HomeMy WebLinkAboutpitkin.eh.264503202001 (1999) (Main House)Permit # 99053
Type of permit
Name of Owner
Street Address
t 142
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
Parcel ID # 2645-032-02-001
New( ) Repair( ) Addition to House( X ) ONE BEDROOM ADDITION
George Kahle
7037 East Sopris Creek Rd
Property legal description Lot 1, Capital & Elk Creek Subdivision
Size of lot 44 acres Total square footage of the house 4688
Water source
Private well
# of bedrooms in house 1
Caretaker unit
# of bedrooms in caretaker unit
Designed for what # rooms (list)
Designed by
Mailing Address
Perc rate 21
Septic tank capacity
# of offices, lofts & similar sized rooms in house
Total square footage of the caretaker unit
# of offices, lofts & similar sized rooms in caretaker unit
ONE
Permit information
Peter Belau, P.E. Enartech, Inc.
P.O. Drawer 160 Glenwood Springs CO 81602
Profile hole depth 8 ft Depth to groundwater or bedrock varies 2 to 5-1/2 ft
750
Absorption area
Comments
sand mound
* Engineer moved location of field to higher ground, since first soil data indicated ground water varying at 2 to 5-1/2
ft.
Septic permit approved per compliance with the engineer design and specifications dated 7/28/99 Revised.
Any changes must be approved by this department and the design engineer prior to them being made.
Design is for a 750 gallon septic tank and a separate dosing tank. The tank shall have a heavy cover to prevent a
problem of buoyancy from any ground water. The mound leach field is required to have a sand area equal to 368
sq. ft. and a basal area equal to 384 sq. ft.
Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin
County ISDS regulations.
Permit approved by: 1Date: 2-1
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: (lrr�,-W�D✓ Yrra 'Ci �-i li'I
Final inspection approval: !�� pct, Date:
vvpt, �j nq Y K t t_fo a�, c r,, C
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ASPENJ10ITY-.4 ENVIRONMENTAL HEALTH OEPARTME..T
APPLICAT'ON FOR (NUI'vIDUAL SE7.WAGE DISPOSAL SYSTEM
130 S. Galena St.. Aspen olorado 81611
Phone 970-920-5070IFax 970-920-5039
Name of OWNER Georae Kahle
Ownees Mailing Address 7037 E st S
is Creek Rd., Snowmass, CO 81654
Home Phone: ( 970 ) 92.7-2854
Primary Contact Person (all corrtmunieation regarding this permit will go through this person)
Name Peter Belau P.E.
Company Enartech, Inc..
Contact Mailing Address P.O. Drawer -160, Glenwood _ )r.inas , CO 81 602
Business Phone: 945-2236 Gell Phone: 379 -0 48 3 Fax: 945-2977
Parcel iD # (available from assessor's office
at 820.5180 or at www.aspen.t emtassessod)
Street address of property
5- 0 3. 2- 0 2. 0 0 1
Legal Description: Lot 1 ',Block �__ ,Filing Subdivision Can i
Size of for. 4 4 acres. Type cif proposed structure: B ed rm Size of bldg. envelope:
Total square feet of house 4688 .38 # of bedrooms in house 4
# of offices, logs & similar sized rooms in house —2 _
RS 30
Caretaker Unit: Attached ( ) Detached ( ) N jotal area(sq. ft.) of caretaker unit N/A
# of bedrooms in caretaker unit N /A # of off9ees. lofts and similar size rooms of caretaker unit N
Permit is for. New Home ( ) Repair due to failure ( } RemodeYAddition ( X ) Emergency use ( )
Water. Private well ( X) Spring ( ) Stream ( ) CommtinitylPubtic Wafer System( }
I community system: Nam of system
The fee for a ISMS :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 vAli be charged. The maximum fee is $1000. The basic fee of $330 is due at the time
of application. The remainder, if any, rill too due in two stages: first, at the tim of issuance of the ISO$ permit: second. before
final approval of" ISDS permit.
