HomeMy WebLinkAboutEngineer Report 01.21.2014.pdfHuddleston -Berry
Engineering & Testing, LLC
Cheryl Gonzalez
246 West Capital Court
New Castle, Colorado 81647
Subject: 1SDS Design
350 Cedar 1-Iills Road
Silt, Colorado
640 White Avenue
Grand Junction, CO 81501
Phone: 970-255-8005
Fax: 970-255-6818
1i u d d 1 e s t o n B c rry @ b re s n a n. n et
www.HBET-GJ.com
January 21, 2014
Project#01313-0001
Reference: Geotechnical Investigation and ADS Feasibility, 350 Cedar Frills Road, Sili,
Colorado by Huddleston -Berry Engineering & Testing, LLC for Cheryl
Gonzalez, December 9, 2013. -
Dear Ms. Gonzalez,
At your request, I-Iuddleslon-Berry Engineering & Testing, LLC completed design of an
individual Sewage Disposal System (ISDS) for a single-family residence at 350 Cedar Hills
Road in Silt, Colorado. The site location is shown on Figure 1 — Site Location Map. A site plan
is included as Figure 2.
Individual Sewage Disposal System
As discussed in the referenced report, the subsurface soils at the site consist of sandy lean clay.
Groundwater was not encountered in the test pits on the lot at the time of the investigation.
Copies of the test pit logs from the referenced report are attached,
The referenced report also includes the results of percolation testing conducted on the lot in the
vicinity of the proposed absorption field. The percolation rale in the native soils was determined
to range from 7 to 16 minutes -per -inch with an average of approximately 11 minutes -per -inch.
The percolation testing data from the referenced report is attached.
111 general, a percolation rate of between 5 to 60 minutes -per -inch is required for soils to be
deemed suitable for on-site sewage disposal. Therefore, based upon the results of the percolation
testing, the native soils are generally suitable for on-site sewage disposal.
350 Cedar Hills Road
#01313-0001
01/21/14
HuddlcMOn•Bcny
1 gS.CY-1trnSp11r
In addition to the percolation rate of the subsurface materials, the seasonal high groundwater
elevation is an important factor in determining the suitability of the site for Individual Sewage
Disposal Systems. For ISDS suitability, the seasonal high groundwater elevation should be at
least four feet below the bottom of the proposed absorption bed. As discussed previously,
groundwater was not encountered at the time of the investigation. In general, based upon the
results of the subsurface investigation, HBET believes that the seasonal high groundwater
elevation at this site is deeper than 10.0 feet below the existing ground surface.
Seepage Bed Design
The proposed construction at the site is anticipated to include an approximately 3,650 square -feet
residential structure with three bedrooms. A clothes washer and garbage disposal are
.anticipated. Infiltrator Systems Quick4 Standard Chambers are proposed in lieu of a
conventional gravel absorption bed.
For conservatism, a soil percolation rate of 30 minutes -per -inch will be utilized for the
absorption field design. The maximum daily flow of the sewage disposal system and bed area
are calculated below.
Base Residential Flow = (3 bedrooms)(2 persons/bedroom)(100 GPD/person)
= 600 GPD
Average Daily Flow = (600 GPD)(1.0+0.4+0.2) = 960 GPD
Maximum Daily Flow = (960 GPD)(1.5) =1,440 GPD
Standard Bed Area = [(1,440 GPD)(30 min/in)°'5]15 =1,578 Square Feet
Reduced Area for Infiltrators = (1,578112)(0.60) = 947 Square Feet
# of Quick4 Chambers = (947 / 9.2) = 103 Chambers
System Installation
The installation of the septic tank, plumbing lines, absorption bed, etc. should be completed in
accordance with Garfield County regulations and Infiltrator Systems specifications. In addition,
the following construction procedures are recommended:
• The septic tank and distribution box should be placed level over native soils that have
been scarified to a depth of 8 to 12 inches, moisture conditioned, and recompacted to
a minimum of 95% of the standard Proctor maximum dry density, within ±2% of
optimum moisture content. However, up to 3 -inches of washed rock or pipe bedding
passing the 1 -inch sieve may be used as a leveling course under the septic tank and/or
distribution box.
• The bottoms of trenches and backfill around the septic tank and distribution box
which will support sewer or effluent lines should be compacted to at least 90 percent
of the standard Proctor maximum dry density, within 12% of optimum moisture
content. Pipe bedding should have a maximum particle size of 1 -inch.
• Vehicular or heavy equipment traffic and placement of structures should not encroach
within 10 feet of the septic tank or distribution box.
1012009 ALL PROJECTS01313-CheniGnmalri 01313.04101 350 Qdn Hdl, RoadQW - O�01313-0001 LR012114 doe 2
350 Cedar Hills Road
H01313.0001
01/21/14
Huddlesto33.Bem'
Inspection Schedule
Huddleston -Berry Engineering & Testing LLC should be retained to monitor the constmction of
the ISDS. The following schedule of observation and/or testing should be followed:
• Observe the absorption bed excavation prior to placement of Infiltrator chambers.
