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SOILOGIC
September 23, 2005
Mr. Jason Slater
8567 Weld County Road 86
Fort Collins, Colorado 80524
Re: Geotechnical Subsurface Exploration
Proposed Slater Residence (8567 Weld County Road 86)
Weld County, Colorado
Soilogic Project # 05-1023
Mr. Slater:
Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface
exploration you requested for your proposed residence to be constructed at 8567 County
Road 86 in Weld County, Colorado. The results of our subsurface exploration are
included with this report.
We understand the proposed residence will be a one or two-story wood frame structure
constructed over a walkout basement. A detached garage is also anticipated adjacent to
the west side of the proposed residence. Foundation loads for the structure are expected
to be light with continuous wall loads less than 2.5 kips per lineal foot and individual
column loads less than 35 kips. Small grade changes are expected to develop finish site
grades in the residence area.
The purpose of our investigation was to describe the subsurface conditions encountered
in the completed site borings and develop the test data necessary to provide
recommendations concerning design and construction of the residence foundations and
support of floor slabs and exterior flatwork. The conclusions and recommendations
outlined in this report are based on the results of the completed field and laboratory
testing and our experience with subsurface conditions in this area.
Soilogic, Inc. 2007-0474
1435 Hilltop Circle • Windsor, CO 80550 • (970)674-3430
Slater Residence
Soilogic#05-1023
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SITE DESCRIPTION
The proposed residence will be constructed at 8567 Weld County Road 86 west of Black
Hollow Reservoir in Weld County, Colorado. The existing lot encompasses
approximately 30 acres and is the site of an existing residence located toward the front of
the lot adjacent to Weld County Road 86. The location of the proposed residence is
situated toward the back of the lot on a site ridge. At the time of our site exploration, the
area of the proposed residence was vegetated and sloping to the south. The maximum
difference in ground surface elevation across the residence footprint was estimated to be
approximately 5 to 7 feet at that time.
EXPLORATION AND TESTING PROCEDURES
To develop subsurface information in the area of the proposed residence, two (2) soil
borings were extended to depths ranging from approximately 15 to 30 feet below present
site grades within the approximate building footprint. The boring locations were
established in the field by Mr. and Mrs. Slater and Soilogic personnel by estimating
angles and distances from identifiable site references. A diagram indicating the
approximate boring locations is included with this report. A graphic log of each of the
auger borings is also included.
The test holes were advanced using 4-inch diameter continuous flight auger powered by a
truck-mounted CME-45 drill rig. Samples of the subsurface materials were obtained at
frequent intervals using California barrel and split-barrel sampling procedures in general
accordance with ASTM specification D-1586. Penetration resistance measurements were
obtained by driving the standard sampling barrels into the substrata using a 140 pound
hammer falling a distance of 30 inches. The number of blows required to advance the
samplers a distance of 12 inches is recorded and helpful in estimating the consistency,
relative density or hardness of the soils or bedrock encountered. In the California barrel
sampling procedure, relatively undisturbed samples are obtained in removable brass
sleeves. Samples of the subsurface materials obtained in the field were sealed and
returned to the laboratory for further evaluation.
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The samples collected were tested in the laboratory to measure natural moisture content
and visually classified in accordance with the Unified Soil Classification System (USCS).
The USCS group symbols are indicated on the attached boring logs. An outline of the
USCS classification system is included with this report. Classification of bedrock was
completed by visual observation of disturbed samples. Other bedrock types could be
revealed through Petrographic analysis.
As part of the laboratory testing, a calibrated hand penetrometer (CHP) was used to
estimate the unconfined compressive strength of essentially cohesive specimens. The
CHP also provides a more consistent estimate of soil consistency than tactual observation
alone. Dry density, Atterberg limits, -200 wash and swell/consolidation tests were
completed on selected samples to help better define specific sample characteristics.
Atterberg limits tests are used to determine soil plasticity. Minus -200 wash tests are
used to determine the percentage of fine grained soils (clay and silt) in a sample.
Swell/consolidation tests are performed to evaluate soil volume change potential with
variation in moisture content. The results of the completed laboratory tests are outlined
on the attached boring logs and swell/consolidation summary sheet.
SUBSURFACE CONDITIONS
The materials encountered in the completed site borings can be summarized as follows.