Application far an Individual sewage disposk►P systM is hereby Submitted. I hereby certify that the above information is true and
accurate and that I have provided true and acct rate Information on locations of all existing and proposed wells, contour
Intervals, buildings, property lines, ditches. slopes, waterffnes, springs, suction or irrigation lines, drinking water cistems, drain
tiles, irrigation ditches, takes, WSW courses, streams, ffoodpleins, dry gulches, and existing septic systems. t 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 constmchon pursuant to Finan County codes. No constrtxdion may be undertaken until ail
approvals and permits have been obtained.
The Aspen/Pitidn Environmental Health Department, Pitkin County and employees of these agencies will be held harmless
should the individual sewage disposal system fall or malfunction. The permit to construct is issued on information submitted by
the applicant or hlWher representatives. The owner assumes full responsibility in case of failure of the system.
Signature of applicant _ �� Date 7- / --2 -9
Received by Receipt # Date 7 -/1 j ?
ASPEN/PITK„d ENVIRONMENTAL HEALTH DEPARTME,,. i”
ISDS DESIGN REQUIREMENTS -DEPARTMENT USE ONLY
Name kahle —
House Size (75 gpd, 100 gpd, or 130 gpd) 100
#of Bedrooms, Similar Rooms accessible to baths in Main Residence 1
# 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 150 # bedrooms X 2 people/br X 75
State Review Required? no
Perc Rate 30 (T) 3 equals # of Perc Holes Required
Design Flo w (Q) _ # bedrooms X 2 people/bedroom X gpd X 1.75
Q= 350
Minimum tank capacity 438 gallons
Absorption Area (A= Q/5 X SQRT)
A = 383 sq. ft. of absorption area required
25 infiltrator units without reduction
A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system.
268 sq.ft. with reduction
17 infiltrator units with reduction
AREA NEEDED FOR STANDARD ABSORPTION TRENCHES
128 383 Total sq ft /3 =lineal ft of trench needed
3 128 lineal ft/assumed trench length of 60ft = # of 60ft trenches needed
2 # trenches minus 1 = rows of 6ft wide undisturbed soil between trenches
9 3 times 3 = total width of of 60" long field needed for just the trenches
12 2 times 6' = total width of 60' long field needed just for undisturbed soil
21 width of trench +width of undisturbed soil = total width needed
21 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 30
SLOWER PERCOLATING SOILS WOULD REQUIRE MORE AREA.
SETBACK FROM WELL SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet = 100 # of feet = 50
SETBACK FROM DRY GULCH
# of feet = 25
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
U3 2-
A.,
A., / Pitkin Environmental Health Departme.D
Contact Log Sheet
♦ i
Date Person Spoken TO
Comments Action to be Taken I Initials ITime
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ENARTECH,
302 Eighth Street, Suite 325
P.0- Drawer 160
GLENWOOD SPRINGS, CO 81602
(970) 945-2236 FAX 945-2977
silcrT NO.
OF -1
CALCULATED BY DATA
CHECKED BY DATA
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ENARTECH Inc. Consulting Engineers and Hydrologists
November 30, 1999
Nancy MacKenzie
Aspen/Pitkin ///=%�
Environmental Health Dept. ,,,"\\
130 Galena Street
Aspen, CO 81611
RE: Kahle Residence Addition ISDS Permit #99053
Dear Ms. MacKenzie:
This letter is to certify that I performed a final inspection of this sewage disposal system. The
dosing pumps were not installed yet; please give me a call if I need to do another inspection.
As -Built drawings are enclosed.
Sincerely,
ENARTECH, INC.
Peter Belau, P.E.
