HomeMy WebLinkAboutEngineer Report 12.09.2013.pdfHuddleston -Berry
Engineering & Tesl ing. LLC
Cheryl Gonzalez
246 West Capital Court
New Castle, Colorado 81647
Subject: Geotechnical Investigation and ISDS Feasibility
350 Cedar 1 -sills Road
Silt, Colorado
Dear Ms. Gonzalez,
640 White Avenue
Grand Junction, CO 81501
Phone: 970-255-8005
Fax: 970-255-6818
11uddlestonBerry@biesnan,nel
www.HBET-GJ.com
December 9, 2013
Project1101313-0001
This letter presents the results of a geotechnical investigation conducted by I-Iuddleston-Berry
Engineering & Testing, LLC (1-IBET) at 350 Cedar Hills Road in Silt, Colorado. The site
location is shown on Figure 1 — Site Location Map. The proposed construction is anticipated to
consist of a single -fancily residence. The scope of our investigation included evaluating the
subsurface conditions at the site to aid in developing foundation recommendations for the
proposed construction. In addition, the site was evaluated for Individual Sewage Disposal
System (1SDS) feasibility.
Site Conditions
At the time of the investigation, the site was generally open and sloped down to the west.
Vegetation consisted primarily of grass and sage brush. The site was bordered by Cedar Hills
Road to the west, by existing residences to the south and east, and by a vacant lot to the north.
Subsurface Investigation
The subsurface investigation included four test pits as shown on Figure 2 — Site Plan. The test
pits were excavated to depths of between 3.0 and 10.0 feet below the existing ground surface.
'l'yped test pit Togs are included in Appendix A.
As indicated on the logs, the subsurface conditions at the site were fairly consistent. The test pits
generally encountered 1.0 foot of sandy lean clay with organics topsoil above brown, dry to
moist, medium stiff to hard sandy lean clay to the bottoms of the excavations. Groundwater was
not encountered in the test pits at the time of the investigation.
350 Cedar Hills Road
#01313-0001
12/09/13
Huddlcslon.Bem
.n .>ui
Laboratory Testing
Laboratory testing was conducted on samples of the native soils collected from the test pits. The
testing included grain -size analysis, Atterberg limits deterntination, natural moisture and density
determination, swelUconsolidation testing, water soluble sulfates content determination, and
maximum dry density/optimum moisture (Proctor) determination. The laboratory testing results
are included in Appendix B.
The laboratory testing results indicate that the native clay soils are slightly plastic. In addition,
the sand soils were shown to be moderately collapsible with up to approximately 5.5% collapse
measured in the laboratory. Water soluble sulfates were detected in the site soils in a
concentration of 0.03%.
Foundation Recommendations
Based upon the results of the subsurface investigation and nature of the proposed construction,
shallow foundations are recommended. Spread footings and monolithic (turndown) structural
slab foundations are both appropriate alternatives. However, as discussed previously, the native
soils are slightly collapsible. Therefore, in order to reduce the risk of excessive differential
settlements, it is recommended that the foundations be constructed above a minimum of 24 -
inches of structural fill.
The native clay soils, exclusive of topsoil, are suitable for reuse as structural 611. Imported
structural fill should consist of a granular, non -expansive, non -free draining material such as pit -
run, crusher fines, or CDOT Class 6 base course. However, if pit -run is used for structural till, a
minimum of six inches of crusher tines or Class 6 base course should be placed on top of the pit
run to prevent large point stresses on the bottoms of the footings due to large particles in the pit -
run.
Prior to placement of structural fill, it is recommended that the bottom of the foundation
excavation be scarified to a depth of 6 to 8 inches, moisture conditioned, and compacted to a
minimum of 95% of the standard Proctor maximum dry density, within ± 2% of the optimum
moisture content as determined in accordance with ASTM D698. Structural fill should extend
laterally beyond the edges of the foundation a distance equal to the thickness of structural fill.
Structural fill should be moisture conditioned, placed in maximum 8 -inch loose lifts, and
compacted to a minimum of 95% of the standard Proctor maximum dry density for fine grained
soils and 90% of the modified Proctor maximum dry density for coarse grained soils, within
2% of the optimum moisture content as determined in accordance with ASTM D698 and
D1557C, respectively
For structural fill consisting of the native soils or imported granular materials, and foundation
building pad preparation as recommended, a maximum allowable bearing capacity of 1,500 psf
may be used. In addition a modulus of subgrade reaction of 150 pci may be used for structural
fill consisting of the native soils and a modulus of 250 pci may be used for structural fill
consisting of crusher fines, pit -run, or base course. Footings subject to frost should be at least 36
inches below the finished grade.
q x2003 ALL PROJECTS 0131) • Chepl Go let 01313.0001 350 Cedar Hills Road 200 • Gro'01113 R001 11112031dee 2
350 Cedar I lilts Road
#01313-000I
12/09/13
Huddleston -Hem'
As discussed previously, water soluble sulfates were detected in the site soils in a concentration
of 0.03%. This concentration of sulfates represents a negligible degree of potential sulfate attack
on concrete exposed to the native soils. Therefore, sulfate resistant cement may not be required
for construction at this site.
