HomeMy WebLinkAbout03437... ••
GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT
109 8th Stnset Suh• 303
Glenwood Springs, ColOredo 81801
Phone (303) 945-8212
Permh N~ 3437
Aneaor'• Parcel No.
INDIVIDUAL SEWAGE DISPOSAL PERMIT
PROPERTY
This does not constitute
a building or usa permit.
Owner's NamMBl.'ARI\ f?..)(IEL£f
System Location 8'.:fi Bp5f" I Al.,)£ . C,ARzy.,1 -iDAt E· (l 0
IAgal Description of Assessor's Parcel No. ---"-p_j--=-"-=3'--~-'3.=--5"'-'-/_-_00""-"'-----'0c..:5=--->7L-_________ _
SYSTEM DESIGN
-----Septic Tank Capacity (gallon) _____ _,Other
------Percolation Rate (minutes/Inch) Number of Bedrooms (or other) ____ _
Required Absorption Area • Sea Attached
Special Setback Requirements:
Date _____________ lnspactor ___________________________ _
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
Systemlnstal~r-----------------------------------------
Septic Tank Capacity---------------------------------------
Septic Tank Manufacturer or Trade Name --------------------------------
Septic Tank Acceas within 8" of surface --------------------------------
Absorption Area--------------------------------------
Absorption Area Type and/or Manufacturer or Trade Name--------------------------
Adequate compliance with County and State regulations/requirements _____________________ _
Other--------------------------------------------
7_/Cil,.J-i:::; ~ ;-~ 11.. .. _ . _ n
Date + or¢ Inspector .A ~,,. 'It-~
I 0 Id-<)/ fD RETAIN WITH RECEIPT ~OROS ;; CONsT CT~N 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 bea 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 l, Petty Offense ($500.00 fine - 6
months in jail or both).
While· APPLICANT YelloW -DEPARTMENT
INDIVIDUAL SE\v AGE DISPOSAL SYSTEM APPLICATION
3WNER -:Bec!\Md ~o""ceJd-
ADDRESS 2.5525 fl@sle.nda... Place C(A,(mdCA 1.?'123 PHONE(e5i)coz.o 1194
CONTRACTOR Geony.-Sc.nave.A Cr..,..en<%1cJ' (on kacin) ~
ADDRESS .Z. 3100 "Two Q.\lv,,s.. 'R,t>od &a.s-aJt 81 bz\ PHONE 't 2 7 7&0-Z..
PERMIT REQUEST FOR ()(} NEW INSTALLATION ( )ALTERATION ( )REPAIR
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable
building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4).
LOCATION OF PROPOSED FACILITY:
Near what City ofTown, _ _,(_...<M........,.b""o'-'....,"""""'o"""Oe..,_ ___________ ,,.Size...,._o.,,f.._,Lo""'""t---"v'-',_,3..,0'--'-A-"c...,r_,e~s..____
Legal Description or Address 8'55 R=tiF LA•>F1 C!A&cpJA1 E L'll + f ~ ~p:i:.""'
