HomeMy WebLinkAbout20192164.tiffH PKUMAR
Geotechnical Engineering I Engineering Geology
Materials Testing I Environmental
10302 South Progress Way
Parker, Colorado 80134
Phone: (303) 841-7119
Fax: (303) 841-7556
Email: hpkparker@kumarusarrn
Office Locations: Parker, Glenwood Springs, and Saverthorne, Colorado
GEOTECHNICAL ENGINEERING STUDY
PROPOSED SECURECARE STORAGE FACILITY
SOUTHEAST INTERSECTION OF COUNTY ROAD 5 & HIGHWAY 119
(EAST OF LONGMONT)
WELD COUNTY, COLORADO
Prepared By:
Cuong Vu, Ph.D., P.E.
Prepared for.
NATIONAL STORAGE AFFILIATES
5200 DTC Parkway, Suite 200
Greenwood Village, e, o lorado 80111
Attn: Mr. Matt Wess
Project No. 17-8.141
Reviewed By:
Richard C. Hepworth, P.E.
March 29, 2017
TABLE OF CONTENTS
SUMMARY t F 1
PURPOSE AND SCOPE OF STUDY 1
PROPOSED CONSTRUCTION 4a.. t 2
SITE CONDITIONS 0 ......, 2
SUBSURFACE CONDITIONS ... t t2
GEOTECHN1CAL ENGINEERING ONSIDEi TION
SPREAD FOOTINGS ..t * 4
FLOOR SUPPORT 5
SITE FLATWORK ...,.5
SITE GRADING �� ., ., 6
WATER-SOLUBLE SULFATES 7
PAVEMENT DESIGN ......7
SURFACE DRAINAGE 9
DESIGN AND CONSTRUCTION SUPPORT SERVICES 9
LIMITATIONS r10
FIG. '1 - SITE LOCATION
FIG. 2 - BORING LOCATIONS
FIG. 3 - BORING LOGS
FIG. 4 - BORING LEGEND AND NOTES
FIG. 5 to 8 - SWELL -COMPRESSION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
H -P UMAR
SUMMARY
The subsoil conditions encountered at the site are fairly uniform. In borings B1 to B6
and B8 to B9, they consisted of a thin layer of topsoil underlain by interbedded claystone
and sandstone bedrock or sandstone bedrock to a depth of 15 feet, the maximum depth
drilled. In borings 8 7 and B10 to B12, the soils consisted of a thin layer of topsoil
underlain by sandy clay or clayey sand fill in Boring 612 underlain by sandstone bedrock
to a depth of 20 feet, the maximum depth drilled. Based on the blow counts the clays
are stiff to very stiff and the bedrock is firm to very hard.
2. Spread footings are the recommended foundation system for the proposed self -storage
units and office building.
PURPOSE AND SCOPE OF STUDY
This report presents the results of a geotechnical engineering study for the proposed
Securecare Storage Facility on Highway 119 southeast of the intersection with County Road 5
in Weld County, Colorado. The facility includes 9 storage buildings, one office building, parking
lot and driveways. The subsurface study was conducted for the purpose of developing
foundation and pavement thickness design recommendations. The project location is shown on
Figure 1. The study was conducted in accordance with the scope of work in our proposal to
National Storage Affiliates dated January 2, 2017.
A field exploration program consisting of twelve exploratory borings was conducted to obtain
information on subsurface conditions. Samples of the soils and bedrock obtained during the
field exploration were tested in the laboratory to determine their classification and engineering
characteristics. The results of the field exploration and laboratory testing were analyzed to
develop recommendations forfoundation types, depths and allowable pressures for the
proposed Securecare Storage Facility. The results of the field exploration and laboratory testing
are presented in this report.
H. P tKU MAR
PROPOSED ED O N TRU T ION
The Securecare Storage Facility is to be located southeast of the intersection of County Road
and Highway 119 in Weld County, Colorado. It is our understanding that the facility includes 9
storage buildings, one office building, parking lot and driveways. The proposed site
development is shown on Figure 2. We assume slab -on -grade floors and frame construction.
Foundation loads are expected to be light. Due to the topography, there will be cut and fill to
create level building sites.
If the proposed construction varies significantly from that described above or depicted in this
report, we should be notified to reevaluate the recommendations provided in this report.
SITE CONDITIONS
The site is located east of Longmont on Highway 119 in Weld County, Colorado. The 6.2 acre
site is currently vacant. An existing cell tower is located on south side of the lot. The ground
surface generally slopes down to the northeast. East of the west property boundary an abrupt
downward slope trending south for about Y2 of the lot and then trends east. The ground surface
below the bank slopes more gently to the northeast. The height of this bank is about 10 feet.