Any stemwalls, basement walls, or retaining walls should be designed to resist lateral earth
pressures. For backfill consisting of the native soils or imported granular, non -free draining,
non -expansive material, we recommend that the walls be designed for an equivalent fluid unit
weight of 65 pef in areas where no surcharge loads are present. Lateral earth pressures should be
increased as necessary to reflect any surcharge loading behind the walls.
Floor Slab and Exterior Flatworlc Recommendations
In order to limit the potential for excessive differential movements of slabs -on -grade it is
recommended that non-structural floor slabs and/or exterior flatwork be constructed above the
native soils, below the topsoil, that have been scarified to a depth of 12 -inches, moisture
conditioned, and compacted to a minimum of 95% of the standard Proctor maximum dry density,
within ± 2% of the optimum moisture content as determined in accordance with ASTM D698.
Drainage Recommendations
Grading around the structure should be designed to carry precipitation and runoff away from the
structure. It is recommended that the finished ground surface drop at least twelve inches within
the first ten feet away from the structure. Downspouts should empty beyond the backfill zone. It
is also recommended that landscaping within five feet of the structure include primarily desert
plants with low water requirements. In addition, it is recommended that irrigation within ten feet
of foundations be minimized.
As discussed previously, shallow groundwater was not encountered at the time of the
investigation. However, if a structural floor and crawlspace or basement are utilized, a perimeter
foundation drain is recommended. In general, the perimeter foundation drain should consist of
prefabricated drain materials or perforated pipe and gravel systems with the flowline of the drain
at least one foot below the bottom of the foundation (at the highest point). The perimeter drain
should slope at a minimum of 1.5% to daylight or to a sump. Gravel and/or prefabricated drain
materials should extend along basement walls to within 24 to 36 -inches of the finished ground
surface. In addition, an impermeable membrane is recommended at the base of the drain to limit
the potential for excess moisture to infiltrate below the foundations.
Individual Sewage Disposal
In order to evaluate the feasibility of the site soils for on-site sewage disposal, percolation testing
was conducted in the vicinity of the proposed absorption bed in TP -2 through TP -4. The
percolation rate in the native clay 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 is included
in Appendix C.
In general, a percolation rate of between 5 to 60 minutes -per -inch is required for the subsurface
to be deemed suitable for on-site sewage disposal. Therefore, the native clay soils are suitable
for on-site sewage disposal.
S. 2003 ALL PROJECTS01313 - C4tp1 Gonralei 013 13.0001 350 Cedar HMI Road 200 • G(401113-0031 LR110313 doc 3
350 Ccdar I fills Road
#01)13.0001
12/09/13
Ilu Idleston-0ciy
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 indicated 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.
General Notes
The recommendations included above are based upon the results of the subsurface investigation
and on our local experience. These conclusions and recommendations are valid only for the
proposed construction.
As discussed previously, the subsurface conditions at the site were fairly consistent, However,
the precise nature and extent of any subsurface variability may not become evident until
construction. As a result, it is recommended that a representative of HBET observe the
foundation excavation prior to structural fill placement to verify that the subsurface conditions
are consistent with those described herein. In addition, it is recommended that a representative
of HBET test compaction of structural fill materials.
Also as discussed previously, collapsible soils are present at the site. The recommendations
contained herein are designed to reduce the potential for excessive differential movements;
however, HBET cannot predict long-term changes in subsurface moisture conditions and/or the
precise magnitude or extent of volume change. Where significant increases in subsurface
moisture occur due to poor grading, improper stormwater management, utility line failure, excess
irrigation, or other cause, either during construction or the result of actions of the property
owner, significant movements are possible.
We are pleased to be of service to your project. Please contact us if you have any questions or
continents regarding the contents of this report.
Respectfully Submitted:
Huddleston -Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
W:' 2003 ALL PROJECTS 01313 - Chcpl Gonealei 0131).0001350 Cedar 111115 Read ]W - Gni 01313 0001 LRI20313 de:
4
FIGURES
Burning_
773° i'!Iountain
C
L_
1
L_./1
do
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•
35600
pp=
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iN RI_
o �\I
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OSCS New Castle, Colorado Quadrangle, 7.5 -Minute 1 r v 7 -
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FIGURE 1
Site Location Map
.r(
APPENDIX A
Typed Test Pit Logs
eqf--..,,,Huddleston-Berry
,
P
Engine ring & Testing, LLC
640 White Avenue, Unit B
Grand 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
Sill, 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
---
°-
°
0.0
O
°-O
O
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
(ROD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
z
it a'
0
MOISTURE
CONTENT f%)
ATTERBERG
LIMITS
FINES CONTENT
(%)
of
FF
5n
a
56
g
6
! -=
c..,ir;
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
2.5
Sandy Lean CLAY (CL), grayish brown, dry, hard
N MC
89
7
5.0
////
"' GB1 Lab Classified *"
G
GB
7
28
15
13
52
7.5
Bottom of lest pit at 9.5 feet.
