HomeMy WebLinkAbout20100279.tiff I LAUBE ENGINEERING, LLC
ass
• 6250 W 10'" Street, Ste 3 DATE 6/4/08
Greeley, Colorado 80634
(970) 356-3099
(370) 356-3143 FAX SUBMITTED VIA:
CARRIER
NIAIL
LETTER OF TRANSMITTAL FEDERAL EXPRESS
Tel:
To: Marie McCabe FAX-#
15850 West 6th Avenue OTHER-Pick up
Golden, CO 80401 THESE ARE
Project No.: 415 TRANSMITTED FOR:
Project: New House YOUR INFORMATION x
1520 WCR 49 YOUR APPROVAL
Hudson, Colorado AS REQUESTED
YOUR PROCESSING
OTHER
WE ARE SENDING YOU ENCLOSED:
Prints X Report
Original Other:
No. Of Drawing Description
Copies No.
• 4 Soil Percolation Test Letter Report
4 Geotechnical Engineering Report
1 Invoice 415A(PAID)
REMARKS:
Four copies of the percolation test report for your proposed residence are enclosed.
Each copy has an original P.E. stamp with signature. Weld County requests 2 copies
of the report and your septic contractor will need one copy. Please keep the remaining
copy for your records.
Four copies of the geotechnical engineering report for your proposed project are
enclosed. Your structural engineer, earthwork contractor, and Weld County should
receive a copy. Please keep the remaining copy for your records.
cc: Signed: f' 1
Keith A. Laube, P.E.
•
2010-0279
it LAUBE 6250 W 10th Street,Ste 3
• Greeley,CO 80634-8856
e-
ENGINEERING, LLC mail:lattheengtgwest.net
Fax: (970)356-3143
Telephone: (970)356-3099
May 27,2008 Project No.: 415
Keith Thoene
1365 W. Mulberry Lane
Highlands Ranch, CO 80129
Subject: Percolation Test for Individual Sewage Disposal System (I.S.D.S.)
1520 WCR 49
Hudson, Colorado
Dear Mr. Thoene:
Enclosed are the results for a percolation test performed by Laube Engineering, LLC at the
subject site on May 20, 2008. The average percolation rate was 21 minutes per inch,
which meets the County criteria for a standard system. No limiting zones of groundwater or
impermeable layers were encountered within 8 feet below existing grade. We recommend that
a standard I.S.D.S. system be allowed at the subject site.
Because the leach field should be constructed where our percolation test holes were
• performed, we recommend that the flags marking the percolation test holes remain until leach
field construction commences. A map with approximate distances to the tested area is
attached for future use.
Please submit to the Weld County Health Department for their approval and subsequent
permit issuance. If you have any questions,please call me at(970) 356-3099.
Sincerely,
LAUBE G, LLC
O REG�f
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Al
Keith A. Laube,P.E.
Geotechnical/Civil Engineer
Enclosures: Site Location Map
Test Hole Location Plan
Summary of Percolation Rates
•
Soil Profile (soil boring log)
• •
SITE LOCATION MAPit
1520 WCR 49 N
• HUDSON. COLORADO
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•
Summary of Percolation Rates
Project Name: New House
Project Location: 1520 WCR 49
Hudson, Colorado
Date of Test: May 20, 2008
Diameter of Hole: 6 inches
Depth of Hole: 30 inches
Client Name: Keith Thoene
LE Project No: 415
Percolation Percolation Water Remaining
Hole Number Rate (minutes In Hole After
per inch) Soaking Period
P1 19 No
• P2 13 No
P3 31 No
P4 22 No
P5 20 No
P6 21 No
P7 24 No
P8 22 No
Average Percolation Rate= 21 mpi
For a standard system, the required percolation
rate of existing soils is 5 to 60 minutes per inch.