The total elevation difference across the lot is about 30 feet. Vegetation consists of sparse
native grass and weeds.
SUBSURFACE CONDITIONS
The field exploration for the project was conducted on March 9, 2017. Twelve exploratory
borings were drilled at the locations shown on Figure 2, to explore subsurface conditions.
Elevations were determined from contours on the site plan provided by the client. Logs of the
exploratory borings and a legend and notes, are presented on Figures 3A, 3B and 4.
The borings were advanced through the overburden soils and underlying bedrock with 4 -inch
diameter continuous flight augers. The borings were logged by a representative of
H-P/KUMAR.
Samples of the soils and bedrock materials were taken with a 2 -inch I.D "California", and a
standard 1 3/8 -inch I.D. split spoon samplers. The samplers were driven into the various strata
with blows from a 140 -pound hammer falling 30 inches. This test is similar to the standard
H-� UMAR
penetration test described by ASST 'I Method 0 1586. Penetration resistance values, when
properly evaluated, indicate the relative density or consistency of the soils. Depths at which the
samples were taken and the penetration resistance values are shown on the right side of the
logs on Figures 3A and 3B.
The results of laboratory tests performed on selected samples obtained from the borings are
shown to the right side of the logs on Figures 3A and 3B, and are summarized in Table 1.
Samples obtained from the borings were visually classified in the laboratory by the project
engineer and samples were selected for laboratory testing. Laboratory testing included index
property tests, such as moisture content (ASTM D 2216), unit weight, grain size analysis (ASTM
D 422) and liquid and plastic limits (ASTM D 4318).
The subsoil conditions encountered at the site were fairly uniform. In borings B1 to B6 and BB
to B9, they consisted of a thin layer of topsoil underlain by interbedded claystone and sandstone
bedrock or sandstone bedrock to the depth of 15 feet, the maximum depth drilled. In borings
B 7 and B10 o to 812, the soils consisted of a thin layer of topsoil underlain by sandy clay or
clayey sand fill in Boring B12 underlain by sandstone bedrock to a depth of 20 feet, the
maximum depth drilled. Based on the blow counts the clays are stiff to very stiff and the
bedrock is firm to very hard.
Swell -compression tests were performed on selected samples. The results are shown on
Figures 5 to 8. The samples were wetted under a surcharge pressure of 1,000 psf. The results
show the soils have a low swe l l potential.
Groundwater was not encountered during the exploration. Water levels can fluctuate during
wetter years or due to heavy precipitation.
GE0TECHNICAL ENGINEERING CONSIDERATIONS
TIONS
Based on the proposed construction and the subsoil conditions encountered, we recommend
the structures be supported on spread footings. The following design and construction details
should be observed.
f -I- P UMAR
SPREAD FOOTINGS
The design and construction criteria presented below should be observed for a spread footing
foundation system. The construction details should be considered when preparing project
documents. Some of the footings will be supported on the compacted fill resulting from site
grading
1. Spread footings bearing on the undisturbed sandstone, claysto ne or sandy clay or
compacted fill may be designed for an allowable bearing pressure of 2,600 psf. Settlement
of the footing is estimated to be on the order of one inch or less. Differential movements
across the structure are estimated to be about the same magnitude. If excessive wetting of
the foundation soils occurs settlement could be greater.
2. If a structure will have water usage, we recommend over excavation the foundation soil by
at least two feet and compaction to 98 percent of the maximum standard Proctor (ATM
698) density
3. Continuous foundation walls should be reinforced top and bottom to span an unsupported
length of 10 feet to compensate for soil anomalies.
4. For footings or pads bearing on the foundation soils, the resistance to sliding at the base of
the footings and pads may be calculated using a coefficient of friction of 0.35 times the
normal dead weight. Passive pressure against the sides of the footings may be calculated
using an equivalent fluid unit weight of 250 pounds per cubic foot (pcf) for backfill consisting
of compacted soils from the site excavation. The coefficient of friction and passive pressure
values recommended above assume ultimate soil strength. Suitable factors of safety should
be included in the design to limit the strain that will occur at the ultimate strength, particularly
in the case of passive resistance. Backfill adjacent to footings should be similar to the
native soil and compacted to at least 95 percent of the maximum standard Proctor density.
5. Footings should have a minimum width of 16 inches for continuous walls and 2 feet for
isolated pads.