PB/jlw
Enclosure
cc: Mr. George Kahle
Warren Palmer
E-mail: peterb@enartech.com
P393-12 D0CS\PJB99\393-12 Ltr N MacKenzie 113099
302 Eighth Street, Suite 325 P.O. Drawer 160 Glenwood Springs, CO 81602 (970) 945-2236 Fax (970) 945-2977 www.enartech.com
0
ril
ENARTECH Inc. Consulting Engineers and Hydrologists
July 15, 1999
Mr. Warren Palmer
P.O. Box 767
Basalt, CO 81621
RE: Kahle Addition ISDS
Dear Warren:
This letter is to document the soil percolation testing that I conducted for the design of the
individual sewage disposal system for the proposed addition to the Kahle residence. I
conducted the soil percolation testing on July 7, 1999. The location of the percolation test
holes are indicated as P1, P2 and P3 on the attached sketch. The results of the percolation
testing are summarized in the enclosed table. The soil percolation rates ranged from 12 to 30
minutes per inch, with an average rate of 21 minutes per inch.
Sincerely,
ENARTECH, INC.
Peter Belau, P.E.
PB/jlw
Enclosure
cc: Nancy MacKenzie
E-mail: peterb@enartech.com
P393-12 DOCS\PJ1399\393-12 1-tr W Palmer 071499
302 Eighth Street, Suite 325 P.O. Drawer 160 Glenwood Springs, Colorado 81602 (970) 945-2236 Fax(970)945-2977
4" PVC SEWER PIPES.
MINIMUM 5' SETBACK
FROM SEPTIC TANK T
STRUCTURE AND 0
DOSING ANK
MOUND EACH FIELD,
SEE DET IL, SHEET 2.
MINIMUM 20' SETBACK
BETWEE LEACH FIELD
AND ST UCTURE
2" /PVC DOSING PIPE
DOSING TANK
ti
SEPTIC TANK
0
PROPOSED
ADDITION
KAHLE RESIDENCE ADDITION
INDIVIDUAL SEWAGE DISPOSAL SYSTEM
SOIL PERCOLATION TESTING
ENARTECH, INC. - 7/7/99
PERC. TEST HOLE #1
PERC. TEST HOLE #2
TIME
DEPTH RATE
TIME
DEPTH
RATE
9.54
2.00
9.59
9.55
2.5
5
3
5.5
2
9.58
3.50
10.10
9.59
4.25
13
5
6.63
3
10.04
4.75
10.24
10.04
5.75
14
7
7.5
5
10.09
5.50
10.41
10.09
6.75
24
8
8.5
6
10.17
6.50
10.59
10.17
8
36
12
9
6
10.23
7.00
11.20
10.23
9
40
12
9.75
8
10.29
7.50
10.29
9.75
24
10
10.41
8.00
10.42
11
20
11
10.51
8.50
10.50
11.75
24
12
10.57
8.75
10.59
12.5
20
11
11.07
9.25
11.07
13.25
21
13
11.20
9.87
11.17
14
26
12
11.30
10.25
11.23
14.5
AVERAGE:
23
12
AVERAGE
SOIL PERCOLATION RATE FOR ALL THREE TEST HOLES:
PERC. TEST HOLE #3
TIME
DEPTH RATE
9.55
2.75
3
9.59
4.25
5
10.05
5.5
10
10.10
6
13
10.18
6.63
16
10.24
7
14
10.31
7.5
20
10.41
8
24
10.53
8.5
24
10.59
8.75
36
11.08
9
24
11.20
9.5
40
11.30
9.75
30
21 MINUTES PER INCH
GecPtech
June 30, 1999
George Kahl
c/o Warren Palmer Architect
P.O. Box 767
Basalt, Colorado 81621.
Hepworth -.,,,.e lak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970-945-8454
hpgeo@hpgeotech.com
.. Sr sa :•.... 7 99
i... V IS
Job No. 199 428
Subject: Subsoil Study for Foundation Design and Percolation Test, Addition to
Residence, Lot 1, Capitol and Elk Creeks Subdivision, 7037 East Sopris
Creek Road, Pitkin County, Colorado.
Dear Warren:
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 May 17, 1999 and modified to include the foundation design information.
