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605 North Warehouse Road, Casper, Wyoming 82601 Phone 307-234-2126 Fax 307-266-5143 www.stratageotech.com
October 8, 2015 File: WY15272A
Mr. Brad Hopkins Central Wyoming Rescue Mission 230 North Park Street Casper, Wyoming 82601 RE: Geotechnical Engineering Evaluation Central Wyoming Rescue Mission 548 East “A” Street Casper, Wyoming Dear Mr. Hopkins:
Strata, A Professional Services Corporation, (STRATA) has performed the authorized geotechnical engineering evaluation for the proposed Central Wyoming Rescue Mission building to be located on the northwest corner of North Park Street and East “A” Street in Casper, Wyoming. The purpose of the evaluation has been to explore the subsurface conditions in the proposed development area and to provide geotechnical recommendations to assist project planning, design and construction. The attached report summarizes our field and laboratory test results and presents our geotechnical engineering opinions and recommendations.
The report must be read, understood and implemented in its entirety. Report portions
cannot be relied upon individually without the supporting text of remaining sections, appendices and figures. Our opinion is, the success of the proposed construction will depend on following the report recommendations, good construction practices, and providing the necessary construction monitoring, testing, and consultation to verify that work has been completed as recommended. We recommend STRATA be retained to provide monitoring, testing and consultation services to verify our report recommendations are being followed.
We appreciate the opportunity to provide these services to you. We look forward to our
continued involvement on this project through the design and construction phases. Please do not hesitate to contact us if you have any questions or comments.
Sincerely, STRATA
Brian L. Chandler, P.E. Staff Engineer
Dennis A. Russell, P.E. Wyoming Engineering Manager
cc: Wes Hayden – Caspar Building Systems
BLC/DAR/bec \Strata Projects\C\CWRM\WY15272A\GEO\CWRM Report.docx
Geotechnical Engineering Evaluation Proposed Central Wyoming Rescue Mission Building
548 East “A” Street Casper, Wyoming
PREPARED FOR: Mr. Brad Hopkins
Central Wyoming Rescue Mission
230 North Park Street Casper, Wyoming 82601
PREPARED BY: STRATA, A Professional Services Corporation
605 North Warehouse Road Casper, Wyoming 82601
Telephone (307) 234-2126 Facsimile (307) 266-5143
October 8, 2015
www.stratageotech.com
© 2015 by Strata, A Professional Services Corporation. All rights reserved.
TABLE OF CONTENTS
Page
INTRODUCTION .......................................................................................................................... 1
PROJECT UNDERSTANDING ..................................................................................................... 2
Existing Conditions .................................................................................................................... 2
Proposed Construction .............................................................................................................. 2
FIELD EXPLORATION ................................................................................................................. 2
LABORATORY TESTING ............................................................................................................. 3
SUBSURFACE CONDITIONS ...................................................................................................... 3
GEOTECHNICAL OPINIONS AND RECOMMENDATIONS ........................................................ 4
Seismicity/IBC Soil Profile ......................................................................................................... 4
Earthwork .................................................................................................................................. 4
Excavation/Temporary Slope Stability ................................................................................... 5
Subgrade Preparation ............................................................................................................ 5
Structural Fill/Compaction Requirements .............................................................................. 5
Foundation Design .................................................................................................................... 7
Bearing Capacity and Settlement .......................................................................................... 7
Concrete Slab-on-Grade ........................................................................................................... 8
Site Drainage ............................................................................................................................. 9
GEOTECHNICAL DESIGN CONTINUITY .................................................................................... 9
EVALUATION LIMITATIONS ...................................................................................................... 10
Plate 1: Location of Exploratory Boring Plan Appendix A: Exploratory Boring Logs Appendix B: Laboratory Test Results
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© 2015 by Strata, A Professional Services Corporation. All rights reserved.
