.925.0544 phone
303.925.0547 fax
1
J
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tG MINIMUM
rBSORPTION FIELD:
'ILDING-20'
llTCH=50'
N LATERAL= 10'
10'
1AOE
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BACK)
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t---------10' MINIMUM TO ----------i
ADJACENT TRENCH
1 •
2.
VICINITY MAP
SCALE: 1 "=4000' RECEIVED
MAR l 6 2005
GARht:LO COUNTY
BUILDING & PLANNING
9BA ALNQml
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.
FLOW FOR BED:
ADO I I I ONA! RATHROQM IN SHOP At 111 p I NG
1 SINK • 2 PERSONS • 4.4 GALLONS/PERSON/DAY IS 8.8 GPO
1 TOILET • 2 PERSONS • 8.4 GALLONS/PERSON/DAY IS 16.8 GPO GARBAGE GRIND&R:
5 BEDROOMS• 2 PERSONS/BEDROOM• 1.4 GALLONS/PERSON/DAY IS 14 GPO WATER flLTER~ 50 GPO
5 BEDROOMS • 2 PERSONS/BEDROOM • 75 GALLONS/PERSON/DAY IS 750 GPO
THEREFORE, 750+50+14+8.6+16.6. 639.6 GPO• AVERAGE DAILY FLOW.
DESIGN FLOW - 1 .50 • AVERAGE -1259.4 GPO (Q)
SEPTIC TANK:
MINIMUM TOTAL TANK SIZE:
Q • 1 DAY/24 HRS • 30 HRS = 1574.25 GAL '~~TAIL ON• ~non-GAi •nN TANK WITH RAFFLE
p: ~ ~~
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NA TURAI.. BACKFll..1..~ /
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NATURAL GROUND
t 50'±
PLACE 10 MIL. PVC .
LINER ON OOWNHILC---7 /
SIDE OF TRENCH ~ ~
/
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\-4• MIN
INFILTRATOR UNIT
TRENCH CROSS SECTION (TYP.)
AL. BACKFILL
i. COVER
X. COVER
/
12"
'---INFILTRATOR UNIT
TRENCH BOTIOM LEVEL
AND ROUGHENED
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N.T.S.
RECORD DRAWING
MARCH 16, 2005
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6.
7.
8.
9.
~ ~1ir;:1;4HRS .--30-HRS-~-;574 _25 GAL INSTALL ONE 2000-GALLON TANK WITH BAFFLE •••INSTALL EFFLUENT FILTER IN SEPTIC TANK OUTLET••• STANOARO ABSORPTION AREA:
A= 9-{L Q=MAXIMUM FLOW
t..PERCOLATION RATE = 30 min./in.
1259.4/Sf[ • 1J80 SF
5
~
USE OF STANDARD INFILTRATOR UNITS IN TRENCH CONFIGURATION:
51"C REDUCTION~ (1380 SF •0.50) 0 15.5 SF/UNIT= 45 UNITS
REQUIRED. INSTALL 45 UNITS IN 5 ROWS OF 9 IN A TRENCH CONFIGURATION.
CLEAN OUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 700 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 ANO SLOPES MEET THOSE REQUIRED.
PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION FIELD AREA USING DRAINAGE SWALES AS NECESSARY.
SOILS AND PERCOLATION INFORMATION PERFORMED BY HP GEOTECH, INC. JOB NO. 103 210, DATED APRIL 15, 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
11 .
12.
13.
14.
15.
, .
2.
3.
4.
5.
6.
7.
8.
9.
ANO PROVIDE REPORT TO COUNTY.
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.
INSTALL BLUEBOARD INSULATION OVER SEWER PIPE WHEREVER DEPTH IS LESS THAN 5.0 FEET.
THE ENGINEER SHALL BE CONTACTED FOR SITE INSPECTION UPON EXCAVATION
OF TRENCHES ANO PRIOR TO BACKFILLING OF SYSTEM COMPONENTS.
DESIGN Of ABSORPTION TRENCHES BASED ON SOIL PROFILE INDICATING
1-FOOT TOPSOIL OVERLYING STRATIFIED SANDY TO VERY SANDY SILTY CLAY AND SILTY SAND TO THE PIT DEPTH OF 8 FEET.
SITE PLAN INFORMATION FROM ROBERT J. LEVINE, LAND SURVEYOR.
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 TRENCHES, AS
NECESSARY. TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
TRENCH LATERALS SHALL FOLLOW CONTOURS.
INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURER'S RECOMAENDATIONS.
TRENCH 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
BOULDERS EXISTING WITHIN THE TRENCH SHALL BE EXCAVATED ANO
BACKFILL SHALL CONSIST OF ONSITE SELECT OR PITRUN MATERIAL.
IN ALL TRENCH CONFIGURATIONS, SERIAL DISTRIBUTION SHALL BE USED
INSTEAD OF EQUILATERAL DISTRIBUTION TO INCREASE SETTLING TIME ANO PROTECT THE BACTERIAL BID-MAT.
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PROJECT No
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SURVEYED LOCATION
OF WELL
116' RADIUS m:i.-~"'q
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