•
Laube Engineering, LLC
• I
TEST HOLE LOCATION PLAN
1520 WCR 49
• HUDSON, COLORADO
PASTURE PASTURE
X
PROPOSED X
HOUSE
P4 39 s - 39' . 39 621 '
P3 P2i P1�
P9N m
I 81s
P59 J S P79 PBs
0
m
m CO
I.0 X
• PASTURE x
1
PASTURE PROPOSED i-
r SHOP T
X
tL - - - - -
x
J
x
PLAN 1
(NOT TO SCALE)
PI 0 PERCOLATION TEST HOLE, TYPICAL
• 81 0 SOIL BORING. TYPICAL
•
Project: Proposed Residence Boring No.: P9
Location: 1520 WCR 49 Date Drilled: May 16. 2008
Hudson. Colorado LE Project No.: 415
• I Client: Keith Thoene
Sample Soil Description
Depth Type
SURFACE - grass
0.0
CLAYEY SAND - brown
SANDY CLAY - brown
z
5.0
U
End of Boring at 8.0 feet
10.0
15.0
Water Level Observations: Method: CME Drilling
Initial Observation During drilling: DRY •
Time After Drilling: 1 hr 3 days
Laube Engineering, LLC
• Depth to Water: Dry Dry
Cave-in Depth: 7.5' 7.5'
•
Geotechnical Exploration Report for
Proposed Residence
1520 WCR 49
Hudson, Colorado
Prepared F'or:
Keith Thoene
1365 W. Mulberry Lane
Highlands Ranch, CO 80129
Prepared By:
Laube Engineering, LLC
6250 W 10th Street, Ste 3
Greeley, CO 80634
(970) 356-3099
Project No. 415
June 3, 2008
• •
LAUBE 6250 W 10th Street,Ste 3
• Greeley, CO 80634-8856
ENGINEERING, LLC e-mail:laubeeng@gwest.net
Fax: (970)356-3143
Telephone: (970)356-3099
June 3, 2008 Project No.: 415
Keith Thoene
1365 W.Mulberry Lane
Highlands Ranch, CO 80129
Subject: Geotechnical Exploration Report
Proposed Residence
1520 WCR 49
Hudson,Colorado
Dear Mr. Thome:
Enclosed is a geotechnical report performed per our Agreement dated and signed April 25, 2008.
Please provide a copy of this report to your structural engineer for foundation design. This report
should be submitted to Weld County for their records and for issuing a building permit.
It has been a pleasure being part of your project. If you have any questions, please call me at
(970)356-3099.
lir
Sincerely,
LAUBE ENGINEERING,LLC
O A.9 / r
�d'• m�o
•Y 31 74 T."t
Keith A. Laube,P.E.
Civil/Geotechnical Engineer
•
Table of Contents
1 PROJECT INFORMATION 1
2 FIELD EXPLORATION 1
2.1 Sampling
2.2 Groundwater 2
3 LABORATORY TESTS 2
3.1 Test Results 2
4 SUBSURFACE CONDITIONS 3
5 CONCLUSIONS AND RECOMMENDATIONS 3
5.1 Site Preparation and Earthwork 3
5.2 Foundations 4
• 5.3 Floor Slabs 5
5.4 Exterior Concrete 5
5.5 Underground Utilities 6
5.6 Construction Considerations 6
5.7 General Recommendations 7
6 CLOSURE 7
APPENDIX 9
I
Laube Engineering, LLC
• • Page 1
1 Project Information
The purpose of this exploration was to provide foundation and earthwork recommendations
based upon soil samples obtained from two soil borings performed at the proposed house
location. You have informed us that the proposed house will be a wood-framed home with a
basement and an attached garage. The foundation is anticipated to consist of a perimeter
foundation wall founded on continuous spread footings.
The proposed site is Lot B of Recorded Exemption RE-3050, located in Weld County, Colorado.
The site is on the west side of Weld County Road 49, approximately 1/3 miles south of Weld
County Road 6. The site is more specifically located in the Northeast ''/, of Section 25, Township
1 North, Range 65 West of the 6`s Prime Meridian in Weld County, Colorado. The site presently
consists of a pasture and the topography is relatively level with surface runoff to the southeast.
2 Field Exploration
The field exploration was performed on May 16, 2008, using 4-inch diameter continuous flight
augers powered by a truck mounted drilling rig. Two (2) soil borings were advanced to a depth
of 15/ feet each within the staked house location. The approximate locations of the soil borings
are shown on the Test Hole Location Plan in the Appendix.
2.1 Sampling
A geotechnical engineer from Laube Engineering was present during drilling and sampling. A
field log was prepared by visually classifying the samples. The samples were sealed in zip locked
bags to prevent moisture loss and transported to our soil laboratory for further testing. Drilling
and sampling was performed according to the following standard procedures:
1. Sampling with a 2-inch outside diameter, split barrel (split spoon) sampler per
ASTM D1586—"Penetration Test and Split Barrel Sampling of Soils". The standard
penetration test (SPT) results, "N" values, are shown on the Boring Logs. Eight (8)
such tests were performed.