6. For foundation or retaining walls that are restrained should be designed for lateral earth
pressure based on an equivalent fluid weighing 55 pounds per cubic foot (pcf). Walls that
are free to rotate may be designed for an equivalent fluid weight of 45 pcf.
i--r P U MA R
7. Any fill, not paced during the site grading, or loose onsite ite soil should be removed and
replaced compacted to at least 98 percent of the maximum standard Proctor dry density at a
moisture content within 2 percent of optimum.
8. Exterior footings beneath unheated areas should be provided with adequate soil cover
above the bearing elevation for frost protection. Placement of frost walls or foundations at
least 36 inches below exterior grade is typically used in this area.
9. A representative of the geotechnical l engineer should observe all foundation excavations
prior to forming for concrete placement to confirm bearing conditions.
FLOOR SUPPORT
To reduce the effects of some differential movement, slabs -on -grade should beseparated from
all bearing walls and columns with expansion joints which allow unrestrained vertical movement.
Slip joints should be provided below partition walls bearing on the slab. This detail is important
for the wallboard and trim. Floor slab control joints should be used to reduce damage due to
shrinkage cracking. The requirements for joint spacing and slab reinforcement should be
established by the designer based on experience and the intended slab use. Where plumbing
lines enter through the floor, a positive bond break should be provided. Flexible connections
allowing at least 2 inches of movement should be provided for slab -bearing mechanical
equipment.
SITE FLATWRI
The natural on -site soils, exclusive of topsoil, are suitable to support lightly to moderately loaded
slab -on -grade construction. To reduce the effects of some differential movement, slabs should
be separated from all bearing walls and columns with expansion joints which allow unrestrained
vertical movement. Slab control joints should be used to reduce damage due to shrinkage
cracking, Joint spacing is dependent on slab thickness, concrete aggregate size, and slump,
and should be consistent with recognized guidelines such as those of the Portland Cement
Association (PC) and American Concrete Institute (AC1). The joint spacing and slab
reinforcement should be established by the designer based on experience and the intended
slab use.
All fill materials for support of slabs should be placed and compacted according to the criteria
H�f UMAR
presented in "Site Grading." The suitability of the on -site soils for use as under slab fill is also
discussed ° - "Site Grading."
SITE GRADING
General
The following recommendations should be followed for grading, site preparation, and fill
compaction.
1. All import and: onsite backfill should be approved by the geotechnical engineer.
2. Where fill is to be placed, loose or otherwise unsuitable material, including topsoil and
vegetation should be removed prior to placement of new fill. Native subgrade below
base gravel should be graded flat without depressions.
3. Soils should be compacted with appropriate equipment for the lift thickness placed,
typically 8 -inches loose, or less.
4. The following compaction requirements should be used:
SOIL
TYPE
- Compaction
Percent
TYPE
OF
FILL
MOISTURE
PLACEMENT
CONTENT
ATM
D-698 Standard
Proctor)
Below
Footings,
-2%
Optimum
to
+2%
of
Suitable
onsite
or
— 98%
Import
Fill
min
Below
Slab
Concrete
-on
-Grade
Flatwork,
-2% to
Optimum
+2%
o
Suitable
onsite
or
— 95%
Import
Fill
min
Landscape
Areas
-2% to
Optimum
+2%
of
I
Onsite
or
Import
Fill
— 90%
Utility
Trenches
As they
apply
to the
finished
area
Suitability of On -site Soil
The onsite sandstone, claystone and sandy clay are suitable for use as fill at the site for
foundations and slabs provided the moisture and compaction specifications listed above are
followed. All fill should be processed so that it does not contain fragments larger than 2 inches
in diameter, and should be moisture conditioned and compacted according to the specifications
listed above.
H -P UMAR
Import Structural Fill
Class 6 or 6 base course can be used as import structural fills Any import should be non -
expansive, and should consist of minus 2 -inch material having less than 15 percent passing the
No. 200 sieve, a liquid limit less than 30, and a plasticity index less than 15.
WATER-SOLUBLE OLUBLESULFATES
The concentration of water-soluble sulfates measured in samples of the on -site bedrock was
0.065 to 0.135%. This concentration of waters -soluble sulfates represent a Class 0 severity
exposure to sulfate attack on concrete exposed to these materials. The degree of attack is
based on a range of Class 0, Class 1, Class 2, and Class 3 severity exposure as presented in
A 1201. Based on the laboratory test results, we believe special sulfate resistant cement will
generally not be required for concrete exposed to the bedrock or fills consisting of the bedrock.