WASTES TYPE: ('X) DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( )OTHER-DESCRIBE. _______________ _
BUILDING OR SERVICE TYPE:_l>.........,will ......... """"'1""'\.-i"'~~-----------------
Number ofBedrooms _~F~o~u--0..__ _________ _
( >Q Garbage Grinder ( ) Automatic Washer
SQURCE AND TYPE OF WATER SUPPLY: 00 WELL
Number of Persons _____ _
( ) Dishwasher
( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier: _______________ _
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM:_ ..... ? _________ _
Was an effort made to connect to the Community System?_-'N'-=o.._ ___________ _
' 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 CONDffiONS:
Depth to first Ground Water Table. __ -=2'-'·_..5,__£ucta.=:u.....----------------
Percent Ground Slope __ __._·.....,,. ______________________ _
2
j
TYPE OF INDIVIDUAL SEWAdE DISPOSAL SYSTEM PROPOSED:
(X) SEPTIC TANK
( ) VAULTPRIVY
( ) PITPRIVY
( ) AEM.TION PLANT ( ) VAULT
( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) CHEMICAL TOILET
FINAL DISPOSAL BY:
( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) OTIIER.-DESCRIBE'---~~~~~-~~-~-
( ) ABSORPTION TRENCH, BED OR PIT
( ) UNDERGROUND DISPERSAL
( ) ABOVE GROUND DISPERSAL
( ) EV APOTRANSPIRATION
( ) SAND FILTER
( ) WASTEWATERPOND
( ) OTIIER -DESCRIBE In ~ i l±ro.tp-\ C h.o. Yll\a{A) ,
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE?_""'~"""""=-----
PER.COLATION 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 5 per inch in hole No. 2
Minutes __ 1,__ _ __,per inch in hole NO. 3
Minutes er inch in hole NO.
Name, address and telephone ofRPE who made soil absorption tests: -Y o=1 d'i A9avn l>oO 1 p. t:
5020 3?.oad 154 Gla1wood S'pri~s CO fll(eol ('(10) '!45 -7'f$8
Name, address and telephone ofRPE responsible for desi&n of e system: lay Ho.rnmand . ?.t:.
}>a fux 2 I 55 As.zea , CO SI &12.• (910) 92 5 -ti? 727
Applicant acknowledges that the comj,leteness 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 -.J,,...i:.~f\(1~~-"'n--+\. ..::.-l/Y\_;;,~.----·---,---l L4-
Q
Date.___,i..;L D~/_,__J ~'-'-/--'-J f ___ _ r I
3
., ~ l I \
,
HFPWOHTJJ-PAWLAK GEOTF.CHNlCAI., INC.
Novemhcr 25, 1997
Richard Duddy
P.O. Box 1594
Basalt, Colorado 81621
5020 Roatl 15•1
GlenwooJ Sprangs, CO 81601
Fax 970 IJ4')-fM'i4
Phone 9?0 fJ,lt;-7!)kij
Job No. 197 660
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, 875 Rose Lane (Parcel l), 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. I. 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 lhe 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 pies in the building area and one profile pie in the septic
disposal area at the approximate locations shown on Fig. I. The logs of the pits are
presented on Fig. 2. 111e 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 perfom1ed 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 abo@~to 3 feet and the soils were moist to wet.
Foundation Recommendations: Considedng 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 3
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 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 GEO"li:.C.H
, i l ' I
Richard Duddy
November 25, 1997
Page 3
pavement and slab areas and to at least 903 of the maximum standard
Proctor density in landscape areas.
2) 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
areas and a minimum slope of 3 inches in the first 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. l. 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 'h 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 thac 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. I, the proposed type of construction and our experience in
the area. Our findings include interpolation and extrapoJation 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
Che project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify thac 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
• T 1 ' ]
Richard Duddy
Novcmher 25, 1997
Page 4
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
Daniel E. Hardin, P.E.
JZA/krnk
attachments
cc: John Backman, Architect
H-P GEOTECH
0 J ' I
197 660
ACTIVE
IRRIGATION
DITCH
HEPWORTH -PAWLAK
GEOTECHNICAL, INC.
z
APPROXIMATE SCALE
1· ~ 20·
\
)
LOCATION OF EXPLORATORY PITS
ANO PERGOLA TION TEST HOLES Fig. 1
-..
" lL
..c:: -a. ..
0
PIT 1
0
5
10
PIT 2 PIT J PROPILE PIT
-I
I +4-61
, -200=3 -
LE GENO:
NOTES:
TOPSOIL silty sand. doyey. scattered grovel. organics. medium dense. moist. brown.
GRAVEL AND COBBLES (GP-GM); sandy, sligh try silty, scattered boulders up to 1 B inches
in size, dense, moist to wet below woler level, brown. rounded rock.
