HomeMy WebLinkAbout03290 `. INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER On, )r /a.J 2. (ionnn
ADDRESS nK-S b36G54 PHONE
v 'a le d n�e Co 8 /6a5 it CONTRACTOR Too/a/ (o Y ,, c4
ADDRESS P• O. Bo P io ga5icv /4- y L PHONE re:PO G177 -3'03/
PERMIT REQUEST FOR (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 of Town rot- ha—A.4 k , gyp. Size of Lot /D. 41 Arty s
Legal Description or Address f Gyp ,C n .S, . ral ' P (ir i z-. o4 a.-l.e ('
WASTES TYPE: (X DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE: Si 1'ly lecivx tk1
v �
Number of Bedrooms o` Number of Persons Z
( /) Garbage Grinder ( Automatic Washer ( Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: ( ) WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: F/4
Was an effort made to connect to the Community System?
A site plan is required to be submitted that indicates the following 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 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
2
, Vr
'FYPE 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:
(4 ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION
( ) 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. 1 Minutes per inch in hole NO. 3
Minutes per inch in hole No. 2 Minutes per inch in hole NO. _
Name, address and telephone of RPE who made soil absorption tests:
Name, address and telephone of RPE responsible for design of the system:
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 law.
Signed Date
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
Rug 24 00 12:02p CHURCH 6 Rssocaties 303- 463 -9321 p.1
CHURCH &
Associates, Inc
Memo
Tb: Garfield County Health Department
Front Tim Petz
CC
Data: 0824/00
R. Conner Residence, Lot 3, Pinyon Peaks, Garfield County, Colorado
The onsite wastewater system (OWS) included the installation of a 1250 - gallon two - compartment
precast concrete septic tank with an effluent filter on the outlet, and 341 square feet of drain field in two
trenches using infiltrator diambers. Each trends had one row of 11 chambers. A distribution box was
used to distribute effluent evenly throughout the trenches.
The OWS was installed in general conformance with our plans and specifications.
Sincerely,
Tim Petz
Geologist, Project Manager
--) FAX t c oat ID 910, 3 8`1. 5coy
• Page 1
•
CHURCH & Associates, Inc.
ENGINEERS & GEOLOGISTS
December 2, 1999
•
Douglas Conner
941 Woodstone Drive
Baton Rouge, Louisiana 70808
Subject: OWS Design, Proposed Conner Residence
Lot 3, Pinyon Peaks
Garfield County, Colorado
Job No. 11911
Dear Mr. Conner,
As requested, we have reviewed subsurface conditions prepared by CT Thompson, Inc., at the subject site
and prepared an onsite wastewater system (OWS) design for the proposed residence. The subsurface
investigation was performed on September 29, 1999.
SITE CONDITIONS
The property is located in a residential area in Garfield County where OWS are required. The proposed
drain field area has a 10% slope to the southeast and a moderate cover of scrub oak and native grasses. The
residence will be served by an onsite well.
PROPOSED CONSTRUCTION
A two-bedroom residence is proposed at the location presented on Figure 1. We have sized the OWS based
on 2 bedrooms and 300 Gallons Per Day (GPD) using loading of 75 gallons per day per person. The
sewage loading with a peaking factor of 1.5 is 450 GPD. This loading includes a dishwasher, garbage grind-
er, and washing machine. The drain field is to be a minimum of 100 feet to all wells.
SUBSURFACE CONDITIONS
CTllfhompson, Inc. performed a subsurface investigation by digging 3 percolation holes, 55 to 60 inches
deep, and one profile pit at the locations indicated on Figure 1. Subsurface conditions in Profile 1 consisted
of 1 foot of clayey gravel topsoil, underlain by silty gravel with cobbles and boulders to the maximum depth
explored of 8 feet. Percolation tests indicate percolation rates of 10 to 20 minutes per inch (MPI). The
average percolation rate is 13 MPI. Percolation data is presented in Appendix A.
RECOMMENDATIONS
We recommend the installation of a septic tank and two chamber -type drain field trenches installed at the
locations presented on Figure 1. The OWS design is based on an average sewage Toad of 450 GPD and a
DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033 CASTLE ROCK 303.660.4358
303.463.9317 Fax: 303.463.9321 EVERGREEN 303.818.1455
OWS Design
• Job No. 11911
Page 2
percolation rate of 13 MPI. The minimum septic tank size required is 1000 gallons. As we discussed and
you requested, we have designated one 1250- gallon two - compartment pre -cast concrete septic tank with an
effluent filter on the outlet, as indicated on Figures 1 and 3. A distribution box is required to distribute
effluent to the drain field trenches. We recommend the installation of two trenches, each with 1 row of 11
chambers. The proposed trenches represent a relatively small drain field. We have not used all allowable
reductions possible in the drain field sizing when chambers are used, but do not feel they complete
reductions are appropriate in a drain field of this size.