,�
CLIENT
PROJECT
"O
, A
-cot!
Cheryl
Huddleston -Berry Enolneering & Testing, LLC
640 White Avenue, Unit B
Grand Junction, CO 81501
970-255.8005
970-255-6818
Gonzalez PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -2
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 1116/13 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
---
x
W x
O
0
GRAPHIC
LOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY °/
(ROD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
5
j a
O
MOISTURE
CONTENT (%)
ATTERBERG
LIMITS
FINES CONTENT
(%)
g F-
Dg. 7.r
7
PLASTIC
LIMIT
PLASTICITY
INDEX
-.ECM?
.1/4 ^=
a;I. \-
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
2
r
,4,
✓;I/�J/J
'f//
Sandy Lean CLAY (GO, brown, moist, medium stiff
_ 3
Bottom of test pit a13.0 feet.
CLIENT
PROJECT
,.,, w HuddlestomBem Engineering & Testing, LLC
640 White Avenue. Unit B
Grand iunclion, CO 81501
970-255-8005
970-255.6818
Cheryl Gonzalez PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -3
PAGE 1 OF 1
350 Cedar Hills Rd
NUMBER 01313-0001 PROJECT
Silt CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
11/8/13 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
---
la DEPTH
(ft)
o
=O
QO
K
o
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
(RQD)
BLOW
COUNTS
(N VALUE)
w
0
U
0..
DRY UNIT WT.
(ocf)
we
�jz
mo
ATTERBERG
LIMITS
FINES CONTENT
(%)
LIQUID
LIMIT
PLASTIC
LIMIT
U�
Fo
n
az
^i).
''-4f.1
u...;1%);
J
!4.
/i.sr
?i ii
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
2
//
/
Sandy Lean CLAY (al), brown, moist, medium stiff
3
Bottom of test pit at 3.0 feet.
Huddleston-Beny-Engineering&T«rng,LLC
640 White Avenue, Unit B
Grind Junction, CO 81501
970-255-8005
970-255-6818
Gonzalez PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -4
PAGE 1 OF 1
350 Cedar Hills Rd
r:
--t
CLIENT
PROJECT
�,F•
\
4,;
Cheryl
NUMBER 01313.0001 PROJECT
Sill, CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
11/5/13 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
---
(LE
o
0.0
0
� O
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
(ROD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tst)
t
z
rc
o
MOISTURE
CONTENT (%)
ATTERBERG
LIMITS
FINES CONTENT
(%)
g t
2
F F
a
PLASTICITY
INDEX
2.5
�'--`''-t
rSandy
r
•
A
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
Lean CLAY (off, brown, moist, medium stiff to stiff
5.0
7.5
10.0
Bottom of test pit at 10.0 feet.
APPENDIX B
Laboratory Testing Results
a
/
Aga970-255-8005
\,..z.---_,/
CLIENT
r
°O
Cheryl
Huddleston•Berr Engineering 8: Testing. LLC GRAIN SIZE DISTRIBUTION
640 White Acenae, Unit B
Grand Junction, CO 81301
970-255-6813
Gonzalez PROJECT NAME 350 Cedar Hills Rd
PROJECT NUMBER 01313-0001 PROJECT LOCATION Sill, CO
U.S. SIEVE OPENING
6 4 3
IN NCHES
2 1.5 1
U.S. SIEVE NUMBERS I HYDROMETER
4 112318 3 4 6 810 1416 20 30 40 50 60 100140200
100
95
I
1
I
;_L_�_L�
I
I
l
1
1
90
85
80
75
70
65
F
x
t6 60
3
55
m
reIll 50
z
LL
1- 45
z
Lu
et 40
Ill
0.