Geotechnical Engineering Evaluation Proposed Central Wyoming Rescue Mission Building
548 East “A” Street Casper, Wyoming
INTRODUCTION
STRATA, A Professional Services Corporation (STRATA) is pleased to provide our
geotechnical engineering evaluation for the proposed new building for the Central Wyoming
Rescue Mission to be located at 548 East “A” Street at the northwest corner of the intersection of
East “A” Street and North Park Street in Casper, Wyoming. The purpose of this evaluation was to
assess the subsurface conditions at the project site and to prepare geotechnical engineering
opinions and recommendations that may be referenced for planning, design and construction of
the proposed building and pavement area. We accomplished this evaluation referencing our
proposal dated August 28, 2015. To accomplish our evaluation, STRATA performed the following
services:
1. Four exploratory borings were drilled to depths ranging from 16 to 21 ft in a grid pattern over the site. At the time of our study the building location on the site had not been determined.
2. The soils encountered were visually described, classified, and logged referencing the
Unified Soil Classification System (USCS). Selected samples of the soil encountered were returned to our laboratory for additional visual assessment and testing.
3. Laboratory testing was performed in general accordance with ASTM procedures including
in-situ moisture content, Atterberg limits, grain-size analysis, swell or settlement potential, and water soluble sulfate. We utilized these laboratory results to help characterize the engineering properties of the soils for use in our engineering analyses.
4. Engineering analyses was performed in order to provide geotechnical design and
construction recommendations for the proposed development. Specifically, recommendations were developed for:
Earthwork Foundation Design Concrete Slab-on-Grade Site Drainage Geotechnical Design Continuity
5. Three hard copies and an electronic copy of our final geotechnical report are provided,
including exploratory boring logs and laboratory test results.
Central Wyoming Rescue Mission File: WY15272A
Page 2
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© 2015 by Strata, A Professional Services Corporation. All rights reserved.
PROJECT UNDERSTANDING
Existing Conditions
The project site is located on the northwest corner of the intersection of East “A” Street
and North Park Street at 548 East “A” Street. The site is located south of the existing Central
Wyoming Rescue Mission which is located at 230 North Park Street. The site is currently vacant
of permanent structures. However, prior to our field exploration existing buildings were located
on the site, generally on the southwest corner of the site. The topography of the site is generally
rough due to the recent demolition of the former buildings. The ground surface undulates with a
general slope slightly downward to the north with an approximate elevation difference of 4 ft
between borings B-1 and B-4. There was no vegetation on the site. A portion of the southeast
corner of the site is covered with asphalt pavement.
Proposed Construction
The proposed new building will be one story in height with no basement and will have a
footprint area of approximately 20,000 sf. The type of construction for the building will be wood-
framing. Structural loads are expected to range from 1.5 to 2 klf for walls. The finished floor
elevation was not provided. However, we understand that the finished floor elevation will be 1 to
2 ft higher in elevation that the existing ground surface.
FIELD EXPLORATION
STRATA drilled four exploratory borings on the site in a grid pattern on September 21,
2015. The borings were drilled on a grid pattern due to the building location not being determined
at the time of our study. The borings were drilled to depths ranging from approximately 16 ft to
20.5 ft. The locations of the exploratory borings are presented on Plate 1, Location of Exploratory
Borings, and the logs of the exploratory borings are presented in Appendix A. The buildings
shown on Plate 1 were removed prior to our field exploration.
STRATA advanced the borings using a CME-55 truck-mounted drill rig equipped with 3.25
inch inside diameter hollow-stem auger. An experienced geotechnical field representative logged
and visually classified the soils encountered in the borings referencing the Unified Soil
Classification System (USCS). Soil samples were obtained within the borings via 2-inch outside
diameter (standard) split-barrel samplers and 2.5 inch outside diameter California samplers driven
with a 140-pound automatic hammer falling 30 inches. The standard penetration test SPT N-
values (in blows per foot) were recorded on the boring logs for each soil sample. Sampling was
Central Wyoming Rescue Mission File: WY15272A
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© 2015 by Strata, A Professional Services Corporation. All rights reserved.
performed in general conformance with ASTM D1586 and samples were collected at selected
depth intervals as indicated on the logs. N values have not been corrected for hammer efficiency
or sampler size.
