HomeMy WebLinkAboutApplication- PermitGARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permlt N- 3 4 3 %
109 8th Street Sults 303
Glenwood Springs, Colorado 81801
Phone (303) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
PROPERTY p� R _ 1
Owner's Name$ I RIARIN� li�t I n Present Address 2`5 25 Hits' pon TLW't,*ma. rA Phone 93 F le aC - 119`1
System Location s PL)5 ) , `'Ai OLv7ALt no
02.3/3-351-00-05a
Assessor's Parcel No.
This does not constitute
a building or use permit.
Legal Description of Assessor's Parcel No
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
Other
�i'4���/�7
Date �—
Inspector 4 G�'�"l`y %1(/'t ILti v1l-tra /0/a -S751)
RETAIN WITH RECEIPT R ORDS 7{T CONST RUCTIIDN 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 tor 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 in the application of permit commits a Class 1, Petty Offense ($500.00 fine — 6
months in jail or both).
White - APPLICANT Yellow - DEPARTMENT
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER $erno✓tA Ron 4
ADDRESS 25S25Nasirndot. Noce Cat lneJCA ya923 PHONE(e30G,to $aR
CONTRACTOR Aeons . Sc snowe v iGer enal (on 1(rac1 - )
ADDRESS 2.3400 -Two Rtve,t&iRood aadf 'zt PHONE 92 7 74,02
PERMIT REQUEST FOR 04 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 Caft bon Jag.
Legal Description or Address W55 ROsr Lanr1 CAR&a.4tr Ls 4- f J» e tn-
Size of Lot V,30 Acres
WASTES TYPE: (X) DWELLING
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE: 15 vote). An cer
Number of Bedrooms Four Number of Persons
() Garbage Grinder ( ) Automatic Washer ( ) Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: p() WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier.
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: ?
) TRANSIENT USE
Was an effort made to connect to the Community System? Mo
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 2.5 Cc.ek
Percent Ground Slope 1
2
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
(7() SEPTIC TANK ( ) AERATION PLANT
( ) VAULT PRIVY ( ) COMPOSTING TOILET
( ) PIT PRIVY ( ) INCINERATION TOILET
( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE
FINAL DISPOSAL BY:
( ) ABSORPTION TRENCH, BED OR PIT
( ) UNDERGROUND DISPERSAL
( ) ABOVE GROUND DISPERSAL
( ) OTHER - DESCRIBE I yr 4 1144ro±ot C ha
)
)
)
VAULT
RECYCLING, POTABLE USE
RECYCLING, OTHER USE
Pv-s
)
)
)
EVAPOTRANSPIRATION
SAND FILTER
WASTEWATER POND
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? i\
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test)
Minutes 1 per inch in hole No. 1 Minutes 1 per inch in hole NO. 3
Minutes 5 per inch in hole No. 2 Minutes per inch in hole NO. _
Name, address and telephone of RPE who made soil absorption tests: j o -n d y Ad avn s o ^ l P. E
5tDa0 load iso Glenwood Sprin \ co Rl&o' 6.00) 945 -708
Name, address and telephone of RPE responsible for design of the system:. lay Mann rnohd , P. E
1n iox 7121 Aspen/ CO Si 6/2e 1 j970) 92€ 672P
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
foLd
AC
Date ��1i
AN TE MAP T
PLEASE DRAWQ YOUR PROPERTY!!
3
HFPW0I011-PAWLAK GEOTECt1N ICAI., INC. 5020 Road 15.1
Glenwood Spnngs, CO 81601
November 25, 1997
Richard Duddy
P.O. Box 1594
Basalt, Colorado 81621
Fax 970 945-8,154
Phone 970 9,15-71004
Job No. 197 660
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, 875 Rose Lane (Parcel 1), Garfield County, Colorado
Dear Mr. Duddy:
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 November 6, 1997. 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 consist of four connected single
story wood frame structures located on the site as shown on Fig. 1. A second story loft
will be built over the garage located on the western portion of the site. We understand
the site is located within the flood plain of the Roaring Fork River. The residence is
planned to be built on columns placed on footing pads to elevate the first floor of the
structures about 4 feet above the existing ground surface. Floors will be structural.
