HomeMy WebLinkAboutOWTS Engineer's Design & Installation Report 11.20.2019CIVIL WATER RESOURCES
ENVIRONMENTAL OIL & GAS
Badwater
ENGINEERING & CONSULTING, INC.
November 20, 2019
696 COUNTY ROAD 22
CRAIG, CO 81625
(970) 326-3350
Garfield County Community
Development Department
1088th Street, Suite 401
Glenwood Springs, CO 81601
RE: 2732 HYW 13, Design Report, Site Plan and Construction Certification for On -Site
Wastewater Treatment System Drainfield Replacement.
Dir Sir or Madam:
On behalf of the owner, Salvador Tovar herein included are this design report, as -built
drawings and construction photos pertaining to the subject OSWTS. The system is a repair of the
existing on-site individual sewage disposal system that was designed to treat and dispose of
single-family domestic waste from a 3 -bedroom, house. The existing system has since failed. The
existing drainfield, which is believed to be substantially undersized, is located to the southeast of
the house. It's my understanding that the existing septic tank has a capacity of 1,000 gallons, in
which case, is adequately sized for the home and will be re -used.
The nearest surface water, an irrigation ditch, is located approximately 75 feet away from
the drainfield.
Preliminary Investigation
A detailed soil investigation for the proposed drainfield location was conducted September
5th by me, a licensed professional engineer. As shown on the plan set, included as Appendix A,
several soil profile pits (SPP), located in the vicinity of the proposed drainfield, were evaluated
visually and tactilely based on texture, structure and the ribbon test as required for the septic
system in accordance with CDPHE/WQCC, Regulation #43 Section 43.5.D.2. Neither bedrock,
nor signs of groundwater nor other limiting layers were evident in any of the SPPs. The soils in
the vicinity of the drainfield grade from sandy loam to sandy loam with gravel.
It was initially thought that the irrigation ditch was leaking and saturating the soil underneath
the proposed drainfield. However, during my September 5th inspection, water was not observed
in any of the soil profile pits/excavation holes. According to the owner, the water in excavation
holes was the result of his pumping effluent from the failed system and/or where the ditch
overtopped during a significant rainfall event and ran downhill into the excavation holes. During
my inspection I did not see anything to suggest that the irrigation ditch was leaking out the bottom
and saturating the soil in the vicinity of the drainfield.
Design
Based on the results the tactile soil evaluation, the drainfield was sized using the methods
outlined in CDPHE/WQCC, Regulation #43. The design calculations are presented on Sheet 2 of
GCCDD
November 20, 2019
Page 2 of 4
the plan set. With minor exceptions, discussed following, the replacement system was
constructed in accordance with the design plans and specifications.
Certification of Completion of Construction
In accordance with Section 4.F of CDPHE/WQCC, Regulation #43, please accept this letter
as certification by me, the design engineer, that the subject Onsite Wastewater Treatment System
(OSWTS) was construed in accordance with CDPHE/WQCC, Regulation #43 requirements and
the design plans with minor exceptions, neither of which will significantly affect the long term
performance of the system. The minor exceptions to the design include:
1) The system was constructed with 48 total drainfield chambers rather than the 52
specified in the design. This was approved since the minimum number required was
44.
2) The distribution pipes from the distribution box enter the bottom of the drainfield
chambers rather than the top. This was ultimately approved, but with the
recommendation that chambers be lowered six to eight inches so that the pipe could
enter at the top and thus allow the chambers to fill to full capacity without backing
effluent up in to the distribution box. The owner chose to keep the configuration as
constructed with the acknowledgment that the long-term effectiveness could be slightly
diminished by doing so.
Photos of the OSWTS during my November 16th, 2019 inspection are included as
Attachment B.
Please let me know if you have any questions of comments about the design of this septic
system.