PAVEMENT DESIGN
A pavement section is a layered system designed to distribute concentrated traffic loads to the
subgrade. Performance of the pavement structure is directly related to the physical properties
of the subgrade soils and traffic loadings. Soils are represented for pavement design purposes
by means of a resilient modulus value (MR) for flexible pavements and a modulus of subgrade
reaction (k) for rigid pavements. Both values are empirically related to strength.
Sub_grade Materials: Based on the results of the field exploration and laboratory test data, the
existing subgrade materials at the site generally classify as A-6 soils with group indices ranging
from 7 to 16, in accordance with the American Association of State Highway and Transportation
Officials A A HTO) classification system. Soils classifying as A-6 would generally be
considered to provide fair to poor subgrade support. For design purposes, a resilient modulus
value of 3,025 psi was selected for flexible pavements.
Design Traffic: It appears that daily traffic at the site will be limited to automobiles, pickup trucks
and delivery trucks on a routine basis, and trash trucks and fire trucks on an intermittent basis.
For pavement thickness design calculations we have assumed an equivalent .18 -kip daily load
application (EDLA) of 3 for pavement areas subject to light vehicle traffic, such as parking
areas, and 10 for pavements subject to traffic consisting of trash trucks and other infrequent
miscellaneous heavy trucks.
H- P UMAR
Asphalt and Concrete Pavement Sections: Asphalt and concrete pavement sections were
determined in accordance with the 1993 AASHTO pavement design procedure. Based on this
procedure, we recommend that areas subject to light vehicle traffic constructed with 5.5 inches
of full -depth asphalt pavement, or a composite pavement section consisting of 5 inches of
asphalt over 4 inches of compacted aggregate base course material. We recommend that
pavements subject to traffic consisting of fire trucks and other infrequent miscellaneous heavy
trucks be constructed with 6.5 inches of full -depth asphalt pavement, or a composite pavement
section consisting of 5 inches of asphalt over 6 inches of compacted aggregate base course
material. In lieu of an asphalt pavement section, a TO -inch Portland cement concrete pavement
section can be used. Concrete pavement should contain sawed or formed joints to IA of the
depth of the slab at a maximum distance of 12 to 15 feet on center. Concrete slabs used in
delivery or trash collection areas should also be at least 7 inches in thickness underlain with 4
inches of Aggregate Base Course.
Pavement Material Recommendations: The asphalt mix should meet the latest requirements of
the CDOT Standard Specifications for Road and Bridge Construction. The asphalt placed for
the project should be designed in accordance with the SuperPave gyratory mix design method.
The mix should meet Grading S or SX requirements, A SuperPave gyratory design revolution
(NDES) of 75 should be used in the design process. A PG 64-22 asphalt binder should be used
for the asphalt mix. Concrete pavement should meet CDOT Class P specifications and
requirements.
Subgrade Preparation: Pavement subgrade conditions are projected to generally consist of
sandy lean clay fill and interbedded claysto ne, siltstone and sandstone bedrock exhibiting low to
moderate potential for expansion upon wetting or settlement of existing fill. To limit potentially
excessive pavement movement due to possible moisture -related expansion of the bedrock or
compression of fill, we recommend that the upper 12 inches of any existing fill and bedrock
underlying pavements should be scarified and adjusted a moisture content between -2 and +2
percentage points of optimum and recompacted to at least 95% of the standard Proctor
maximum dry density (ASTM D 698). The pavement subgrade should be proof rolled with a
heavily -loaded pneumatic -tired vehicle. Pavement design procedures assume a stable
subgrade. Areas that deform excessively under heavy wheel loads are not stable and should
be removed and replaced to achieve a stable subgrade prior to paving.
M-P�UMAR
Drainage: The collection and diversion of surface drainage away from paved areas is extremely
important to the satisfactory performance of pavement. Drainage design should provide for the
removal of water from paved areas and prevent the welling of the subgrade soils.
Maintenance: Periodic maintenance of paved areas is critical to achieve the design life of the
pavement. Crack sealing should be performed annually as new cracks appear. Chip seals, fog
seals, or slurry seals applied at approximate intervals of 3 to 5 years are usually necessary for
asphalt. As conditions warrant, it may be necessary to perform patching and structural overlays
at approximate 10 year intervals.
Drainage: The collection and diversion of surface drainage away from paved areas is extremely
important to the satisfactory performance of pavement. Drainage design should provide for the
removal of water from paved areas and prevent the wetting of the subgrade soils.
SURFACE DRAINAGE
Proper surface drainage is very important for acceptable performance of the structures during
construction and after the construction has been completed. Drainage recommendations
provided by local, state and national entities should be followed based on the intended use of
the structure. Exterior backfill should be adjusted to near optimum moisture content and
compacted to at least 95 % of the ATM D 698 (standard Proctor) maximum dry density.