• Observe placement of the septic tank, distribution box, and all connecting sewer and
effluent lines prior to backfill. Verify proper fall between inverts.
• Observe and verify installation of the Infltrator absorption bed prior to placement of
cover and backfill.
General Notes
The ISDS design was based upon the results of the subsurface investigation and on our local
experience. The design is valid only for the proposed construction
We are pleased to be of service to your project. Please contact us if you have any questions or
comments regarding the contents of this report.
Respectfully Submitted:
Huddleston -Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
11"2603 ALL PROJECTS 01313. Chc01 Gomalri 01313-W01 310 Cedar Hills Rod 200- Goi01313-13001 01313-O&OI LR0121 U Joc 3
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Huddleston -Bent' Engineering & Testing. LLC
640 White Avenue. Unit B
Grind Junction, CO 81501
970-255.8005
970-255-6818
Gonzalez PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -1
PAGE 1 OF 1
350 Cedar Hills Rd
CLIENT
PROJECT
Cheryl
NUMBER 01313-0001 PROJECT
Silt, CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
11/6/13 COMPLETED 11/6/13 GROUND
ELEVATION
WATER LEVELS:
TIME OF EXCAVATION
END OF EXCAVATION
EXCAVATION
TEST PIT SIZE
CONTRACTOR R&S Trucking GROUND
dry
METHOD Backhoe AT
NWB CHECKED BY MAB AT
dry
AFTER
-•-
I. c
0.0
c7
i O
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
• (ROD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsO
DRY UNIT WT.
(Pc!)
MOISTURE
CONTENT (%)
ATTERBERG
LIMITS
FINES CONTENT
(°A )
LIQUID
LIMIT
PLASTIC
LIMIT
(7.56
0.
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GEOTECH BH COIUM
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CLIENT
PROJECT
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Grand Junction. CO 81501
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= 970.255.6318
Cheryl Gonzalez PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -2
PAGE 1 OF 1
350 Cedar Hills Rd
NUMBER 01313.0001 PROJECT
Siff CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
11/6/13 COMPLETED 11/6/13 GROUND
ELEVATION
WATER LEVELS:
TIME OF EXCAVATION
END OF EXCAVATION
EXCAVATION
TEST PIT SIZE
CONTRACTOR R&S Trucking GROUND
dry
METHOD Backhoe AT
NWB CHECKED BY MAB AT
dry
AFTER
---
w c
0
0
GRAPHIC
LOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
K ,--
o IX
to
ts
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tst)
co a
o
MOISTURE
CONTENT (%)
ATTERBERG
LIMITS
FINES CONTENT
(%)
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
-
'' IC t,
,'
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
2
tSandy
y///%
Lean CLAY (el), brown, moist, medium stiff
1 _01
_ 3
4
Bottom of test pit at 3.0 feet.
•-
CLIENT
PROJECT
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Cheryl
Huddleston-BenyEngineering R Testing. LLC
640 White Avenue, Unit B
Grand Junction, CO 81501
970.255.8005
970-255-6818
Gonzalez PROJECT
TEST PIT NUMBER TP -3
PAGE 1 OF 1
NAME 350 Cedar Hills Rd
NUMBER 01313-0001 PROJECT
LOCATION Silt, CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
11/6/13 COMPLETED 11/6113 GROUND
ELEVATION
WATER
AT TIME OF
AT END OF
AFTER EXCAVATION
TEST
PIT SIZE
CONTRACTOR R&S Trucking GROUND
LEVELS:
EXCAVATION
EXCAVATION
dry
METHOD Backhoe
NWB CHECKED BY MAB
dry
---
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MATERIAL DESCRIPTION
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3
3
1
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CLIENT
PROJECT
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1
Cheryl
Huddleston -Berry Engineering & Testing. LLC
640 Jun tionUnit B
Grand• Junction,, COC31501
970-255.3005
970-255-6318
Gonzalez PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -4
PAGE 1 OF 1
350 Cedar Hills Rd
NUMBER 01313.0001 PROJECT
Silt, CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
11/6/13 COMPLETED 11/8/13 GROUND
ELEVATION
WATER LEVELS:
TIME OF EXCAVATION
END OF EXCAVATION
EXCAVATION
TEST PIT SIZE
CONTRACTOR R&S Trucking GROUND
dry
METHOD Backhoe AT
NWB CHECKED BY MAB AT
dry
AFTER
--
o DEPTH
o (g)
GRAPHIC
LOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
(ROD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
DRY UNIT WT.