The garage at the west side of the residence will have continuous spread footing
foundation and a slab -on -grade floor. 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 between about 20 and. 30 feet to the
northwest 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 site is located on a working horse ranch. About 6 inches of snow
covered the site at the time of our field work. The ground surface in the building area
is relatively flat with a slight slope down to the north. There is about 4 feet of
elevation difference across the site. A flowing irrigation ditch is located to the south of
the building envelope. The lot is vegetated with cottonwood trees and an understory of
grass and weeds.
Richard Duddy
November 25, 1997
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 'h to 2 feet of topsoil,
consist of relatively dense sandy gravel with cobbles and scattered boulders. Results of
a gradation analysis perfomred on a sample of the gravels (minus 5 inch fraction)
obtained from the site arc presented on Fig. 3. Groundwater was observed in the pits at
the time of excavation at a depth of abott2Pto 3 feet and the soils were moist to wet.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend footings
placed on the undisturbed natural gravels designed for an allowable soil bearing
pressure of 3,000 psf for support of the proposed residence. Due to the relatively
shallow groundwater, excavation dewatering will be needed for construction of the
footings. Footings should be a minimum width of 16 inches for continuous footings and
2 feet for column pads. 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 gravels. 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 in the garage should be reinforced top and bottom to span
local anomalies such as by assuming an unsupported length of at Least 10 feet.
Garage Slab: The natural on-site gravels, 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
experience and the intended slab use. A minimum 4 inch layer of free -draining gravel
should be placed beneath 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 (east 95 % of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on-site gravels devoid of vegetation, topsoil and oversized rock.
Surface Drainage: The following drainage precautions should be observed during
-onstruction and maintained at all times after the residence has been completed:
1) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95 % of the maximum standard Proctor density in
H -P GEOTEcrl
Richard Duddy
November 25, 1997
Page 3
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas.
2) The ground surface surrounding the exterior of the building should he
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
areas and a minimum slope of 3 inches in the fust 10 feet in pavement
and walkway areas.
Percolation Testing: Percolation tests were conducted November 11, 1997 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 'fz foot of topsoil overlying sandy gravel with cobbles and scattered
boulders. The percolation test results are presented in Table I. The percolation test
results indicate an infiltration rate between 5 and 7 minutes per inch with an average of
about 6 minutes per inch. The percolation rates were based on the last three readings of
the test. Based on the shallow groundwater, a "mounded" system may be needed. The
county may require that the disposal system be designed by a civil engineer.
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
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
H -P GEOTECH
Richard Duddy
November 25, 1997
Page 4
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
IIEPWO_•_. - PAWLAK GEOTF.CHNI � INC.
00 :d RDq s��#�O,'
oti. I�
07 at
Reviewer
Jordy Z. A
Daniel E. Hardin, P.E.
JZA/krnk
attachments
cc: John Backman, Architect
H -P GEOTECH
APPROXIMATE SCALE
1"=20'
T
1
1
1
J
1
1
PROFILE
PIT
■
1
P 1 1
0
r
r
1
r
1
1
r
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
ACTIVE
IRRIGATION
DITCH
197 660
HEPWORTH - PAWLAK
GEOTECHNICAL, INC.
LOCATION OF EXPLORATORY PITS
AND PERCOLATION TEST HOLES
Fig. 1
Depth — Feet
0
5
10
LEGEND:
PIT 1 PIT
•
b .•
p: :! +4-61
rCto
4;e1
, -200=3
PIT 3 PROPILE PIT
0
TOPSOIL silty sand. clayey. scattered grovel. organics, medium dense. moist. brown.