Vehicle movement over the drain field area during construction should be kept at a minimum to
prevent compaction of the receiving soils. We recommend the bottom of the bed be scarified with a
pick, shovel, or backhoe bucket teeth prior to the addition of dispersal gravel.
We recommend the surface of the field be seeded after installation of the fields. We recommend using a
native seed mix available at seed stores. These mixes do not require irrigation and develop a growth 10 to
15 inches high. No automatic sprinkler system should be installed over the fields.
If additional bedrooms in unfinished areas are possible, we recommend the OWS be constructed to serve
the additional loading. The present tank configuration will serve a 4- bedroom residence. For greater than
four bedrooms, the septic tank can be upsized 250 gallons for each additional bedroom. Each additional
bedroom would require an additional 171 SF of field or 11 gravelless chambers
OPERATION AND MAINTENANCE
The owner must realize an OWS is different from public sewer service. The owner must be aware of,
and assume responsibility for, continued maintenance of the system. In the absence of a monitoring
program, we recommend the septic tank be pumped every two years. Effluent filter and screened
vaults, as applicable, are to be cleaned during pumping. There are daily considerations such as not
putting plastic or other nonbiodegradable materials into the septic system. Garbage disposal use should
be minimized.
The backwash of a water softener may be harmful to the OWS. A separate drywell should be constructed
for the backwash waste, if a softener is installed. Chemically treated water from a swimming pool or spas
should not be introduced to the OWS.
LIMITATIONS
An OWS design should be installed by a contractor who is experienced in its installation. Our investigation,
layout, design and recommendations are based on data submitted. If subsurface conditions considerably
different from those described in this report are encountered, we should be notified to evaluate the effect on
the proposed OWS. If the health department makes modifications to this design, we should be contacted to
evaluate the impact on the performance of the OWS. The county and our firm must be contacted upon
completion of the OWS
All construction is to be in accordance with the ISDS regulations. Pipe type and size, burial requirements,
septic tank construction, and other specifications, which are not depicted in our report, are to conform to
the requirements of the 1SDS regulations. The installer of the system is to have demonstrated knowledge of
the APEHD ISDS regulations and requirements.
OWS Design
Job No. 11911
Page 3
If there are any questions or if we can be of further service, please call.
Sincerely, r 0 RE
CHURCH & • r � � RE•Cb T9
O . . F
.
e gtiel *kw-
Edward O. Chu ,S+S�ON. . C --
EOC /trp
2 copies sent
Appendix A — CTllfhompson, Inc., Geotechnical Investigation, dated September 29, 1999
Copy to: Heidi Hoffman, 504 Midland Park Place, Aspen, CO 81611
Copy to: Todd Haberman, P.O. Box 1210, Basalt, CO 81621
•
h w
a
H P a
1 i 1
I-kill 1 . NI hi 1
,I •1 A en 1 4 y A 1_-.1 i
n n
:i . n
Y kar
Iit1 1 11 a
":
1 1 $I
No.
11 a
1 1
ik
5,,_w bb big
I le i I atm. iiiigg
11 -
Iud ,_ 6
5
yJ Z V
■ 5
Z 1 1 Y b-lir.! I E t' •
1 a f5 F ligiii -
g
11/10/1999 11:52 9709259671 N3 ARCH' Mu Ib PACK. LIZ
•
GEOTECHNICAL INVESTIGATION
CONNER RESIDENCE
LOT 3
PINYON PEAKS
CARBONDALE, COLORADO
Prepared For:
BRINSON ARCHITECTS
7948 Goodwood Boulevard
Baton Rouge, LA 70896
Attention: Mr. J. David Brinson
Job No. GS -2843
September 29, 1999
CTL/THOMPSON, INC.
234 CENTER DRIVE • GLENWOOD SPRINGS. COLORADO 9 (9 0) 945-2809
11/10/1999 11:52 9709254671 H3 ARCH11 CUTS F'AGt ND
• CONNER RESIDENCE
LOT 3 PINYON PEAKS
• CARBONDALE, COLORADO
J
1
0
fi r, •t 6
Y jO
C. °
rTP— ° .0
Y
‘• i a: *.
.61111 .sO
I TP i l _ n l MAIY Ca agCP ■
P
aJ a r TOM r[Y[a WPC 1/e.
•F anuYUNO WALL mss. e �!1 a.. I s t, ".
V LOC OY,1a VON e - -
vclyT LOGOO,1 •1 WTI 1
O
i
110 WNII* COYCat 1 AS W MN [KAUAI •
a[l&Y1YG WALL I C T I[[ ['y ` YaT[I2al fl10Y NIYS[ Y/
•. ,\,�r�i 9M W OYOM MILty„ItuI a •f
21' MOW CO,1CI[IC PWC , • ,
MOW voim conlat .500
*MIMING WALL *i'‘ / j CS'
2
ll1,1[O =err , °0 °.