2. Sampling with a 3-inch outside diameter (2'/cinch inside diameter) lined, tube
sampler (California sampler) driven according to ASTM D1586. Reported "N"
Laube Engineering, LLC
• • Page 2
blowcounts on the boring logs are adjusted values to reflect the energy required for a
• standard penetration test (2-inch diameter sampler). Two (2) such tests were
performed.
2.2 Groundwater
Ground water measurements were made upon completion of drilling and approximately 72 hours
later. Groundwater was not encountered within the boring termination depth of 15%feet.
3 Laboratory Tests
The following tests were performed on selected samples for classification and engineering
purposes:
Visual Classification Atterberg Limits
Moisture Content Sieve Analysis
Unit Weight Consolidation-Swell
The Consolidation-Swell Test and Sieve Analysis results are presented in the Appendix. The
remainder test results are provided on the Boring Logs. The Boring Logs contain both factual and
interpretive information. The horizontal lines between soil layers on the Boring Logs represent
approximate boundaries between soil types. The transition between soil layers is typically
gradual.
3.1 Test Results
A consolidation-swell test was performed on a sample obtained at a depth of 15 feet in boring
B2. The sample exhibited a swell pressure of 2,300 psf upon wetting and moderate
compressibility with loads greater than 2,000 psi
Atterberg Limit tests were performed on clayey samples obtained at a depth of about 7 feet and
10 feet in boring B2. The measured liquid limit and plasticity index for these samples indicate
the clay has low to moderate plasticity.
I
Laube Engineering LLC
• • Page 3
4 Subsurface Conditions
• In general, the soils at the boring locations consist of medium dense clayey sand extending from
the surficial topsoil to a depth of about 3 to 5 feet. Very stiff sandy clay was encountered
extending from the clayey sand to the boring termination of 15'A feet. The clay soils deeper
than 10 feet have moderate swell potential upon wetting. Groundwater was not encountered
within 15'A feet of the surface at the time of the exploration. We anticipate ground water levels
may vary seasonally.
5 Conclusions and Recommendations
It is our opinion that the medium dense sandy clay and very stiff clay soils exhibit adequate
bearing capacity for the proposed construction of a house and attached garage. However, the
expansive clay soils located at a depth greater than 10 feet are not suitable for direct
support of slabs or foundations. We recommend that the basement be constructed no
deeper than 6 feet to provide at least 4 feet of vertical separation between the bottom of
slabs/foundations and the underlying expansive day soils. Based on our understanding of the
project and data obtained from the exploration,we make the following recommendations.
5.1 Site Preparation and Earthwork
1) Topsoil, weeds, surficial organic material, and soils containing organics and roots should
be removed from the proposed construction area.
2) All footing and slab subgrades should be scarified at least 6 inches, moistened and
compacted to at least 95%of the Standard Proctor maximum dry density (ASTM D698).
3) Fill in areas of proposed buildings, structures, slabs, pavements, or walks should consist
of non-expansive, well-graded sand and gravel meeting approval of the geotechnical
engineer. Granular fill should be placed in maximum 8-inch lifts and compacted to at
least 95% of the Standard Proctor maximum dry density and within 3% of the optimum
moisture content as determined by ASTM D698. Fill materials should be free of frozen
material, dried clods, organic matter and material greater than 3 inches in diameter.
I
Laube Engineering LLC
• • Page 4
4) Fill in areas outside of the influence of buildings, structures, slabs, and walks may consist
of non-organic soils available on site and should be compacted to at least 90% of the
Standard Proctor maximum dry density and within 2% of the optimum moisture content
as determined by ASTM 1)698.
5.2 Foundations
1) We recommend that the house and garage be supported by conventional spread footings
(continuous strip and/or individual pad footings) founded directly on the medium dense
clayey sand soils, very stiff sandy clay soils, or on compacted granular fill material
placed in accordance with section 5.1 Site Preparation and Earthwork.
2) Footings founded on the medium dense clayey sand soils, very stiff sandy clay, or on
compacted fill may be designed based on a maximum net allowable soil bearingpressure
of 1,500 pounds per square foot (psi). Total settlement is estimated to be less than 1 inch
and differential settlement is estimated to be h to 3A of an inch. We recommend that
footings be designed to maximize the dead load without exceeding the net allowable
soil bearing pressure. We recommend that foundations be designed for a minimum
dead load of 500 psf.
3) Footings should be placed at a minimum depth of 30 inches below final exterior grade for
frost protection.
4) Footings should be sized to mimmi7.E differential movement. We recommend that
continuous spread footings be a minimum 16 inches wide and pad footings be at least 24
inches wide.