GRAVEL AND COBBLES (GP—GM); sandy, slightly silty, scattered boulders up to 18 inches
in size, dense, moist to wet below woter level, brown, rounded rock.
Disturbed bulk sample.
Free water level in pit at the time of excavating.
0
5
10
NOTES:
1. Exploratory pits were excavated on November 10, 1997 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features
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 tronsitions may be gradual.
6. Water level readings shown on the logs were made at the time of excavation.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
+4 = Percent retained on No. 4 sieve
—200 = Percent passing No. 200 sieve
Depth — Feet
197 660
HEPWORTH — PAWLAK
GEOTECHNICAL, INC.
LOGS OF EXPLORATORY PITS
Fig. 2
RCENT PA 1
„, ,TR ANAE7515
MX SEAOOQ
24 MR. 7 NR
45 YM. 15 YM. 19 1111.10 ION. 4 NIM. 1 MM. P00
100
90
Ro
70
00
50
40
So
20
10
0
SIEVE ANAL751S
099
U.S. STAIOANO Sa1Q
PO
PO
111
p1 M
CLEAR SOUARC OPOIINOS
5/1H/2- /4- 1 1/2”
t _
1-
1-
t
1
r
511-
1-
r
.001 .002
.005 .001 .019 .1177 .074 .150
.300
.300 .000
1.11 136 4.75
15115 110
DIAMETER OF PARTICLES IN MILUMETERS
0
10
20
30
40
50
GO
70
1O
50
100
37.5 76.2 17152 303
197 660
GAY 70 AT
GRAVEL 61 • R
LIQUID OMIT Z
SMO
RITE 1 UEOtM —I -COARSE
SAND 36 R
WjAn
nRE I Cour
031111113
SILT AND CLAY 3 Y
PLASTICITY INDEX R
SAMPLE OF: Sandy Gravel with Cobbles FROM: Pit 1 at 2 to 4 Feet
HEPWORTH — PAWLAK
GEOTECHNICAL, INC.
GRADATION TEST RESULTS
Fig. 3
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS
JOB NO. 197 660
HOLE NO.
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
IINCHESI
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P-1
17 112
5
water added
water added
6 1/2
5 1/2
1
7
9
8 1/4
3/4
8 1/4
7 112
3/4
7 1/2
6 3/4
314
6 3/4
6
3/4
6
5 1/4
3/4
9 1/4
8 1/2
3/4
8 1/2
7 3/4
3/4
P-2
15
5
water added
81/4
7
11/4
5
7
6
1
6
5
1
9 1/4
6 1/4
1
8 1/4
7 1/4
1
71/4
s
11/4
6
5
1
5
4
1
P-3
13 314
5
water added
11 1/4
10
1 1/4
7
10
9
1
9
8
1
8
7 1/4
3/4
7 1/4
6 1/2
3/4
6 1/2
5 314
3/4
11 1/4
10 1/2
3/4
10 1/2
9 3/4
3/4
Note: Percoletlon test holes were hand dug in the botton of shallow backhoe pits and soaked on November 10, 1997. The
holes were protected from freezing overnight with rigid foam insulation. Percolation tests were conducted on
November 11, 1997. Holes were kept filled with water for about 1 how prior to the start of the readings above.
SEPTIC SYSTEM - FIELD DESIGN
RE: Poncelet Septic System / Garfield County, CO
BY: Tara McGowan, BIT
File # 0261
October 24, 2000
CRITERIA: Design for State Code Daily Flow
Design for Garfield County Code for Required Absorption Area
GIVEN:
Groundwater at 2.5' Below Existing Grade (Hepworth-Pawlak Geotechnical, Inc.)
Percolation Rate of 7 mpi (Hepworth-Pawlak Geotechnical, Inc.)
Proposed 4 Bedroom Dwelling and Barn
Bathroom in barn to be used by dwelling occupants therefore no additional flow attributed
to barn.