DESIGN AND CONSTRUCTION SUPPORT SERVICES
H-P/KUMAR should be retained to review the project plans and specifications for conformance
with the recommendations provided in our report. We are also available to assist the design
team in preparing specifications for geotechnical l aspects of the project, and performing
additional studies if necessary to accommodate possible changes in the proposed construction.
We recommend that H-P/KU MAR be retained to provide construction observation and testing
services to document that the intent of this report and the requirements of the plans and
specifications are being followed during construction. This will allow us to identify possible
variations in subsurface conditions from those encountered during this study and to allow us to
re-evaluate our recommendations, if needed. We will not be responsible for implementation of
H P U MAR
-10 -
the recommendations presented in this report by others, if we are not retained to provide
construction observation and testing services.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical engineering
practices in this area for exclusive use by the client for design purposes. The conclusions and
recommendations submitted in this report are based upon the data obtained from the
exploratory boring at the location indicated on Fig. 1, and the proposed type of construction.
This report may not reflect subsurface variations that occur between the exploratory borings,
and the nature and extent of variations across the site may not become evident until site grading
and excavations are performed. If during construction, fill, soil, rock or water conditions appear
to be different from those described herein, H-F/UAR should be advised at once so that a re-
evaluation of the recommendations presented in this report can be made. H-P/KU AR is not
responsible for liability associated with interpretation of subsurface data by others.
H-P/KUMAR
Rev. RCH
H. PJMAR
V.
,bril or
QS'
•
L
17-8-141
HP/KUMAR
SECURE ARE STORAGE FACILITY
Y
SITE LOCATION
i
FI .1
,Y
- .,+aifr
n V.:
II. ATI
'lir 4
nri
•
4
tr'F
0
i
I
I
Van
I
Li
al O
cc
C)
O
O
z
O
co
CO
,
N
1
MN
a)
0)
U.
I
ec
CL
a,
O
IIIIIIIII
1-m
fa
B-7
Elev. 4911.4
4915
4910
4905
4900
4895
4895
Ens 4895
8-8
Elev. 4909.5
15/12
MC = 12.5
CD=104
-200= 93
11=35
Pl=21
10112
MC = 21.4
-200= = 63
Pi-
5015
50/4
50/1
178-141
50/5
MC=11.9
11.9
NV
PI =NP
50/6
MC =1.3.5
DD=110
SP -0.1
50/5
50/6
HP/KUMAR
B-9
Elev. 49003
B40
Elev. 4910.0
50/4
MC = 8.2
CCU=103
-2OO-32
LL=NV
PI = NP
5014
MC = 8.9
OD=88
W S=O.135
50/4
50/1
6/12
MC = 19.6
00=59.9
-20D- 5'
25/12
MC =12.7
DO = 1O3
-200= 47
LL = NV
PI = NP
50/4
50/5
50/5
B -1l
Elev. 4911 .8
8112
B-12
Bev, 4914.0
15/12
MC = 15.8
DD=109
-200= 49
50/6
50/4
SECURECARE STORAGE FACILITY
BORING LOGS
4915
10/12
MC = 14.8
DD=95
-2CO= 14
15/12 4910
50/4 4905
50/4 4900
50/4 4895
4895
4895
ININIMIN
1
i
i
IIMMINI
Ria
it
F I .313
ELgrim
C
E
B-1
Elev. 4897.0
4900
4895
4890
4885
4880
L. 4875
24/12
B-2
Elev. 4891.3
37/12
j MC =16.0
DD=113
-MD_ 74
LL=38
PI =22
SP =0a5
50/6
50/6
17-8-141
50/10
MC =15.2
DD=114
-
SP=0.1
50/6
50/6
50/6
H P/ii lAR
B-3
Elev. 4894.8
50/10
50/6
MD=14,1
DI3--- 4118
.
- C0=
7YYlMVVVi
LL==35
PI-18
SP = 0.3
50/6
B-4
Elev. 4898.5
50
MD =13.2
DD=107
-200=38
B- B-6
Elev. 4897.8 Elev, 4895.0
50/5
MC =14.5
DD=117
WSS = 0.065
SP=0.0
50/5
50/5
50/6
MC = 13.5
DO = 112
-200= 39
LL = h!' ►
PI =NP
50/5
MC= 14.4
DD=108
SP= -0.1
50/5
50/6
SECURECARE RE STORAGE FACILITY
BORING LOGS
4900
4895
50/6
50/5
I ID = 72489o3.
