HomeMy WebLinkAboutSoil's Report.pdfSCANNED
SUBMITTED FOR:
AFAB, INC.
3 SEVEN OAKS ROAD
HOMESTEAD
GARFIELD COUNTY, COLORADO
SOIL INVESTIGATION REPORT
OCTOBER 17, 2007
PROJECT #: 073-0184
SUBMITTED By:
COLORADO ENGINEERING
& GEOTECHNICAL GROUP, INC.
321 W. HENRIETTA AVE. STE A.
WOODLAND PARK, COLORADO 80863
719-687-6077
AGREEMENT OF PURPOSE AND DISCLAIMER
The parties specifically agree and contract that the purpose of this soil investigation is to test, analyze,
and report on the condition of the soils encountered only as these tests pertain to the suitable design
and construction of an appropriate foundation for the proposed building and/or residences to
determine the load bearing capacities of the soil. The parties specifecaly agree that Colorado Engineering and
Geotechnical Group, Inc. bas not been retained nor will they render an opinion concerning environmental issues, hazardous
waste or alp) other known or unknown conditions that may be present on this site.
INTRODUCTION:
This report summarizes the results of data obtained during a soils test of 3 Seven Oaks Road,
Homestead Subdivision, Garfield County, Colorado. Investigation occurred on October 5, 2007 and
was performed in undisturbed soil in accordance with ASTM 1586-99. The purpose of the
investigation was to reveal the engineering properties for foundation purposes for the proposed
construction of a steel building. The site is currendy occupied. Other aspects relating to the proposed
construction are presented.
A component document to this plan will be an Open Hole Report that will be produced after the Open
Hole Inspection, which is not billed with this report. The purpose of the Open Hole Report is to
determine whether any significant variation from this report and the observed condition exists and
whether the foundation design will require modification.
FINDINGS:
The soil encountered in test -hole 1 consisted of medium dense to dense brown to light brown, fine to
coarse-grained clayey to silty sand with rocks and cobbles (Unified Soil Classification System symbol
SC -SM) from the surface to the bottom of the boring at a depth of five feet. Drill refusal occurred at a
depth of five feet due to rocks and cobbles. Potential for foundation movement is considered low.
The soil encountered in test -hole 2 consisted of medium dense to dense brown to light brown, fine to
coarse-grained clayey to silty sand with rocks and cobbles (Unified Soil Classification System symbol
SC -SM) from the surface to the bottom of the boring at a depth of eight feet. Drill refusal occurred at
a depth of eight feet due to rocks and cobbles. Potential for foundation movement is considered low.
The soil encountered in test -hole 3 consisted of loose to medium dense brown to light brown, fine to
coarse-grained clayey sand with rocks and cobbles (Unified Soil Classification System symbol SC) frotn
the surface to the bottom of the boring at a depth of nine feet. Drill refusal occurred at a depth of nine
feet due to rocks and cobbles. Potential for foundation movement is considered low.
Attached are graphic summaries of the boring logs of the field conditions encountered and a summary
of laboratory testing results. It should be noted that the soil descriptions shown on the boring logs are
based on the geologist's visual classification of the samples in the field at the depths indicated. Actual
subsurface soil conditions may vary between samples and location tested.
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Groundwater was not encountered in the test boring at the time of this investigation. The presence of
shallow bedrock beneath surficial soils is favorable for the formation of "perched" groundwater. The
depth and occurrence of groundwater can vary over time depending on hydrologic conditions such as
precipitation, surface drainage, irrigation, and other conditions not apparent at the time of this report.
RECOMMENDATIONS:
Maximum allowable bearing strength of the soil shall not be taken as greater than 2,000
pounds per square foot for elements resting on clayey and silty sands. Equivalent fluid
pressure of the soil, assuming normal consolidation, may be taken at 45 pcf active and at 275
pcf passive. These values are based on literature and were not established by site-specific
laboratory sample analysis of shear strength.
The soil bearing strength above is subject to change based on observations made at the open -hole
inspection. Owners shall be made aware of the contents of this report and the fact that water
accumulation around foundation elements is the primary cause of foundation distress.
If floor movement due to expansive soils is not acceptable, finished room floor areas should be
supported on wood or steel joists, or a structural concrete slab, over a properly ventilated crawl
space area.