Disturbed bulk sample.
Free water level in pit at the time of excavating.
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 pion provided.
0
5
10
]. Elevations of exploratory pits were not measured and logs of exploratory pits ore drown 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 Jogs represent the approximate
boundaries between materiel types and \ronsilions may be gradual.
6. Water level readings shown on the lags were made at the time of excavation.
Fluctuations In water level may occur with lime.
7. Laboratory Testing Results:
+4 = Percent retained on Na. 4 sieve
-200 = Percent passing No. 200 sieve
197 660 HEPWORTH -PAWLAK
GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Fig. 2
-..
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..c:: -n_ ..
0
.
U.S. SJANJAAD SERO j OLM sou.AM OPDHMCS
14 HJl. 1 Hit
4..5 l.lflil. 1S .. N. ICI .... fl i.aN. 4 VIN. I MIN. flOO f'OO f50 ,,. ,.
'"'
..
""
70
'-' z ..
iFi
U)
<(
a_
>---50 z w u a:: w a_ ..
,.
D
. 001 .... . 005 .OOI .... .Ol7 ,074 .... .JOO ·-1.11 :ua .. 75 1.5111 , .. o ;37.S ., ... ,,,,
127
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO Sl.T I riME I ;; .. •~a I fiN£ 12f"' COARS[ I C08l3
GRAVEL 61 % SAND 35 % SILT ANO CLAY J :'.:
LIQUID Ul.llT % PLASTICJTY INDEX %
SAMPLE OF: Sandy Gravel with Cobbles FROM: Pit 1 at 2 to 4 Feet
197 660 HEPWORTH -PAWLAK
GEOTECHNICAL, INC. GRADATION TEST RESULTS
, .
JO
a .. w z
< >---w er ,. ,_
z w u a:: w
a_ ..
70
..
..
100
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Fig. 3
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE I
PERCOLATION TEST RESULTS JOB NO. 197 660
HOLE NO. HOLE DEPTH LENGTH OF WATER WATER DEPTH DROP IN AVERAGE
{INCHES! INTERVAL DEPTH AT AT ENO OF WATER PERCOLATION
(MINI START OF INTERVAL LEVEL RATE
INTERVAL (INCHES) (INCHES I (MIN.RNCH)
(INCHES)
P-1 17 112 5 6 112 5 1/2 1
water added 9 a 114 3/4
8 114 7 1/2 3/4
7 112 6 3/4 314 ..
6 314 8 3/4
6 51/4 3/4
wateramt.d 9 114 8 1/2 3/4
8 112 7 3/4 314 7
P-2 15 5 8 114 7 1 1/4
7 8 1
8 5 1
· water added 9 1/4 B 1/4 1
B 1/4 71/4 1
7 1/4 8 1 1/4
8 s 1
5 4 1 5
P-3 13 3/4 5 11 1/4 10 1 1/4
10 9 1
9 8 1
8 7 1/4 3/4
7 1/4 8 1/2 3/4
8 112 !I 314 3/4
water added 11 1/4 10 1/2 3/4
10 1/2 9 3/4 314 7
Note: Percolation test holes were hand dug in the botton of shallow backhoe plt1 end soaked on November 10, 1997. The
holes were protected from freezing overnight with rigid foam insulation. Percolation testl were conducted on
November 11, 1997. Holes were kept filled with water for about 1 hout prior to the 1t1rt of the re1dlng1 1bova.
' '
SEPTIC SYSTEM -FIELD DESIGN
RE: Poncelet Septic System I Garfield County, CO File# 0261
BY: Tara McGowan, EIT October 24, 2000
CRITERIA: Design for State Code Daily Flow
GIVEN:
Design for Garfield County Code for Required Absorption Area
Groundwater at 2.5' Below Existing Grade (Hepworth-Pawlak Geotechnical, Inc.)