P -2 **wiv oY COY[KrtO� S e ��
.
-/ • 9!• -t ° q a �V C [
0
SUS / • 40 D
P: IM MO( Olaf. `Y �^
VEINY WAWA Al WU
• Prof'',
ea
P -1 e s,
cc-
c2 4.
/
�v
Cy)
C°
L.
astir, a Jl.
4lfl s 9j.
Scale: 1`2= 50'
APPROXIMATE LOCATIONS OF EXPLORATORY PITS
Job No. 05 -2813
Fig. 1
11/10/1999 11:52 9709254671 H3 ARCHITECTS PAGE 03
I
PERCOLATION TESTING
We excavated three percolation pits (P -1 through P -3) to approximately 4 feet
deep and one profile pit (Profile) to approximately 8.6 feet deep. Locations of our
percolation and profile pits are shown on Figure 1. Graphic logs of the subsoils
exposed in the pits are shown on Figure 2. Percolation tests were performed In
excavations made into the bottom of the test pits. Results of our percolation tests
are shown on Figures 6 through 11. Percolation test results indicate that a design
percolation rate will be about 10 minutes per Inch. We recommend the percolation
field be designed by an engineer qualified In septic field design such as Church and
Associates, (303) 463 -9317.
LIMITATIONS
Our exploratory pits were spaced to obtain a reasonably accurate picture of
subsurface conditions. Variations In the subsurface conditions not Indicated by our
pits will occur. We should observe the completed foundation excavation to confirm
the soils are as anticipated from our exploratory pits and suitable for support of the
designed footings.
Our report was based on conditions disclosed by our exploratory borings,
engineering analysis and our experience. Criteria presented reflect our
understanding of the proposed construction. We should be advised if the final
design differs from our assumptions to permit us to re- evaluate our conclusions and
recommendations.
This investigation was conducted in a manner consistent with that level of
care and skill ordinarily exercised by geotechnlcal engineers currently practicing
under similar conditions In the locality of this project. No other warranty, express
or implied, Is made. If we can be of further service In discussing the contents of this
ERINSON ARCITICT$
LOT &PINYON PEAKS
CTLrt OS•!Sp 10
•
11/10/1999 11:52 9709254671 H3 ARCHITECTS PAGE 04
E g
report or In the analysis of the influence of the subsoil conditions on the design of
the structure, please call.
CJj ITHOMPSON, INC.
`` • a
JaJ aD. Kell •gg
i f
St eotech Ica! Engineer
e ed b :
i _ .......
pQe.' MECy..e
-
Jo` via
L T .E. X 1 , 1 6..0 ''
Br . h npvef27 2 i
, 9 ,
A z . . ., • �;
(3 c • • es se ? /ON 1. E -
BRINSON ARCITECTS
LOT 3,PINYON PEAKS
tart oa 1843 11
11/10/1999 11:52 9709254671 H3 ARCHI ItWS
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 9/21199 DATE:
TIME AT START OF SATURATION: 11:3Oam WATER IN BORING AFTER 24 HOURS
YES NO
PERCOLATION TEST RESULTS
DEPTH TO WATER
HOLE DEPTH TIME AT TIME CHANGE PERCOLA-
NUMBER (INCHES) START OF INTERVAL IN WATER 110/4 RATE
INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH)
INTERVAL INTERVAL (INCHES)
(IN, _ (INCHES)
P -1 511.5 2:47 6 9.0 9.5 0.5 10
2:52 5 9.5 10.0 0.6 10
2:57 5 10.0 10.5 0.5 10
Job No. GS-2843
Fig. 7
11/10/1999 11:52 9709254671 143 ARCHITECTS rAGE Oe
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 9/21/99 DATE:
TIME AT START OF SATURATION: 11:30am WATER IN BORING AFTER 24 HOURS