SPECIAL CONSTRUCTION:
The preferred foundation design will consist of a reinforced concrete stem wall resting on a concrete
footer of a size determined by the foundation engineer. Depth of foundation elements shall be
determined by the foundation engineer, but should be at least as deep as the minimum depth required
by the governing building authority. Concrete slabs shall be free floating and isolated from load-bearing
elements. Partition walls, utility and HVAC connections shall be capable of a minimum of 1-1/2
inches of movement of the foundation and slab. An attached detail sheet diagrams a typical floating
wall design. The soil beating strength above is subject to change based on observations made at the open -hole inspection.
Owners shall be made aware of the contents of this report and the fact that water accumulation around
foundation elements is the primary cause of foundation distaff.
FOUNDATION DESIGN:
This report is not a foundation design. The foundation design engineer will determine the exact
configuration of foundation elements, to include footer (if any) width and thickness, wall thickness and
height, pad and pier sizes and reinforcement schedules. However, the foundation should be designed
for a ten -foot free span.
This report does not address general hillside stability, landslide potential, or other natural hazards.
Several areas of the Colorado Front Range have known geologic hazards associated with them. We
recommend that readers of this report further educate themselves as to the existence of geologic
hazards on or around their specific property of interest. Colorado Engineering can assist in the
development of site specific assessments of Geologic hazards. The Colorado Geologic Survey
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{www.crnr.statc.co.us/geosurvey or 303-866-2611} is a good source for publications (maps, reports,
etc.) dealing with specific geologic issues and/or issues related to specific geographic areas.
FIELD INVESTIGATION PROCEDURE:
Exploratory borings were advanced using a four -inch nominal diameter, truck -mounted continuous --
flight auger. The approximate boring locations are indicated on the attached site diagram and were
established in the field by pacing and measuring angles from identifiable site references. The builder
designated the location for exploration. At depths determined by the supervising geologist, samples
were obtained by means of a two-inch diameter split -spoon sampler, advanced by a 140 -pound drop
hammer falling a distance of 30 inches, in general compliance with ASTM D-1586. The number of
hammer blows required to advance the sampler provides an indication of the in-situ relative density of
the soil, and in combination with the laboratory analysis of the soil, provides data required for
derivation of the engineering properties sought by this exploration.
EXISTING SITE CONDITIONS AND WEATHER:
The general topography around the site of this investigation is flat. Vegetation has been removed
around foundation site with scrub oak on either side. Weather was cool and cloudy. The elevation
measured at 8,000 feet above sea level.
SUBSURFACE DRAINAGE:
Foundation drain requirements shall be determined at the open -hole observation; however, drains
around any below -grade useable space, including crawl spaces, should be anticipated. See the attached
detail sheet.
SURFACE DRAINAGE:
The excavation shall be protected from surface runoff and excess precipitation during construction.
After backfilling, the soil around the foundation shall be graded away from the structure at a minimum
slope of six inches over ten feet. Gutters and downspouts shall be installed to carry water across the
area disturbed by construction. Areas that settle shall be backfilled to prevent ponding of water. No
vegetation requiring irrigation shall be installed within five feet of the foundation. Water from uphill
shall be diverted around the structure. The future owners are cautioned against the installation of a
lawn sprinkler system within 5 feet of the foundation walls. If a sprinkler system is installed, the
sprinkler heads should be placed so that water spray from the heads under full pressure does not fall
within five feet of the foundation walls. Lawn irrigation should be controlled to prevent excess wetting
of subsurface soils. Lawn, flowers, shrubs, and other plantings within five feet of the foundation walls
should be hand watered and this watering should be minimized. If a drip irrigation system is used, one
should limit the amount of water to sustain the plantings. One is also advised that any irrigation line
can leak and/or break, releasing excessive amounts of water near foundations and can cause damage to
slabs and foundation walls,
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BACKFILL:
Any soil disturbed adjacent to bearing foundation components shall be re -compacted to a minimum of
85% Standard Proctor Density. Soil supporting concrete slabs shall be compacted to 95°A Standard
Proctor Density. Mechanical compaction methods shall be utilized; water -flooding techniques are
prohibited. See Compaction Section for more information regarding compaction requirements and
techniques.
CONCRETE:
All concrete shall be Type II, Sulfate Resistive, with 28 -day strength requirements determined by the
foundation design engineer.