Percolation Rate of7 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-lOmpi)
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
Page2
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 IO Units
Field Length = 6.25' x IO= 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 oflnfiltrator Unit= 6183 + 1' = 6184
Final Grade= 6184 + I' = 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 -{l70'(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
PumpChamberBottom=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.
1o·ZS"·OO
Date
SEPTIC SYSTEM · DOSING DESIGN
RE: Poncelet Septic System I Garfield County, CO
BY: Tara McGowan, EIT
CRITERIA: Design for State Code Daily Flow
Emergency Storage Capacity Above Working Level
Pumps must pass 1-114" diameter solids
GIVEN: Total Daily Flow (From State Code)= 900 Gallons Per Day
File# 0261
October 24, 2000
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".
..
Page2
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)05
= (11. 79)(1/4)( 114)(2.5)05
= 1.17
Number of Perforations per Lateral = (Lateral Length I 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 =(lO)(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
Page3
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
l Pipe Entrance 4.60 4.60
l Pipe Expansion 4.75 4.75
l 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= l.3l(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)(l 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).
Page4
October 24, 2000
Poncelet Septic System/Garfield County, CO
FIELD SYSTEM
Total
Design Pipe Equivalent Head Loss Static Head + Dynamic
Flow
(GPM)
30
40
50
55
60
70
80
90
30
40
50
55
60
70
80
90
Head Loss Length of Pipe Due to Friction Network Loss
(Ft/1000 FT) (FT) (FT) (FT)
p u M p 0 F F p 0 s I T I 0 N
20 55 1.10 14.10
33 55 1.82 14.10
50 55 2.75 14.10
54 55 2.97 14.10
70 55 3.85 14.10
93 55 5.12 14.10
110 55 6.05 14.10
125 55 6.88 14.10
p u M p 0 N p 0 s I T I 0 N
20 55 1.10 13.53
33 55 1.82 13.53
50 55 2.75 13.53
54 55 2.97 13.53
70 55 3.85 13.53
93 55 5.12 13.53
110 55 6.05 13.53
125 55 6.88 13.53
*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).
Head
(FT)
15.20
15.92
16.85
17.07
17.95
19.22
20.15
20.98
14.63
15.35
16.28
16.50
17.38
18.65
19.58
20.41
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) I 2
Average Flow Per Cycle Per Minute= (68.0 GPM + 64.0 GPM) / 2 = 66 GPM
Total Time per Cycle= (Total flow per Cycle) I (Flow Per Minute)
Total Time per Cycle= 225 Gallons per Cycle I 66.0 Gallons per Minute
= 3 Minutes 24 Seconds
Number of Cycles Per Day= Total Average Daily Flow I Flow per Cycle
= 900 Gallons per Day I 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 I 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.
to · z..; · oo
Date
File: 0261dos_tlm
10
9
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6
5
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Pertciratlon Diameter:
114. in. 16.4 mm.t
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o 10 20 ::io 40 :io ao 70 !IO ao 100 1~0 uo 1:io i•o 1so
L.ateral Length I ft.)