. YES NO
PERCOLATION TEST RESULTS
DEPTH TO WATER
HOLE DEPTH TIME AT TIME CHANGE PERCOLA-
NUMBER (INCHES) START OF INTERVAL - IN WATER TION RATE
INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH)
INTERVAL INTERVAL (INCHES)
„- (INCHES) (INCHES)
P -2 55.0 11:25
-
-
11:30 5 0 0.6 0.5 10
11:36 5 0.5 1.0 0.5 10
11:40 _ 5 1.0 2.0 1.0 5
11:45 6 2.0 2.75 0.76 7
11:50 6 2.75 3.5 0.75 7 -
11:55 5 3.5 4.0 0.6 10
12:00 6 4.0 4.5 0.5 10
12:05 6 4.5 5.0 0.5 10
12:10 5 5.0 5.5 0.5 10
12:15 5 5.5 6.0 0.6 10 -
12:20 5 J 6.0 7.0 1.0 5
12:47•
12:67 10 0 1.75 1.6 7
1:07 10 1.5 3.0 1.5 7
1:17 10 3.0 4.0 1.0 10
Y
1:27 10 4.0 4.5 0.5 20
J
1:37 4 10 4,5 5.5 1.0 10
1:47 _ 10 - 5.5 7.0 1.5 7
2:09
_ 2:19 10 0 0.5 0.5 20
2:29 10 0.5 2.0 0.5 20
2:39 10 2.0 3.0 1.0 10
2:49 10 3.0 4.0 1.0 10
• Hole refilled with water
Job No. GS -2843
Fig. 8
11/10/1999 11:52 9709254671 1-13 ARCHITECTS T%avF I
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 9 /21/99 DATE:
TIME AT START OF SATURATION: 11:30am WATER IN BORING AFTER 24 HOURS
YES _ NO
PERCOLATION TEST RESULTS
HOLE DEPTH TIME AT TIME DEPTH TO WATER
NUMBER (INCHES) START OF INTERVAL CHANGE PERCOLA-
INTERVAL (MINUTES) START OF END OF IN WATER N RATE
(MI
INTERVAL INTERVAL DEPTH (MIN /INCH)
a
(INCHES)
ik (INCHES) (INCHES)
P•7 60.0 11:26 5
-
11:31 6 3.0 4s 1.5 3
11:36 5 4.5 6.0 1.6 7
11:41 - 6 6.0 6.5 0.5 10
11:46 6 6.5 7.6 1.0 5
- 11:51 5 7.5 6.0 0.5
10
11:56 5 8.0 8.5 0.5 10
12:01 5 8.5 9.0 0.5 10
12:06 5 9.0 9.5 0.5
10
12:11 5 9.5 10.0 0.6
. 10
12:16 5 10 10.5 0.5
10
12:21 5 10.6 11.0 J
0.5 10
12:36 5 11.0 11.5 0.5
10
12:31 5 11.5 12.0
0.5 10
12:46'
12:56 10 0 4.5 4.5
2
1:06 10 4.6
6.5 2.0 2
1:16 10 6.6
7.5 1.0 10
1:26 10 7.6 9.0
1.5 7
1:36 10 8.0 10.0
-
1.0 10
1:46 10 10.0 11.00
1.0 10
1:56 10 11.0 12.0 1.0
2:07• 10
2:17 10 0
3.5 3.5 3
' Hole refilled with water
Job No. GS-2843
Flg. 10
11/10/1999 11:52 9709254671 H3 ARCHITECTS PAGE 11
SATURATIONAND PREPARATION
• PERCOLATION TEST
DATE: 9 /21/99
DATE:
TIME AT START OF SATURATION: 11:301m
WATER IN BORING AFTER 24 HOURS
YES NO
PERCOLATION TEST RESULTS
HOLE DEPTH TIME AT TIME DEPTH TO WATER
NUMBER (INCHES) START OF INTERVAL, IN PERCOLA-
INTERVAL (MINUTES) START or END OF IN WATER TION RATE
INTERVAL INTERVAL DEPTH (MIN /INCH)
-_ -- - -- - -- - -- _ -- INCHES INCHES (INCHES)
P.3 e0.0 2:27 "- - - - - -- —
10 S.S 5.0 1.5 7
2:37 Ma 6.0 7.0 2.0 lall
2:47 10 MIN 8.0 1.0 10
a 2:57 10 ell 9.0 1.0 ni
� - - 3:01 10 9.0 10.0 1.0
_ 10 � 3:17 10 . 10.0 11.0 1.0 10
� � 11.0 12.0 1.0 10
1 11 ___ �.
mam ....
........ .... .. ..
n ., ...
.....--no. ...
...
..........
... .
ob No. GS -2843
Fig. 11
11/10/1999 11:52 9709254671 H3 ARCHITECTS PAGE 13
•
'I
LEGEND:
Clayey �roohs gravel cobbles ad vegetation
boulders,
loose, slightly moist, dark brown.
l a Growl, slily with nobbles and boulders,
occasional layers of clayey gravel, medium
dense to dense, moist, Tight gray (GM. GC)
Indloaf*. bag sample.
ef Indicates baokhoe refusal.
NOTES:
0
1. Exploratory pHs were excavated with
a bookhoe on September 9, 1999.
5
2. No free ground water was found
_ In our exploratory pits the day
R of excavation.
10
3. These exploratory explanations. pit. are subject
and conelu s contained ns
In this report.
LORATORY PITS
Fig. 2