HomeMy WebLinkAboutpitkin.eh.264522102002 (1999)Aspen/Pitkin Environmental Health Department
Permit for an Individual Sewage Disposal System
130 S. Galena St. Aspen, Colorado 81611
Phone 970-920-5070 / FAX 970-920-5074
Permit # 99105 Parcel ID # 2645- 2�?-/ — 0 .2 -- UO
Type of permit New(X ) Repair( ) Addition to House( )
Name of Owner John Lewis
Street Address
Shield -O -Mesa
Property legal description
Size of lot 35 acres
Water source
o.k,n+o \Noll
# of bedrooms in house 3
Caretaker unit
# of bedrooms in caretaker unit
Designed for what # roorris (list)
Lot 2, (Casey Lot split)
Total square footage of the house 4100
# of offices, lofts & similar sized rooms in house
Total square footage of the caretaker unit
1 office
# of offices, lofts & similar sized rooms in caretaker unit
FOUR ( 3 bedrooms and 1 office)
Permit information
Designed by High Country Engineering, Roger Neal
Mailing Address 923 Cooper Avenue
P te 60 m i Profile hole depth 8 ft Depth to groundwater or bedrock
+8'
erc ra p
Septic tank capacity (1750 min) eng design Absorption area 2169 (30% red. for infiltrator =1518 sq ft)
Comments
Septic permit approved per compliance with the engineer design and specifications stamped 10/19/99. Any
changes must be approved by this department and the design engineer prior to them being made.
The engineer design is for a 2000 gallon septic tank which should have two -compartments and be made of
concrete. The design for absorption area takes a 30% reduction for the use of infiltrators. The bed is 9 gravelless
chambers wide by 11 chambers long for a total of 99 chambers.
Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin
County ISDS regulations. The setback from the well to the septic field is a minimum of 132 feet.
This department does riot endorse any brand of products.
The engineer must do a final inspection of the installation and submit an as -built letter to this department. This
department must also be called for an inspection with a minimum of 48 hours advanced notice.
Permit approved by:
L a4Y <s
Date:
Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered
satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was
issued unless system construction has commenced or an extension has been approved in writing by the Department.
As -built drawings must be included with this permit before the final approval will be issued.
Installer:
Final inspection app
3 7,1 n io YV_LA_ &0 -
JI: Date:
ASPEN. ; KIN ENVIRONMENTAL HEALTH D' \RTMENT
APPLICATION FOR INDIVIDUAL SEWAGE DISPUaAL SYSTEM
130 S. Galena St., Aspen Colorado 81611
Phone 970-920-5070/Fax 970-920-5074
Name of OWNER " / r -w1 -5
Owner's Mailing Address ,2 & ,41" NZ k
Business Phone:
Home Phone:
Primary Contact Person (all communication regarding this permit will go through tt
Name ti
Company r s 'T
Contact Mailing Address !%
Business Phone : `ib S' %�� Cell Phone : i' .,_75 — &I Z20 Fax:
Parcel ID # (available from assessor's office
at 920-5160 or at www.aspen.com/assessor/)
Street address of property
Legal Description: Lot Block
Size of lot: acres.
Total square feet of house
-/�,/-"We-5l,
,Filing P-7/-g5,Subdivision
Type of proposed structure: Size of Bldg. envelope:
# of bedrooms in house
# of offices, lofts & similar sized rooms in house
Caretaker Unit: Attached (ODetached ( ) Total area(sq. ft.) of caretaker unit
It of harlrnnmc in rnratakPr unit # of offices, lofts and similar size rooms of caretaker unit
Permit is for: New Home(�( ) Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( )
Water: Private well (x) Spring ( ) Stream ( ) Community/Public Water System ( )
If community system: Name of system
The fee for a ISDS application is $330 for a permit that takes 6 hours or less for the department to approve. If approval takes
longer than 6 hours, a rate of $55 per hour will be charged. The maximum fee is $1000. The basic fee of $330 is due at the time
of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before
final approval of the ISDS permit.
Application for an individual sewage disposal systr : is hereby submitted. I hereby certify that the above information is true and
accurate and that I have provided true and accur information on locations of all existing and proposed wells, contour
intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain
tiles, irrigation ditches, lakes, water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify
that any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of
any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all
approvals and permit, have been obtained.
The Aspen/Pitkin Environmental Health Department, Pitkin County and employees of these agencies will be held harmless
should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by
the applicant or his/her representatives. The owner as full responsibility in case of failure of the system.
. � � �G
Signature of applicant Date
�C l?
Received by Receipt # j C� 5f) Date (l/
G:\eh\isds\isdsapp.doc
February 3, 2000
Nancy MacKenzie
Pitkin County Environmental Health
130 South Galena
Aspen, CO 81601
Re: Lewis ISDS — Lot 2, Shield -O -Mesa
HCE File Number 99004.36
Dear Nancy:
On February 3, 2000 High Country Engineering personnel observed the construction of the ISDS
for the Lewis ISDS in Shield -O -Mesa Subdivision in Pitkin County, Colorado. One 2000 -gallon
septic tank and 99 Standard Infiltrator units had been installed, but no backfilling had taken
place. Four inspection wells still needed to be installed and the contractor assured HCE
personnel that they would be installed before the bed was backfilled. Otherwise, the installation
of the system was in conformance with the intent of the design. If you have any questions, or
need additional information, please contact us.