5) We recommend that footing subgrades be observed by a geotechnical engineer from our
office prior to placement of fill or concrete. Observation during construction verifies if
subsoils are consistent with the conditions revealed in the borings and provides an
opportunity for site specific recommendation if unsuitable subgrade conditions are
encountered_
Laube Engineering, LLC
• • Page 5
6) Basement foundations should be provided with perimeter drain lines routed to a sump for
• foundation water discharge. Drain lines should consist of a minimum 4-inch diameter
perforated pipe sloped at a minimum 1% (1/8 inch per foot) to the sump pit. Drain lines
should be bedded with free-draining aggregate wrapped with filter fabric to minimize
erosion of the native soils into the drain system. The sump should discharge water a
minimum 10 feet from the house. We recommend moisture proofing exterior basement
walls.
7) Basement walls should be designed for the lateral earth pressures exerted by the soil
bacldll. We recommend that basement walls be designed for an equivalent fluid pressure
of 55 pcf for the on-site sandy clay soils in the "at rest" condition.
8) Exterior foundation wall barkfill not supporting walks, drives, or other structures should
be compacted to at least 90% of the Standard Proctor maximum dry density and within
2%of the optimum moisture content as determined by ASTM D698.
5.3 Floor Slabs
• 1) A minimum of 4 inches of free-draining aggregate should be placed directly beneath
slabs to provide uniform support and act as a capillary moisture break. The aggregate
should be compacted to at least 95% of the Standard Proctor maximum dry density
(ASTM D698).
2) Concrete slabs should be designed in accordance with current American Concrete
Institute (ACI) guidelines. Contraction joints shall be provided in slabs according to ACI
guidelines.
5.4 Exterior Concrete
1) A minimum of 4 inches of free-draining aggregate should be placed directly beneath
slabs to provide uniform support and act as a capillary moisture break. The aggregate
should be compacted to at least 95% of the Standard Proctor maximum dry density
(ASTM D698).
Laube Engineering, LLC
• • Page 6
2) Exterior concrete should be sloped at least 1% (1/8 inch per foot) to provide adequate
• surface drainage.
3) Concrete exposed to weather should be air-entrained to minimize frost damage. We
recommend that de-icing salt be avoided during the first year after construction.
5.5 Underground Utilities
1) Buried water bearing utilities should be located below frost depth. Water lines should
have at least 4% feet of cover and sanitary sewer (septic lines) should have at least 3 feet
of cover,unless protected with insulation.
2) Utility trench backfill should be compacted to at least 90% of the Standard Proctor
maximum dry density and within 2% of the optimum moisture content (ASTM D698)
from 1 foot above the conduit to the final surface grade to minimize subsidence. Beneath
structures, walks, drives, and pavements, backfill should consist of approved granular
material compacted to least 95% of the Standard Proctor maximum dry density and
within 3%of the optimum moisture content as determined by ASTM D698.
5.6 Construction Considerations
1) Trench/excavation spoil, heavy equipment, and vibrating equipment should not be
permitted within a lateral distance of 'A the depth of the trench/excavation or within 3
feet,whichever is greater.
2) Excavation safety is the contractor's responsibility and should be conducted in strict
adherence to OSHA and other applicable codes.
3) Surface water should be directed away from open excavations and should not be allowed
to pond. The clayey sand soils that comprise the subgrade may soften or loosen if they
become wet. Any soils that become wet, loose, or disturbed should be removed and
replaced with compacted soils or the footing should be deepened to adequate bearing
soils.
•
Laube Engineering, LLC
• • Page 7
4) Special precautions should be taken for earthwork during cold weather periods. Footings,
• slabs, and fill material should not be placed on frozen soils. Exposed subgrade soils
should be adequately protected with insulating blankets or hay.
5.7 General Recommendations
1) Foundations, floor slabs, and above grade structures should be designed by a qualified
structural engineer licensed in the State of Colorado.
2) Rainwater from roofs and exterior concrete flatwork should be directed away from
structures. Permanent surface grades should provide adequate surface drainage away
from buildings. Final surface grades should slope away from buildings a minimum of
10% for a minimum distance of 10 feet (minimum 1 foot of vertical fall in 10 feet of
horizontal distance). Due to difficulty of obtaining proper compaction of wall backfill,
some settlement of the backfill may occur. Surface grades around the house and garage
should be monitored during the first few years, and if required, additional backfill
material may be needed to maintain surface drainage away from the house and garage.