Approximately 2 to 4 inches of topsoil and vegetation was encountered at the surface at
the boring locations. The topsoil/vegetation was underlain by brown, medium stiff to
stiff, sandy lean clay. The lean clay extended to a depth of approximately 2 feet below
ground surface and was underlain by weathered claystone bedrock. The claystone was
colored brown/grey/rust, was moderately hard and showed moderate to high swell
potential at in-situ moisture and density conditions. The site borings were terminated at
depths ranging from approximately 15 to 30 feet below ground surface in the weathered
bedrock.
The stratigraphy indicated on the included boring logs represents the approximate
location of changes in soil and rock types. Actual changes may be more gradual than
those indicated.
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Groundwater was not encountered in the completed site borings at the time of drilling
Groundwater levels will vary seasonally and over time based on weather conditions, site
development, irrigation practices and other hydrologic conditions. Perched groundwater
conditions may also be encountered at times throughout the year. Perched water is
commonly encountered in soils overlying less permeable bedrock. The location and
amount of perched water can also vary over time.
ANALYSIS AND RECOMMENDATIONS
General
The claystone bedrock encountered at this site exhibited high plasticity and moderate to
high swell potential at current moisture and density conditions. Heaving of site
improvements placed directly on or immediately above the expansive bedrock would be
expected as the moisture content of the subgrade soils increases subsequent to
construction. In order to reduce the potential for movement of the proposed structures in
,r-• the expansive soils environment, we recommend the residence and detached garage be
supported on a drilled pier foundation system. Drilled piers would anchor the residence
and detached garage into bedrock significantly reducing the potential for total and
differential movement of the structures. There will remain some risk associated with
building in areas of expansive soils. The risk of some movement and associated distress
cannot be eliminated.
Drilled Pier Foundations
We recommend drilled pier foundations extend a minimum of 12 feet into competent
bedrock with a minimum shaft length of 20 feet and be designed using a maximum end
bearing pressure of 25 kips per square foot (ksf). The piers should be designed to
maintain a minimum dead load pressure of 7 ksf based on the cross-sectional area of the
piers.
An increase in pier capacity can be developed through credit from skin friction by
increasing the minimum length and bedrock penetration requirements outlined above.
-. An allowable skin friction of 2,500 psf could be used for that portion of the pier shaft
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extended below the recommended minimum depths. If the minimum required dead load
pressure cannot be achieved, an uplift skin friction resistance value of 1,700 psf could be
used to calculate additional uplift resistance for the increase in pier length only.
Piers should be designed with full length steel reinforcement to help transmit any axial
tension loads that may develop in the pier shaft. A minimum 6-inch continuous void
space should be constructed beneath the grade beams to concentrate dead load on the
piers and allow for some movement of the subgrade soils without transmitting stresses to
the overlying structure. Voids should be formed using approved methods to prevent soil
and debris from entering the void space. Void form material should be collapsible
enough such that expansive soil uplift forces cannot be transmitted through the void form
to mobilize the grade beams.
Based on the materials encountered in the completed site borings, we expect the pier
excavations could be completed using conventional augering techniques. Areas of well
cemented or very hard bedrock could be encountered requiring specialized rock bit and/or
coring equipment. Pier excavations would be expected to remain stable for short periods
during construction such that we do not expect temporary casing of the drilled shafts
would be required. If groundwater is encountered during drilling, casing of the holes and
pump or tremmie pipe concrete placement methods may be required.
Pier concrete should have a slump in the range of 5 to 8 inches and be placed in the pier
holes immediately after the completion of drilling, cleaning and placement of the
reinforcing steel. Care should be taken in forming the upper edges of the pier excavation
to avoid "mushrooming" at the top of the drilled pier excavations. The mushroom shape
will provide additional area for expansive soil uplift forces. Cylindrical cardboard forms
or other approved means may be necessary to maintain a consistent upper shaft diameter.
We estimate long term settlement of the drilled caisson foundations designed and
constructed as outlined above resulting from the assumed structural loads would be less
than % of an inch. Additional movement could occur if water from any source is allowed
to infiltrate the foundation soils.
Interior Floors
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In order to reduce the potential for movement of the residence floor slabs, we recommend
all interior living area floor slabs be constructed as structurally supported floors over a
void space. A minimum 8-inch void space should be developed beneath the bottom of
the floor system. A larger crawl space area has the advantage of allowing maintenance of
grade beam void spaces and sub floor utilities. We recommend the subgrades in the void
space area be sloped to drain to a perimeter drain system in case of water infiltration. In
addition, care should be taken to reduce the potential for development of moist air
conditions in the voided area.