Sincerely,
HIGH COUNTRY ENGINEERING, INC.
Roger D. Neal, P.E.
Project Manager
RDN/djw
w
FSSIQNA�-•��
923 Cooper Avenue 14 Inverness Drive East, Ste B-144
Glenwood Springs, CO 81601 Englewood, CO 80112
phone 970 945-8676 • fax 970 945-2555 phone 303 925-0544 • fax 303 925-0547
GRAPHIC SCALE
uIN FEET )
i c= 50 fL
t
11 INFILTRATOR H-10 UNITS
I11W SEPTIC TANK
DISTIBUTION
LATERAL
VICINITY MAP
SCALE: 1' _ 2000'
GENERAL NOTES
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PITKIN COUNTY
REGUL ATICNS 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. DESIGN FLOW:
4 BEDROOMS • 2 PERSONS/BEDROOM • 100 GALLONS/PERSON/DAY IS:
800 GPO AVERAGE DAILY FLOW.
DESIGN 1.75 • AVERAGE - 1400 GPO (0)
SEPTIC TANK:
MNIMUM TOTAL TANK SIZE:
1400 0PD • 1 DAY/24 HRS • 30 HRS - 1750 GPD
REM -END 2000 GALLON TANK (MINIMUM).
STANDARD ABSORPTION AREA:
A 0 1 O�%I MUM FLOW
t PERCOLATION RATE - 60 min./In.
1400 80 2168.9 SF
LESS 30% FOR USE OF INFILTRATOR H-10 UNITS: IN BED 1518.3 SF
Y 'S.5 It /UNIT, 96 UNITS REWIRED (MINIMIM).
RECO ME NO 99 UNITS (9 a 11 UNITS).
3. CL_ANOUTS ARE REQUIRED AT ALL SEWS AND AT LEAST EVERY 100
FEET ALONG THE HOUSE SEWER.
4. THL CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL
WATER TIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA,
TO PREVENT INFILTRATION.
5. TOP IL COVER MAY BE VARIED (WITH 1 FOOT MINIMUM) TO ALLOW
LA4DSCAPING.
S. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO
WITHIN ONE-HALF FOOT OF FINAL GRADE.
7. LD' TIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REWIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
BEO AREA USING DRAINAGE SWALES AS NECESSARY.
9. SOILS AND PERCOLATION INFORMATION FROM INFORMATION PROVIDED BY
HP GEOTECH INC., JOB NO. 199 615. DATED AUGUST 20. 1999.
10. THIS DRAWING DOES NOT CONSTITUTE AN ISMS 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.
IT
12. SE PLAN INFORMATION PROVIDED BY SCHMUESER-GDRDON�YER, INC
VA EMAIL BY JEFF KREBILL ON OCTOBER 12. 1999.
GENERAL ABSORPTION BED NOTES
1. BED SHALL NOT EXCEED 100 FEET IN LENGTH.
2. TME BOTTOM OF BED SHALL BE LEVEL.
3. OM INAGE DITCHES ARE TO BEPROVIDED ABOVE AND AROUND BED, AS
NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
4. INSTALL INFILTRATOR UNITS IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS.
5. MINIMUM DISTANCES BETWEEN CCMPONENTS OF THE SEWAGE DISPOSAL SYSTEM AND
PERTINENT PHYSICAL FEATURES SHALL BE IN ACCORDANCE WITH TABLE II OF
ARTICLE 7 OF THE PITKIN COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATION.
0
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2
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PROJECT N0.
u
SHEET t
OF 1
•
•
NSPECTION WELL
(TYP.)
•
•
•
•
•
•
I11W SEPTIC TANK
DISTIBUTION
LATERAL
VICINITY MAP
SCALE: 1' _ 2000'
GENERAL NOTES
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PITKIN COUNTY
REGUL ATICNS 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. DESIGN FLOW:
4 BEDROOMS • 2 PERSONS/BEDROOM • 100 GALLONS/PERSON/DAY IS:
800 GPO AVERAGE DAILY FLOW.
DESIGN 1.75 • AVERAGE - 1400 GPO (0)
SEPTIC TANK:
MNIMUM TOTAL TANK SIZE:
1400 0PD • 1 DAY/24 HRS • 30 HRS - 1750 GPD
REM -END 2000 GALLON TANK (MINIMUM).
STANDARD ABSORPTION AREA:
A 0 1 O�%I MUM FLOW
t PERCOLATION RATE - 60 min./In.
1400 80 2168.9 SF
LESS 30% FOR USE OF INFILTRATOR H-10 UNITS: IN BED 1518.3 SF
Y 'S.5 It /UNIT, 96 UNITS REWIRED (MINIMIM).
RECO ME NO 99 UNITS (9 a 11 UNITS).
3. CL_ANOUTS ARE REQUIRED AT ALL SEWS AND AT LEAST EVERY 100
FEET ALONG THE HOUSE SEWER.
4. THL CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL
WATER TIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA,
TO PREVENT INFILTRATION.
5. TOP IL COVER MAY BE VARIED (WITH 1 FOOT MINIMUM) TO ALLOW
LA4DSCAPING.
S. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO
WITHIN ONE-HALF FOOT OF FINAL GRADE.
7. LD' TIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REWIRED.
8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
BEO AREA USING DRAINAGE SWALES AS NECESSARY.
