HomeMy WebLinkAbout20252595.tiffStructural
Geotechnical
Materials Testing
Forensic
SUBSURFACE SOIL INVESTIGATION
Respectfully Submitted,
Denver Zoological Foundation
The Preserve
Weld County, Colorado
PREPARED FOR:
Baseline Engineering Corporation
112 N. Rubey Dr., #210
Golden, CO 80403
JOB NO. 197741
January 3, 2025
Reviewed by,
RMG — Rocky Mountain Group RMG — Rocky Mountain Group
Matthew Cherney, E.I. Tony Munger, P.E.
Geotechnical Staff Engineer Sr. Geotechnical Project Manager
TABLE OF CONTENTS
GENERAL SITE AND PROJECT DESCRIPTION 3
Project Description and Scope of Work 3
Existing Site Conditions 3
Previous Studies and Field Investigation 3
FIELD INVESTIGATION AND LABORATORY TESTING 3
Drilling 3
Laboratory Testing 3
SUBSURFACE CONDITIONS 4
Subsurface Materials 4
Groundwater 4
Soil Parameters 4
Seismic Design 4
CONCLUSIONS AND RECOMMENDATIONS 5
Geotechnical Considerations 5
Site Preparation 5
Foundation Recommendations 6
Open Excavation Observations 6
Floor Slabs 6
Exterior Concrete Flatwork 7
Lateral Earth Pressures 7
CONSTRUCTION CONSIDERATIONS 7
Surface Grading and Drainage 7
Perimeter Drain 8
Concrete 8
Exterior Backfill 8
Structural Fill - General 9
CLOSING 9
FIGURES
Site Vicinity Map 1
Test Boring Location Plan 2
Explanation of Test Boring Logs 3
Test Boring Logs 4-6
Summary of Laboratory Test Results 7
Soil Classification Data 8
Swell/Consolidation Test Results 9
RMG — Rocky Mountain Group
2 RMG Job No. 197741
GENERAL SITE AND PROJECT DESCRIPTION
Project Description and Scope of Work
RMG has completed a geotechnical investigation for the proposed Pre -Engineered Metal Building
(PEMB) at Canal Road in the southeastern portion of Weld County, Colorado. The purpose of the
investigation was to evaluate the subsurface soil conditions and provide geotechnical design and
construction criteria for the project.
RMG understands the PEMB is to be a one story, 50' x 100' structure with 20'- 0" eave heights and an
interior clear span height of approximately 24' - 7 9/16".
Existing Site Conditions
The site is undeveloped and is currently vegetated with native grass and weeds. The location of the site is
shown on the Site Vicinity Map, Figure 1.
Previous Studies and Field Investigation
Reports of previous geotechnical engineering/geologic investigations for this site were available for our
review and are listed below:
1. Preliminary Geotechnical Evaluation, The Preserve, Weld County, Colorado, prepared by Ground
Engineering, Job No. 24-3561, dated June 27, 2024.
The findings, conclusions and recommendations contained in that report were considered during the
preparation of this report.
FIELD INVESTIGATION AND LABORATORY TESTING
Drilling
The subsurface conditions on the site were investigated by drilling five exploratory test borings to depths
of approximately 20 to 40 feet within the proposed building footprint. The approximate locations of the
test borings are presented in the Test Boring Location Plan, Figure 2.
The test borings were advanced with a power -driven, continuous -flight auger drill rig. Soil samples were
obtained in general accordance with ASTM D-1586 utilizing a 2 -inch OD split -barrel sampler or in
general accordance with ASTM D-3550 utilizing a 21/2 -inch OD modified California sampler. Samples
were returned to RMG's materials testing laboratory for testing and analysis. An Explanation of Test
Boring Logs is presented in Figure 3. The Test Boring Logs are presented in Figures 4 through 6.
Laboratory Testing
The moisture content for the recovered samples was obtained in the laboratory. Grain -size analysis,
Atterberg Limits, and Denver Swell/Consolidation tests were performed on selected samples for purposes
of classification and to develop pertinent engineering properties. A Summary of Laboratory Test Results
RMG — Rocky Mountain Group
3 RMG Job No. 197741
is presented in Figure 7. Soil Classification Data is presented in Figure 8. Swell/Consolidation Test
Results are presented in Figure 9.