DESIGN PROCEDURE:
Design Flow According to State Code:
Q = 75 Gallons/Person/Day x 2 People/Bedroom x 4 Bedrooms = 600 Gallons/Day
Qpeak= Q x 1.5 = 600 Gallons/Day x 1.5 = 900 Gallons/Day
Absorption Area According to State Code:
A = Qpeak/LTAR (where LTAR = 1.20 for Percolation Rates of 6-10mpi)
A = 900 Gallons/1.2 Gallons/Square Foot/Day = 750 Square Feet
Absorption Area According to Garfield County Regulations:
For Land with Percolation Rates of 10 mpi or Less the Minimum Required Absorption
Area = 228 Square Feet/Bedroom x 4 Bedrooms = 912 Square Feet
Using Infiltrator Chamber Systems State Grant 40% Reduction of Required Units:
A = 912 Square Feet x 0.60 = 547.2 Square Feet
State Grants 18.75 Square Feet of Absorption Area per Infiltrator Unit:
# Units = 547.2 Square Feet/18.75 Square Feet/Unit = 29.184 Units = 30 Units
Page 2
October 24, 2000
Poncelet Septic System/Garfield County, CO
Using the Standard Infiltrator Unit 3'W x 6.25'L x 1'D:
3 Rows of 10 Units
Field Length = 6.25' x 10 = 62.5'
Field Width = 3' x 3 = 9' + 3'(spacing) x 2 = 15'
Field Depth = 1'
Determine Field Elevations:
High Elevation = 6181.5 (See Plan)
Groundwater Elevation = 6181.5 — 2.5' = 6179
Bottom of Infiltrator Unit = 6179 + 4' (Required Separation from Groundwater) = 6183
Top of Infiltrator Unit = 6183 + 1' = 6184
Final Grade = 6184 + 1' = 6185
Set Tank Invert Elevations:
Foundation Out = 6178.35
Septic Tank In = 6178.35 — (5'(Setback from House) x 0.02(Slope)) = 6178.25
Septic Tank Out = 6178.25 — 0.25(3" Drop in Tank) = 6178
Pump Chamber In = 6178 — (170'(Distance From Septic Tank to Pump Chamber) x 0.01
(Slope)) = 6176.30
Pump Chamber Out = 6176.30 — 0.25(3" Drop in Tank) = 6176.05
Pump Chamber Bottom = 6176.30 — 3.79' = 6172.51
Pump Chamber Off = 6172.51 + 0.67' = 6173.18
Pump Chamber On = 6173.18 + 0.57'(See Pressure Dosing Calculations) = 6173.75
Pump Chamber Alarm = Pump Chamber On + 0.5' = 6174.25
Independent review of site specific information and system design has been completed and
approved. System design by Tara L. McGowan, EIT was completed under the
supervision of Jay W. Hammond, Colorado Professional Engineer.
10-75-00
Date
SEPTIC SYSTEM - DOSING DESIGN
RE: Poncelet Septic System / Garfield County, CO
BY: Tara McGowan, EIT
File # 0261
October 24, 2000
CRITERIA: Design for State Code Daily Flow
Emergency Storage Capacity Above Working Level
Pumps must pass 1-1/4" diameter solids
GIVEN: Total Daily Flow (From State Code) = 900 Gallons Per Day
Emergency storage capacity above working level = Total daily flow = 900 Gallons
Elevation @ High Point of Leaching Facility = 6184
Elevation @ Bottom of Pump Chamber = 6172.51
Elevation @ Pump Off Position = 6173.18
Infiltrator Chamber System in Seepage Bed Configuration
30 Infiltrator Units: 3 Rows of 10 Units
Bed Design = H = 1.0 feet; W = 15.0 feet; L = 62.5 feet
Lateral to Run Length of 10 Units
Length of Force Main to Leach Field System = 23.0 feet
Pump Station Chamber = Copeland Concrete (5'8"Wx10'4"Lx5'D)
2"f PVC Force Main
DESIGN PROCEDURE:
Step 1 - Layout a network
Network- 1 Field @ 1.0' deep; 15.0' wide; 62.5' long
Step 2 - Select Perforated Size and Spacing
Select 1/4" f Perforations - Perforations shall alternate at 2 o'clock and 10
o'clock position.