9. SOILS AND PERCOLATION INFORMATION FROM INFORMATION PROVIDED BY
HP GEOTECH INC., JOB NO. 199 615. DATED AUGUST 20. 1999.
10. THIS DRAWING DOES NOT CONSTITUTE AN ISMS 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.
IT
12. SE PLAN INFORMATION PROVIDED BY SCHMUESER-GDRDON�YER, INC
VA EMAIL BY JEFF KREBILL ON OCTOBER 12. 1999.
GENERAL ABSORPTION BED NOTES
1. BED SHALL NOT EXCEED 100 FEET IN LENGTH.
2. TME BOTTOM OF BED SHALL BE LEVEL.
3. OM INAGE DITCHES ARE TO BEPROVIDED ABOVE AND AROUND BED, AS
NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
4. INSTALL INFILTRATOR UNITS IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS.
5. MINIMUM DISTANCES BETWEEN CCMPONENTS OF THE SEWAGE DISPOSAL SYSTEM AND
PERTINENT PHYSICAL FEATURES SHALL BE IN ACCORDANCE WITH TABLE II OF
ARTICLE 7 OF THE PITKIN COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATION.
0
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2
Az Is
PROJECT N0.
u
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OF 1
Dec 14 99 01:05p
J & M PUMP COMPANY
0241 COUNTY ROAD 167
GLENWOOD SPRINGS, CO 91601
(303) 945-6159
December 1, 1999
Richard Carney
Box 1267
Carbondale, Co 81623
RE: Well Test
Attn: Richard,
9 763-0826
A four hour well test was performed on property located on Shield-
O- Mesa. The following results were obtained:
Well Depth:
Water Level:
Drawdown:
Sustained Yeild:
Clarity:
Recovery:
Total Amount Pumped:
400'
44'
180'
8 GPM
Clear
75% within 40 minutes
1670 Gallons
I feel this well should be adequate for a single family dwelling
using a single pump system. Any Questions, please call, 945-6159.
Thank You.
J & M Pump Co.
Richard A. Holub
Lic. No. 1196
P•2
Dec 14 99 01:06p 970-963-0826 p.3
LABORATORY & rWDIATION SERVICES US MAIL WATER 00
etoo LOWRY BOULEVARD PO BOX 17123 BACTERIOLOGY
Com&m, DENVER, CO 80220-6928 DENVER, GO 80217 O
TIlk �` OA7F 71ME BY
SAMPLE INFORMATION: ❑ COMMUNITY ❑NONCOMMUNITY PRIVATE // RfAM
❑ROUTINE RAW 0 REPEAT FOR THE MONTH OF COLLECTED/21�r�
PWS ID� Q SPECIAL PURPOSE 0 FINISHED ❑ AM
_
MC -A. RECEIVED 6 P.
SYS CHLORINE RESIDUAL
NAME
pV Y T�� �J _ � /�-=/ t/�/7(� RESULTS: SEE REVERSE FOR EXPLANATION
ADDRESSESLS1, f CITY COUNTY TOTAL COLIFORM ❑PRESENT ABSENT
ORDERED BY: (SAMPLE MAY NOT BE TESTED IF AL IN'FORMATIQN IS NOT PROVIDED), MOST
MOST PROBABLE NO.
�-/`) z COLIF0RM100ML
FEE STAMP . PHONE ,
NAME
ADDRESS J(��
❑ DENVER O ANGO rAGRO.JCr.
CITY r STATE f ZIP (((
ANALYST
LAB '106 (07W)
TEST ORDERED STD BACT. ❑OTHER
i
` EXPLANAi ION OF RESULTS
�'f,• n.. la tion t.': i<:1.".•Er,C.; "�'-
t.aiL' a c�C s:ample.
. f t�?n�Unsafe arnp!a, greater Than or equal to i Coliform per 1t;0 m!; `r'atsr should be treated and retested.
Zty�_ Ty,2 N iLnl zjr� ��><n1-jt e test spate ccntatt e�I more than, 204 baCtOnat C.IOhieS ocher than coliform. Coliform
bacterial growth may have been inhibited.lh�: water supf�ly may be unsafe -Treat and retest.
T;.tT^ - T�l� h�Itr: rhLlS lf� f hl.nt with fi7ltffZrrn. Br1t Sa1T18 as atJOVt, but Wlih CDtitOrm bacteria present -The presence Oi
l
r Other Uacteriet rrhVenis an accur tte cc'1110 rn COI;nt,V4'afier supply is unsafe. Creat and retest.
6
(:onfJur1r t'J h; `! hF test plate Yeas coverall with bacterial growth. Coliform bacteria grc.ath may have been inhibited.The
water sUppty may be unsafe. 1 -real and retest.
c
h ,.�t•i1rte Sam9 above,OVe, but�V1tf1 cafiform bacteria present.The presence Of other bacteria
pis
r prevents ar, accurale cOtiforlp Count.VJater supply is unsafe. Treat and retest.
t:
7Llt itP�` :z?Irtflltt . sample greater than 48 hours Old Wtlen received. please resample.
�N Quantity not suffirient iOr testirly. Please resample,
h
�� qv d li d: Unsatisfactory, Laboratory cannot process acctlratety. Please resamplc.