EXTERIOR AND INTERIOR CONCRETE SLABS:
Accepted geotechnical practice in the Colorado Front Range region utilizes a standardized scale to
evaluate the risk of slab -on -grade movement relative to the swell potential of the native soils. The
following is given as reference only and does not imply approval of slabs -on -grade.
Risk Category Percent Swell at 1000 psf Surcharge
Low 0 to <2
Moderate 2 to <4
High 4 to <6
Very High Greater than 6
While the above chart provides a general indication of the risk of slab movement, it should be noted
that other soils conditions may exist, and that the geotechnical engineer considers more than just the
expansion of soil when making slab and foundation recotrunendations. Colorado Engineering and
Geotechnical Group, Inc. does not accept any responsibility for future damage incurred by the heaving
of interior slabs bearing on native materials or imported materials.
Excess moisture in the soil and improper compaction under slabs will increase the possibility of slab
heave, settlement and cracking. The builder and future owners should be aware of and understand that
there is a definite risk of future damage with any slab -on -grade construction. If floor movement due
to expansive soil is not acceptable, finished room floor areas should be supported on wood or
steel floor joists, or a structural concrete slab, over a properly ventilated crawlspace area. If the
builder and future owners are willing to accept the defmite risk of some damage due to concrete floor
slab movement, the following recommended details will help prevent, but not guarantee, wetting of the
soils underneath the slabs and minimize damage when wetting of the soil does occur.
Do not place a gravel layer beneath the concrete slab, unless specified by the foundation engineer. The
slab should be placed on the undisturbed native soils, or well -compacted fill.
Interior concrete slabs shall be isolated from the foundation, utility lines and non-bearing partition
walls. Separate the slab from all Load bearing members and utility lines of at least: one-half inch to allow
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for independent movement of the slab. Provide a positive control or slip joint at the construction joint
between the slab and foundation walls
Slabs shall have control joints at approximately ten feet on center each way to lessen the possibility of
random cracking. These control joints may be installed as construction joints, saw cuts and/or scoring
of the slabs. Cuts should be made at least 1/4 the total thickness of the slab. A good quality concrete
sealant should be installed in these joints to prevent surface discharges of water from penetrating slab
subgrades.
.A tnininum void or clear space of 11/2 inches should be provided at the bottom of all non-
bearing partitions and furring strips placed over the concrete slabs (see Floating Wall Detail).
One should also provide a one-half inch space at the bottom of all door jambs to allow for
limited movement of the floor slab. The owners are hereby notified that it is their responsibility
to maintain these void spaces.
In the event a hot water heating system is used, the pipe should not be placed beneath the
concrete floor slab. In the event a forced air furnace is used, a two-inch collapsible connection
should be provided between the furnace and the heat ducts.
The soils that will support the concrete slabs should be kept moist during construction by
occasionally sprinkling water and especially a day or two prior to pouring of the slab. This
procedure will help maintain the moisture content of the underlying soil.
In addition to the above recommendations, another means with which to reduce the risk of
movement and cracking to slab -on -grade construction would be to over -excavate the below
slab soil two or more feet, replace with compacted structural fill material, pour the concrete slab
six inches thick with a reinforcing mat of #4/60 bars at 18 inches each way.
RADON:
There is not believed to be any unusual hazard from naturally occurring sources of radioactivity at the
site. However, most counties in Colorado have average radon levels (measured in homes) above the
U.S. EPA recommended "action level" of 4 picoCuries per liter of air (pCi/1). For instance, Teller
County averages 31.94 pCi/1, Park County averages 8.28 pCi/1, El Paso County averages 4.73 pCi/1,
and Douglas County averages 7.53 pCi/1. Results of a 1987-1988 EPA -supported radon study for
Colorado indicate that the granitic rocks, in particular, generally have elevated levels of uranium. These
rocks have the potential of producing higher than average radon gas levels in homes. Providing
increased ventilation of basements and crawl spaces and sealing of joints can mitigate build-ups of
radon gas. This mitigation is best irnplemented during the design and construction phases of
residences. The Colorado Geologic Survey {w' w.dnr.state.co.us/oeosurvev} and the U.S. EPA
{www.epa.gov/iaq/radon} are both good sources for additional information regarding radon.