Best regards,
/4 /
Will A. Myers, P.E.
encl: as noted
cc: Salvador Tovar
C \Users\Will\Documents\Headwater\Jobs\Linsacum\Linsacum Septic System_Rep_100819 docx
Appendix A
As -Built Drawing
AS -BUILT DRAWINGS:
ON-SITE WASTEWATER TREATMENT SYSTEM
DRAINFIELD REPLACEMENT
SALVADOR TOVAR
1558 ARABIAN AVE
RIFLE, CO 81650
EXISTING DRAINFIELD
.10
EXISTING 1,000 GALLON
SEPTIC TANK
4" 0 45° ELL
4" 0 45° ELL
S
4"0SCH40
EFFLUENT PIPE
L= 45'
S= 2 5%
CONCRETE OISTRIBi1_TK]N BOX
4"0 SCH 40
ISTRIBUTION
PIPE
TYP.
SPP3
INFILTRATOR WATER
TECHNOLOGIES QUICK 4
DRAINFIELD CHAMBER
(TYP OF 12 PER LATERAL)
(48 TOTAL)
4" 0
INSEPCTION
PIPE (TYP OF 4
END CAP
(TYP. OF 8)
x X x
-o
1
25 TYP
4
4" 0 90° ELL
(TYP OF 6)
PROPERTY LINE
SITE ADDRESS:
2732 HWY 13
RIFLE, CO 81650
LOCATION: LOT 4 (SWSW}
SECTION 31, T.5S.; R.92W.
AS -BUILT PLAN VIEW
SCALE: 1"= 20'
CI. 1'
LEGEND
SPP 1 SOIL PROFILE PIT
NOTES:
5550.0
5540.0
5530.0
5520.0
4"0SDR35OR50140
EFFLUENT .INE
L•-45'
DISTRIBUT ON BOX
EXISTING
SEPTIC TANK
S = 1.0 IS. OFT (MIN.)
ra r
16"x16" CONCRETE SPLASH
POCK 1
RAL 3
0 SDR 35 OR SCH 40
DISTRIBUTION PIPES
L-65'
d' DRAINFIEI
(TYP. OF 13
(52 TOTAL)
4" 0
IN'ECTION PIPE
EACH D (TYP. OF 4)
12" (MIN.)
CMAUSERj36' IMA)f.)
'ER LATERAL)
- _-----
1 1 1 1 , 1 1 It.ATERAL 4
sr
0+00.00 0+20.00 0+40.00 0+60.00 0+80.00 1+00.00 1+20.00 1+40.00
Design Profile
SCALE: 1" = 20'
1. HEADWATER ENGINEERING INSPECTED THE SYSTEM INSTALLATION 11/16/19. SYSTEM WAS DETERMINED TO BE CONSTRUCTED IN
ACCORDANCE WITH DESIGN PLANS AND GENERALLY WITH CDPHE/WQCC, REGULATION #43.
2. AS -BUILT PLAN VIEW WAS PREPARED BASED ON MEASUREMENTS OF THE CONSTRUCTED SYSTEM AS OF 11/16/19. THE PROFILE SHOWN WAS THE DESIGN
PROFILE PROVIDE TO THE THE APPLICANT AND IS FOR REFERENCE ONLY SINCE THE CONSTRUCTED SYSTEM VARIES SLIGHTLY FROM THE DESIGN.
3 UNLESS OTHERWISE NOTED, ALL PIPE AND FITTINGS ARE SCH 40 PVC.
4. NEITHER BEDROCK, GROUNDWATER NOR OTHER RESTRICTIVE LAYERS WERE ENCOUNTERED IN THE SOIL PROFILE PITS OR OBSERVED DURING THE
AS -BUILT INSPECTION.
5. THE SITE WAS ORIGINALLY SURVEYED WITH A SURVEY -GRADE GPS FOR DESIGN, THE AS -BUILT CONFIGURATION WAS BASED ON FIELD MEASUREMENTS
USING A CLOTH TAPE AND A LEVEL AND ROD.
6. THE SYSTEM WAS CONSTRUCTED WITH 48 INFILTRATORS, WHICH IS FOUR LESS THAN DESIGNED, BUT FOUR MORE THAN THE MINIMUM REQUIRED. (SEE
DESIGN CALCS.)