Dec 14 99 01:06p 970-963-0826 p.4
COLORADO DIVISION OF WATER RESOURCES
DEPARTMENT OF NATURAL RESOURCES
1313 SHERMAN ST., RM. 818, DENVER CO 80203
phone - info: (303) 866-3587 main: (303) 866-3581
NEW 35+ ACRE RESIDENTIAL
1. APPLICANT INFORMATION
Name of applicant {
G�tiN 1f (tet 1 G.3C.� � wIS
Mailing Address
City StateZip code
LC L IG S T?" L 1/rt/j,4
Telephone Number ;include area code)
$15 3 — 0
2. TYPE OF APPLICATION
CONSTRUCT A NEW WELL ON A TRACT OF
LAND OF 35 ACRES OR MORE
3. REFER TO (if applicable):
Monitoring hole acknowledgrnem
MH -
4. LOCATION OF WELL
county � nuartgrqEor
Quarter
1 r 1 P�' '
section Township N or S RangPrincipal Meridian
f
Distance of welt from section lines
#'6_60 ft from ❑ N K S // 5V ft._
Well location address, if different from applicant address (if
5. TRACT ON WHICH WELL WILL BE LOCATED
A.
ATTACH LEGAL DESCRIPTION FOR 35+ ACRE TRACT
❑ Development
Name d1 ec D - c7 ` a -s4
Lot no.12,_ Unit #_
JS Other
S. STATE PARCEL
ID# (optional) -
C. # acres in tract
�
2-
D.
THIS WILL BE THE ONLY WELL ON THIS TRACT
Water Well Permit Application
Must be completed in black ink or typed
6. USE OF WELL (check appropriate entry or entries)
A. Ordinary household purposes in up to 3
single-family dwellings, the watering of
domestic animals, and the irrigation of not more
than one (1) acre of home gardens and lawns
❑ B. Livestock watering (on (armJrenchlrongolpasture)
7. WELL DATA
MAXIMUM PRODUCTION RATE OF THE WELL
SHALL NOT EXCEED 15 GPM
8. TYPE OF RESIDENTIAL SEWAGE SYSTEM
IF Septic tank / absorption leach field
❑ Central system
District name:
❑ Vault
Location sewage to be hauled to:
❑ Other (attach copy of engineering design)
9. PROPOSED WELL DRILLER (optional)
Name License number
10. SIGNATURE of applicant(s) or authorized agent
The making of false statements herein constitutes perjury
in the second degree, which is punishable as a class 1 mis-
demeanor pursuant to C.R.S. 24-4-104(13)(a). I have read
the statements herein, know the contents thereof and state
that they are true to my knowledge.
Must b signature
rtle�/ ��}'L �� Qy7tt Rs Date
office Use Only I DWR Map No.
DIV
CO
WD
BA
MD
Form GWS -50 (12/95)
ASPEN/P11 wN ENVIRONMENTAL HEALTH DEPARTMr_,JT
ISDS DESIGN REQUIREMENTS -DEPARTMENT USE ONLY
Name
House Size (75 gpd, 100 gpd, or 130 gpd) 100
#of Bedrooms, Similar Rooms accessible to baths in Main Residence 4
# of Bedrooms, similar rooms w/ access to bath in ATTACHED caretaker
# of Bedrooms & Similar Rooms w/ access to baths in DETTACHED caretaker
Average Daily Waste Flow 600 # bedrooms X 2 people/br X 75
State Review Required? no
Perc Rate 60 (T) 3 equals # of Perc Holes Required
Design Flo w (Q) = # bedrooms X 2 people/bedroom X gpd X 1.75
Q= 1400
Minimum tank capacity 1750 gallons
Absorption Area (A=: Q/5 X SQRT)
A = 2169 sq. ft. of absorption area required
140 infiltrator units without reduction
A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system.
1518 sq.ft. with reduction
98 infiltrator units with reduction
AREA NEEDED FOR STANDARD ABSORPTION TRENCHES
723 2169 Total sq ft /3 =lineal ft of trench needed
13 723 lineal ft/assumed trench length of 60ft = # of 60ft trenches needed
12 # trenches minus 1 = rows of 6ft wide undisturbed soil between trenches
39 13 times 3 = total width of of 60" long field needed for just the trenches
72 12 times 6' = total width of 60' long field needed just for undisturbed soil
111 width of trench +width of undisturbed soil = total width needed
111 by 60 ft is the area needed for a standard absorption field in a trench configuration with no
reductions taken and ASSUMING AN AVERAGE PERCOLATION RATE OF 60
SLOWER PERCOLATING SOILS WOULD REQUIRE MORE AREA.
SETBACK FROM WELL SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet = 132 # of feet = 82
SETBACK FRO1.5iY GULCH
# of feet = 57
Remember: 8 feet of additional distance for each 100 gallons/day of design flow over 1,000 gallons/day
should be added unless an RPE can verify that it is not necessary to prevent contamination.
1/20/99
Printed on Recycled Paper
Pitkin Environm.'ntal Health Departm,'
Contact Log Sheet
Z Z/ -- D 2 —O 0 2-
111 111111 111
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August 20, 1999
Carney Brothers Construction
Attn: Richard Carney
P.O. Box 1267
Carbondale, Colorado 81623
5020 County Road 154y
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970-945-8454
hpgeo@hpgeotech.com
r
Job No. 199 615
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 2, Casey Lot Split, Shield -O -Mesa, Pitkin County,
Colorado
Dear Mr. Carney:
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 August 3, 1999. The data obtained and our recommendations based on the
proposed construction and subsurface conditions encountered are presented in this
report. Evaluation of potential geologic hazard impacts on the site are beyond the scope
of this study.