Garage Floor
To reduce the potential for movement of the garage floor slab subsequent to construction,
we recommend a zone of reconditioned soil be developed beneath the garage floor slab.
The reconditioned mat will provide a zone of material immediately beneath the garage
floor slab which will have low potential for volume change subsequent to construction.
r-- The low volume change mat and surcharge loads placed on the underlying soils by the
reconditioned mat would reduce the potential for total and differential movement of the
supported slab. The reconditioned zone would also assist in distributing movement in the
event that some swelling of the materials underlying the reconditioned zone occurs.
The overexcavation zone should extend at least 3 feet below top of floor slab subgrade
level. Overexcavation backfill soils should consist of low volume change and relatively
impermeable soils free from organic matter, debris and other objectionable materials.
The near surface site lean clay could be used as overexcavation backfill beneath the
garage floor slab. Claystone bedrock should not be used as overexcavation backfill or fill
in any structural areas of the site. Import soils should have a minimum of 20% fines
(material passing the #200 size sieve) in order to reduce the potential of those materials to
pond and transmit water. After stripping and completing the overexcavation, the
essentially cohesive backfill soils should be placed in loose lifts not to exceed 9 inches
thick, adjusted in moisture content and compacted to be within the range of 94 to 98% of
the materials standard Proctor maximum dry density. The moisture content of the
backfill soils should be adjusted to be within the range of-1 to +3% of standard Proctor
optimum moisture content at the time of compaction. When adjusted to the high end of
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the recommended moisture range, some "pumping" of the subgrade soils may occur and
would be expected.
Care should be taken to maintain the proper moisture content of the subgrade soils prior
to concrete placement. The prepared structural mat should not be left exposed for
extended periods of time. In the event that the reconditioned soils are allowed to dry out
or if rain, snowmelt or other water sources are allowed to infiltrate into the reconditioned
area, reworking of the subgrade soils or removal/replacement procedures may be
required.
Inherent risks exist when building in areas of expansive soils. The
overexcavation/backfill procedures outlined above will reduce but not eliminate the
potential for movement of the garage floor slab. The in-place materials below the
moisture conditioned zone can experience volume change with increases in moisture
content and create some slab movement. With the expansive nature of the site soils,
some movement of the garage floor slab should be expected.
Exterior Flatwork
Exterior flatwork may be supported on existing site soils or newly placed and compacted
fill. All existing topsoil and vegetation should be removed from exterior flatwork areas.
After stripping and completing all cuts and prior to placement of any fill or flatwork, we
recommend the in-place soils be scarified to a minimum depth of 9 inches, adjusted in
moisture content and compacted to be within the range of 94 to 98% of the material's
standard Proctor maximum dry density. The moisture content of the scarified soils
should be adjusted to be within the range of -1 to +3% of standard Proctor optimum
moisture content at the time of compaction.
Fill soils required to develop exterior flatwork subgrades should consist of approved low
volume change soils free from organic matter, debris or other objectionable materials.
Soils similar to those used as overexcavation backfill could be used as fill beneath
exterior flatwork. The higher plasticity claystone bedrock should not be used as fill
beneath exterior flatwork. We recommend suitable fill materials be placed in loose lifts
r
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not to exceed 9 inches thick, adjusted in moisture content and compacted as
recommended for the scarified soils above.
Care should be taken to avoid disturbing exterior flatwork subgrades. Subgrade soils
expected to receive flatwork concrete should be evaluated closely prior to concrete
placement. If areas of disturbed, wet and softened, or dry subgrade soils develop during
construction, those materials should be removed and replaced or reworked in place prior
to concrete placement.
Exterior flatwork concrete will experience some movement after placement as the
subgrade soils increase in moisture content. Overexcavation/backfill procedures could be
considered to reduce the potential for post-construction movement of exterior slabs-on-
grade.
Basement Construction
We recommend a perimeter drain system be installed around all below grade areas to
help alleviate the potential for development of hydrostatic pressures behind the below
grade walls and reduce the potential for water infiltration into the basement area. A
perimeter drain system should consist of a perforated drain pipe surrounded by a
minimum of six (6) inches of free draining gravel. A filter fabric should be considered
around the free draining gravel or perforated pipe to reduce the potential for an influx of
fine grained soils into the system. The drain pipe should be placed at approximate
bottom of void space level around the exterior perimeter of the structure and run to a
sump pit or free outfall with a minimum slope of 1/8 inch per foot to facilitate efficient
water removal. If a free outfall will be considered, measures to help reduce the potential
for reverse flow and animal access into the system should be considered.