• 3) Underground sprinkler systems should be installed at least 5 feet from foundations and
should not spray water within 5 feet of foundations. Landscape irrigation should be
minimized or eliminated within 5 feet of foundations and trees should not be planted any
closer than 15 feet from foundations.
6 Closure
This report was prepared for Keith Thoene for evaluation of the site for design and construction
of the proposed project. This report was prepared in accordance with generally accepted soil and
foundation engineering practices. No warranties are made, either expressed or implied. The
analysis and recommendations in this report are our opinions based upon the data obtained from
the field exploration. Variations may exist between soil borings or beneath the soil boring
termination depth. Such variations may not become evident until excavation or construction. To
determine if soil conditions revealed during construction are consistent with those disclosed by
the soil borings, we recommend that subgrades be observed by a geotechnical engineer from our
office prior to placement of fill or concrete.
Laube Engineering, LLC
• • Page 8
Any reference to American Society for Testing and Materials (ASTM) methods in this report
• shall apply only to the specified test. Referenced documents listed in the specified ASTM are not
to be implied or inferred.
The report may contain insufficient information for other uses or applications. Laube
Engineering should be notified if changes in the proposed project, building location, or design
are contemplated.
IIP
I
Laube Engineering, LLC
• • Page 9
•
Appendix
Site Location Map
Test Hole Location Plan
General Notes and Report Terminology
Boring Logs
Consolidation-Swell Test
Sieve Analysis
I
•
Laube Engineering, LLC
SITE LOCATION MAP
1520 WCR 49 N
i HUDSON, COLORADO01 I^
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TEST HOLE LOCATION PLAN
1 1520 WCR 49
• HUDSON, COLORADO
PASTURE PASTURE X
PROPOSED X
HOUSE
; pd si 39 P3� 39 P2 39 P1. API .
P9� m
IP59 P69 P79 PB9 — 1 B1 X
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l I( X
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X
x x x x x - X X—\
1 PLAN
(NOT TO SCALE)
S
PI 0 PERCOLATION TEST HOLE. TYPICAL
• BI 0 SOIL BORING. TYPICAL
I
General Notes & Report Terminology
• Abbreviations used on the boring lofts
CAL: California lined tube sampler(3.0 inch outside diameter,2.5 inch inside diameter)
DD: dry density
LL: liquid limit(%)
N: "N"value,the blowcount representation of the penetration resistance of the soil
P200: percent passing the No.200 sieve(0.075 mm)
PI: plasticity index(%)
PL: plastic limit('%)
SS: split spoon sampler(2.0 inch outside diameter, 1.375 inch inside diameter)
SSA: solid stem auger
SPT: standard penetration test
The soil penetration resistance(N) is the summation of the number of blows required to drive the 2-inch outside
diameter sampler 12 inches with a 140-pound hammer falling 30 inches. The number of recorded blows
commences after the sampler is seated 6 inches.
Fine Grained Soils (clans & silts)—more than 50%passing the No. 200 sieve(0.075 mm)
Liquid Limit<50 Liquid Limit>50
CL 4 lean clay CH 4 fat clay
CL-ML 4 silty clay(4<PI<7) MH 4 elastic silt
ML 4 inorganic silt OH 4 organic clay or organic silt
OL 4 organic clay or organic silt
"with sand"or"with gravel"when 15%to 29%is retained on the No.200 sieve
"sandy"or gravelly"when more than 30%is retained on the No.200 sieve
Consistency:
Term "N"Value Tons/sq.ft
Very soft <2 0.0 to 0.25
Soft 2-4 _ 025 to 0.50
Firm 4-8 0.50 to 1.00
Stiff 8-15 1.00 to 2.00
Very Stiff 15-30 2.00 to 4.00
Hard >30 >4.00
Coarse Grained Soils (sands & gravels)—less than 50%passing the No. 200 sieve (0.075 mm)
'• More than 50%retained on#4 sieve(4.75 mm) More than 50%massing#4 sieve(4.75 mm)
GC 4 clayey gravel(P200> 12%) SC 4 clayey sand(P200> 12%)
GM 4silty gravel(P200> 12%) SM 4 silty sand(P200>12%)
GP 4 poorly graded gravel(P200<5%) SP 4 poorly graded sand(P200<5%)
GW 9 well graded gravel(P200<5%) SW 4 well graded sand(P200<5%)
"with sand"when at least 15%sand "with gravel"when at least 15%gravel
"with clay"or"with silt"when 5%<P200<12% "with clay"or"with silt"when 5%<P200< 12%
Relative Density:
Term "N"Value I
Very Loose 0-4
Loose 4-10
Medium Dense 10-30
Dense 30.50
• Very Dense >50
Laube Engineering, LLC
Project: New House Boring No.: B1
Location: 1520 WCR 48 Date Drilled: May 18, 2008
I
' Hudson. Colorado LE Project No.: 415
. Client: Keith Thoene
1
m
m
r
i r_u U
u c
.0 m -.1 _
E a 1"Z H T O In•-•
j Elev, m m m 3 Soil Description E r LL
CO a oj Other
Depth E E Lii }- cI o" PI Test
C
la 47 CD(0 m a m Surface - pasture r 01 �o %j Results
I 0.0
:` % Passing:
_ 1 5S 18 28 CLAYEY SAND — damp, medium dense, brown.:s4 SC 5 0 = 100%0 = 83.0%
aa
0200 = 47.6%
SANDY CLAY — damp, very stiff. brown.
