HomeMy WebLinkAboutSoils Report for Foundation DesignHuddleston-Berry
Englaeering & Testitg, LLC
640 White Avenue
Grand Junction, CO 81501
Phone: 97&255-8005
Fax: 970-255-68 I I
' HuddleslonBerry@bresnen.nol
www.HBET'GJ.com
September 28, 2015
Project#O1452-0001
Jason Bundick
398 Faas Ranch Road
New Castle, Colorado 81647
Subject:
Reference:
Supplemental Geotechnical Investigation and OWTS Design
5322 County Road 243
New Castle, Colorajo
Geotechnical Investigation and OWS Design, 5322 County Road 24i, New
Casile, Colorado by Huddleston.Berry Eugineering & Testing, LLC for Jason
Bundick, June 17,2015.
Dear Mr. Bundick,
This letter presents the rosults of a supplemental geotechnical investigation conduoted by
Huddleston-Berry Engineering & Testing, LLC (HBET) at 532? County Road 243 in New
Castlg Colorado. As indicated in the referenced report, HBET had already comBleted a
geoteclnical investigation at the site. However, HBET understands that the location of the
proposed house has changed. The scope of the current investigation included evaluating the
subsurface conditions at the new house location, developing foundation recommendations, and
designing an Onsite Wastewater Treatroent System (OWTS) for tho new horns.
Sito Conditions
At the time of the investigation, the area of the proposed residence was vegetatod with bnrsh and
trees. The building site was on a snall hill with slopes down to the wost towards Main Elk
Creek.
Su,bsu rface Investiqa$ion
The subsurface investigation included five test pits as shown on Figure. l - Site Plan. The test
pits were excavated to depths of between 3.0 and 7.5 feet below thc existing ground surface.
Typed teet pit logs are included in Appendix A.
As indicated on the logs, the substrface conditions at the site were fairly consistent. The test pits
generally encountered 1.5 feet of topsoil materials above brown, dry, dense clayey gravel with
sand to the bottoms of the excavations, Croundwater was not encounterdd in the test pits at the
time of the investigation.
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532? CR 243
#0 145?-0001
091?8/15
lluddlNolDert'
Laboratory Testine
Laboratory testing was conducted on samples of the native gravel soils collected from the test
pits. The testing included grain-size analysis, Atterberg limits determination, natural moisture
content determination, and maxirRum dry density/optimum moistwe fProctor) determination.
The laboratory testing results are included in Appendix B.
The laboratory testing results indicate that the native gravel soils are stlgtrity plastic. In general,
the native gravel soils are anticipated to be fairly stable.
Foundatio4 Recommendations
Based upon information provided to HBET, a monolithic slab foundation is proposed for the
structure. In general, a slab foundation is appropriate for the subsurface conditions at this site.
However, as discussed previously, in order to reduce the risk of excessive differential
settlement$, it is recommended that the foundations be constructed above a minimum of 12-
inches of structural frll.
The native gravel soils, exclusive of topsoil, are suitable for reuse as structural fill provided
particles in excess of 4-inches in diameter are removed. Imported structural fill should consist of
a granular, non.expansive, non-free draining material such as crushet fines or CDOT Class 6
base corrse.
Prior to piacemertt of structural fiIl, it is reconmended that the bottom of the foundation
excavation@o9-inches,moiStureconditioned,andcornpactedtoa
minimum of 95Yo of the standard Proctor maximum dry density, *ZYo of optimum moisture
content as determined in accordance with ASTM D698C. Structural fill should extend laterally
beyond the edges ofthe foundation a distance equal to the thickness ofstructural fill, Structural
fili should be moisture conditioned, placed in ma,ximum 8-inch loose lifts, and compacted to a
minimum of 95Yo 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 * 2o/o of the optimum
moisture content as determined in accordance with ASTM D698 and D1557C, respectively.