OPEN -HOLE OBSERVATION:
It is necessary to assume the soil in the surrounding area will be similar to that which was observed in
this initial investigation. However, variations across the test borings and site can and do occur.
Therefore, it is required that a qualified .roil engineer inspect the completedfoundation excavation prior to the placement of
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Page 6 of 8
any foarndation component to determine whether any significant variation from this roport exists and whether- the
foundation design will require modification. .Please contact this office a vuinineunu of 24 horns in advance to schedule a
rejf/vsentative to observe the completed excavation. The open -hole observation is not included as part of the soil report and
is subject to are inspection lbe. Failure to obtain this required inspection prior to placement of foundation
elements renders this report and it's recommendations null and void.
COMPACTION:
If compaction of the native or borrow soils is required, it is highly recommended that you pick up an
infimmative brochure provided at any Colorado Engineering and Geotechnical Group, Inc. office. In
general, to compact clayey or silty materials:
Pacing Fill.: No brush, sod, frozen material, or other perishable or unsuitable material, or stones
of four inches or greater in maximum dimension shall be placed in the fill. The distribution of
the material on the fill shall be such as to avoid the formation of lenses, or layers, of material
differing substantially in characteristics from the surrounding material. The materials shall be
delivered to the backfill surface at a uniform rate, and in such quantity as to permit a
satisfactory construction procedure. Unnecessary concentration of travel tending to cause tuts
and other hollows more than six inches in depth, shall be regarded and compacted. After
dumping of fill material on backfill surfaces, the material shall be spread by approved methods
in approximately 6 inches compacted thickness.
Moisture Control: The material in each layer shall be compacted by rolling and shall contain the
optimum moisture required for maximum compaction, as nearly as practicable and as
determined by the soils engineer. The moisture content shall be uniform throughout the layers.
The contractor may be required to add the necessary moisture to the backfill material in the
borrow area, If in the opinion of the soils engineer, it is not possible to obtain moisture content
by adding water on the fill surface.
Compaction: When the moisture content and condition of each spread layer is satisfactory, it
shall be compacted by a method approved by the soils engineer to 90% ASTM D698 (Standard
Proctor Density) for slab areas, and 100% ASTM D698 for footing and/or pad areas. A
Standard Proctor test shall be performed for each typical fill material and frequent tests of the
density of the fill must be taken. Normally, eight passes of a sheepsfoot roller loaded to 4,000
pounds per lineal foot on a six inch soil layer is sufficient to achieve 90% ASTM D698.
In general, to compact cohesionless free -draining materials: Note.: The above guidelines also apply
When compacting cohesionless free -draining materials such as sands and gravel, the materials
shall be deposited in layers and compacted by treads of a crawler type tractor, surface of internal
vibrators, smooth or pneumatic rollers, hand or power tampers, or by any other means
approved by the soils engineer. The thickness of the horizontal layer after compaction shall not
exceed 6 inches compacted thickness if compaction is performed by tractor treads, surface
vibrators or similar equipment, or not more than penetrating length of the vibrator head if
compaction is performed by internal vibrators. The material may not be ponded or flooded to
aid in the compaction only if free draining materials underlies new fill unless specifically
recommended by the Engineer. When the moisture content and condition of each spread layer
is satisfactory, it shall be compacted by a method approved by the soils engineer to 90% ASTM
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D1557 (Modified Proctor Density) for slab areas, and 95% ASTM D1557 for footing and/or
pad areas.
If compaction testing is to be performed by Colorado Engineering & Geotechnical Group, Inc. we will
require a Proctor Curve, Standard or Modified (which ever is appropriate for the material tested), from
an approved testing facility. Colorado Engineering & Geotechnical Group, Inc., if requested, will
perform this test(s) for you, provided a sample of the material(s), S -gallon bucket(s) full, be supplied to
Colorado Engineering & Geotechnical Group, Inc. a minimum of 72 his prior to testing. The
sample(s) will be used to determine the maxirnum proctor density and optimum moisture content for
that representative sample. Additional charges will be incurred for each sample tested and for
field compaction testing operations if required.
CONCLUSIONS:
This report is valid only for the use of AFAB, Inc. listed for the type of construction listed above. Use
by any other is prohibited, as is the use for other types of construction without the express, written
permission of this office. Property owners and builders are reminded that water accumulation around
foundation elements is a primary cause of structural distress in homes. Foundation movement under
any condition can be minimized by maintaining a stable moisture content of the soil
supporting the foundation. Surface drainage is paramount to mil -Utilizing the potential for water to
penetrate backfill to the level of the foundation. If water penetrates through to the soil supporting the
foundation, movement is likely. Any movement that does occur should be less than 1".