2 55 6 20 CL B
5.0 i
_ 3 SS 10 26 CL 11
.
y
I4 SS 10 21 . . .calcareous
10.0 CL 10
S_
•
s
( '7 CL 23
I 15.0 5 S5 18 17 . . .moist
End of boring at 15.5 feet.
T
20.0
j 25.0
1 -
i Water Level Observations: Rig: CME Method: 4" SSA
Initial Observation During drilling: Dry
Laube Engineering, LLC
Time After Drilling: 10 min. 3 days
6250 W. 10th Street, Ste . 3
• Depth to Water: Dry Dry Greeley, CD 80634
Cave-in Depth: 15' 14.3' (970) 356-3099
Project: New House Boring No.: 62
Location: 1520 WCR 49 Date Drilled: May 16. 2006
Hudson. Colorado LE Project No.: 415
Client: Keith Thoene
( d
61
t
L U
F N
E a G y K
= f TLL
Elev. m ate, w i Sail ❑ascription m m PL Other
PI
Depth E E u r m f O Test
Results
N Cl) o: m Surface - pasture r C] (%)
0.0
- 1 S5 16 34 CLAYEY SAND - damp, dense, brown. F SC 10
- 2 SS 12 15 . . .medium dense. . SC 9
4_5.0
32
_ 3 S5 15 16 SANDY CLAY - damp, very stiff, brown. CL 9 16
16
4 CAL 18 23 CL 15
3
10.0 S 4327
d -
( 5 CAL 16 - . . .moist. CL 17
Swell e 2, 3001 sf
( 15.0 • D05= 113.6 pcf
End of boring at 15.5 feet.
E _
20.0
f
25.0
Water Level Observations: Rig: CME Method: 4" SSA
Initial Observation During drilling: Dry Laube Engineering, LLC
Time After Drilling: 10 min. 3 days 6250 W . 10th Street, Ste . 3
IIIDDepth to Water: Dry Dry Greeley, CO 80634
Cave—in Depth: 15' 14.3' (970) 356-3099
•
CONSOLIDATION -SWELL TEST
Boring B2 @ 14 to 15.5' Clay (CL)
Stress vs. Strain
1.0% — T
•
0.0% — •
-1.0%
ae -Y_0%
co
N -3.0%
-4.0%
-5.0% — -�
•
-6.0% — —
100 1,000 10,000
Test Pressure (psf)
Project: New House Initial Final Sample Inundated at 530 psf
Client: Thoene Moisture Content 12.4% 17.4% Approx. Overburden Pressure(P0): 1,600 psf
Test Date: 5/19/2008 Void Ratio: 0.29 022
Project No. 416 Dry Density(pcf): 113.6 119.9 Swell Pressure:2,300 psf
Saturation: 100% 183% Precent Swell: 1.5%
Sample Diameter. 2.425 inches
Sample Height 0.787 inches
Laube Engineering, LLC
• • •
Sieve Analysis
•
U.S. Sieve Opening (Inches) I U.S. Sieve Numbers I Hydrometer
3 2 1 3/8 #4 #10 #20 #40 #100 #200
I 1 ! 1 ► ! , 1 1 I
100 I -
I
90
80
70
60
t � i
50
c 40
I �
mkt
, 30
20
10
0
100 10 1 0.1 0.01 0.001
Particle Size (mm)
Cobbles Gravel Sand Silt or Clay
coarse j fine coars4 medium [ fine
Source Classification % Moisture LL PL PI
Boring B1-1 5
Clayey Sand (SC) - brown
@1-2.5'
Client: Thoene Project No.: 415
( Project: New House Test Date: 5/21/08
Laube Engineering, LLC
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