LABORATORY TESTING
The soil samples collected in the field were returned to our laboratory for further
classification and testing in accordance with ASTM procedures. We developed our laboratory
testing program for this project primarily to verify soil classification through index testing and to
evaluate settlement potential through consolidation tests. Further discussion regarding
geotechnical laboratory testing is provided in the following report sections. Specifically, we
completed the following laboratory testing:
Natural Moisture Content and Dry Density Percent Passing No. 200 Sieve Sieve Analyses Atterberg Limits Swell Potential Water Soluble Sulfate
The laboratory test results are presented on the figures and summary table in
Appendix B.
SUBSURFACE CONDITIONS
Soil conditions encountered within the borings generally consist of 2 to 5 ft of existing fill,
0 to 3 ft of lean to fat clay, and 5.5 to 10.5 ft of poorly graded sand with silt and gravel to poorly
graded gravel with silt and sand overlying claystone bedrock. The exploratory boring logs should
be referenced for detailed soil descriptions and classifications, N values, stratum thicknesses,
groundwater levels, and laboratory test results. A more specific discussion of each soil stratum
and groundwater encountered is presented below:
Existing Fill: Sand with Silt to Sandy Lean Clay – Existing fill consisting of predominately of sand with silt and some gravel to sandy lean clay was encountered at the ground surface in borings B-1, B-2, and B-3 and below the asphalt pavement section in boring B-4. The fill extends to depths of 2 ft in boring B-1, 3.5 ft in boring B-2, 5 ft in boring B-3, and 4 ft in boring B-4. N values within the fill ranged from 11 to 26. The exact lateral and vertical extent of the existing fill can only be determined at the time of excavation.
Central Wyoming Rescue Mission File: WY15272A
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Lean Clay (CL) to Fat Clay (CH) – Lean clay to fat clay was encountered below the existing fill in borings B-1 and B-2. The clay stratum extends to a depth of 5 ft in boring B-1 and 6.5 ft in boring B-2. The consistency of the clay stratum is stiff to very stiff as indicated by the N values of 9 and 17. Based on laboratory test results the lean to fat clay possess a moderate swell potential when becoming wetted under a relatively light loading.
Poorly Graded Sand with Silt and Gravel (SP-SM) to Poorly Graded Gravel with Sand (GP) – Poorly graded sand with silt and gravel to poorly graded gravel with sand was encountered below the clay stratum in borings B-1 and B-2 and below the fill in borings B-3 and B-4. The sand and gravel stratum extends to depths of 11 ft in borings B-1 and B-3, 12 ft in boring B-2, and 14.5 ft in boring B-4. The relative density of the sand and gravel stratum is loose to dense as indicated by the N values ranging from 8 to 37.
Claystone Bedrock – Claystone bedrock was encountered below the poorly graded sand in all four borings and extended to the depths explored, approximately 16 ft to 20.5 ft. The claystone was hard to very hard and gray to dark gray in color.
Groundwater – Groundwater was encountered at depths ranging from 10 to 14.5 ft below the existing ground surface in all four borings at the time of drilling (September 2015). Numerous factors can contribute to the fluctuation of groundwater levels. The evaluation of these factors is beyond the scope of this study.
GEOTECHNICAL OPINIONS AND RECOMMENDATIONS
This report’s recommendations reflect our understanding of the proposed building location
and configuration, existing topography and subsurface conditions as encountered. Subsurface
conditions may vary from what was observed during our subsurface evaluation and the extent of
this variation is unknown and will not be known until construction, and may impact construction
cost and/or schedule. This report provides geotechnical data and recommendations that can be
utilized for planning, design and construction documents.
Seismicity/IBC Soil Profile
We expect the 2012 IBC will be utilized for project structural design. Section 1615.1 of the
2012 IBC outlines the procedure for evaluating site ground motions and design spectral response
accelerations. STRATA utilized site soil and geologic data and the project location to establish
earthquake-loading criteria at the site referencing Section 1615.1 of the 2012 IBC. Based on our
field exploration and our general knowledge of the upper 100 ft of the soil profile, we recommend
a Site Class C be utilized as a basis for structural seismic design.