The data obtained and our recommendations based on the proposed construction and
subsurface conditions encountered are presented in this report.
Proposed Construction: The proposed construction will be a 1 or 2 story bedroom
addition located on the site as shown on Fig. 1. Ground floors are assumed to be slab -
on -grade or structural above crawlspace. Cut depths are expected to range between
about 3 to 4 feet. Foundation loadings for this type of construction are assumed to be
relatively light and typical of the proposed type of construction. The septic disposal
system is proposed to be located approximately 25 feet or more south of the proposed
addition.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
this report.
Site Conditions: The site is currently occupied by a 1 1/2 story log house located at
7037 East Sopris Creek Road. The ground surface in the proposed addition area is
relatively flat with undulating surface terrain. The site slopes slightly down to the east
with approximately 1 1/2 feet of elevation difference across the proposed addition area.
Overlot grading is evident apparently from the construction of the existing house. The
immediate vicinity of the house has been landscaped and natural grass, willows, scrub
oak and evergreen trees cover the remainder of the property.
George Kahl
June 30, 1999
Page 2
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating one exploratory pit outside the southwest boundary of the proposed addition
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 about 1 foot of stiff sandy clay overlying
relatively dense gravel and cobbles in a clayey sand matrix. Results of swell -
consolidation testing performed on a relatively undisturbed sample of the clay,
presented on Fig. 3, indicates moderate to high compressibility under light loading and
wetting. Results of a gradation analysis performed on a sample of the gravel and
cobbles (minus 5 inch fraction) obtained from the site are presented on Fig. 4. Free
water was observed in Pit 1 and the Profile Pit at a depth of 5 1/2 feet. The upper soils
were slightly moist to wet with depth.
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 relatively dense gravel and cobbles subsoils and designed for an
allowable soil bearing pressure of 2500 psf for support of the proposed addition. The
upper clay soils tends to compress after wetting which could cause some differential
foundation settlement. Due to shallow groundwater and possible seepage, dewatering
may be needed depending on the final depth of the excavation. 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 mixed clay and sandy gravel as
backfill.
Floor Slabs: The natural clay and gravel soils encountered below the 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
H -P GEOTECH
George Kahl
June 30, 1999
Page 3
designer based on experience and the intended slab use. A minimum 4 inch layer of
free -draining gravel should be placed beneath interior 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 mixed clay and sandy gravel soils devoid of vegetation, topsoil
and oversized rock.
Underdrain System: Free water was encountered at relatively shallow depth during
our exploration. We recommend below -grade construction, such as retaining walls and
crawlspace 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 addition 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
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 6 inches in the first 10 feet in unpaved
H -P GEOTECH
George Kahl
June 30, 1999
Page 4
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and walkway areas.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing: Percolation tests were conducted 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 about 3 feet of
fill and topsoil above relatively dense gravel and cobbles in a clayey sand matrix.
When the percolation holes were checked the next day seepage had filled the holes to a
depth of about 2 to 2 1/2 feet below ground surface and the percolation tests could not
be performed. The ground water level in the Profile Pit was still at 5 1/2 feet depth.
Based on the subsurface conditions encountered, a mounded septic disposal system
appears required and should be designed by a civil engineer. A trench drain could be
needed to cut off the shallow seepage encountered in the percolation holes.
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
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
H -P GEOTECH
George Kahl
June 30, 1999
Page 5
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.
Trevor Knell
Reviewed By:
Steven L. Pawlak, P
•
1-222
rr of Cbz
TLK/sd/ksm
attachments
cc: Enartech Incorporated - Attn: Peter Belau and Chuck Peterson
H -P GEOTECH
AA
106 PIT 1
0
P 2
■
PROFILE
PIT
105 PROPOSE[
\ ADDITION
P 3 \\ I
1041001,
\
I f
� 1
i 1
/ f
EXISTING )
I RESIDENCE
1 f
000l
I )
) f
)
/ J
/
104
I
104
106
\ 105
APPROXIMATE SCALE
1"=20'
HEPWORTH — PAWLAK LOCATION OF EXPLORATORY PITS Fig, 1
199 428 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES
LEGEND:
FILL; silty sandy clay and gravel
with cobbles and small boulders,
medium dense, moist, brown.