For structural fill,c++sistiqg-c$ the native soils or imported granular materials, and foundation
Suilding pad preparation as recorunended, a ma,rimum allowable bearing capacity of 2,000 psf .
may be used. In addition a modulus of subgrade reaction of 200 pci may be used for structural
filI consisting ofthe native gravei soils and a modulus of250 pci rnay be used for structural fill
consisting of crusher fines or base course. Footings subject to frost should be at least 36 inches
belorvthefinishedgrade.
-
Any walls retaining earth should be desigrred 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 rulls be designed for an equivalent flrrid unit weight of 55 pcf in areas
where no swcharge loads are present. I.ateral earth pressures should be incrbased as necessary to
reflect any surcharge loading behind the wails.
X.U00S ALL ITROJUCTSSIM . l$on Sundi.ldoI15:.S0 t !32: CR 24!\im. 0!a\0l{52.000I LRi9:J 15 doo 2
t{sddle$oF crr_e
Exterior Flatwork Recommendations
In order to limit the potential for exce$sive differential movements of exterior flatwork, it is
recommended that topsoil materials be removed in areas of proposed exterior flatwork and
replaced with structural fill. Subgrade preparation. structural fill materials,. and fill placement
should be in accordance with the Foundation Recommendatrors section of this report.
Drainase Recommendations
Grading around the stlucture should be designed to carry precipitation and runoff away from the
structue. It is recommended that the fudshed ground su'face drop at least twelve inches within
the first ten feet away fi'om the structule. Downspouts should ernpty beyond the backt'lll zone. It
is also recommended that landscaping within five i'eet of the structure include primarily desert
plants with lorv water requirements. In addition, it is recommended that irrigation within ten feet
of foundations be minimized.
Subsurface downspout drains should be carefully constructed of solid-wall PVC. Dry wells
should not be used.
Onsite Wastewater Treatment Svstem
Percolation testing was conducted in the vicinity of the proposed OWTS in TP.5 through TP-7 in
accordance vdth Garfield County regulations. The percolation rate in the native soils ranged
&om 9 to 13 minutes-per-inch with an average of approximatel)' 12 minutes-per-inch. The
percolation testing data are included in Appendix C.
ln general, a percolation rate of between 5 to 60 minutes-per-inch is required for soils to be
deemed suitabie lbr onsite wastewater treatment. Therefore, based upon tbe results of the
percoiation testing, HBET believes that the native soils are generally suitable for onsite
wastewater treatment.
In addition to the percolation rate of the subsurface materials, the seasonal high groundwater
elevation is an importarrt factor in determining the suitability of the site for Individual Sewage
Disposal Systems. For OWTS suitability, the seasonal high groundwater elevation should be at
least four feet belo'"v the bottorn of the proposed absorption bed. As discussed previously,
groundwater was not enconntered during the subsruface investigation. In general, HBET
believes that the seasonal high groundwater elevation at this site is deeper'than 7,5 fbet below the
existing ground surface in the vicinity of the proposed absorption bed.
Seepage Bed Design
I'he design of the absorption system generally follows the requirements of Garfield County. The
proposed construction at the site is anticipated to include a 3,000+ square-feet residentiai
structurc with four bedrooms.
For conservatism. based upon the soil percolatiorl rate, a Long Term Acceptance Rate (ITAR) of
0.50 will be utilized for the absorption field design. Infiltrator Systems Quick4 Standard
Chambers are proposed in lieu ofa conventional gravel ahsorption bed. The daily flow ofthe
sewage disposal system is calculated below and a plan and protile of the absorption bed are
shown on Figure 2.
5322CR243
#0r45?-000r
a9t28/r5
)CU0o8 ALL PROECTS10l45; -Jer Brndck\0l45lsl 532? CR?4lUo0 - CeoSr{s2ffir LW15ls.dd
A@ tqiMr{f.{bn rLc
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itl) aR rt1
#0 145?-000r
09/28/15
General Notes
The recommendations included above are based upon the resrilts of the subsurface
and on our locai experience. These conclusions and recommendations are valid
proposed constnrction.