(Pcf)
MOISTURE
CONTENT (%)
ATTERBERG
LIMITS
FINES CONTENT
(%)
o 1–
0—
-1 J
PLASTIC
LIMIT
0
yC
Z
-
CL
.1` ,1 ^
Lr4
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
2.5
yl%
11
Sandy Lean CLAY (el), brown, moist, medium stiff to stiff
5.0
O
7.5
10.0
//'
,
Bottom of test pit at 10.0 feet.
PERCOLATION TESTING
Project Name: 350
Cedar Hills Road Location: Silt CO
Project No. 01313 - 0001
Test Pit No. TP -2
Date: 11/612013
Testing Conducted By: NWB Supervising Engineer: M. Berry
Pit Dimensions: Length
Water Level Depth:
SOIL PROFILE
Depth Description
; Width
Not Encountered X
; Depth
3 ft
Remarks
0-1 ft
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
1-3 ft
Sandy Lean CLAY (el), brown, moist, medium stiff
Test Number: 1
Top of Hole Depth: 3 ft
Diameter of Hole: 4 in.
Depth of Hole: 14 in.
Time
(min.)
Water
Depth
(In.)
Change
(in.)
0
1.375
5
3.25
1.875
10
5.375
2.125
15
6.875
1.5
20
8
1.125
25
9
1
30
9.875
0.875
35 ''
10.625
0.75
40
11.25"
0.625
45
11.625
0.375
50
12.5
0.875'C
55
13.375
0.875
60
dry
Rate (min/in): I 7 I
Average Percolation Rate (min/in):
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rate (min/in):
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rate (min/in):
PERCOLATION TESTING
Project No. 01313 0001
Test Pit No. TP -3
Project Name: 350 Cedar Hills Road Location: Silt CO Date: 11/6/2013
Testing Conducted By: NWB Supervising Engineer: M. Berry
Pit Dimensions: Length ; Width ; Depth 3 ft
Water Level Depth: Not Encountered X
SOIL PROFILE
Depth Description -_
0-1 ft
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
"' Sandstone on North side
of pit ""
1-3 ft
Sandy Lean CLAY (el), brown, moist, medium stiff
5
2.375
1.25
10
2.75
0.375
15
3.625
0.875
20
4.375
0.75
Test Number: 1
Top of Hole Depth: 3 ft Top of Hole Depth:
Diameter of Hole: 4 in. Diameter of Hole:
Depth of Hole:
Test Number:
Depth of Hole: 13 in.
Time
(min.)
Water
Depth
(in.)
Change
(in.) •
0
1.125
5
2.375
1.25
10
2.75
0.375
15
3.625
0.875
20
4.375
0.75
25
5
0.625
30
5.875
0.875
35
6
0.125
40
7.25
1.25
95
7.5 -
0.25
50
7.75'
025
55
8.125.
.0.375
60
8.5
0.375
Rate (min/in): I 16 1
Average Percolation Rate (min/in):
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rate (min/in):
Test Number:
Top of Hole Depth:
Diameter of Hole:
Depth of Hole:
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Rate (min/in):
PERCOLATION TESTING
Project Name: 350 Cedar Hills Road
Testing Conducted By: NWB
Location: Silt CO
Pit Dimensions: Length
Water Level Depth:
SOIL PROFILE
Depth Description
Supervising Engineer:
; Width
Project No. 01313 0001
Test Pit No. TP -4
Date: 11/6/2013
M. Berry
Not Encountered X
; Depth 10 ft
Remarks
0-1 ft
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
Change
(in.)
1-10 ft
Sandy Lean CLAY (cl), brown, moist, medium stiff
5
2.25
1
10
2.625
0.375
15
3.375
0.75
Test Number: 1
Top of Hole Depth: 0 ft
Diameter of Hole: 4 in.
Depth of Hole: 14 in.
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
1.25
5
2.25
1
10
2.625
0.375
15
3.375
0.75
20
4.25
0.875
25
4.75
0.5
30
5.25
0.5
35
5.75
0.5
40
6.5
0.75
45
7,
0.5
50
7.5
0.5
55
8
0.5
60
8.375
0.375
Rate (minlin):11
Average Percolation Rate (min/in):
Test Number: 2
Top of Hole Depth: 3.5 ft
Diameter of Hole: 4 in.
Depth of Hole: 14 in.
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
0.5
5
2
1.5
10
2.875
0.875
15
4.25
1.375
20
5.125
0.875
25
5.625
0.5
30
6.75
1.125
35
7.5
0.75
40
8
0.5
45
9
1
50
9.5
0.5
55
10.25
0.75
60
10.5
0.25
Rate (min/in):10
Test Number: 3
Top of Hole Depth: 6 ft
Diameter of Hole: 4 in.
Depth of Hole: 14 in.
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0
1.125
5
2.625
1,5
10
3.5
0.875
15
4.625
1.125
20
5.5
0.875
25
6
0.5
30
6.875
0.875
35
7.375
0.5
40
8.375
1
45
9.125
0.75
50
9.625
0.5
55
10
0.375
60
10.25
0.25
Rate (min/in):13