7. EVEN THOUGH SEPARATE TRENCHES WERE NOT EXCAVATED FOR EACH DRAINFIELD LATERAL, THE LATERALS ARE SPACED SUFFICIENTLY SO THAT THEY
WILL FUNCTION AS TRENCHES RATHER THAN AS A BED CONFIGURATION.
8 THE APPLICANT WAS INFORMED THAT BY INSERTING THE DISTRIBUTION PIPE INTO THE BOTTOM OF THE INFILTRATOR END CAP RATHER THAN THE TOP
HOLE AS DESIGNED, THE CHAMBERS WOULD NOT FUNCTION AS EFFICIENTLY IN THE LONG TERM. THE APPLICANT CHOSE TO KEEP THE SYSTEM AS
CONSTRUCTED RATHER THAN LOWERING THE CHAMBERS
TYPICAL SOIL
PROFILE LOG
0-4" TOPSOIL
4" - 4' SANDY LOAM,
TAN
4.0' - 10' SANDY LOAM
WITH GRAVEL
INDEX OF SHEETS
SHEET NO. SHEET TITLE
1 TITLE/INDEX SHEET, AS -BUILT PLAN & DESIGN PROFILE
2 CALCULATIONS & OFFSET DISTANCES
DESIGNED BY:
adwater
ENGINEERING & CONSULTING, INC
DESIGN CALCULATIONS
1, Design Flow Rate
AA
ebtlbe
kles
tf
MORN
RISEN*
Water
4444
Lige
a'
MIN MOM MOM
Riegle
Mks
Spey
Lxwm
acs
1.11.11P..
1250.0
Dlesign Component
91e5eme!
nett
ee.minr0
1.44105
huger
Ore.e.2
utllw
le0tr
Cam.
114042m
Olds.
Sheen,
.10505
>o
NotesdInformation Source
Peak da ity design flow ra:
450
gpd
al.mmle
ta.dr.
3 -Bedroom House
Sandy Loam
iein Imo egrrlrN
1..0...n LK DP6404 f.
n4
SO4 Type:
No. of Bedrooms:
3
Table 1114
Tresimenl Lexi
Occupants based on Bedrooms:
6
Table 10.1
Table 6.1
Wastewater Flow per Occupant:
75
gpd
Tabte 6.1
Daily Design Flow Rats:
450
gpd
Adiusanent factor for chambers
0.7
tweif9..s4rlr'm.n nlWa
Odom ele5sA Lief
litnirrim Pam
Table 103
Admitted &anna10 abaarpf on arra
1I. Septic Tank Design
rui 11
25
Wldlh of drainfeld chanter
3.0
Design Component
Standard S.
Total malted length al drair 6011
Notes/information Source
20
25
Lenoir.. of draroilaid chribet
4.0
.bedroom House
5 foot ala Slandad
Mn required number 00 grainfield chambers:
44.00
No. of Bedrooms:
3
Number of 4' grainfield chamber In proposed design:
52
Min. Septic Tank Capacity Based on
Bedrooms:
1,000
gal
Table 9.1
Design Septic Tank Capacity 1,000
gal
Sources/Notes=
M sources of information and design requirements are CDPHEIWQCC, Regulation #43
M. Drainfietd Design
AA
ebtlbe
kles
tf
MORN
RISEN*
Water
4444
Lige
a'
MIN MOM MOM
Riegle
Mks
Spey
Lxwm
acs
1.11.11P..
1250.0
Dray% Component
91e5eme!
nett
ee.minr0
1.44105
huger
Ore.e.2
utllw
le0tr
Cam.
114042m
Olds.
Sheen,
.10505
>o
NfotealnIo n106on Source
Peak da ity design flow ra:
450
gpd
al.mmle
ta.dr.