@******,,,**
Average Daily FIow =,-=Tfi"ffi|(2 persons/bedroom)(7 5 GPDlperson)
Soil Treatment Areu = (600 GPD / 0.50; = 1,200 Square Feet
Adjusted Soil Treatment Area = (1,200 SFXl.2X0.7) = 1,008 Square Feet
# of Quick4 Chambers = (1,008 I 12) = gl Chambers - Use 88 Cbambers
System Installation
The installation of the septic tank, plumbing lines, Infiltrators, etc. should be completed in
accordance with the Garfield County regulations and hrfiltrator Systems, Inc. specifications. In
addition, the followiog construction procedures are recommended:
' The septic tank and distiibution box should be placed level over native soils that have
been scarified to a depth of8 to 12 inches, moisture conditioned, and recornpacted to
a minimum of 95% of the standard Proctor maximum dry density. within t2% 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 backfrll around the septic tank and distribution box. which will support sewer or effiuent lines should be compacted to at least 90 percent
of the standard Proctor ma,ximum dry density, within *2% of optimum moisture
content. Pipe bedding should have a maximum particle size of f -inch.. Vehicular or heavy equipment tra{Iic and placenent of structures should not encroach
within l0 feet of the septic tank or distribution box.
Inspecfion Schedale
Huddleston-Berry Engineering & Testing LLC should be retained to monitor the construction of
the OWTS. The following scheduie of observation and/or testing should be followed:r Observe the absorption bed excavation prior to placement of Infiltrator chambers.r Observe placement of the septic tank, distribution box, and all corurecting sewer and
eftluent lines prior to backfiil. Verity proper f'all between inverts.. Observe and verify instailation of the absorption bed prior to placement of cover and
backfill.
ln conformance with Garfield County regulations, F{BET will be required to provide Garfield
County with documentation certifying that the OWTS was placed in conformance io the plan and
profile and Garfield County regulations.
investigation
only for the
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
constnrction. As a result, it is recommended that HBET be retained to provide consfuction
materials testing and geotechnical engineering oversight during construction.
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FIGURE I
Site Plan
TLE
BACKFILL MATERTAL
. NATIVE, OR
- ENGINEER APPROVED ALTERNATIVE
- l?,0IT
GENERALTZED SYSTEM PROFILE
RESIDENTIAL
STRUCTTJRE
I.O fT MIN, COVER
N EFFLUENf
{ DIAMET'ER SEWER
FFLUENT PIPE
NC ASTM DI785.
'ul"E 40 0R sDR 35
O.O IJT
,4BINATION OFTANKS
} CALLON CAPACITY
oject No,: 01452-0001
*e: A9D8lt5
r: MAB
NOT TO SCALE
EXISTINGCRADE
EST. 2,0 FT
4.0 FT MAX.
RESIDENTIAL
STRUCTURE
OR
EST.6.0
INFILTRATOR C}IAMBERS
I.O FT MiN. COVER
BO)(ES
TANK
0j% FALL MU{.