Proposed Construction: Design of the residence is conceptual and we assume the
structure will be one to two story wood frame construction over a basement or
crawlspace. The proposed residence will be located approximately on the site as shown
on Fig. 1. Cut depths are expected to range between about 4 to 8 feet. Foundation
loadings for this type of construction are assumed to be relatively light and typical of
the assumed type of construction. The septic disposal system is proposed to be located
downhill and east 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 building site is located in the southwest comer of the building
envelope. The ground surface in the building area slopes moderately down to the
northeast at grades up to 5 % to 8 % with about 6 feet of elevation difference across the
proposed building footprint. The building area is vegetated with grass and weeds.
FILE COPY
Carney Brothers Construction
August 20, 1999
Page 2
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 Fig. 1. The logs of the pits are
presented on Fig. 2. The subsoils encountered, below about 2 feet of topsoil, consist of
sandy clay. Silty to clayey sandy gravel with cobbles and boulders was observed
underlying the sandy clay in Pit 3 and the Profile Pit at about 6 feet in depth. Results of
swell -consolidation testing performed on relatively undisturbed samples of the sandy
clay, presented on Fig. 3, indicate low to moderate compressibility when wetted and
loaded. 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 clay soil designed for an allowable soil
bearing pressure of 1,500 psf for support of the proposed residence. Footings bearing
entirely on the sandy gravel can be designed for a soil bearing pressure of 3,000 psf.
The soils tend to compress after wetting and there could be some post -construction
foundation settlement. The settlement could be differential between footings on clay and
footings on gravel. Footings should be a minimum width of 16 inches for continuous
walls and 2 feet for columns. Loose and disturbed soils and existing fill encountered at
the foundation bearing level within the excavation should be removed and the footing
bearing level extended down to the undisturbed natural soils. Exterior footings should
be provided with adequate cover above their bearing elevations for frost protection.
Placement of footings at least 42 inches below the exterior grade is typically used in this
area. Continuous foundation walls should be 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. 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
H -P GEOTECH
Carney Brothers Construction
August 20, 1999
Page 3
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 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 mountainous areas 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, deep crawlspace and basement areas, be protected
from wetting and hydrostatic pressure buildup by an underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain
should be placed at each level of excavation and at least 1 foot below lowest adjacent
finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining
granular material used in the underdrain system should contain less than 2% passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 11/2 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.
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, finer graded soils to reduce
surface water infiltration.
3) The ground surface surrounding the exterior of the building should be
H -P GEOTECH
Carney Brothers Construction
August 20, 1999
Page 4
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.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing: Percolation tests were conducted on August 6, 1999 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 Fig. 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 Fig. 2 and
consist of sandy clay overlying sandy gravel with cobbles and small boulders.
Percolation test P-1 and P-2 were performed in the more clayey soils. P-3 was based in
the more gravelly soils. The percolation test results are presented in Table II.'""
We recommend that a system based in the clay soils be designed for a percolation rate �-
• of 60,minutes per inch and systems based in the deeper gravel and cobble soils be
designed for a rate on the order of 10 minuteser__inch.
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 Fig. 1, the proposed type of construction and our experience in
the area. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation is performed. If conditions encountered
during construction appear different from those described in this report, we should be
notified at once so re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
H -P GEOTECH
Carney Brothers Construction
August 20, 1999
Page 5
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.
Louis E. Eller
Reviewed By:
24443
Daniel E. Hardin, P. E. a
LEE/ksm �' •.
attachmentssSIONAI E
cc: Schmueser Gordon Meyel"1"n►al
H -P GEOTECH
PIT 1
n
APPROXIMATE SCALE
1"=100'
♦
120 /
130
/♦/ P 1A\ nP 2
NVQ / AP 3
A PROFIL6�
® PIT
1 PIT 3
PROPOSED /
j \\ RESIDENCE /
130
L
BUILDING
/ ENVELOPE
oll
1
i
J
♦ 110
LOT 2
35.22 ACRE SITE
HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fig. 1
199 615 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES
ON► " d0►NHJ3.lUA9l9 66L
-5t3 si-inS32J 1S31 N011`d0130SN00—T13MS yiy-IMyd — Hl�lOMd3H
;s)i — 36nsS36d 031-lddd
nL 0'l
V 0-
Q
n
0
Z 3
CD
w
o'
L
0
M — 36f1SS321d 031-ldd`d L.0
0' l
�� Ol
Z
6ui}}am
uodn
uoissa.idwo0
0
4aa3 S'ti }o Z }id :WO -J-4
,to10 ApuoS :10 aldwoS
lod Ol6 = A}isuaQ Ajo
}uao.jad S'CL _ }ua}uo0 am}slow
ola
—^--- PIT 1 PIT 2 PIT 3 PIT 4
ELEV. = 132' ELEV. = 129' ELEV. = 124ELEV. = 121'
0
0
L wC=13.5 we=16.1 5
5 DD=110R. DD -108
uQi .w• ; M
R J
I/ L._J
U0.!..10-
10
LEGEND:
TOPSOIL; Silty clay, organic, medium stiff, moist, dark brown.
CLAY(CL); Sandy, silty, stiff, moist, mixed dark brown to brown.
o.