DD = 110
-2)0= 37
1,1011
SP =02
50/3
50/6
Aim
4885
4880
4875
E1 .3A
LEGEND
I
Topsoil, clayey, moist, brown, with grass/weed cover.
Fill, clayey sand, fine to gravel, moist, dark brown.
Clay (CL), sandy, moist, fine to coarse, medium stiff to stiff, medium plasticity, brown
Interbeded claystone and sandstone, fine grained, firm to very hard, moist, tan brown.
Sandstone, fine grained, firm to very hard, moist, tan brown.
13
1 0/1 2
Indicates 2 -inch I.D. California sampler. 10/12 indicates 10 blows of a 140 -pound hammer
falling 30 inches were required to drive the sampler 12 inches.
5014
Indicates standard split spoon sampler, 1 3/8 -inch ID. 50/4 indicates 50 blows of a
140 -pound hammer falling 30 inches were required to drive the sampler 4 inches.
NOTES:
1. Field work was conducted March 9, 2017. The Borings were drilled and sampled
using a truck mounted CME 45 Drill Rig.
2. Locations of borings shown on Figure 2 are approximate.
3. Elevations of borings were obtained from contours onsite plan provided by client.
4. The lines between strata represent approximate boundaries and transitions may be gradual.
5. Free water was not encountered at the time of drilling. Water table is expected to fluctuate
seasonally, and with changes in climate.
6. Laboratory Testing Results:
MC = moisture content of sample in percent of the dry weight.
DD = dry unit weight of sample in pcf.
-200 = percent of silt and clay fraction.
LL = liquid limit
PI = placticity index
WSS =water soluble sulfates in percent.
SP = percent of swell under a 1,000 psf surcharge after wetting.
Negative swell indicates compression on wetting.
17-8 -141 HP/KUMAR
MAR
SECURECARE STORAGE FACILITY
LEGEND AND NOTES
FIG.4
4.0
3.0
2.0
W 1.0
z 0.0
0
LU
EL
-2.0
0
0
-3.0
-4.0 _
0.1
[From: Boring B-1 at 4 feet
Sample of: Claystone Bedrock
Moisture Content = 16.0 %
Dry Unit Weight = 113 pcf
-200=74%,LL=38, Pi=22
Expansion on wetting
i
1 10
APPLIED PRESSURE (KSF)
4.0
3.0
2.0
1.0
g 0.0
co
Co -1.o
It
0
2 -2 .0
o
0
- 3.0
- 4.0
0.1
17-8-141
100
=
59
of:
Weight
iFtoringB-2at2feet
Sample
Moisture
Dry
-200
Unit
Claystone
Content
=
=
114
15.2%
Bedrock
pcf
Expansion
on
wetting
1 10
APPLIED PRESSURE (KSF)
H-P/KUMAR
100
m
SECURE ARE STORAGE FACILITY
SWELL -COMPRESSION TEST RESULTS
FIG. 5
4.0
3.0
2.0
J
W 1,0
U)
z 0.0
Cl)
W -1.0
0_
2 -2.0
O
0
-3.0
-4.0
0.1
From:
Sample
Moisture
Dry
-200
II
Unit
=
Boring
56%,
of:
Content
Weight
Claystone
LL
B-3
=
at
=
= 118
35
4
14.1
feet
PI
pcf
Bedrock
=
18
I�
Expansion
on
wetting
mg
Ifl
-
IIII
10
APPLIED PRESSURE (KSF)
100
4.0
3.0
ZiLti 2.0
1.0
0.0
w -1.0
0
M -2 0
a •
0
-3.0
-4.0
0.1
From:
Sample
Moisture
Cary
Unit
Boring
of: Sandstone
Content
Weight
B-4
=
at
=
117
14.5%
4
feet
Bedrock
pcf
�.
..�
-
L
I
I
change
on
�
wetting
I
1
�I
No
I
I
I
r
V
n
I
I
I
I
1 10
APPLIED PRESSURE (KSF)
100
17-8-141
H-P/KUMAR
SECURECARE STORAGE FACILITY
SWELL -COMPRESSION TEST RESULTS
FIG. 6
J _
4.0
3.0
2.0
w 1.0
C9
z 0.0
0
-1.0
_ 1
it
0
-2.0
O
0
-3.0
-4.0
0.1
From:
Sample
Moisture
Dry
-S
at
=
= 108
Unit
Boring
of:
Content
Weight
Sandstone
B
4 feet
14.4
pcf
Bedrock
Compression
i
on
wetting
i
1 10
APPLIED PRESSURE (KSF)
100
4.0
3.0
w -1.0
it
o
-2.3
0
-3.0
4.0
0.1
From:
Sample
Moisture
D
Unit
Boring
of:
Weight
Sandstone
Content
B-6
=
at
=
110
13.2%
4
feet
Bedrock
pcf
Expansion
on
wetting
liii
I
,.......