3.0 FT
Huddlestcn-Belry
Engineering & Testing, LLC
640 'ffhite Avenue, Unit B
Grand Junction, CO 81501
5322 COLTNTY ROAD 243
FIGURE2-SEPTICSYSTEM
PI.AN AND PROFILE
ABSORPTION BED PRC
NOT TO SCALE
l_ESTABLISH VECEI'r{IIVE COVER
-1?.0 Fr
]FT BI.'RhL
'12,0 F't
6.0 I'T MIN
*l?.0 FT
ABSORPTION BED PLAN
scALE (l"T)
0246810 20
INFILTRATOR SYSTEMS QUICK4
STANDARD CHA"MBERS
FTMlN.-
SEPTICTANK
INSPECTION PORTS INSPECTION PORTS
DISTRIBUTION BOXES T}TAT
EVEN DISTRIBIITION. OF EFFLUENT
0.0 rT
4-l
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SC
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OR
WITHMINIMUM
STANDARD(TYP-)
III
-44.0 Ft
. APPENDIX A
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P.AGE 1 OF 1
PROJECT NAME 5322 Countv Rosd 243
PROJECT I{UMBER PR,OJECTTOCANON
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Jtnctior! CO Elr0l
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640 white Averuq Unit B
GROUND ELEVANON
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. APPENDIXB
Laboratory Testing Results
Huddleston.Beny'Engineering & T*ting. ILC
640 whitB Alrnug Unit B
GnndJunction,CO 81501
97tr?55-8005
97tr255-68t8
GRAIN SIZE DISTRIBUTION
CLIENT .lasdn Fhindi.I PROJECT NAME 53r, Cdilntu R6r.l ra3
PROJECT NUMBER 0'1452-0001 PROJECT LOCATION New Castle. CO
U,S SIEVE OPENING IN INCHES I U.S. SIEVE I
200
HYOROMETER
100
b
ofi3
tll
&,
UJeL
Fzut()
&$
60
55
50
4g
40
25
1
GRAIN SIZE IN MILLIMETERS
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COBBLES
GRAVEL SAND SILT OR CLAY
coarsa flns c0arg9 madlum finc
Specimen ldontifl cation Classificatlon LL PL PI Cc Cu
TP.8, GBI 09115 CLAYEY GRAVEL wlth SAND(GC)27 19 I
Specimen ldentification D100 D60 D30 D10 o/oGravel %Sand %sitt o/oClay
a TP-8, GBI 09/1s 37.5 9.645 0.137 50.9 23.1 25.9
Huddbsron-Berry Engineerhrg &. Tesing, LLC
640 WhiteAvenue Unil B ATTERBERG LIMITS' RESULTS
Junctioo, C0 81501
CUENT ^la$n Bxn.lick PROJECT NAME 5322 Counrv Road 243
PROJECT NUIIISER 0't452-0001 PRO'ECTL@ATION N6wcastb- CO
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LIQUID LIMIT
Specimen ldeniification LL PL PI *200 Classification
a TP8, Gts1 91412016 n 10 E 28 CI.AYEY GRAVEL WIth SAND(GC)
il!'
& Te$ing, LLC MOISTU RE.DENSITY RELATIONSHIP
PROJECTLOCATION NewCastlo, CO
PROJECT NAME 5322 Countv Road 243
PRo.'ECT NUMAER 01452-0001
CLIENT Itcd'i Ftrndi^k
640 ll'hite
CrandJunction CO 81501
9?0-255-8005
9?0-2JJ-6818
)l
Sample Date:
$ample No.:
Source of Material:
Description of Mat€rial:
9t4t2016
I
145
140
135
130
I tE,
124
115
TP.8
CLAYEY with
SAND{GC}
Test Method:ASTM D698C
TEST RESULTS
Maximum Dry DensitY 1U5 PCF
OptimumWaterContent 11'0 %
GRADATION RESULTS (% PASSTNG)
#2AA #4 314'.-
26 4e T9,
o
tF6
UJo
to
ATTERBERG LIMITS
LL PL PI
27198
Curves of 100% Saturation
for Specific Gravity Equal to:
110
2.80
2.74
2.60
105
100
95
90
2005
WATER CONTENT, O/"
APPENDIX C
Percolatlon Testing Results
PERCOLATION TESTING
Project Name:5322 County Road 243 Location:
Testing Conducted By,__!r&iryjSupervlsing Engineer:M. Berry
Pit Dimensions: Length
Water Lev€l Depth:_
SOIL PROFILE
Test Numb6r;
width
Not Encountered X
T66t Number'. 2
ToD of Hol6 OeDth: 3 ft
Diameter of Hole: 4-in.
Depth of Hole: 1s-in.