LIMITATIONS:
This report and its recommendations do not apply to any other site other than the one described herein
and are predicated on the assumption that the actual soil conditions do not deviate in any significant
way from those described in this report. In the event that any variations or undesirable conditions are
detected during the construction phase or if the proposed construction varies from that planned as of
this report date, the owner shall immediately notify Colorado Engineering and Geotechnical Group,
Inc., so that supplemental recommendations can be provided, if needed.
Project R: 073-0184
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Summary of Laboratory Testing
Job Number 073-0184
Natural Passing Blow Count Swell at Dry Density Liquid Limit/ Soil Description
Test Hole Depth (ft) Moisture #200 Sieve (Blows/Inch) 1000 psf (pcf) Plasticity (USCS Symbol)
( %) (%) (%) Index-
I1 1 28.3 45.8 Grab NT NT 50/26
Clayey Sand (SC)
1 5 20.1 21.9 Grab NT NT NV
Silty Sand (SM)
2 5 11.7 49.5 32/12 Disturbed NT 42/23
Clayey Sand (SC)
2 8 10.4 44.2 Grab NT NT
NV Silty Sand (SM)
3 8 14.1 49.3 Grab NT NT 47/33
Clayey Sand (SC)
TEST BORING: 1
DATE: 110/5/2007
SOIL DESCRIPTION
0-5' CLAYEY -SILTY SAND WITH
ROCKS AND COBBLES
GRAIN: FINE -COARSE
DENSITY: MEDIUM DENSE -DENSE
MOISTURE: HIGH -VERY HIGH
CLAY: MODERATE
PLASTICITY: MODERATE
COLOR: BROWN -LIGHT BROWN
DRILL REFUSAL OCCURRED AT 5'
DUE TO ROCKS AND COBBLES.
MOISTURE (%)
LL
2
00
0
CO
28.3 GRAB
2 %
4
20.1 GRAB
6-
8-
10-'
12-'
14
16-
18-
20 -
SOIL TYPE
SC
SM
BORING LOG
DINNER/BUILDER: AFAB, INC. JOB k: 073-0184
JOB ADDRESS: 3 SEVEN OAKS ROAD
TEST BORING: 2
DATE: 10/5/2007
SOIL DESCRIPTION
0-8' CLAYEY -SILTY SAND WITH
ROCKS AND COBBLES
GRAIN: FINE -COARSE
DENSITY: MEDIUM DENSE -DENSE
MOISTURE: MODERATE
CLAY: MODERATE
PLASTICITY:MODERATE
COLOR: BROWN -LIGHT BROWN
DRILL REFUSAL OCCURRED AT 8'
DUE TO ROCKS AND COBBLES.
4-%
6
8 1110.4
17
10-
12-
14-
16-
18-
20-
32
12
GRAB
SC
SM
MONUMENT OFFICE
11315 Beacon Lite Rd.
Monument, GO 8OI52
(-119) 4SS-2145
TEST BORING: 3
DATE: 10/5/2007
SOIL DESCRIPTION
0-9' CLAYEY SAND WITH ROCKS
AND COBBLES
GRAIN: FINE -COARSE
DENSITY: LOOSE -MEDIUM DENSE
MOISTURE: MODERATE -HIGH
CLAY: MODERATE
PLASTICITY: MODERATE
COLOR: BROWN -LIGHT BROWN
DRILL REFUSAL OCCURRED AT 9'
DUE TO ROCKS AND COBBLES.
F
LL
W
H • 0.
W E
O y
MOISTURE (%)
BLOW COUNT/FT
0
2
4
6
8 -� 1 4,1 GRAB
10
12-
14-'
16
18-
20 -
SOIL TYPE
SC
BORING LOG
'INNER/BUILDER:AFAB, INC. JOB #: 073-0184
10B ADDRESS: 3 SEVEN OAKS ROAD
Colorado Engineering
MONUMENT OFFICE
101315 Beacon Lite Rd.
Monument, GO 80132
(7101) 458-2145
COLORADO ENGINEERING AND GEOTECHNICAL GROUP, INC.