Min1mL'lll La"te~al n;~.,,,ter for Plastic 0 ;?~ (Ch • 1~0) V~rsus Perforation·
Spacln;i end L!lterel Length for lf" in. Dlametl!r P!Orforaticns (Otis, 19al)
8
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r.f;nimum Lat2r.a1 Diameter for F1a.stf(: Pipe (Ch= 150) VeT"sus Perforar.:ion
Spac1ng an~ L&~eral Len9th for S/16.in. Diameter Perforations (Otis. 19~1)
Figures 2 & 3: Minimum Lateral Diameter vs Perforation Spacing
& Lateral Length
Maximum Manifold Length (ft) for Various Mi111ifold 1Jia111c1crs Givcn 1hc La1crnl Disrharee lln1o and Lateral Spacit12 (Olis, 1981)
L».1rra\ ~1.anirold Uianlcltr -l\lanifnhJ Ui-a.rncttr • t..lat1itold IHa1ntltr"" f\lanHol8'tntlcr .. !\l11tlfuhl Uianltltr .. ~l1nifuld IHa1nr1tr = lllscharge Rate I 114" I l/2" 2" 3" ~" 6" (J;a llnnsltnin ul r)
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Ill 5 4 K " 8 llJ I U H I! 11. 20 12 I<> 2·1 :?•I 3U 2h 411 ·IR 5(, 70 ·12 <1·1 84 9(1 110 &4 136 174 2011 2-10
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60 30 2 4 ! 8 12 16 20 12 16 24 24 JO 26 40 48 64 70
70 JS 2 4 6 8 12 8 ID 10 16 Ji 24 JO 24 36 48 56 60
~" 40 2 ,, R 6 R 10 10 12 18 16 20 22 32 42 48 60
YO 45 2 4 8 6 8 10 8 12 18 16 20 20 28 42 48 so
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1411 70 2 ' <· K " 8 12 R 10 H 20 2J J2 JO
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1•0 80 2 J 6 6 8 6 8 10 ll 20 24 J1 30
170 Rs 2 4 ,, 4 g 6 B 10 12 20 24 24 30
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CAPACITY
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MODEL 3886
2'1 SOLIDS
RPM 1750
IMP. DIA. 5.00"
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25 30 mJJh
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PRDPOOED GRAaNO-Ill ~~ S
PRDPOIED JO~:~TS ~ r FIELD 15.0' x 82.~'
PROPOSED D' LIMIT Of EXCAVATION ..::::
PRDPOOED .... OAU.ON II j \(\:z ~ O!M ~
PUMP OIAMBIER
......... _..,..
SEER PIPE TO IE ENCASED
FOR 10 FEET ON EITHER SIDE
OF DITDf CROSSNG PER
CCILORADO STATE REGULATIONS
PROPOSED a..EAN OUT
PROPOSED 12DD ~
SEPTIC TANK
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USE SCHEDULE IO PIPING MfEN
CROSSNC DFl\£WAV AND 10 FEET
ON EmfER !IDE Cl! DRl\€WAY
1---100' E..1. DFl"SET
INDEPENDENT RE\1EW OF SITE SPEaFIC INFCRIATION
AND SVSTDI DESIGN HAS BEEN COMPLETED AND
APPROVED. S'l'S1tM DESIGN BY TARA L. MCGOWAN, EIT
WAS COMPL£'TED UND£R THE SUPEIMSION OF'
JAY W. HAMMOND. CQ..ORADO PftCIFESSDNAL ENGINEER
,,.15.00
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Pl.AN PRQRLE CD -
t/4"11 l'Oll'aM.naNS • tlf' 0.C.
1,llO IMLLON ...,,. ,_
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.......... fLL r11 ICK 40 l'VC PERRl'ATED P!f'[
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@ ~CHING FlElD fl!m.E. -
LATEM.I HOT CGNN!CTeD ,.,._...
: -;a._.. -(4) PRESSURE DOSING ,~""" VENT
(j) FIELD CBOSS !j&CJIQN
.........
·-
(5) CLEAN OUT . -
111JDINDCN'
•/rltlE PEllF.
INDEPENDENT REVIEW Of SITE SPEQFIC INFORMA 'T10N
AND S't"S1EM DESIGN HAS BEEN COMPL£lED AND
Af'PROml. SYSTEM DESIGN BY TARA l. MCGOWAN, EIT
WAS COMPLE1ED UNDER lHE SlftR\tl90N Of
JAY W. HAMMOND, COl.CRADO PROFESSIONAL ENOINEER
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1) SOIL lnT5 WERE aJllFl..E1Ell ON NO'l£MBER ID II 11, 1"7 B'I' JOROY ADAMSON, .R.,
P".E. Of HEPWOll:lH -PAla.NC CIE01EOtNlCAI., tlC.. TieE TUTS WERE CONDUCTm IN
M:CCIROANCE •lH THE COUNTY CF CARl"lnD REWLATIONS AND TI£ STATE OF COLORADO
RElJ.11.A TICINS. -
2) All sutr.a' INl"QMIATION a' EXISTING CCNDl'llONS, INCLUDING lkfT NOT LIWl'lFll TO
PiloPERTY UNES. DIMDl90NS. Tll"OCltAPHY, ETC. NI/£ BASED ON A SIJJNEY BY SUR'oOl.