SUBSURFACE CONDITIONS
Subsurface Materials
The test borings revealed the soil strata across the site to be relatively consistent from boring to boring. The
subsurface materials encountered in the test borings consisted of native silty to clayey sand and native
siltstone. However, the materials within each stratum were encountered at variable densities.
Additional descriptions and the interpreted distribution (approximate depths) of the subsurface materials
are presented on the Test Boring Logs. The classifications shown on the logs are based upon visual
classification of the samples at the depths indicated. Stratification lines shown on the logs represent the
approximate boundaries between material types and the actual transitions may be gradual and vary with
location.
Groundwater
Groundwater was observed at a depth of approximately 22 feet in the test boring B5 at the time of drilling.
Groundwater was not encountered in the remaining test borings at the time of drilling. Groundwater is not
expected to be a significant factor in foundation design. Fluctuations in groundwater and subsurface
moisture conditions may occur due to seasonal variations in rainfall and other factors not readily apparent
at this time.
Soil Parameters
The following table presents estimated in -situ soil parameters.
Soil
Description
Unit
Active
Earth
Pressure
Ka
Passive
Modulus
Elasticity
of
Poisson's
Friction
Angle
At
-Rest Earth
Pressure
Ko
Weight
(lb/fl3)
Ratio
µs
Earth
Es (lb/in)
Pressure Kp
(degree)
Silty to
Clayey
Sand
105
27
0.376
2.66
0.546
1,500
0.20
Seismic Design
In accordance with the Minimum Design Loads and Associated Criteria for Buildings and Other
Structures, ASCE/SEI 7-16, seismic design parameters have been determined for this site. The seismic site
class has been interpreted from the results of the soil test borings drilled within the project site. The
Applied Technology Council seismic design tool has been used to determine the seismic response
acceleration parameters. The soil on this site is not considered susceptible to liquefaction.
RMG — Rocky Mountain Group
4 RMG Job No. 197741
The following recommended seismic design parameters are based upon Seismic Site Class D, and a 2 -
percent probability of exceedance in 50 years. The Seismic Design Category is "B".
Period
(sec)
Site
Coefficients
Design Spectral
Response
Mapped MCE
Adjusted
MCE
Spectral Response
Acceleration
(g)
Spectral Response
Acceleration (g)
Acceleration (g)
0.2
Ss
O.131
Fa
1.6
Sms
0.209
Sas
O.139
1.O
Si
0.046
2.4
Smi
0.112
Say
0.074
Fv
Notes:
MCE = Maximum Considered Earthquake
g = acceleration due to gravity
CONCLUSIONS AND RECOMMENDATIONS
The following discussion is based on the subsurface conditions encountered in the test borings and the
project characteristics previously described. If conditions are different from those described in this report
or the project characteristics change, RMG should be retained to review and revise our recommendations
as necessary.
Geotechnical Considerations
Shallow, spread footing foundation systems are commonly utilized for similar soil conditions in this
region. Based on the site and soil conditions encountered, a shallow, spread footing foundation is
anticipated to be more economically feasible than other foundation alternatives. It is our opinion that a
shallow, spread footing foundation system is suitable for use, provided that the recommendations
presented herein are strictly adhered to. Soil improvements required to achieve the allowable bearing
capacity presented herein are discussed below.
However, it should be recognized that a shallow, spread footing is only one available foundation system.
One alternative that is generally considered to provide a lower risk of foundation movement (and
associated damage) is a foundation system consisting of cast -in -place concrete caissons (drilled piers)
embedded into the underlying bedrock used in conjunction with an elevated structural floor system
(crawlspace). The decision regarding which foundation system alternative to install at the residence is
entirely the decision of the Builder/Developer, and not RMG. Contact RMG prior to construction if
recommendations for a drilled pier foundation (or other foundation alternatives) are desired.