GRADATION TEST RESULTS
HYDROMETER ANALYSIS
24 HR-7"cir TIME READINGS
45 MIN 15 MIN 60 19 4 1MIN
100 __-- _..
90
80
70
2
Ch.
60
a
50
Lai
U
w 40
CI_
30
20
10
U.
200 100
SIEVE ANALYSIS
5. STANDARD SERIES 1 CLEAR SQUARE OPENINGS
50 40 30 16 10 8 4
PalII
L
1
i�1' Jl
0 .1._ 1� 111
.001 .002 005.009 .019 .037 .074 ,149 ,297 42 .59
DIAMETER OF PARTICLE
IO
20
I t
4 30 0
1
40 ,-
2
• 501-
I
—F_ —.._ 70
I'
--_-I 80
19 2 2.38 4.76 9.52 19.1 38.1176.214127 152 2000
IN MILLIMETERS
CLAY TO SILT
FINE
SAND
GRAVEL.
FINE I COARSE
COBBLES J
a
CLASSIFICATION SC
GRAVEL 6.6 %
SAND 47.7 %
FINES 45.8 %
SAMPLE# 0 HOLE# 1 DEPTH 1
NOTES: 28.3 % Moisture Content
LL=50
PL=24
PI=26
Job Number: 073-0184
HYDROMETER ANALYSIS
24 HR 7 HR TIME READINGS
45 MIN '5 MIN 60 19 4 1MIN 200
1
100
90
80
70
2
vi 60
CL
2 50
w
U
0,
40
n-
30
20
10
001 002
.005 .009
.019
SIEVE ANALYSIS
U. 5. STANDARD SERIES I CLEAR SOUARE OPENINGS
00 50 40 30 16 10 8 4 3/8" 3/4" 1_1/2" 3" 5" 6" 8"
jo
10
20
30
w
40¢
501-
60
0I-60 d
w
a
70
80
17.1. _1-(1
037 .074 .149 .297 .42 59 1.19
DIAMETER OF PARTICLE N
2 2.38 4.76 9.52 19.
MILLIMETERS
L_1:�LJ..,L .LLL...7:' _1Wn�. 100
38.1 76.2 127 152 200
CLAY TO SILT FINE
-I MEDIUM 1COARSE
SAND
GRAVEL COBBLES
FINE .3 COARSE
CLASSIFICATION SM
GRAVEL 7.0 %
SAND 71.1 %
FINES 21.9 %
SAMPLE# 0 HOLE# 1 DEPTH 5
NOTES: 20.1 % Moisture Content
LL=NV
PL=NV
PI=NV
Job Number: 073-0184
c
COLORADO ENGINEERING AND GEOTECHNICAL GROUP, INC.
GRADATION TEST RESULTS
HYDROMETER ANALYSIS
24 HR '-7-AR TIME REA01NG5 ~— —U.- SIEVE ANALYSIS
45 MIN 15 MIN �� S. STANDARD SERIES I CLEAR SQUARE OPENINGS LL
1E
—'EfE-
1-
oiiiiiiL
60 19 4 iMIN 20010050403016 108 4 3
ILO
0 ..lL_1 i 1 1 y1LLL..
1111
.001 .002 .005 .009 .019 037 .074 .149 .297 42 .59 1 .19
DIAMETER OF PARTICLE IN
c, 70
a 60
a
50
0
Or
40
a
30
20
10
20
• -•
30 a
w_
40 a
c
50 L—
2 2.38 4.76 9.52 19 .1 38.1 6.2 127 152 200
MILLIMETERS
70
CLAY TO SILT
----FINE
SAND
GRAVEL
1
MEDIUM [COARSE FINE COARSE COBBLES
CLASSIFICATION SC
GRAVEL 9.9 %
SAND 40.6 %
FINES 49.5 %
SAMPLE# 0 HOLE# 2 DEPTH 5
NOTES: 11.7 % Moisture Content
LL=42
PL=19
P1=23
Job Number: 073-0184
HYDROMETER ANALYSIS
24 HR 7 HR TIME READINGS
45 MIN 15 MIN 60 19 4
100
90
80
70
CB
42) 60
2
t50
,_._______,.,SIEVE ANALYSIS.��T___..__....._..__._._._.._._„_—,.,.�
U. 5. STANDARD SERIES
MIN 200 100 50 40 30 16 10 8 4 CLEAR SQUARE OPENINGS
3/8" 3/4" 1-1/2" 3" 5" 6" 8"
,.._ 10
0
rr 40__....