!
II
lirrl
,
i
1 10
APPLIED PRESSURE (KSF)
100
17-8-141
H-P/KUMAR
MAR
SECURECARE STORAGE FACILITY
SWELL -COMPRESSION TEST RESULTS
SIG. 7
4.0
3.0
2.0
J
w 1.0
Co
z 0.0
O
W -1 0
at
0
2 -2.0
C
0
-3.0
-4.0
0.1
From:
Sample
Moisture
Dry
Unit
Boring
of:
Content
Weight
Sandstone
B-8
at
=
= 110
4
13.6
Bedrock
feet
pcf
Compression
on
wetting
I�I
I
10
APPLIED PRESSURE (KSF)
100
1.0
0.0
-1.0
-2.0
-3,0
-4.0
10
w
-5.0
EL -6.0
-7.0
-8.0
-9.0
0,1
IFrom:
Sample
Boring
of:
B-9
Sandstone
at
4 feet
Bedrock
Moisture
Dry
Unit
Content
Weight
= 8.9%
= 88 cf
-
1 Compression
on
wetting
II
I
i
I
�
nil
t
t
1 10
APPLIED PRESSURE (KSF)
100
17-8-141
H-P/KUMAR
SECURECARE STORAGE FACILITY
SWELL -COMPRESSION TEST RESULTS
FIG. 8
HP/KU MAR
N
d
4
aci
USDA United States
=�"-- Department of
— Agriculture
ARCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Weld County,
Colorado,
Southern Part
SecureCare Lot B Ex. #1313 -9 -2 -
RE -2-3232
March 112017
Contents
Preface 2
How Soil Surveys A►re Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Weld County, Colorado, Southern Part 13
8 —Ascalon loam, 0 to 1 percent slopes 13
10—Bankard sandy loam, 0 to 3 percent slopes, frequently flooded 14
13—Cascajo gravelly sandy loam, 5 to 20 percent slopes 16
References 18
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
6
Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
Custom Soil Resource Report
Soil Map
498490
498520
498550
498580
499610
498640
49®670
40° 9' 36" N
4
0
f1
4
40° 9' 25" N
105` 1 4 4U
4
98520
498550
499610
498640
498670
1050 1' 4" ud
N
'ap may not be valid at thsis scale -
Map Scale: 1:957 if printed on B portrait (11" x 17") sheet.
Meters
0 10 20 40 60
C
C
G
40° 9' 36" N
C° 9'25'N
A
Feet
0 45 90 180 270
Map projection: Web Mercator Corner coordinates: WG584 Edge tics: UTM Zone 13N WG584
9
Custom Soil Resource Report
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
O
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
tv Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
.74
4:4 74
0
O
V
a i
•
90
0
324
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale..
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 15, Sep 22, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Mar 16, 2012 Apr
13, 2012
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10
Custom Soil Resource Report
Map Unit Legend
Weld County, Colorado, Southern Part (CO618)
Map Unit Symbol
Map Unit Name
Acres in AOl
Percent of AOI
8
Ascalon
slopes
loam, 0 to
1
percent
2.3
31.7%
10
Ban
kard
percent
flooded
sandy
slopes,
loam,
frequently
0 to 3
1.4
18.5%
13
Cascajo
to 20
gravelly sandy
percent slopes
loam, 5
3.7
49.7%
Totals for Area of Interest
7.4
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every► map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
11
Custom Soil Resource Report
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12
Custom Soil Resource Report
Weld County, Colorado, Southern Part
8 —Ascalon loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: 2tl nq
Elevation: 31 870 to 6;070 feet
Mean annual precipitation: 13 to 16 inches
Mean annual air temperature: 47 to 54 degrees F
Frost -free period: 135 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Ascalon and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Ascalon
Setting
Landform: Terraces
Landform position (three-dimensional): Tread
Down slope shape: Linear
Across -slope shape: Linear
Parent material: Wind -reworked alluvium and/or calcareous sandy eolian deposits
Typical profile
Ap - 0 to 6 inches: loam
Bt1 - 6 to 12 inches: sandy clay loam
Bt2 - 12 to 19 inches: sandy clay loam
Bk - 19 to 35 inches: fine sandy loam
C - 35 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water 'sat,: Moderately► high to
high (0.60 to 6.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 10 percent
salinity, maximum in profile: Nonsaline (0.1 to 1.9 mmhos/cm)
sodium adsorption ratio, maximum in profile: 1.0
Available water storage in profile: Moderate (about 8.0 inches)
interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 4c
Hydrologic Soil Group: B
Ecological site: Loamy Plains (R067BY002CO)
fydric soil rating: No
13