Site Preparation
Standard Penetration Test blow counts vary across the site and with depth. Due to this variability we
recommend removing (overexcavating) the foundation areas and backfilling with compacted structural
fill. The on -site material is suitable for use as structural fill. Site preparation should include clearing and
grubbing the site of all vegetation, topsoil, and any other deleterious material within the construction area
and disposing this material appropriately. Following clearing and grubbing, the area within the foundation
footprint and a 3 -foot perimeter beyond should be overexcavated 3 feet below the bottom of footing
elevation. The excavated material may be stockpiled for reuse as structural fill. An Open Excavation
RMG — Rocky Mountain Group
5 RMG Job No. 197741
Observation should be made at this point to verify soil conditions are as reported in the soil boring logs
herein.
Upon verification, the upper 6 inches of the exposed subsurface soils should then be scarified and moisture
conditioned to facilitate compaction (usually within 2 percent of the optimum moisture content) and
compacted to a minimum of 95 percent of the maximum dry density as determined by the Modified
Proctor test (ASTM D-1557) or 98 percent of the maximum dry density as determined by the Standard
Proctor test (ASTM D-698) prior to placing structural fill.
After compaction of the exposed subgrade, the native material previously removed may be used as
structural fill to bring the site to bottom -of -footing grade. The material should not be excessively wet,
should be free of organic matter and construction debris, and should not contain rock fragments greater
than 3 -inches in any dimension. The fill material should be moisture -conditioned to facilitate compaction
(usually within 2 percent of the optimum moisture content) and placed in lifts of not more than 10 inches.
Each loose lift should be compacted to a minimum of 95 percent of Modified Proctor maximum dry
density as determined by the Modified Proctor test (ASTM D-1557) or 98 percent of the maximum dry
density as determined by the Standard Proctor test (ASTM D-698). The first density tests should be
conducted when 12 inches of compacted fill have been placed.
Foundation Recommendations
Structures may be supported on shallow foundations bearing on approved soils when prepared in
accordance with the recommendations above. When so prepared, a maximum allowable bearing pressure
of 1,600 psf with no minimum dead load requirement may be used for design. The foundation design
should be prepared by a qualified Colorado Registered Professional Engineer using the recommendations
presented in this report. This foundation system should be designed to span a minimum of 10 feet under
the design loads. The bottoms of exterior foundations should be at least 30 inches below finished grade for
frost protection. When prepared and properly compacted, total settlement of 1 -inch or less with differential
settlement on the order of 1/2 inch or less is estimated. Settlement in granular material generally occurs
relatively rapidly with construction loads. Long term consolidation settlement should not be an issue,
provided that the site material is prepared as recommended above.
Open Excavation Observations
As referenced above, foundation excavations should be observed by RMG prior to placing structural fill,
forms, or concrete to verify the foundation bearing conditions for each structure. Based on the conditions
observed in the foundation excavation, the recommendations made at the time of construction may vary
from those contained herein. In the case of differences, the Open Excavation Observation report shall be
considered to be the governing document to be used to modify the site preparation recommendations as
necessary.
Floor Slabs
The in -situ sand soil exhibited no swell potential in laboratory testing. The on -site sand soils are suitable
for use below slab. Any fill material placed below slabs should be granular, non -expansive material to
reduce the potential for slab movement.
If they have been allowed to remain exposed to weather for a significant period of time after completion of
the recommended overexcavation and replacement, areas under floor slabs should be re-overexcavated a
RMG — Rocky Mountain Group
6 RMG Job No. 197741
minimum of 1 -foot. The upper 6 inches of the exposed subsurface soils should then be scarified and
moisture -conditioned to facilitate compaction (usually within 2 percent of the optimum moisture content)
and compacted to a minimum of 95 percent of the maximum dry density as determined by the Modified
Proctor test (ASTM D-1557) or 98 percent of the maximum dry density as determined by the Standard
Proctor test (ASTM D-698) prior to placing structural fill. Floor slabs should bear upon a minimum of 1 -
foot of structural fill compacted to a minimum of 95 percent of Modified Proctor maximum dry density as
determined by the Modified Proctor test (ASTM D-1557) or 98 percent of the maximum dry density as
determined by the Standard Proctor test (ASTM D-698). Non-structural slabs should be isolated from
foundation members with expansion material. To reduce the potential for concrete curling, a minimum 3 -
inch layer of 3/4 -inch crushed stone over 6 -mil vapor retarder may be placed atop the compacted structural
fill. A conventionally -reinforced or post -tensioned slab supported on stemwalls or grade beams may also
be considered for strength and to reduce the potential for movement, curling, and differential settlement.