0
20
10
20
30 0
w
40 i`
Lt
50 -
w
60 ¢
w
2
70
80
90
�_ _.... _..�_. _;...., _..�...�...;. a...____ •_.._.. �.._..a_a.�..l > , l_ 1 "' 1 t 1_. 1_L1_l C L:_G_(:IJJJ_ . u__. C:1.�:____.. 1 00
.001 002. .005 .009 019 .037 .074 .149 .297 42 59 1.19 2 2.38 4.76 9 52 19.1 38.1 76.2 127 152 200
DIAMETER OF PARTICLE N MILLIMETERS
CLAY TO SILT
J
SAND GRAVEL
FINE I MEDIUM COARSE FINE J COARSE COBBLES
CLASSIFICATION SM
GRAVEL 28.1 %
SAND 27.7 %
FINES 44.2 %
SAMPLE# 0 HOLE# 2 DEPTH 8
NOTES: 10.4 % Moisture Content
LL=NV
PL=NV
PI=NV
Job Number: 0730184
COLORADO ENGINEERING AND GEOTECHNICAL GROUP, INC.
GRADATION TEST RESULTS
HYDROMETER ANALYSIS
24 HR 7 FIR TIME READINGS .�
45 MIN 15 MIN 60 19 4
80
70
z
17)
in 60
l 50
V
cc
Cr.
30 .__.__:.::_
20
10
SIEVE ANALYSIS _____^ v
U. S. STANDARD SERIES EA -R "s oCIA --_____�.r..._
CLEAR SO1-1/ OPENINGS
700 100 50 40 30 16 10 8 4 3 8" 3/4 ;1-1�23 5" 6" 8'.
I 1 !
.�.�_.._.I -10
110
t
120
1
30 ca
w
40
50 i --
Go (cif
W
a
70
o-
- a .-i.1-J
.001 .002 .005 .009
r`
.019 .037 .074 .149 .297 .42 .59 1.19
DIAMETER OF PARTICLE N MILLIMETERS
FINE
CLAY TO SILT
2 2.38 4.76 9.52 19:
SAND
1 MEDIUM jCOARSE
180
I
-
0
X9
38.1 76.2 127 152 200
GRAVEL
FINE_ COARSE_
COBBLES
CLASSIFICATION SC
GRAVEL 18.5 %
SAND 32.2 %
FINES 49.3 %
NOTES: 14.1 % Moisture Content
LL= 47
PL= 13
PI= 33
SAMPLE# 0 HOLE# 3 DEPTH 8 Job Number: 073-0184
TH-1
NE SLAB CORNER
0 10 20 30 40 50
GRAPHIC SCALE IN FEET
SCALE: 1" = 50'
SITE PLAN
0
TH-2
CONCRETE PAD APPEARS
TO BE ON NATIVE SOIL
EXCEPT ON SE CORNER
ENGINEER'S STATEMENT
MIS PLAN 15 DESI63ED ONLY To DEPICT Mc LOCATION OF TIE FIELD
DATA LGGATIONS AND DOM NOT RSe1R 0IT A SIT! PLAN. IT MALL NOT
BE USED AS A SITE RAN OR FOR DEJ60PF8R RR20515. INSUFFIGIBNT
SLRAY EOaP1E4T PAS USED TO DEIERNIIE TIE LOCATONS aF TE
EMISTIS FEATURES. TIE UFORMATON S140R4 IIAS MIFFED U5116 A
BRNTON POCKET TRMSIT AND FIELD MEASI.RFl8A5. ALTIL'TBII PC BELIEVE
TE IN'ORIuMCTpON eOBTMNED WITHIN THIS POCUBR 15 ACCURATE FOR ITS
INIDCED RRPOSE, WE STRONGLY DIMES THAT THIS 15 NOT A 51RVEY,
51TE PLM OR DEVELOPMENT RAN AND SHALL NOT BE IXED AS atm.
SFS LOOATONS ME CONSIDERED AccuRATE BUT ARE NOT 6UARANIED.