Select 3' Spacing (Leach Field)
Step 3 - Determine the Lateral Pipe Diameter
Based on Figure 2, the Lateral Pipe Diameter shall be 2".
Page 2
October 24, 2000
Poncelet Septic System/Garfield County, CO
Step 4 - Calculate the Lateral Discharge Rate
Perforation Discharge Rate = q = 11.79 (d)(d)(h)o.s
= (11.79)(1/4)( 1/4)(2.5)05
= 1.17
Number of Perforations per Lateral = (Lateral Length / Perforation Separation) - 2
Number of Perforations per Lateral= (62.5/5) - 2 = 19
Total Lateral Discharge Rate =
(Perforation Discharge Rate)(Number of Perforations) = (q)(N)
Total Lateral Discharge Rate = (1.17)(19) = 22.23 GPM/Lateral
Step 5 - Calculate the Manifold Diameter
Based on Table 2, the Manifold Diameter shall be 3"f for Leaching Field.
Manifold Length = 12'
Manifold Diameter 3' Lateral Spacing 18' Maximum Length
Step 6 - Determine the Dose Volume
Minimum Dose = 5 to 10 times the network pipe volume
Minimum Dose should not exceed the required dose volume.
Pipe Volume (Figure 9) - Leach Line Volume = 10.0 Gallons
Minimum Dose Volume = (5)(Pipe Volume) = (5)(10 Gallons) = 50.0 Gallons
Minimum Dose Volume=(10)(Pipe Volume) = (10)(10 Gallons) = 100.0 Gallons
Actual Dose = 225 Gallons
Step 7 - Calculate the Minimum Pump Discharge Rate
Minimum Pump Discharge Rate = (Flow per Lateral)(Number of Laterals)
Minimum Pump Discharge Rate =
= (22.23 Gallons per Minute Per Lateral)(3 Laterals)
= 66.69 Gallons per Minute
Page 3
October 24, 2000
Poncelet Septic System/Garfield County, CO
Step 8 - Calculate the Total Friction Losses
Leaching Trenches -
Equivalent Length of Pipe from Fittings (Refer to Fitting Head Loss Chart)
Quantity Fitting Equivalent Length Total Equivalent
(FT) per Fitting Length of Pipe
2 2" 45. Bend 1.89 3.78
2 2" 90. Bend 8.00 16.00
1 Pipe Entrance 4.60 4.60
1 Pipe Expansion 4.75 4.75
1 Pipe Constriction 2.75 2.75
31.88
Total Equivalent Length of Pipe
= Equivalent Length of Pipe from Fittings + Pipe Length
Total Equivalent Length of Pipe = 32' + 23' = 55'
Network Head Losses = 1.31(hd) = 1.31(2.5) = 3.28 Feet
Static Head Loss = High Point in Force Main - Pump Off Position
Static Head Loss = 6184 — 6173.18 = 10.82 Feet
Network + Static Head @ Pump Off Position
Network + Static Head= 10.82 Feet + 3.28 Feet = 14.10 Feet
Find Depth of Cycle to determine Pump On Position
(Using Copeland Concrete Tank)
Depth = (Gallons per Cycle)/(Tank Width)(Tank Length)
= (225.00 Gallons)(1 Cubic Foot/7.49 Gallons)/(10.66')(5.0')
= 0.563 feet
Network + Static Head @ Pump On Position
Network + Static Head + Pump Depth
= 10.82 Feet + 3.28 Feet — 0.57 Feet = 13.53 Feet
Step 9 - Select the Pump Unit
Total Dynamic Head for Flow Based on Goulds Pumps - Model 3886, 0.5 HP, 1750 RPM
with 5.00" Impeller (note 5.00" Impeller is the standard impeller for this Pump).