GRAVEL(GC—GM). mo stye mixedybto Siy, rowns towith reddish cobbles
brown and
sub small
louboulders,
ded a ocksense to very ease,
•a.
2" Diameter hand driven liner sample.
i Disturbed bulk sample.
.J
NOTES:
1. Exploratory pits were excavated on August 5, 1999 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features on the site
plan provided. Building corners were staked in the field.
3. Elevations of the exploratory pits were obtained by interpolation between contours on the site plan
provided.
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 ( % )
DD = Dry Density ( pcf )
ME WP ORTH — PAWLAK LOGS OF EXPLORATORY PITS I Fig. 2
199 615 GEOTECHNICAL, INC.
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
ocorrnl ATIMU TFRT RFSIII TS JOB NO. 199 615
NOTE: Percolation test were conducted in sandy gravel with cobbles and boulders. Percolation test holes were presoaked on
August 5, 1999 and test performed on August 6, 1999. Percolation test rate is based on the average of the last three
readings.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
HOLE NO.
61
15
81/2
63/4
1 3/4
36
P 1
63/4
5 314
1
53/4
5
3/4
5
41/4
3/4
41/4
3 314
112
33/4
3 1/2
1/4
3 112
23/4
3/4
2314
21/4
1/4
15
9
7 114
1 314
60
P-2
59
71/4
6 314
1/2
63/4
6
3/4
6
5314
1/4
5 314
51/4
112
51/4
5
1/4
5
4314
1/4
43/4
4 112
1/4
15 8 3!4
water added 7 314
9
water added
5
water added 83/4
5 1/2
3 112
51/4
6
P-3 54
3 1/4
4 112
5
4
3
2
5 1/2
3 1/4
3 2112
NOTE: Percolation test were conducted in sandy gravel with cobbles and boulders. Percolation test holes were presoaked on
August 5, 1999 and test performed on August 6, 1999. Percolation test rate is based on the average of the last three
readings.
r• 01)
❑ ❑ ❑ ❑ ❑ ❑ ❑
E I BA581E IT . 32I aq.Ft.
❑ ❑ ❑
BASEMENT PLAN
5CALE: 1/4"=I' -O"
U
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and
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ate. 7/28/99
P—
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A -2b
m
&I
Legend and Notes:
o indicates found monument as described.
- p indicates set monument, 15 rebor and Red Plastic
Cap (RPC), L.S. 201 JJ.
Bearings are based on found monuments as shown.
- This survey does not represent a title search by this
SUIVO I)t hT tlrten►ilne ownef,01ij) of to dimcovol
easements or other encumbrances of record. All
information pertaining to ownership, easements or other
encumbrances of record has been taken from a title
insurance commitment issued by Pitkin County 71-t/e Inc.
dated June 24, 1998 as Case No. PCTiJ14J.
- 7his property is subject to apparent easements for
existing utilities and irHgotion ditches.
- Fences ore shown hereon for information only and do not
necessarilly represent limits of ownership.
Lego/ Description:
Lot 2, Douglas R. Casey Shield -0 -Mesa Lot Split and 1041 Review,
according to the Plat recorded June 5, 1995, in Plot Book J7 at
Page 42.
Surveyor's Certificate
1, STEPHEN L. EHLERS, being a Registered Land Surveyor in
the State of Colorado, do hereby certify that this mop of
existing conditions was prepared by me and under my
supervision from o survey made by me and under my
supervision and that both the survey and map are true and
accurate to the best of my ¢r owledge and belief.
STEPHEN"L. EHLERS L.S. 201JJ DATE
Note: This topography mop complies with National Mop
Accuracy Standards for topographic maps. Where checked
90% of points should be within 1/2 the contour interval
and well defined points should be plotted within 1/50" of
their true position. Critical design should be based upon
spot elevations, please contact Schmueser Gordon Meyer,
Inc. for this spot elevation information.
dcewsW n ewe raw ym arwt commmm
e% bye! e'"" 6aavd &Pon any Aft, to
z".w•�4AWry"
�.. a. dYd vwvr SWA /%1 no ov*nt Indy
.rami o mfor reran airy "am nt M
!Au aun+iy de tonrmmcvd nrmr lAan !nr yam ;
AY as dab eJ Me "r4&aewn moa"
A�on
n
SCHMUESER `
\ \ 50
TOPOGRAPHY OF
LOT2. CASEYSPLIT, SHIELD-OMESA
SECTION 22, TOWNSHIP 9 SOUTH
RANGE 86 WEST OF THE 6THP.M.
COUNTY OF Pf7.YIN STA TE OF COL ORADO
RT
GRAPHIC SCALE
( W FEET )
1 inch = 50 ft.
LEGEND
® ELECTRIC RISER
—tel— BURIED TELEPHONE LINE 4 SIGN
ov 7
-- n — BUR/ED G45 LINE. D4 GAS SALVE
F-- --i(
FENCE LINE Q WATER S£RNCE
0000 ROCK WALL U 5LWClt V00
—tv— CABLE TELEVISION LINE # LIGHT POLE I �.