INC. AU. SlJOt N"OllMAllON IS N'PROXIMA'TE.
3) TI£ OEllaN IS BASED ON OISER\IA TIONS MADE DURING STE 1ES11NC AtlJ IS BASED ON
'THE ASSU ... llON TI-iAT TI£ SUBSURP'Aa: CHAltAC10lsnc;S (GffOUNDWA'TER ELEVATION, SOIL
SfllATA. LEDGE. llOWlER!I, ETC.) ARE CONSTANT THROJCHOUT 'THE S'YS1DI OUIGfril. MY
DEVIATION FRCM 1HE CBSERVAllONS ¥HQt DIRtCll.'I' Af'FECT lHE SYSTEM SHAU. BE
MQUQHT TO TI£ ATTENTION OF lHE OESICH ENOINEER FOR FURTHEJI ll!'llEW. SHOULD lHE
DlsatEPAHCY REOURE ADDITIONAL COST. lHE 01NER SHAU. BE CCINSULlm PfftOR TO l1£
DCPEfllDl'IURE tF ADD1110NAL Fl.lrlOS. 1Ht OES1CN ENCINEER IS NOT 11DPOH981..E faR
CONDlllONS tltOI 01FFEA IN AREAS NOT lES1ED ~ICH ARE ADJACENT TO M SUBSURFACE ....,_
4) THE CONTRMmJR RiALL lHOROUCK.'I' REVIEW THE Pt.AH$ ANO INSP!CT THE STE PfflOR
TC ltt[ START CIF CONSTRUCTIOM. TI£ CCNTRACTDR SHM.L NOTIFY THE DDIQrt IMGINEER aF
Nf'r DISCREPANCIES PRIOR ltl THE COMWENCEMDrT OF CONSTRUCTION.
5) AU. WORK &W..l.. CCMPLY 'M1H FEDERM., STATE AND MUNCPAL RECULAllONS AHO
stANDNIOS WHERE APPUCAl!l..E.
0) INSTAU.ATION OF THE Pfta>o5ED 5't'5lDI !tlALL COMPLY WllH lHE COUNTY OF c:AlmEL.D ~ STAlt Of COLOllADO IEIJLAllCJ<IS.
7) 11£ 04ARACT!lt Of lHE GRO.H> (I.E. 800L.DER!I Cit L.EDaEl OR lME LOCAllCIN OF PIPES cR M UNDD!ci.CUHO UllUlES IS H0t WAARAHlEED. lHE coilirmACTOR SHAU. \'£RIFY AU.
SlJOt INl"OllMATION AS NECESSARY,
8) AU. PIPE SHALL Iii: S04mtJL.E 40 PVC AS A MINIMUM.
8) 9aLS UNDER TANKS SHAU. 11E CCMPAC'T!D TO AT lLAIT 1511: OF 1lfE MAXBIJM
"""'""""" 10) FU SW1. IE Pl.ME> IN NO GR£AliR lHAN I INCH INa.DIENTS.
11) TICIHT .IOINT PIPING AtlJ F'EftfCRATED PPING 9HM.L CONSIST OF PCl.Y\4N"I\. CH.OlaDE
PPE (PYC,.~NG Til AS'IW D 171115. ALL JalO'S BEllllEEM OONCll£lt AND PIPINO
SHALL I! N4D MADE WAlERllCIHT MlH NON stlNIC GROUT.