Page 4
October 24, 2000
Poncelet Septic System/Garfield County, CO
*Operating Characteristics
Pump Off Position
Flow = 64.0 Gallons Per Minute
Velocity = 6.54 Feet Per Second
Total Dynamic Head = 18.60 Feet
Pump On Position
Flow = 68.0 Gallons Per Minute
Velocity = 6.95 Feet Per Second
Total Dynamic Head = 18.30 Feet
Note: Velocity must be between 2 Feet Per Second (Cleaning
Velocity) and 10 Feet Per Second (Scouring Velocity).
FIELD SYSTEM
Design
Flow
(GPM)
Pipe
Head Loss
(Ft/1000 FT)
Equivalent
Length of Pipe
(FT)
Head Loss
Due to Friction
(FT)
Static Head +
Network Loss
(FT)
Total
Dynamic
Head
(FT)
PUMP
OFF
POSITION
30
20
55
1.10
14.10
15.20
40
33
55
1.82
14.10
15.92
50
50
55
2.75
14.10
16.85
55
54
55
2.97
14.10
17.07
60
70
55
3.85
14.10
17.95
70
93
55
5.12
14.10
19.22
80
110
55
6.05
14.10
20.15
90
125
55
6.88
14.10
20.98
PUMP
ON
POSITION
30
20
55
1.10
13.53
14.63
40
33
55
1.82
13.53
15.35
50
50
55
2.75
13.53
16.28
55
54
55
2.97
13.53
16.50
60
70
55
3.85
13.53
17.38
70
93
55
5.12
13.53
18.65
80
110
55
6.05
13.53
19.58
90
125
55
6.88
13.53
20.41
*Operating Characteristics
Pump Off Position
Flow = 64.0 Gallons Per Minute
Velocity = 6.54 Feet Per Second
Total Dynamic Head = 18.60 Feet
Pump On Position
Flow = 68.0 Gallons Per Minute
Velocity = 6.95 Feet Per Second
Total Dynamic Head = 18.30 Feet
Note: Velocity must be between 2 Feet Per Second (Cleaning
Velocity) and 10 Feet Per Second (Scouring Velocity).
Page 5
October 24, 2000
Poncelet Septic System/Garfield County, CO
Step 10 - Size the Dosing Chamber
Dosing Chamber Size
= Average Daily Flow + Flow per Cycle
= 900 Gallons per Day + 225.0 Gallons per Cycle
= 1,125 Gallons per Day (USE 1,250 gallon tank)
ADDITIONAL INFORMATION
Average Flow Per Cycle Per Minute
= (Flow at Pump On Position + Flow at Pump Off Position) / 2
Average Flow Per Cycle Per Minute= (68.0 GPM + 64.0 GPM) / 2 = 66 GPM
Total Time per Cycle = (Total flow per Cycle) / (Flow Per Minute)
Total Time per Cycle = 225 Gallons per Cycle / 66.0 Gallons per Minute
= 3 Minutes 24 Seconds
Number of Cycles Per Day = Total Average Daily Flow / Flow per Cycle
= 900 Gallons per Day / 225.0 Gallons per Cycle
= 4.0 Cycles per Day
Storage above Pump On Position (Shea Tank)
Storage = (Height above Pump On)(Tank Width)(Tank Length)
= (2.55')(5.0')(10.66')(7.49 Gallons/Cubic Foot)
= 1018 Gallons
Daily Storage Capacity = Storage Capacity / Daily Flow = 1018 Gallons/900 Gallons/Day =
= 1.13 Days
Independent review of site specific information and system design has been completed and approved.
System design by Tara L. McGowan, EIT was completed under the supervision of Jay W. Hammond,
Colorado Registered Engineer.
File: 0261dostlm
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SURVEYOR:
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