—
9— ELECTRICAL LIN£
pQ WAIER VALVE
—
w— WATER LINE ETRE HYDRANT
—ss— SANITARY SEWER LINE
® 1£L£PHONE RISER 1 / \ � C)")— /
ohP— OVERHEAD UTILITY LINE ® CABLE RISER F
SEWER MANHOLE \ ��
EXIST CULVERTS iii STORM DRAIN INLET
❑
® ROCK ELECTRIC 17iANSPoRMER
O
ROAR r4 G4P F U/l /�' Re or N
1� TREE CONTROL PONT N
TpEE uNE uncm POLE / \ N 4�1
SURVEYORS rl ENGINEERS SCNMUESER GORDON MEYER INC.
118 W. 8th Street, Suite 200
Glenwood Springs, Colorado 81601
(070)048-1004 (FAX 948-8948)
AiRnpn. Golomdo (970) 925-6727
SHI LD—O—HHSA
REWS/ON
LOT 2
Found Rebar &
Cap L.S. 9018
BENCH EL.— 100.00'
PIP roff
o cop L.S. 1 W�l
/
/
/
moundRebar & Cap
Job a 92066D
Drown by r/SK
Gate:
2-12-9
wr„ c+y; gL
r', • -'-7FY I ?T0P0
1
LINE TABLE
LINE
BEARING
LENGTH
L1
SJ5'29 J7'W
J4.JO
L2
515'12'470E
J4.89
LJ
58127'17"W
44.67
L 4
562"50'40 E
49.65
�.
L6 578.52 29
54.20
L7
;V90101) OO E 1
28.86
\ \ 50
TOPOGRAPHY OF
LOT2. CASEYSPLIT, SHIELD-OMESA
SECTION 22, TOWNSHIP 9 SOUTH
RANGE 86 WEST OF THE 6THP.M.
COUNTY OF Pf7.YIN STA TE OF COL ORADO
RT
GRAPHIC SCALE
( W FEET )
1 inch = 50 ft.
LEGEND
® ELECTRIC RISER
—tel— BURIED TELEPHONE LINE 4 SIGN
ov 7
-- n — BUR/ED G45 LINE. D4 GAS SALVE
F-- --i(
FENCE LINE Q WATER S£RNCE
0000 ROCK WALL U 5LWClt V00
—tv— CABLE TELEVISION LINE # LIGHT POLE I �.
—
9— ELECTRICAL LIN£
pQ WAIER VALVE
—
w— WATER LINE ETRE HYDRANT
—ss— SANITARY SEWER LINE
® 1£L£PHONE RISER 1 / \ � C)")— /
ohP— OVERHEAD UTILITY LINE ® CABLE RISER F
SEWER MANHOLE \ ��
EXIST CULVERTS iii STORM DRAIN INLET
❑
® ROCK ELECTRIC 17iANSPoRMER
O
ROAR r4 G4P F U/l /�' Re or N
1� TREE CONTROL PONT N
TpEE uNE uncm POLE / \ N 4�1
SURVEYORS rl ENGINEERS SCNMUESER GORDON MEYER INC.
118 W. 8th Street, Suite 200
Glenwood Springs, Colorado 81601
(070)048-1004 (FAX 948-8948)
AiRnpn. Golomdo (970) 925-6727
SHI LD—O—HHSA
REWS/ON
LOT 2
Found Rebar &
Cap L.S. 9018
BENCH EL.— 100.00'
PIP roff
o cop L.S. 1 W�l
/
/
/
moundRebar & Cap
Job a 92066D
Drown by r/SK
Gate:
2-12-9
wr„ c+y; gL
r', • -'-7FY I ?T0P0
1
7
"
'� C>• }
,�
;v"�-,�� !
_" -sc"y- i _ t ; �Wj"r4 i g--'"� i `�` � �
GRAPHIC SCALE
50 o zs so !m
zoo
t.-.� a t
��
V_-�✓, L„„at.� ..-:
cr
_
( IN FEET)
I inch = 50 ft.
r } ' + —'l', •, s9`f
r _
t
�u
r
212
f
wof
7
Of
.r' r
�ap
r
,
f t
fit+-
f
tY k�
i
VICINITY MAP
704
SCALE: 1" = 2000'
REMOVABLE CAP
w
'.
GENERAL NOTES
S
�
II
J \1
1.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PITKIN COUNTY
\ /,\/ CUT HOLE IN TOP OF INFILTRATOR
UNIT
REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH
FOR INSTALLATION OF INSPECTION
WELL
ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS
4„
PIPE
SOLID PIPE
''.RE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.
BOUNDARY
\ / J _
\ J
+ `
2.
SESIGN FLOW:
rn
,!
4 BEDROOMS * 2 PERSONS/BEDROOM * 100 GALLONS/PERSON/DAY IS:
cn
COUPLING
800 GPD = AVERAGE DAILY FLOW.
p
0 4" 0 PERFORATED PIPE
DESIGN = 1.75 * AVERAGE = 1400 GPD (Q)
O
0 WRAPPED IN FILTER FABRIC
-.EPT I C TANK:
Ld
•-,
BUILDING ENVELOPE-'�-
\
0 SOLID CAP FOR SUPPORT ON
BOTTOM OF TRENCH OR BED
11400INIMUM GPDT* I DAY/24 TANKS
* 30 HRS = 1750
w
`L
G
-�
/
_� _.,
_-
RECOMMEND 2000 GALLON TANK (MINIMUM).
TANDARD ABSORPTION AREA:
/ `� l
DISTRIBUTION OTE
/+i
/
A = Q J Q=MAXIMUM FLOW O.i�ri"/"� 3�^�LQLc,.•��
5 t=PERCOLATION RATE = 60 min./in.