35
30
25
20
15
10
5
0
100
10
GRAIN SIZE
IN MILLIMETERS
01 0.01 0.001
COBBLES
GRAVEL
SAND
coarse
fine
coarse
medium
fine
SILT OR CLAY
Specimen Identification
Classification
LL
PL
PI
Cc
Cu
•
TP -1, GB1 1112013
SANDY LEAN CLAY(CL)
28
15
13
Specimen
Identification
D100
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
•
TP -1, GB1 1112013
19
0.104
1.8
45.9
52.3
ATTERBERG LIMITS 013133001350 CEDAR HILLS RD.GP! GIM US LAB.GDT 17/3/13
CLIENT
--,,;N
°
Cheryl
Huddleston -Berry Engineering & Testing. LLC
640 Willie Avenue, Unit B ATTERBERG LIMITS'RESULTS
Grind Junction, CO 81501
970-255-8005
970-255.6313
Gonzalez PROJECT NAME 350 Cedar Hills Rd
PROJECT NUMBER 01313-0001 PROJECT LOCATION Sill, CO
60
50
CL
CH
P
L
A
40
s
T
I
C
T 30
Y
I
N 20
E
X
10
•
CL -ML
ML
MH
0
20 40 60 80 100
LIQUID LIMIT
Specimen Identification
LL
PL
PI
#200
Classification
1
TP -1, GB1 11/2013
28
15
13
52
SANDY LEAN CLAY(CL)
�•;-
CLIENT
n
Cheryl
Iluddleston-Berry Engineering & Testing. LLC CONSOLIDATION TEST
640 White Avenue, Unit B
Grand Junction: CO 31501
970.255.3005
970.255.6318
Gonzalez PROJECT NAME 350 Cedar Hills Rd
PROJECT NUMBER 01313-0001 PROJECT LOCATION Silt, CO
0
1
2
•
3
4
5
e 6
�z
in 7
8
9
10
11
12
1100
,000 10,000
STRESS, psf
Specimen Identification
Classification
Td
MC%
•
TP -1 2.0
89
7
t
c.
Q»GrdJ"ne'ion,
\\:._ti970-255-3005
CLIENT
PROJECT
Huddleston-BerrEngineering & Testing. LLC
%
"P
640 White Avenue, Unit B
CO 31501
970.255.6313
Cheryl Gonzalez
MOISTURE
PROJECT NAME
PROJECT LOCATION
-DENSITY RELATIONSHIP
350 Cedar Hills Rd
NUMBER
01313-0
01
Sill CO
150
145
140
135
130
125
3
a
120Eu
0
cc
0
115
110
105
100
95
90
0
!
Sample
Sample
Source
Description
Test
Optimum
of
Method:
Maximum
Date:
No.:
Material:
of Material:
Dry
Water
TEST
Density
Content
GRADATION
#200
11/6/2013
1
TP -1
SANDY LEAN CLAY(CL)
ASTM D698A
RESULTS
RESULTS
116.0 PCF
PASSING)
3/4"
100
\
13.5 %
(%
#4
98
52
LL
Curves
for
PL
100%
Gravity
2.80
2.70
2.60
PI
to:
15
Specific
of
13
Saturation
Equal
\28
\
5 10 15 20 25 30
WATER CONTENT, %
APPENDIX C
Percolation Test Data
PERCOLATION TESTING
Project Name: 350 Cedar Hills Road Location: Silt CO
Project No. 01313 - 0001
Test Pit No. TP -2
Date: 11/6/2013
Testing Conducted By: NWB Supervising Engineer: M. Berry
Pit Dimensions: Length
Water Level Depth:
SOIL. PROFILE
Depth Desert lion
; Width
Not Encountered X
; Depth 3 ft
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.
The
(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
10.6251;
11.25 `l
0.625
11:625"
0,375 ri
50
12.5
13:375
0.875
60
dry
Rate (min/in):
7
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.)
Rale (min/in):
PERCOLATION TESTING
Project Name: 350 Cedar Hills Road Location: Silt CO
Project No. 01313 0001
Test Pit No. TP -3
Date: 11/6/2013
Testing Conducted By: NWB Supervising Engineer: M. Berry
Pit Dimensions: Length
Water Level Depth:
SOIL PROFILE
Depth Description
; Width
Not Encountered X
; Depth 3 fl
Remarks
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
Test Number: 1
Top of Hole Depth: 3 ft
Diameter of Hole: 4 in.
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
45
7.5_
0.25'
50 ,'
' 7.75
0.25
55 =
8.125
0.375 ".
60
8.5
0.375
Rate (min/in): 16
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 Name: 350 Cedar Hills Road Location:
Silt CO
Project No. 01313 - 0001
Test Pit No. TP -4
Date: 11/6/2013
Testing Conducted By: NWB Supervising Engineer:
Pit Dimensions: Length ; Width
Water Level Depth:
. SOIL PROFILE
Depth Description
Not Encountered X
M. Berry
Depth 10 ft
0-1 ft
Sandy Lean CLAY with Organics (TOPSOIL), brown, moist
Change
(in.)
1-10 ft
Sandy Lean CLAY (el), brown, moist, medium stiff
5
2
1.5
10
2.875
0.875
15
4.25
1.375
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 r.
50
8
60 .'-
8.375
0.375
Rate (minfin):
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 I
0.5
55
10.25
0.75
60
10.5 i
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