Backfill placed adjacent to the below grade walls should consist of low volume change
potential and relatively impervious soils which are free from organic matter, debris and
other objectionable materials. The site claystone bedrock should not be used as backfill
adjacent to basement walls. The backfill soils should be placed in loose lifts not to
exceed 9 inches thick, adjusted to be within -1 to +3% of standard Proctor optimum
moisture content and compacted to at be within the range of 94 to 98% of the materials
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standard Proctor maximum dry density.
Excessive lateral stress can be imposed on the below grade walls when using heavier
mechanical compaction equipment. We recommend compaction of the basement wall
backfill soils be completed using light mechanical or hand compaction equipment.
Lateral Earth Pressures
For design of below grade walls where preventative measures have been taken to reduce
the potential for development of hydrostatic loads on the walls, we recommend using an
active equivalent fluid pressure of 50 pounds per cubic foot. Some rotation of the
basement wall must occur to develop the active earth pressure state. That rotation can
result in cracking of the basement walls typically in between corners and other restrained
points.
Variables that affect lateral earth pressures include but are not limited to the nature of the
backfill soil, backfill compaction and geometry, wetting of the backfill soils, surcharge
loads and point loads developed in the backfill materials. The recommended equivalent
fluid pressures do not include a factor of safety to accommodate for significant changes
to the variables outlined above nor an allowance for hydrostatic loads. Excessive
compaction of the wall backfill, surcharge loads placed adjacent to the basement walls
and use of expansive soil backfill can add to the lateral pressures causing the design
values outlined above to be exceeded.
Drainage
Positive drainage is imperative for long term performance of the proposed residence and
associated site improvements. We recommend positive drainage be developed away
from the structure with twelve (12) inches of fall in the first 10 feet away from the
building during construction and throughout the life of the site improvements. Shallower
slopes could be considered in hardscape areas. In the event that some settlement of the
backfill soils occurs adjacent to the residence, the original grade outlined above should be
immediately restored.
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Care should be taken in the planning of landscaping to avoid features which could result
in the fluctuation of the moisture content of the foundation bearing and/or flatwork
subgrade soils. We recommend watering systems be placed a minimum of 5 feet away
from the perimeter of the site structure and be designed to discharge away from all site
improvements. Gutter systems should be considered to help reduce the potential for
water ponding adjacent to the structure with the gutter downspouts, roof drains or
scuppers extended to discharge a minimum of 5 feet away from structural, flatwork and
pavement elements. Water which is allowed to pond adjacent to the site improvements
can result in unacceptable performance of those improvements over time.
GENERAL COMMENTS
This report was prepared based upon the data obtained from the completed site
exploration, laboratory testing, engineering analysis and any other information discussed.
The completed borings provide an indication of subsurface conditions at the boring
locations only.
Variations in subsurface conditions can occur in relatively short distanced away from the
borings. This report does not reflect any variations which may occur across the site or
away from the borings. If variations in the subsurface conditions anticipated become
evident, the geotechnical engineer should be notified immediately so that further
evaluation and supplemental recommendations can be provided.
The scope of services for this project does not include either specifically or by
implication any biological or environmental assessment of the site or identification or
prevention of pollutants or hazardous materials or conditions. Other studies should be
completed if concerns over the potential of such contamination or pollution exist.
The geotechnical engineer should be retained to review the plans and specifications so
that comments can be made regarding the interpretation and implementation of our
geotechnical recommendations in the design and specifications. The geotechnical
engineer should also be retained to provide testing and observation services during
�.. construction to help determine that the design requirements are fulfilled.
eTh
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This report has been prepared for the exclusive use of our client for specific application
to the project discussed and has been prepared in accordance with the generally accepted
standard of care for the profession. No warranties express or implied, are made. The
conclusions and recommendations contained in this report should not be considered valid
in the event that any changes in the nature, design or location of the project as outlined in
this report are planned, unless those changes are reviewed and the conclusions of this
report modified and verified in writing by the geotechnical engineer.
We appreciate the opportunity to be of service to you on this project. If we can be of
further service to in any way or if you have any questions concerning the enclosed
information, please do not hesitate to contact us.
Very Truly Yours,
Soilogic, Inc.
"P00 REO/ •
S'•.
i ' 6 6
LL . ' . :
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S/ONAL
Wolf von Carlowit..P.E.