Sod !ensure unthintnerdainhl&
Sandy Loam
iein Imo egrrlrN
1..0...n LK DP6404 f.
n4
SO4 Type:
2
le
a/
Table 1114
Tresimenl Lexi
1
9M
05
Table 10.1
ILeregTenn Acceptance Rate (LTAR)':
0.6
golidaye sq a
Table 10-1
Required drairs 1d stingeion area
750
sq 1t
Adiusanent factor for chambers
0.7
tweif9..s4rlr'm.n nlWa
Odom ele5sA Lief
litnirrim Pam
Table 103
Admitted &anna10 abaarpf on arra
525.15
rui 11
25
Wldlh of drainfeld chanter
3.0
11
Standard S.
Total malted length al drair 6011
1750
20
25
Lenoir.. of draroilaid chribet
4.0
it
5 foot ala Slandad
Mn required number 00 grainfield chambers:
44.00
5,2
0•1` 55
Number of 4' grainfield chamber In proposed design:
52
chambers
1051
Mamba- of sones:
T
25 25 toe 15 ries
kiIII.M.
Number of ialerals per x one:
4
125
m a 25` 15 w
Number of 4' chambers per latent
13.00
Lateral length:
57
11
Total lateral length:
206
6
Niw4 Ass01C11 belwaco trenches:
4
a
Section 43.10.F.1
Nin bench CL spacing:
7
16
!Design trench CL spacing
10
16
Menlo/al space to pale sail
Soura>dN otes:
All sal$Se. N>f information and design requirement BB CDPHEIWQCC. RegL eat»n 143 »Ness 05'000se 10000-
' Oetam.nad *um a Geld sal ewtuatlan
OFFSET DISTANCES
Art.4e lalr.5.meager aaWeee s.r.w 11re04440.p5..r41eeG.444Ylmm.r.11 lnat45e421
_I._,__
AA
ebtlbe
kles
tf
MORN
RISEN*
Water
4444
Lige
a'
MIN MOM MOM
Riegle
Mks
Spey
Lxwm
acs
1.11.11P..
1250.0
Pegging
Liam
P15.4 et
lived
..v60•
91e5eme!
nett
ee.minr0
1.44105
huger
Ore.e.2
utllw
le0tr
Cam.
114042m
Olds.
Sheen,
.10505
>o
De
42619e
Cul
15.4 TM
Nem
Pam
42.254
M
5nel1.
Vet*
.cored
&roar
4
Dace
10
al.mmle
ta.dr.
10
iein Imo egrrlrN
1..0...n LK DP6404 f.
n4
15
1014
le
a/
0 1 a W
A 4 I 10
la'
a
tI
.ie'
9M
05
1
....egel.rr .r154r5 lame
Ka law*. n 4r41l1506
aur. aura.
niter... rt'e's. 5.44•0•111
Lege .5m eras
m
ID'
x5 n '0
tweif9..s4rlr'm.n nlWa
Odom ele5sA Lief
litnirrim Pam
eu
ter'
a 15 to
W.
25
tD
5
100
25'
W 15 14
20
25
15
a-
la
10.01.4er0Msnel4u.
•srao
1,1•141461.442, Ag
PAY= p IbL
are4tnrl Lw. r
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soOmSdur.
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5rdgegekg F1.06.1 ge VA Iv
..* Orlo. ion ?omit
Arileal
5,2
0•1` 55
13
TO 2 55 '0 -
9e i+aa ram. Pa ferry
1051
25
5151
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kiIII.M.
tad`
16, 50
125
m a 25` 15 w
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!solea
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40510100050504
INFILTRATOR SYSTEMS INC.
QUICK4 PLUS STANDARD CHAMBER
TYPICAL TRENCH DETAIL
SECTION VIEW
(NOT TO SCALE)
NATIVE BACKFILL
6" COVER
12' COVER H-
I
12'
• TOPSOIL
INVERT
1- SPACING PER C.BEC .L-
LENGTH AND NUMBER OF TRENCHES DETERMINED BY DESIGN
e+ruTRAroR
owe. rel.TN.YA1 C.141/eOT1
TYPICAL TRENCH DETAIL
s41121,1941Y
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5.
3
m
0
w
K
COORDINATE NO
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SALVADOR TOVAR
1558 ARABIAN AVE
RIFLE, CO 81650
SHEET
2 OF 2
Appendix B
As -Built Photos