Custom Soil Resource Report
Minor Components
Olnest
Percent of map unit: 10 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down -slope shape: Linear
Across -slope shape: Linear
Ecological site: Sandy Plains (R067BY024CO)
Hydric soil rating: No
Nunn
Percent of map unit: 5 percent
Landform: Terraces
Landform position (three-dimensional) Tread
Down -slope shape: Linear
Across -slope shape: Linear
Ecological site: Loamy Plains (R067BY002CO)
Hydric soil rating: No
10 Bankard sandy loam, 0 to 3 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 2s61 n
Elevation: 4,090 to 5,410 feet
Mean annual precipitation: 12 to 17 inches
Mean annual air temperature: 48 to 52 degrees F
Frost -free period: 130 to 160 days
Farmland classification: Prime farmland if irrigated and the product of I (soil
erodibility) x C (climate factor) does not exceed 60
Map Unit Composition
Bankard, frequently flooded, and similar soils: 80 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bankard, Frequently Flooded
Setting
Landform: Flood plains, ephemeral streams
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Sandy alluvium
Typical profile
A - 0 to 2 inches: sandy loam
AC - 2 to 9 inches: sandy loam
Cl - 9 to 17 inches: loamy sand
C2 - 17 to 80 inches: sand
Custom Soil Resource Report
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00
inlhr)
Depth to water table: More than 80 inches
Frequency of flooding: Frequent
Frequency of ponding: n din g: None
Calcium carbonate, maximum in profile: 10 percent
salinity; maximum in profile: Nonsaline (0.0 to 1.9 mmhoslcm)
Available water storage in profile: Low (about 3.5 inches)
Interpretive groups
Land capability classification (irrigated): 6s
Land capability classification (non irrigated): 6s
Hydrologic Soil Group: A
Ecological site: Sandy Bottomland (R067BY03 1 CO)
Hydric soil rating: No
Minor Components
Glenberg, rarely flooded
Percent of map unit: 8 percent
Landform: Flood -plain steps, ephemeral streams
Down -slope shape: Linear
Across -slope shape: Linear
Ecological site: Sandy Bottomland (R0 7BYg 1 O)
Hydric soil rating: No
Kitcarson, frequently flooded
Percent of map unit: 5 percent
Landform: Flood plains, ephemeral streams
Down -slope shape: Linear
Across -slope shape: Linear, concave
Ecological site: Wet Meadow (R067BY036CC)
Hydric soil rating: No
Alda, frequently flooded
Percent of map unit: 5 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Concave
Ecological site: Salt Meadow (R067BY035CO)
Hydric soil rating: No
Las animas, frequently flooded
Percent of map unit: 2 percent
Landform: Flood plains, ephemeral streams
Down -slope shape: Linear
Across -slope shape: Linear, concave
Ecological site: Salt Meadow (R072XY035CO)
Hydric soil rating: No
Custom Soil Resource Report
13 Cascajo gravelly sandy loam, 5 to 20 percent slopes
Map Unit Setting
National map unit symbol: 361 n
Elevation: 4,600 to 5,200 feet
Mean annual precipitation: 11 to 13 inches
Mean annual air temperature: 52 to 54 degrees F
Frost -free period: 120 to 160 days
Farmland classification: Not prime farmland
Map UnitComposition
Cascajo and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit
Description of Cascajo
Setting
Landform: Ridges, terraces
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Calcareous gravelly alluvium
Typical profile
HI - 0 to 9 inches: gravelly sandy loam
H2 - 9 to 31 inches: extremely gravelly sandy loam
H3 - 31 to 60 inches: very gravelly sand
Properties and qualities
Slope: 5 to 20 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Excessively drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (`sat): High (2.00 to 6.00
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 25 percent
salinity maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhosicm)
Available water storage in profile: Low (about 4.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 75
Hydrologic Sod Group: A
Ecological site: Gravel Breaks (R067BY06 O)
Hydric soil rating: No
Custom Soil Resource Report
Minor Components
Renohill
Percent of map unit: 8 percent
Hydric soil rating: No
Samsil
Percent of map unit: 7 percent
Hydric soil rating: No
Hello