Exterior Concrete Flatwork
Reinforced concrete exterior slabs should be constructed similarly to floor slabs on compacted structural
fill, with the additional caveat they be isolated from the building with expansion material and have a
downturned reinforced thickened edge. Conventionally -reinforced or post -tensioned slabs supported on
stemwalls or grade beams may also be considered to reduce the potential for movement, curling, and
differential settlement.
Lateral Earth Pressures
Foundation and basement walls should be designed to resist lateral pressures. For non -expansive backfill
materials, we recommend an equivalent fluid pressure of 40 pcf for design. Expansive soils or bedrock
should not be used as backfill against walls. The above lateral pressure applies to level, drained backfill
conditions. Equivalent Fluid Pressures for sloping/undrained conditions should be determined on an
individual basis.
CONSTRUCTION CONSIDERATIONS
Surface Grading and Drainage
A contributing factor to foundation settlement and floor slab heave in Colorado Front Range soils is the
introduction of excess water. Improper site grading and irrigation water are respectively the most common
cause and source of excess water. The ground surface should be sloped from the building with a minimum
gradient of 10 percent for the first 10 feet. This is equivalent to 12 inches of fall across this 10 -foot zone.
Where a 10 -foot zone cannot be achieved, a well-defined swale should be created a minimum 5 feet from
the foundation and parallel with the wall, with a minimum slope of 2 percent to collect the surface water
and transport it around and away from the structure. Roof drains should extend across backfill zones and
landscaped areas to a region that is graded to direct flow away from the structure(s). Future maintenance
operations should include activities to maintain the surface grading and drainage recommendations herein
to help prevent water from being directed toward and/or ponding near the foundations.
Landscaping should be selected to reduce irrigation requirements. Plants used close to foundation walls
should be limited to those with low moisture requirements and irrigated grass should not be located within
5 feet of the foundation. To help control weed growth, geotextiles should be used below landscaped areas
adjacent to foundations. Impervious plastic membranes are not recommended. Irrigation devices should
RMG — Rocky Mountain Group
7 RMG Job No. 197741
not be placed within 5 feet of the foundation. Irrigation should be limited to the amount sufficient to
maintain vegetation. Application of excess water will increase the likelihood of slab and foundation
movements.
Perimeter Drain
The site soil is generally anticipated to be well -draining, and groundwater was not encountered at depths
anticipated to impact the proposed construction. A subsurface perimeter drain is recommended around
portions of the structure which will have habitable or storage space located below the finished ground
surface. This includes crawlspace areas if applicable. Where main -level slab -on -grade foundation systems
are utilized, a subsurface perimeter drain will not be required around the foundation. An underslab drain is
not anticipated to be necessary.
Concrete
Sulfate testing was performed on selected samples based on ASTM C1580. Test results showed 0.00% by
weight, indicating the soils present Class 0 (negligible) sulfate exposure. Based on these results Type I/II
cement or an equivalent mixture according to ACI 201.2R-10 is suggested for concrete in contact with the
subsurface materials. Cement type shall be designed and approved by a licensed Colorado Professional
Engineer and Foundation Designer. Calcium chloride should not be used for the onsite soils. The concrete
should not be placed on frozen ground. If placed during periods of cold temperatures, the concrete should
be kept from freezing. This may require covering the concrete with insulated blankets and heating.
Concrete work should be completed in accordance with the latest applicable guidelines and standards
published by ACI.
Exterior Backfill
Backfill around foundation stemwalls and other buried structures should be placed in loose lifts of not
more than 10 -inches, moisture conditioned to facilitate compaction (usually within 2 percent of the
optimum moisture content) and compacted to 85 percent of the maximum dry density as determined by the
Modified Proctor test (ASTM D-1557) or to 92 percent of the maximum dry density as determined by the
Standard Proctor test (ASTM D-698) on exterior sides of walls in landscaped areas. In areas where
backfill supports pavement and concrete flatwork, the materials should be compacted to 92 percent of the
maximum dry density as determined by the Modified Proctor test (ASTM D-1557) or to 95 percent of the
maximum dry density as determined by the Standard Proctor test (ASTM D-698).