LATERAL7
/
!'HNICAL REPORT B�H.P. GEOTECH �- �� / 1
%
_ /,... ems-- c
IN`
/ A �A
4"0 PVC SEWER �. RET',.
T
THAT GRAVELS MAY AXI ST BENEATH _ — _ -
CLAY SOIL. THE BED SIZE-M.AY BE
FURTHER INVESTIGATION BY THE_'-� -- !.-
INSPECTION WELL DETAIL
= 1400 J0 = 2168.9 SF ��'"'-
5
\ (TYP.) \ GEf.
"�.L ENGINEER REVEALS THAT GRAVELS
,�,c�
'•S Cti-f
Fi
_
G0`
-_--
ADEQUATE ELEVATIONS BENEATH
-
N.T.S.
30% FOR USE OF INFILTRATOR H-10 UNITS: IN BED - 1518.3 SF
t� a
/ /
R
_._-=
_ PROPOSED BED AREA. / --' _ -
5.5 ft /UNIT, 98 UNITS REQUIRED (MINIMUM). w M''-" / v
---')MMEND 99 UNITS (9 x 11 UNITS). per' ^'" '�'"
�
F
_
DRIVE
c
j
3
u-�j.,ID
ANOUTS ARE REQUIRED AT AL 0n�<���
L BENDS AND AT LEAST EVERY 10
z
W ZOO
G
VES
A
l,�,tr�"
-- ALONG THE HOUSE SEWER,
W
tiT
S r,R
t,
1
w �
Z<o0)
-
4.
----CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL `"(
U Q
Z
LL'
�6' \ -
7
/ �_ ✓ �/
PVC CAP
FINISH GRADE
r TER TIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA, . L`e
PREVENT INFILTRATION.
W W
k �
�
Co
5.
SOIL COVER MAY BE VARIED (WITH 1 FOOT MINIMUM) TO ALLOW
�yrL'
CIA��
,3 o DISTRIE,.-
LATERAL
o o ,' o.DSCAPING.
" �0
6.
STALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO !
=> C4)
O C
Z
�
.. THIN ONE-HALF FOOT OF FINAL GRADE.
z
O
2000 GALLON
SEPTIC TANK (MIN.\
/
7.
_.'CATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG
ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED.
U
=
rlrl
B.
"OV IDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM ABSORPTION
_D AREA USING DRAINAGE SWALES AS NECESSARY.
O='�..
LT
4" COUPLING
4" RISER
g,
_TILS AND PERCOLATION INFORMATION FROM INFORMATION PROVIDED BY
r-- GEOTECH INC., JOB NO. 199 615, DATED AUGUST 20, 1999.
3,5. 22 GZ C rer_S
4" 45' SWEEP BEND 10.
'-+IS DRAWING DOES NOT CONSTITUTE AN ISIDS PERMIT. PERMIT MUST BE
4" SEWER LINE /
CT.AINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS.
E'!GINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL
\
11.
:D PROVIDE REPORT TO COUNTY.
--IS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH
;FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS
!
FILTERS SHOULD INTRODUCED INTO THIS SYSTEM.
_(
/
12.
NOT BE
TE PLAN INFORMATION PROVIDED BY SCHMUESER-GORDON-MEYER, INC
`
(�
\' �' --' ------ ----"
4" x 4" x 4"�
EMAIL BY JEFF KREBILL ON OCTOBER 12, 1999.
---
PVC WYE
O�
GENERAL ABSORPTION BED NOTES
\_DRIVE
AV -
CLEAN OUT
1.
SHALL NOT EXCEED 100 FEET IN LENGTH.
ASSEMBLY
2.
_ BOTTOM OF BED SHALL BE LEVEL.
SEWER CLEAN O U T D E T A I L
3.
C A NAGE DITCHES ARE TO BE PROVIDED ABOVE AND AROUND BED, AS
l.I_-SSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA.
Q
NTS
- - - -
'CO
_TRATOR H-10 UNITS -'I
4.
'TALL INFILTRATOR UNITS IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS.
W
L.
�. NIMUM DISTANCES BETWEEN COMPONENTS OF THE SEWAGE DISPOSAL SYSTEM AND
O
r=:-RTINENT PHYSICAL FEATURES SHALL BE IN ACCORDANCE WITH TABLE II OF
Z
A-:ICLE 7 OF THE PITKIN COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
U
O -�
I
•
RI- :;ULAT I ON. -
U
Q
•
IL
Tz 00
INSPECTION WELL WELL (TYP.)
z0�
TOPSOIL AND REVEGETATE
O
(A
SELECT BACKFILL
U
>- w
F- 0)
AND COMPACTION PER
Uj
z
JF -
c
MANUFACTURER RECOMENDATIONS
0_
U j
.
(C
12" MIN. COVER
mu
�.
r
c
0
FROM SEPTIC TANK
\\\
/
Z
�_
J
Co W
QUl
K
D.
CV
F
J
Q
O
J
q} y�
f 0. ti 14 .p
P
R
PROJECT
NO.
DISTIBUTION
BED BOTTOM, LEVEL
LATERAL
NATURAL GROUND
AND ROUGHENED INFILTRATOR H-10 UNIT (TYP.)
9W04.36
OR GRANULAR FILL
BED CROSS
SECTION
AS SHOWN (TYP.1
N.T.S.
SHEET
1
0F
7