12) '1HE SEl'TIC TANK SHAU.. BE A WATER-11Qo!T 1,250 IW.LCN, 2-C<NPAA'TMENT, PltECAST
SEP11C TANIC HAWIC 1H£ N'PlltOlllMAlE OUTSIDE DIMEN80NS 10'4"(L) • 5'B"(Wl 1 S'tH) AS
MANUfACllJRED BY COPEi.AND CONCRETE DR EQUAL, Nllf 'THE F'OliOWING SflEt:rFJCAflONS:
CONafETE MINIMUM S'IMNGTH -.._DOO P.S.I. e 28 DAYS
S'TEEL REINF"CIRC£MENT -r • r • 10 GA. STEEL •RE MESH
CONSTRUCllOll .DNT -AailEUGIHT SEALANT llE1W!N .IOINTS
DESIGN LOAD -LICHT DUTY
13) Fat PROPfJt PERFCRMNrtCE THE SEPTIC TAN< SliOULD llE INSPEC'TED AT I.EAST ONa:: A
'FEAR. .. EH THE TOTH. DEPTH DF THE SCUM AND SOI.IDS DCCE£DS 1/3 THE LIQUID DEPllf
OF llfE TANI(, lHEY SHOULD IE RDl0"£0,
14) SANITARY "1EEr SHMJ. IE 4° PYC.
15) Fll MATEJIAL SHALL cotrlRAM TO MRFE.D COUNTY AN> STAlE OODE.
11) SAND N 1HE l.EACHNG FAQUTY MUST BE CL£AN ORANUL.AR SAND, Ffll£E FROM oRGANIC MATTER AND DElf'TERIOUS ll.8STANCES.
11) ALL lOP 1D1... 8U8901. AND DEl.ElERIDUS MAlUllAL. F ANY, WST IE R£MD'i'm FftOM
BENEATH ntE PltOPOIED W0411Q FAQl.llY FCR A DISTANCE DF rt IN AU. DIREC'TIOMS AND
TO A OIPTH r1 I INC>EI llEUlW lliE i..£Wl. DF Tl-£ NAnlRAI.. PEMIEAllLE SC1L IACl<f'l.L.
AS lml.llRID, WlH, a..EAN GRANULAR SHI>, FREE FROM ORONllC MATTER AND OEl.£1tRICIUS
USTANCD.
1t)
20)
A CNatAGE DllPOMI.. IS ALLDWED Fm 1Hl5 5YS1EM lllT IS NDT RECOlllMENDED.
A PRIVAlE Will. WU IEIMCE lHE 81L I
21) ntE CW! 1tNFLE SHALL BE S 3/4• WD! AND I 1/t' LCING AND 9tAl..L llE MADE Dr
NCH-CORROrl\'£ POL YPllOP'l'l.DtE NtD DESIGNED 1tl AT ALL COliNON. Y USED +• PIPES, Al
MANt.FACT\JRED llY 1UF1"-11'1E,. INC., CIR EQUAL
22) lilQRTM SHAU.. IE USED DN ALL ICNOCICCIJTS.
Ill M DOCAVAllON Dr TOP!Kll.. 9..IBSal. AND ANY OlHER MATERIAL IPEaFE> 9-IAU. It
IHIPl:cm> AND APPRO\'ED BY llfE DE11G14 EttmNEEA PllCR 1tl 1t£ Pl.ACElilfJllT CF' FU
MA1tRIAI.. lHE ElCCAVA'llON SHA1.L. 11E DONE TO 1t£ WITS AS 9PEOFlED AND !!l-IALL
EX'TENO AT l.£AST SX 1Na£S lrnJ nlE NAnJRAI.. PEllMEMllE SOL
24) FN9-lm QRADE CMR lHE l..EAQ-llNG AREA SHA1.L. HA~ A MINIUM 11.0PE DF 211.