Fill placed on slopes should be benched into the slope. Maximum bench heights should not exceed 4 feet,
and bench widths should be wide enough to accommodate compaction equipment.
The appropriate government/utility specifications should be used for fill placed in utility trenches. If
material is imported for backfill, the material should be approved by the Geotechnical Engineer prior to
hauling it to the site.
The backfill should not be placed on frozen subgrade or allowed to freeze during moisture conditioning
and placement. Backfill should be compacted by mechanical means, and foundation walls should be
braced during backfilling and compaction.
RMG — Rocky Mountain Group
8 RMG Job No. 197741
Structural Fill - General
Areas to receive structural fill should have topsoil, organic material, or debris removed. The upper 6
inches of the exposed surface soils should be scarified and moisture -conditioned to facilitate compaction
(usually within 2 percent of the optimum moisture content) and compacted to a minimum of 95 percent of
the maximum dry density as determined by the Modified Proctor test (ASTM D-1557) or to 98 percent of
the maximum dry density as determined by the Standard Proctor test (ASTM D-698) prior to placing
structural fill. Structural fill placed on slopes should be benched into the slope. Maximum bench heights
should not exceed 4 feet, and bench widths should be wide enough to accommodate compaction
equipment.
Structural fill should be placed in loose lifts of not more than 10 -inches, moisture -conditioned to facilitate
compaction (usually within 2 percent of the optimum moisture content) and compacted to a minimum of
95 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D-1557) or to
98 percent of the maximum dry density as determined by the Standard Proctor test (ASTM D-698). The
materials should be compacted by mechanical means.
Materials used for structural fill should be approved by the RMG prior to use. Structural fill should not be
placed on frozen subgrade or allowed to freeze during moisture conditioning and placement.
To verify the condition of the compacted soils, density tests should be performed during placement. The
first density tests should be conducted when 24 inches of fill have been placed.
CLOSING
This report has been prepared for the exclusive purpose of providing geotechnical engineering information
and recommendations for development described in this report. RMG should be retained to review the
final construction documents prior to construction to verify our findings, conclusions and
recommendations have been appropriately implemented.
This report has been prepared for the exclusive use by Baseline Engineering Corporation for application
as an aid in the design and construction of the proposed development in accordance with generally
accepted geotechnical engineering practices. The analyses and recommendations in this report are based
in part upon data obtained from test borings, site observations and the information presented in referenced
reports. The nature and extent of variations may not become evident until construction. If variations then
become evident, RMG must be retained to review and revise the recommendations presented in this report
as appropriate.
Our professional services were performed using that degree of care and skill ordinarily exercised, under
similar circumstances, by geotechnical engineers practicing in this or similar localities. RMG does not
warrant the work of regulatory agencies or other third parties supplying information which may have been
used during the preparation of this report. No warranty, express or implied is made by the preparation of
this report. Third parties reviewing this report should draw their own conclusions regarding site conditions
and specific construction techniques to be used on this project.
The scope of services for this project does not include, either specifically or by implication, environmental
assessment of the site or identification of contaminated or hazardous materials or conditions.
Development of recommendations for the mitigation of environmentally related conditions, including but
RMG — Rocky Mountain Group
9 RMG Job No. 197741
not limited to biological or toxicological issues, are beyond the scope of this report. If the Client desires
investigation into the potential for such contamination or conditions, other studies should be undertaken.
If we can be of further assistance in discussing the contents of this report or analysis of the proposed
development, from a geotechnical engineering point -of -view, please feel free to contact us.