Principal Engineer
7NSEPTEMBER 2005 BORING LOCATION DIAGRAM SO1LOGIC
PROJECT # 05-1023
Approximate Detached Garage Location
Approximate Residence Location
8-1
8-2
ii
NOT TO SCALE
Existing Residence
Weld County Road 86
SLATER RESIDENCE
WELD COUNTY, COLORADO
SLATER RESIDENCE
LOG OF BORING B-1 WELD COUNTY, COLORADO SDI-LOGIC
Project# 05-1023
September 2005
Sheet 1/2 Drilling Rig: CME 45 Water Depth Information
Start Date 9/19/2005 Auger Type: 4"CFA During Drilling None
Finish Date 9/19/2005 Hammer Type: Automatic After Drilling None
Surface Elev. - Field Personnel: WvC 24 Hours After Drilling
w w %Passing
ai SOIL DESCRIPTION Depth t- "N" MC DD q„ %Swell @ Swell Atterberg Limits #200 Sieve
O 0t) rA (%) (pd) (Pan 500 psi Pressure LL PI (%)
TOPSOIL AND VEGETATION -
CL SANDY LEAN CLAY 1
light brown medium stiff 2
CLAYSTONE 3
brown/grey/rust -
moderately hard 4 CS 22 13.0 9000+
5 SS 50/8 14.5 9000+
6
7
e
�1
9
10 CS 50/2 14.4 113.1 9000+ 6.7% -6000 psf 58 41 99.4%
11
12
13
14
15 SS 50/6 17.0 9000+
16
17
18
•
19
20
21
22
23
fr\ 24
Continued On Sheet 2 of 2 26
SLATER RESIDENCE
LOG OF BORING B-1 WELD COUNTY, COLORADO SOILOGIC
Project* 05-1023
September 2005
Sheet 2/2 Drilling Rig: CME 45 Water Depth Information
Start Date 9/19/2005 Auger Type: 4"CFA During Drilling None
Finish Date 9/19/2005 Hammer Type: Automatic After Drilling None
Surface Elev. - Field Personnel: WvC 24 Hours After Drilling
,a ffi %Passing
SOIL DESCRIPTION Depth "N" MC DD q„ %Swell @ Swell Atterberg Limits #200 Sieve
an tit (%l (Pot) (psq 500 psf Pressure LL PI (xl
Continued From Sheet 1 of 2 26
CLAYSTONE Contd.brown/grey/rust 27
moderately hard -
26
29
30
BOTTOM OF BORING 30.0'
31
32
33
34
35
36
37
36
39
40
41
42
43
44
45
46
47
46
49
50
SLATER RESIDENCE
LOG OF BORING B-2 WELD COUNTY, COLORADO SOJLOGIC
Project# 05.1023
September 2005
Sheet 1/1 Drilling Rig: CME 45 Water Depth Information
Start Date 9/19/2005 Auger Type: 4"CFA During Drilling None
Finish Date 9/19/2005 Hammer Type: Automatic After Drilling None
Surface Elev. - Field Personnel: WvC 24 Hours After Drilling
to w %Passing
SOIL DESCRIPTION Depth ci "N" MC DD q„ %Swell @ Swell Atterberg Limits _ #200 Sieve
InlLic 1%) (PO (Ps?I 500 psf Pressure LL PI (%l
TOPSOIL AND VEGETATION -
CL SANDY LEAN CLAY 1
light brown •
medium stiff 2
CLAYSTONE 3 SS 18 13.1 9000+
brown/grey/rust -
moderately herd 4
5 CS 43 18.4 9000+
6
a
9
10 SS 24 17.1 9000+
11
12
13
14
15 SS 50 16.6 9000+
BOTTOM OF BORING 155' 16
17
18
19
20
21
22
23
24
25
. ^ SLATER RESIDENCE `.--‘
WELD COUNTY, COLORADO
Project# 05-1023
r^, September 2005
SWELL/CONSOLIDATION TEST SUMMARY
12
10 - _.. _ _..-.`-- --L,
e _ .. r
m
CO
i I
o y
t 1
ware.sdad I
.4 1
r
I
s -6
ea
O x e
I
-10 -- '- -1 1----�; H -
i_�
-12
10 100 1000 10000 100000
Load Applied (psf)
IP 1
Sample ID: B-1, S-3 @ 9'
Sample Description: Brown/Grey/Rust Claystone
Initial Moisture 15.1% Liquid Limit 58
Final Moisture 21.0% Plasticit Index 41% Swell @ 500 psf 5.7% % Passing#200 99.4%
Swell Pressure —6000 psf Dry Density 113 1 pcf
r"
SO jLOcic
/ ' a
UNIFIED SOIL CLASSIFICATION SYSTEM
4.-,,, (USCS)
Coarse-Grainer) Grovels more Ihon Clean Gravels Less CW Well-graded grave
Soils more than 50% of course man 5% lines Cu>s nod <Cc≤Jr
50% r 0 rood on on No.