Earthwork
Based on the presence of existing fill, site grading will include removing all existing fill from
beneath the proposed building footprint and from beneath all other critical areas such as concrete
flatwork. In addition, based on laboratory test results, the lean to fat clay stratum possesses a
Central Wyoming Rescue Mission File: WY15272A
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© 2015 by Strata, A Professional Services Corporation. All rights reserved.
moderate swell potential. Therefore, the lean to fat clay should be entirely over-excavated from
beneath the entire building footprint. The quantity of over-excavation will depend significantly on
the final building location. The fat to lean clay stratum was only encountered on the northern
portion of the site in borings B-1 and B-2. Based on the existing topography, which includes low
areas, we expect that importing fill will be required after the existing fill is removed and replaced.
Excavation/Temporary Slope Stability
We anticipate excavation for the proposed structure will be accomplished via open-
excavations. These excavations, including trench construction and earthwork, should be
constructed according the OSHA excavation regulations, Document 29, CFR Part 1926,
Occupation Safety and Health Standards – Excavations; Final Rule. In general, the lean to fat
clay is classified as “B” soil and the poorly graded sand and gravel is classified as “C” soil
according to the OSHA criteria.
Foundation excavations will extend into the fill, the lean to fat clay, and potentially into the
sand and gravel stratums. Conventional earth excavation equipment should be adequate for
excavations to the anticipated depths.
Subgrade Preparation
We recommend the following for building pad construction:
All topsoil, vegetation, and existing pavements should be stripped from the building footprint, pavement areas, and cut and fill areas.
The existing fill is not suitable for support of foundations, floors, exterior concrete flatwork, or pavements. The existing fill should be entirely removed and replaced under controlled moisture and density specifications.
Prior to placement of new fill, the subgrade should be proof-rolled with a loaded dump truck to inspect for any unstable or pumping subgrade conditions within the planned building area. Where encountered, these unstable soils should be over-excavated and replaced with on-site soil or granular structural fill, potentially incorporating geotextile reinforcement materials, as recommended by the geotechnical engineer.
Structural Fill/Compaction Requirements
All fill placed within the planned building footprint should be considered structural fill. The
on-site existing fill appears suitable for re-use as fill below floor slabs, and below exterior concrete
flatwork. However, the quality of the existing fill can only be determined at the time of excavation.
STRATA should be contacted during excavation to determine the suitability of the existing fill for
Central Wyoming Rescue Mission File: WY15272A
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re-use. The lean to fat clay can be re-used as exterior foundation wall backfill, and utility trench
backfill. The following table summarizes the suitability of potential fill materials.
Soil Fill Product
Allowable Use Material Specifications
Non-Structural Fill (Landscape Fill)
Any area that will not contain structures (typically landscape areas)
Soil classified as GM, GW, SM, SW, SC, CL, CH or ML according to the USCS.
Soil may not contain particles larger than 8 inches in median diameter.
Soil must be reasonably free from deleterious substances such as wood, metal, plastic, waste, etc.
Approved by Landscape Architect
General Structural Fill
Site grading at least 10 feet outside the building footprint.
Utility backfill areas Non-structural fill
Soil classified as GP, GM, GW, GC, SP, SM, SW, SC, CL, or ML according to the USCS.
Site soil free of vegetation, organics and debris meets these requirements.
Soil may not contain particles larger than 6 inches in diameter.
Soil must contain less than 3% (by weight) of organics, vegetation, wood, metal, plastic, or other deleterious substances
Granular Structural Fill
General structural fill
Over-excavations Soil improvements Wall backfill
Soil may not contain particles larger than 2 inches in diameter.