RMG — Rocky Mountain Group
10 RMG Job No. 197741
FIGURES
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Architecture
Structural
Geotechnical
Engineers / Architects
Materials Testing
Forensics
Civil / Planning
NORTHERN COLORADO OFFICE
7292 GREENRIDGE ROAD, UNIT #106, WINDSOR, CO 8O55O
(970) 330-1071 - WWW.RMGENGINEERS.COM
SOUTHERN COLORADO. DENVER METRO, NORTHERN COLORADO
J
SITE VICINITY MAP
CANAL ROAD
PARCEL NO. 096733100004
WELD COUNTY, COLORADO
BASELINE ENGINEERING
CORPORATION
J
JOB No. 197741
FIG No. 1
DATE 1-3-2025
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Architecture
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NORTHERN COLORADO OFFICE
7292 GREENRIDGE ROAD, UNIT #108, WINDSOR, CO 80550
(970) 33❑ -1071 - WWW.RMGENGINEERS.C❑M
SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO
Materials Testing
Forensics
Civil / Planning
TEST BORING Th
LOCATION PLAN
CANAL ROAD
PARCEL NO. 096733100004
WELD COUNTY, COLORADO
BASEUNE EN9INEERINCq
CORPORATION
Thk
JOB No. 197741
FIC No. 2
ATE 1-3-2025 J,
SOILS DESCRIPTION
•
CLAYEY SAND
SILTSTONE
LTSTO N E
SILTY SAND
UNLESS NOTED OTHERWISE, ALL LABORATORY
TESTS PRESENTED HEREIN WERE PERFORMED BY:
RMG - ROCKY MOUNTAIN GROUP
7292 GREENRIDGE ROAD, UNIT 108
WINDSOR, COLORADO 80550
SYMBOLS AND NOTES
XX
XX
H
4.5 WATER CONTENT (%)
STANDARD PENETRATION TEST - MADE BY DRIVING A SPLIT -BARREL SAMPLER INTO
THE SOIL BY DROPPING A 140 LB. HAMMER 30", IN GENERAL ACCORDANCE WITH ASTM
D-1586. NUMBER INDICATES NUMBER OF HAMMER BLOWS PER FOOT (UNLESS
OTHERWISE INDICATED).
UNDISTURBED CALIFORNIA SAMPLE - MADE BY DRIVING A RING -LINED SAMPLER INTO
THE SOIL BY DROPPING A 140 LB. HAMMER 30", IN GENERAL ACCORDANCE WITH ASTM
D-3550. NUMBER INDICATES NUMBER OF HAMMER BLOWS PER FOOT (UNLESS
OTHERWISE INDICATED).
FREE WATER TABLE
DEPTH AT WHICH BORING CAVED
BULK DISTURBED BULK SAMPLE
AUG AUGER "CUTTINGS"
Structural
Forensics
ROCKY MOUNTAIN GROUP
Colorado Springs: (Corporate Office)
5085 List Drive, Suite 200
Colorado Spings, CO 80918
(719) 548-0600
SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO
Geotechnical
Materials Testing
EXPLANATION OF
TEST BORING LOGS
J
r
JOB No. 197741
FIGURE No. 3
DATE Jan/03/2025
WATER CONTENT
WATER CONTENT °/
TEST BORING: B1
DATE DRILLED:
11/20/24
NO GROUNDWATER ON
11/20/24
w
TEST BORING: B2
DATE DRILLED:
11/20/24
NO GROUNDWATER ON
11/20/24
w
BLOWS PER I
BLOWS PER
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SAND, CLAYEY, brown with rust
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SILTSTONE, tan to brown
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Structural
Forensics
ROCKY MOUNTAIN GROUP
RMS
Colorado Springs: (Corporate Office'
5085 List Drive, Suite 200
Colorado Spings, CO 80918
(719) 548-0600
SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO
Geotechnical
Materials Testing
J
TEST BORING
LOG
JOB No. 197741
FIGURE No. 4
DATE Jan/03/2025
A _
/
WATER CONTENT
WATER CONTENT °/
TEST BORING: B3
DATE DRILLED:
11/20/24
NO GROUNDWATER ON
11/20/24
w
TEST BORING: B4
DATE DRILLED:
11/20/24
NO GROUNDWATER ON
11/20/24
w
BLOWS PER I
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J
15
15
J
20
20
_I
J
_
25
SAND,
staining,
moist
CLAYEY,
brown
dense to very dense,
with rust
30
� � .
.
:.
.
.
' .