,clam et, 0P Poorly-graded grove/
Na. 4 siea Cu<4 a+d/er
Na. 4U0 sieve m ------------
rinc! Classify us ML or MH GM Silly gravel, OH
more than 135 GC Clayey Cr avel""
lines lino classify as Cl. or Ciii—
--- C >6 and 1<[c5.r Sw Well-gr�—ded send'
Sands 50% o Clean Sands Less u __ — ---
oire coorse than 57. fines 5P Poo ly-grudcU sand'
Ire,,lion posses Cu<5 and/or I>Cc>No 4 sieve
Sands will linen lines classify —
os ML or MH _ SM Silly sand
more than 12%
lines r'ncs Ctassi ly os CL or CH SC Clayey sand"'
fine-Grained Silts end Cloys ,nor game PIN and plots on or above 'Aline Cl. Lean cloy"'_�
Soils 515% or Liauid Llmii lose PI<4 or plots below 'A'Llrm' ML Silt.'r__
ore passes the Il+gn 50
No. 200 sieve eil - n dried Orqu_¢ Clny".n
-----
organic Liquid Ln <0.J5 OL -----
Liquid Limit not dried Organic sill•`e'e
Ua
--- _
Sins and Cloys in or genic PI pints on or above -A'Llne CH Pal cloy•L' _
_—___ _—Licliliinorc Limit 50 or PI plots below "A'Linu l.114Elastic Sill"�_-
rOrC --��-
--- Liquid I - oven dried Co g__nir cloy`
argamc -- <0.>5 OH
Liquid Lund - not dried __ Organic sill_"_--I
y organic moiler, dark in color. and organ C odor P F PerilJ
Highly rgpme salts -- Primarily h1 a is la leegb , ?Oa..
nua
'Band a mo+rnn' pusolno s l-'n. l'J +Cu-U•./U�Ce �D nlep� ant Or •'In Win el .
Nm"eld tour•' but •s' ' aoa~aonlmna a la ule en.. eo0
un + ,scd.,n.no0uv sand.add n I'°'0
ln. eaa"n. cone e+ n,env d.,a. w u „ .. xna nerd. ado-.l r, ,nna to ,e.ElThm drem n Hs class urv,ed caul `,p nlilo eel cunning x loo pm Moo yIYJ p
000501. am w Ill Any.soli ono as CL-ul. use duo aymm� o.dnlr Ndnlls a=... ell'RI only. "a+'^
A ,aurae_ GC- u�al 5C�5M. ome
/ a Cy all a.em arp.al n meenrt. onti.ah 0,9005 lets Iv 'HIS end plain . °1n.
Cw-Gc -moans trowel :ryC ay
CP- paody-Tenm 74741 ml" gr1 solre i nLsagro.n ode,d arose"
1 cob o on
os,eere-ca apnea-aaneg <nes . o soli p rlo - P1 viols
on as .9. one.
A '
a NnOola:' ! In ^e reed a dean 'rl Al`o`ng+eau pouf• thuds.] area. so, n
5 -SM .ll-grnded tone Cl.- clay
51Y-SC .et-grnded , pill, fitly
N-5M poorly aoerdua e
wills sill
5P-5C spun,aueud stun +Ih ti00
ar•,.a
n•-sal
a �
y, n.,v,.up iu.al C e
la
r Mhl rel OH
o---.o.J rp----,o - lb Alb Lam In(LLI�-- su rp a I
Fitly Grained Soils
Coarse Grained Soils Bedrock
Consistency Blows/ft Relative Density Blows/f t Weathering
Q0ff Very Loose 0-50 Weathered
.500 Very Soft 5-8-q Competent
Soft Loose 50•
0 -1000 Degree of Weathering
1001-2000 Medium 9-12 MSlediulym Dense B
00/4000
Stiff 13.30 Medium Dense Slight: Slight decomposition,possible color change
4001-8000 Very Stiff 31-50 Dense Moderate: Some decomposition and color change throughout
�w50• Very Dense High: Rock highly decomposed,may be extremely broken
800/16000 Very Hard
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