TOPSOIL; organic silty sandy clay,
medium stiff, slightly moist,
grey—brown.
CLAY (CL); silty, sandy, stiff,
slightly moist, grey—brown, porous.
�] 2" Diameter hand driven liner sample.
Disturbed bulk sample.
-J
NOTES:
00o- GRAVEL AND COBBLES (GC); clayey sand
•o. matrix, occasional boulders, medium dense
to dense, slightly moist to wet below water
level, grey—brown, mostly rounded rock.
a=1 Free water level in pit and number of days
following excavation measurement was made.
1. Exploratory pits were excavated on June 22, 1999 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features on the site
plan provided.
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. Water level readings shown on the logs were made at the time and under the conditions indicated.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
+4 = Percent retained on No. 4 sieve
—200 = Percent passing No. 200 sieve
199 428 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS Fig. 2
GEOTECHNICAL, INC.
PIT 1
PROFILE PIT
ELEV.
= 106'
ELEV. = 104'
0
0
WC=20.0
.�
'
DD=83
0.
+4=45
=
.t-•Q;
a
Q
, . o
-200=21
;OO=
•• a
10
10
LEGEND:
FILL; silty sandy clay and gravel
with cobbles and small boulders,
medium dense, moist, brown.
TOPSOIL; organic silty sandy clay,
medium stiff, slightly moist,
grey—brown.
CLAY (CL); silty, sandy, stiff,
slightly moist, grey—brown, porous.
�] 2" Diameter hand driven liner sample.
Disturbed bulk sample.
-J
NOTES:
00o- GRAVEL AND COBBLES (GC); clayey sand
•o. matrix, occasional boulders, medium dense
to dense, slightly moist to wet below water
level, grey—brown, mostly rounded rock.
a=1 Free water level in pit and number of days
following excavation measurement was made.
1. Exploratory pits were excavated on June 22, 1999 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features on the site
plan provided.
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. Water level readings shown on the logs were made at the time and under the conditions indicated.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
+4 = Percent retained on No. 4 sieve
—200 = Percent passing No. 200 sieve
199 428 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS Fig. 2
GEOTECHNICAL, INC.
N
2
c
0 3
in -
U)
m
Q
0 4
U
5
6
0.1 1.0 10 100
APPLIED PRESSURE — ksf
199 428I GEOTORTH —CALAWLA I SWELL—CONSOLIDATION TEST RESULTS I Fig. 3
Moisture Content = 20.0 percent
Dry Density Weight = 83 pcf
Sample of: Sandy Clay
From: Pit 1 at 2 Feet
Compression
upon
wetting
0.1 1.0 10 100
APPLIED PRESSURE — ksf
199 428I GEOTORTH —CALAWLA I SWELL—CONSOLIDATION TEST RESULTS I Fig. 3
199 428 HEPWORTH - PAWLAK
GEOTECHNICAL, INC.
COIL EXTRA LIFTING CABLES
ON LADDER RUNG
ELECTRICAL
CONDUIT
ELECTRIC DISCONNECTS
4' I.D. CONCRETE
MANHOLE WITH
STEPS; WATERTIGHT.
4" PVC SEWER PIPE
FROM DOSING TANK
FLOAT SWITCH SET
FOR 12 INCHES OF _
DEPTH BETWEEN
PUMP ON AND OFF
AND VENTED LID
LIFTING CABLES
FOR EACH PUMP
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SET THE MANHOLE LEVEL ON A GRAVEL BASE
2" PVC PIPE
TO LEACHFIELD
(SCH. 80 PVC)
DRILL A 1/4" HOLE
- TO DRAIN THIS PIPE
BACK INTO DOSING TANK
FLOAT SWITCH TO SET
_ ALARM AND TO START
SECOND PUMP. SET 2"
ABOVE PUMP ON SWITCH
2-2" PUMP
—DISCHARGE
RISER PIPES
(SCH. 80 PVC)
TWO EFFLUENT PUMPS,
HYDROMATC SHEF250
-OR APPROVED EQUAL
(25 GPM AT 15' TDH).