35
40
ROCKY MOUNTAIN GROUP
Structural
Forensics
RMS
Colorado Springs: (Corporate Office'
5085 List Drive, Suite 200
Colorado Spings, CO 80918
(719) 548-0600
SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO
Geotechnical
Materials Testing
J
TEST BORING
LOG
JOB No. 197741
FIGURE No. 5
DATE Jan/03/2025
WATER CONTENT
TEST BORING: B5
DATE DRILLED:
11/20/24
GROUNDWATER @ 22.0 '
11/20/24
J
0
J
J
BLOWS PER I
co
>
H (I
0_
<
'
SAND,
to dense,
SILTY,
dry
light
to moist
brown, loose
_
:°.;.'G
i
4
if
.
-
.
i.
•4
.
- i
i
i.
G
k':
i f
.1
•
4
.
i
i
i .f
4
4
;,
i 4
4
i
4.
•.
L•
`
• ii R
L
4
i
4
i 4
4
L'
Li
4
4i
i
9
30
12
50/8
50/9
50/11
50/7
50/5
2.4
6.1
17.8
24.9
25.4
23.4
28.9
29.9
_,
_
_
10
_
SAND,
staining,
CLAYEY, brown with rust
medium dense, moist
15
"•
_
SILTSTONE
CLAYSTONE
rust
moist
staining,
to
with
seams,
hard
wet
interbedded
brown with
to very hard,
20
x x
X x
x X
X X
X X
X X
X X
X X
X X
X X
X X
X X
X X
X
X X
X
X X
X
X X
X
X X
X X
X X
X X
X
X X
X
X X
X
X X
X X
X X
X X
X X
X X
X X
X X
X
X X
X X
X
X X
X X
X X
_
-
-
25
'
-X
-X
-X
_X
30
a
-X
-X
_X
_
35
_
_X
-X
40
ROCKY MOUNTAIN GROUP
Structural
Forensics
RMS
Colorado Springs: (Corporate Office'
5085 List Drive, Suite 200
Colorado Spings, CO 80918
(719) 548-0600
SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO
Geotechnical
Materials Testing
J
TEST BORING
LOG
JOB No. 197741
FIGURE No. 6
DATE Jan/03/2025
l
1
Test Boring
No.
Depth
p
Water
Content
a
(/o)
Des
(pcf)
Liquid
Limit
Plasticity
Index
Retained
No.4 Sieve
in
Passing No.
200 Sieve
%
Collapse
Swelll
Load
Saturation
(psf)
at
B1
4.0
2.6
98.6
NP
NP
0.0
12.3
- 3.3
1,000
B1
9.0
9.7
B1
14.0
16.0
B1
19.0
20.7
B2
2.0
5.0
B2
7.0
10.7
B2
14.0
12.0
103.6
29
4
0.0
37.0
- 0.3
1,000
B2
19.0
21.4
B3
4.0
1.4
B3
9.0
3.1
B3
14.0
4.3
NP
NP
0.0
8.5
B3
19.0
4.3
B3
24.0
3.6
B3
29.0
21.0
B3
34.0
18.2
B3
39.0
15.2
B4
2.0
5.4
NP
NP
0.0
9.2
B4
7.0
3.6
B4
14.0
3.3
B4
19.0
4.8
B5
4.0
2.4
B5
9.0
6.1
107.1
NP
NP
0.0
24.0
- 0.8
1,000
B5
14.0
17.8
B5
19.0
24.9
B5
24.0
25.4
B5
29.0
23.4
B5
34.0
28.9
B5
39.0
29.9
Structural
Forensics
ROCKY MOUNTAIN GROUP
Colorado Springs: (Corporate Office)
5085 List Drive, Suite 200
Colorado Spings, CO 80918
(719) 548-0600
SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO
Geotechnical
Materials Testing
Th
r
SUMMARY OF
LABORATORY TEST
RESULTS
J
r
JOB No. 197741
FIGURE No. 7
PAGE 1 OF 1
DATE Jan/03/2025
C
J
100
90
H80
CD
14:170
›-
c°60
O150
o_
I— 40
z
w
ct 30
w
0_
20
10
0
U.S. SIEVE OPENING IN INCHES
3 1.5 1 3/4 1/23/8
U.S. SIEVE NUMBERS
4 8 10 20 40
100
HYDROMETER
200
100 10 1 0.1
GRAIN SIZE IN MILLIMETERS
0.01
0.001
COBBLES
GRAVEL
SAND