25) ALL C0'4RS AM> FRAMES SHAU. BE 24"• llN, MEil. DUTY CAST IRON AND EIROUOHT
TO 'l1ITH r CF F1N9'4ED GRADE.
20) 1H£ PUMP STATION llET 'llEIJ. SHAU. BE A 1260 GALUJN CN'IDTY 1o' 4" 1 fl" I" • 5' tlCJ-i PRECAST
5EP11C TANK ( WllHDUT PRECAST IWl'lE) AS MAMJFACl\MED llY MEICAN PMCAST Off ECIUAL. Wlt1
RWMING •ECFIC:.'11"""
CONCRETE MAICIM!At S1'REMC1l-I -4,DOO P.!l.L e 28 DAYS
51EEL AEN'ORCDelT -I" • I" • 10 GA. STEEL WRE MES-I
CONS'l1'UCTIOH .IOllT -ACMELICliT SEAl..AHT BEnllEEH .IOlfTS
OESION LOAD -UQfT DUTY
21) Tl-£ PUMP SiALL BE /II. QDUt.DS (OR ~ EQUAL), 0.8 H.P., 115 Ya..T, 8ra..E PHASE, HEAV'I'
DUTY, HIGH CAPAOTY. !iJBNERR.f PWP CONS1ffUC1E> DF COARDSKJN AESISTANT STAINl..ESS STEEL IT
SHALL AL.SCI IE CCRROllDN RDISTANT. OI. Flu.ED llAl..L BEARING MOTOR,, 'MlH tEAV't" DUTY MCITTJA CD\l£R
NI> PUMP CASt. AAO A NCJ4-a..oG .. PEU.Ell IT SHALL HAVE A 2" DISOiAAllE PP£, HAYE A QlMX DISCONNfCT
ASSEMll.Y, AND HAYE 1HE ABIU1'Y TO PUMP TO ~ FEET DF TOTAL DYNAMIC HEAD (lDH).
!JJ._ °!H£ CONmQU.£R SHALL 8£ MANUFACTURED 1tl WJRIC WllH 'THE PUMP A1KNE NrlD SHAU. HAW:
~"Mif.AlH!ilm'U·~ '""""'"'w'M'M'llM"'~J.~'l\'l:'Wl ~
IN lHE BASEMENT, IN AN NEA DESIGNATED BY THE OWNER.
23) PUMP STAlKW Fl'AME AND C<NER !l-IAU. BE MEJJaAll DUTY, ROUND MANHCl..E FRAME AND cm£R Wnl A
a.EAR OPENING CF 24 INCHES, YOOEL. R-17 .. -11 AS MNM'AClURED IY NEENN-1 FOUNDRY CCMPNIY OR "'""-
24) PUMP WRES FROM lHE CON~OIJ..ER TO M PUMP STATIOll SHALL BE Pl..AC[I) IN SMOOTH WAI.I. PVC
Cl:ilOL.IT -T'IPE DB-120 CONF<RYMG TO AS1M F &12.
25) FOUR (-4) FEET CF CO'tO 94ALL SE PRO\.tDFl> O'O THE FORCE litAIN. 'MEN LESS THAN FOUR (4) FEET
Of' CO'S IS PRCMDm. INSULATION SHAU. at PltO't'IDED MDUND 1HE FORCE MAIN AND 'THE WAIN SHAU. BE
AU.O'llDI TO DRAIN BloO( INTO 1liE PUMP CHAMBER.
INDEP£NDENT R~EW CF SITE SPEaFIC INF'ORMA TION
AND SVS'l'[M DESGN HAS BEEN COMP\.ElED AND
APPROVED. SYS'TEM DESICN BY TARA L. MCGOWAN, EIT
WAS COMPL£TED UNDER THE SUPER\1stCIN OF
JAY W. HAMMOND, COLCRADO PROFESSIONAL ENQNEER
ll·Z'S"·OO .. ,.
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