Rate (miniln):
Depth 7,0ft
Remarks
Test
Top of Hole
Diameter of Hole: _
Depth of Hol6r -:--
Tlme
(min.)
water
Depth
(in.)
Change
{in.)
Rate
Top of Hole Depth: 0 ft
Diameter ol Hole: 4-in.
Depth of Hole: 18-in.
Time
{minJ
water
Depth
(ln.)
Change
(in.)
0 2.25
10 4,75 2.5
2A 6.5 1.75
30 I 15
40 s.5 1.5
50
.l''g0 li
11
't4*.'tzs
1.5
--
''f4r4t5,.1
IRat€ (min/in):
AveragE Percolation Ret€ (min/in):
Pit No.TP.5
c-1.5 ft
Clayey GMVEL with Sand and OrgBnics (TOPSoIL), dark brown,
moist
t.5-7 ft
Clayey GRAVEL with Sand (gc), hace cobbles and boulders, brown,
drv. dense
Time
(min.)
Water
Depth
(in.)
Change
{in.)
0 3.75
10 RC 1.75
20 7 1.5
30 8.125 1j25
4A 9.375 1_25
50
';1.'€0-.,"{
10.375
,it+ilzs
1::. -"'?;76
13
T
PERCOLATION TESTING
Project Name:5322 County Road 243 Location:
Testing Conducted By: . M, Berry Supervlsing Englneor:M. Berry
Pii Dimen$ions: LengtL_ ; Width_; Depth 3.0 ft
Wat€r Lsvel Depth:_ Not Encounlered X
SOIL PROFILE
Remarks
Test Number: 1
Top of Hole Depth: 3 ft
Diameter of Hole: 4-in.
Depth of Hole: Tt.in.--
Time
{min.)
water
Depth
(in.)
Change
(in.)
0 2.375
10 4.875 .E
20 5.875 1
30 7 1.125
40 8.25 1.25
',""56ri1\-!il{(jitaS ,.os?&,,
'ili.l:601.i;.:. cf.5'1]t
12Rate
Test Number:
Top ol Hole Depifr1
-
Diameter of Hole: _
Depth ot Hole: _
Rate
Test Number:
Topof Hotery
Diameter of Hole: _
Depth of Hole:
Time
{min.)
water
Depth
{in.)
Change
(!n.)
Rate (min/in):
Average Percolation Rate (min/in):
Pir No.
0-1.5 ft
Clayey GMVEL with Sand and Organics (ToPSolL), darl( brown,
moist
1.5.3 ft
clayey GRAVEL with Sand (gc), trace cobbles and boulders, brown,
dru. dense
Time
(min.)
Water
Depth
(in.)
Change
(in.)
PERCOLATION TESTING
Project Name: 5322 County Ro?d 243 Location:New Castle
Testing Conducted M. Benv M. Benv
Depth 3.5 ff
Encountered X
SOIL PROFILE
Remarks
0-'l.5fi
eiayetcmvEl with Sand and organics (ToPsolL)' dark brown,
moist
trace
Supervising Engineer:
width
Test Number;;!---
Top of Hole Depth: 3.5 ft
Diameter of Hole: 4-in
Depth of Holel 17'ln.
Time
(min.)
Water
Depth
(in.)
Change
(in.)
0 2.75
10 6.875 4.125
20 10.5 3.625
30 12.75 225
40 13.875 1.125
50 15 1.125
-.i.btirri:'.i.Y,?S:i iils:zd,i.i
'13R€te (min/ln)i
Average Percolation Rats (minnn):
Test Number:
Top of Hole UEOIN:
Diameter of Hole; _
Depth of Hale;
Rat6 (minlin):
Test Numb€r:
Top of Hole Depth: _
Diameter of Hole: _
Deoth of Hole:
Tlme
lmin.)
Water
Depth
(in,)
Change
(in.)
Rate (mln/in):
l'ime
(min.)
Water
Depth
(in.)
Change
(in.)