INNER/BUILDER:AFAB, INC. JOB #: 073-0184
DB ADDRESS 3 SEVEN OAKS ROAD
FROM
MP 5LAB CORNER
DISTANCE
12'
REARING
142011
711-I
TH-2
45'
550E
TH-I
TH-5
61'
DILE 5
MONUMENT OFFICE
IRS -75 Beacon Lite Rd.
Monument, CO 50132
(71q) 4S5-2145
4-1/2" 30d SPIKE
32" O.G.
PRE -DRILL NAIL HOLES
DO NOT CAULK TO
EDGE OF MOLDING.
NAIL MOLDING TO
STATIONARY
BOTTOM PLATE
ONLY. DO NOT
ATTACH TO
FLOATING PLATE,
NOTES:
2X4 HALL STUDS
1/2" DRYWALL
FLOATING PLATE
MOLDING
STATIONARY BOTTOM PLATE
1/2" DRYWALL SHIM
FINISHED FLOOR
CONCRETE SLAB
1. NAIL. MOLDING TO STATIONARY BOTTOM PLATE ONLY. DO NOT ATTACH TO FLOATING PLATE.
2. DO NOT CAULK THE TOP EDGE OF MOLDING.
3. PROVIDE A MINIMUM OF I-1/2" OF FLOAT BETWEEN PLATES.
4. DRYWALL SHOULD NOT EXTEND BELOW THE LOWER EDGE OF THE FLOATING PLATE. MAINTAIN A
I-1/2" GAP BETWEEN THE LOWER EDGE OF THE DRYWALL AND THE TOP EDGE OF THE DRYWALL SHIM.
5. PROVIDE AT LEAST A I/2" FLOAT BETWEEN THE BOTTOM OF DOOR FRAMES AND THE FLOOR
SLAB.
6. FAILURE TO PROPERLY INSTALL THE FLOATING WALL CAN LEAD TO WARPED DOOR FRAMES, AND
CRACKING IN WALLS THROUGH OUT THE ENTIRE STRUCTURE.
FLOATING WALL
WINER/BUILDER: AFAR, INC. JOB #: 073-0184
108 ADDRESS: 3 SEVEN OAKS ROAD
MONUMENT OFFICE
Ig3-15 Beacon Lite Rd.
Monument, 00 80132
(-Ilq) 485-2145
SPREAD FOOTING TYPE
EXPANSION
JOINT
FLOOR
FOOTING
FOUNDATION WALL
COMPACTED FILL
(55% OF DI551)
FILTER FABRIC
WALL ON GRADE TYPE
EXPANSION
JOINT
PLAGE TOP OF PIPE
BELOW BOTTOM OF
FOOTING OR WALL
AT "HIGH POINT"
MINIMUM 45 DEGREES
FROM FOOTING
GRAVEL - MINIMUM
TO 4" ABOVE PIPE
3 OR 4" 0 PERFORATED
RIGID FVC. PIPE
POLYETHYLENE FILM:
MOP TO WALL AND CARRY
BENEATH GRAVEL AND PIPE
I. Gravel size shall not be less than 1/2" In diameter and not greater
than 1 1/2" In diameter.
2. Diameter of perforated pipe varies with amount of seepage
expected, three Inch diameter Is most common.
3. PIpe shall be laid at a minimum grade of I" In 10'.
4. Outfall to be unobstructed, gravity outfall.
Discharge portion of pipe shall be non perforated past
area to be drained. Owner Is responsible to maintain daylighting
of drain.
5. Exterior earth backfill material should be compacted to at least
S5%> maximum standard proctor density In the upper three feet of fill.
6. Filter fabric shall be mirafi 140 s or equivalent.
1. Drain pipe shall be laid below area serviced or protected, as shown
In detail above.
S. Mop polyethylene film to wall and carry beneath gravel and pipe.
q. The polyethylene film shall be continued to the edge of the
excavation.
FLOOR
MIN MUM 45 DEGREE5
FROM WALL ON GRADE
NOTE: CONTACT THIS OFFICE FOR DENSITY TESTING.
PERIMETER FOUNDATION DRAIN
'INNER/BUILDER:AFAB, INC. JOB #, 073.0184
OB ADDRESS: 3 SEVEN OAKS ROAD
MONUMENT OFFICE
11515 Beacon Lite Rd.
Monument, CO S0132
(-Ilq) 4SS-2145