LEAD PUMP TO ALTERNATE.
DOS'���N� CRAM=��E�- — ELEVATION
SCALE: 1"= 1'0"
NOTE: THE DOSING PUMPS WERE NOT INSPECTED AND ARE NOT AS --BUILT
PUMP #1
2" DISCHAR E ISER PIPES WITH 2" BALL VALVE,
2" CH CK ALVE AND UNION ON EACH PIPE
PUMP #2
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SCALE: 1"= V-0"
DOSING TANK:
48" MANHOLE
2" PVC TO LEACHFIELD
2" TEE
6°
ISS [DESIGN CALCULATION
DESIGN FLOW = (1 bedroom)x(2 persons)x(100 gpcd)x(1.75 peak) = 350 gpd
MEASURED SOIL PERCOLATION RATE = 12 to 30 minutes inch
DESIGN SOIL PERCOLATION RATE = 30 minutes/inch
REQUIRED LEACH FIELD SOIL "BASAL" AREA = (350 gpd)x(30)j2/5 = 383 sq. ft.
DESIGN LEACH FIELD SOIL "'BASAL" AREA = 24'06' = 384 sq. ft.
SAND LTAR = 0.95 gallons/sq. ft./day
REQUIRED SAND AREA = 350/0.95 = 368 sq. ft.
DESIGN SAND AREA = 16'x24' = 384 sq. ft.
REQUIRED SEPTIC TANK VOLUME = 750 gallons
NOTE: SEE SHEET 1 FOR CONSTRUCTION SPECIFICATIONS
MIN. 12" TOPSOIL COVER, GRADE TO DRAIN
1" PERFORATED PVC PIPES, LEVEL
2" SOLID PVC MANIFOLD PIPE
8 -OZ. MIRAFI GEOTEXTILE
FABRIC COVER OVER GRAVEL
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__--.--.- MIN. 2' OF SAND, LEVEL
----- EXIS 4NT G GRACE (VARIES
16'
PROPOSED
ADDITION
CLEANOUT
4 -INCH SDR35 PVC SEWER
AT MIN.1 /4" PER FOOT SLOPE
MIN, 6" OF GRAVEL BELOW PIPES
AND 2" OF GRAVEL ABOVE PIPES
GRADE TO DRAIN
N FIELD SECTIOON A -A
- -
FLEXIBLE
COUPLING
4-8" OF SOIL OVER SEPTIC TANK LIDS. — -
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FLEXIBLE
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BAFFLE TEE
ON INLET
AND OUTLET
MINIMUM
750 -GALLON
SEPTIC TANK
ELEVATION OF SEPTIC AND DOSING TANKS TO BE DOSING TANK
DETERMINED BY THE ELEVATION OF THE 4 -INCH SDR35 PVC SEWER (SEE DETAILS)
SEWER LINE FROM THE RESIDENCE AT MIN.1/4" PER FOOT SLOPE
BOTTOM OF SAND ELEVATION TO BE APPROXIMATELY
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SCALE
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SLOPE TO DRAIN BACK TO DOSING TANK
PROFILE.
SCALE: 1/4"= 1'-0"
2" CHECK VALVE
MOUND LEACH FIELD, SEE DETAILS
A,-=U1hT
REVISIONS
DATE BY
7/28/99 P. BELAU
INCREASE SAND AREA
7/28/99 P. BELAU
AS -BUILT
DATE
7/9/99
SCALE
1/4" - 1'-0"
ENGINEER
P. BELAU
DWG FILE
393-KAHLE
JOB
393-12
SHEET
OF
2 SHEETS