SILT
OR
CLAY
coarse
fine
coarse
medium
fine
Test Boring
Depth (ft)
Classification
LL
PL
PI
e
B1
4.0
SILTY SAND(SM)
NP
NP
NP
B2
14.0
SILTY SAND(SM)
29
25
4
B3
14.0
POORLY GRADED SAND with SILT(SP-SM)
NP
NP
NP
B4
2.0
POORLY GRADED SAND with SILT(SP-SM)
NP
NP
NP
B5
9.0
SILTY SAND(SM)
NP
NP
NP
Test Boring
Depth (ft)
%Gravel
%Sand
%Silt
%Clay
e
B1
4.0
0.0
87.7
12.3
B2
14.0
0.0
63.0
37.0
B3
14.0
0.0
91.5
8.5
B4
2.0
0.0
90.8
9.2
B5
9.0
0.0
76.0
24.0
Structural
Forensics
ROCKY MOUNTAIN GROUP
RISIG
Colorado Springs: (Corporate Office)
5085 List Drive, Suite 200
Colorado Spings, CO 80918
(719) 548-0600
SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO
Geotechnical
Materials Testing
Th
r
SOIL CLASSIFICATION
DATA
r
JOB No. 197741
FIGURE No. 8
DATE Jan/03/2025
J
C
r
z
0
co
z
Q
w
X
w
z
0
Co
w
0
0
U
z
0
co
z
Q
0_
X
w
0
z
0
COMPRESS
COMPRESS
K,
0
1
-2
-3
-4
-5
-6
-7
-8
100
0
1
-2
-3
-4
-5
-6
-7
1,000
APPLIED PRESSURE - PSF
PROJECT: Denver Zoological Foundation Weld County, Colorado
SAMPLE DESCRIPTION: Silty Sand
NOTE: SAMPLE WAS INUNDATED WITH WATER AT 1,000 PSF
10,000
SAMPLE LOCATION: B1 @ 4 FT
NATURAL DRY UNIT WEIGHT: 98.6 PCF
NATURAL MOISTURE CONTENT: 2.6%
PERCENT SWELL/COMPRESSION: - 3.3
-8
100
1,000
APPLIED PRESSURE - PSF
PROJECT: Denver Zoological Foundation Weld County, Colorado
SAMPLE DESCRIPTION: Clayey Sand
NOTE: SAMPLE WAS INUNDATED WITH WATER AT 1,000 PSF
SAMPLE LOCATION: B2 @ 14 FT
NATURAL DRY UNIT WEIGHT: 103.6 PCF
NATURAL MOISTURE CONTENT: 12.0%
PERCENT SWELL/COMPRESSION: - 0.3
10,000
J
Structural
Forensics
ROCKY MOUNTAIN GROUP M
RMS
Colorado Springs: (Corporate Office)
5085 List Drive, Suite 200
Colorado Spings, CO 80918
(719) 548-0600
SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO
Geotechnical
Materials Testing
1
r M
SWELL/CONSOLIDATION
TEST RESULTS
r
JOB No. 197741
FIGURE No. 9
DATE Jan/03/2025
C J
r
z
0
co
z
Q
0
x
w
z
0
COMPRESS
0
-1
-2
-3
-4
-5
-6
-7
-8
100
1,000
APPLIED PRESSURE - PSF
PROJECT: Denver Zoological Foundation Weld County, Colorado
SAMPLE DESCRIPTION: Silty Sand
NOTE: SAMPLE WAS INUNDATED WITH WATER AT 1,000 PSF
SAMPLE LOCATION: B5 @ 9 FT
NATURAL DRY UNIT WEIGHT: 107.1 PCF
NATURAL MOISTURE CONTENT: 6.1%
PERCENT SWELL/COMPRESSION: - 0.8
10,000
J
Structural
Forensics
ROCKY MOUNTAIN GROUP M
RMS
Colorado Springs: (Corporate Office)
5085 List Drive, Suite 200
Colorado Spings, CO 80918
(719) 548-0600
SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO
Geotechnical
Materials Testing
1
r M
SWELL/CONSOLIDATION
TEST RESULTS
r
JOB No. 197741
FIGURE No. 10
DATE Jan/03/2025
C J
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