Soil must contain less than 3% (by weight) of organics, vegetation, wood, metal, plastic, or other deleterious substances
Pipe Bedding Utility pipe bedding
within 4 inches of the pipe invert
Gravel Backfill for Pipe Zone Bedding in the Public Works Manual
Unsatisfactory Soil
NONE
Soil classified as MH, OH, CH, OL or PT may not be used at the project site
Any soil type not maintaining moisture contents within 5% of optimum during compaction is unsatisfactory soil that must be moisture conditioned prior to disposal and replacement
Any soil containing more than 3% (by weight) of organics, vegetation, wood, metal, plastic or other deleterious substances
If the quantity of on-site soils is not sufficient for fill and backfill, it may be require to import
a fill material. Imported fill material should consist of a granular material. All imported soil should
have a maximum particle size of 2 inches, 90 to 100% passing the 1.5 inch sieve, 35 to 75%
passing the No. 4 sieve, and 0 to 15% passing the No. 200 sieve, or approved alternative material.
All imported fill should be approved by the geotechnical engineer prior to importing.
Central Wyoming Rescue Mission File: WY15272A
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All fill material should be placed within ±2% of the optimum moisture content as
determined by ASTM D698. Fill required to obtain design grades should be placed in thin (8 inch
maximum), uniform lifts and compacted to the following minimum percentages of the maximum
dry density as determined by ASTM D698 (Standard Proctor).
Application Compaction (%) Below Foundations .................................................... 98 Building Pad (below floors) ........................................ 95 Foundation Wall Backfill ............................................ 95 Utility Trenches .......................................................... 95 Overlot Fill ................................................................. 90
STRATA should be retained to perform field density testing of all fill to verify contractor
compliance with the above minimum compaction criteria.
Foundation Design
Based on the subsurface profile and the nature of the proposed construction, the on-site
existing fill and lean to fat clay are not suitable for the support of shallow foundations, such as
spread footings. However, the underlying poorly graded sand and gravel stratum is suitable for
the support of shallow foundations. All foundation excavations should extend to the sand and
gravel stratum.
Bearing Capacity and Settlement
Shallow spread footings and continuous wall footings should be established a minimum
of 42 inches below the lowest adjacent final grade for frost protection and confinement. Footings
placed on the natural, undisturbed sand and gravel soil or properly placed and compacted
granular structural fill should be proportioned for a maximum allowable bearing pressure of 3,000
psf. All continuous spread footings should be a minimum of 18 inches wide and all isolated
footings should be at least 24 inches wide. A one third increase may be applied for transient wind
or seismic loads. Friction acting along the base of footings founded on the natural soil should be
computed by using a coefficient of friction of 0.35 with the normal dead load. Foundations must
be structurally designed to conform to the latest edition of the International Building Code (IBC).
Care should be taken when excavating the foundation soils to avoid disturbing the
supporting material. Disturbing the natural soils will increase settlements. Disturbed soils should
be removed and footings extended to undisturbed soil. All footing excavations should be proof-
rolled with vibratory compaction equipment prior to placement of formwork and reinforcement.
Central Wyoming Rescue Mission File: WY15272A
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© 2015 by Strata, A Professional Services Corporation. All rights reserved.
We estimate total and differential settlement of conventional spread footings due to
settlement of the native soil to be on the order of 1-inch and 1/2-inch, respectively. STRATA
should observe the foundation system installation including subgrade fill compaction prior to
placing concrete forms or concrete. Reviewing the site preparation process and final foundation
bearing surfaces helps confirm our allowable bearing pressures and settlement estimates, and is
an important part of the geotechnical design process.
Concrete Slab-on-Grade
The on-site existing fill and expansive lean to fat clay is not suitable for the support of
concrete slab-on-grade construction. As discussed under the Earthwork section, the existing fill
and the clay stratum must be entirely removed from within the proposed building footprint. If the
existing fill is suitable, it should be replaced, compacted to the moisture and density specifications
noted above. If the quantity of on-site soils is not sufficient and additional fill is required to achieve
the finished floor elevation, we recommend that a granular material be imported to be used below
the floor slab. Subgrade areas that become soft, loose, wet, or disturbed or that cannot be re-
compacted to structural fill requirements discussed above must be over-excavated to firm soil and
replaced with granular structural fill prior to placing the free-draining gravel. A 4-inch thick layer
of free draining gravel should be placed beneath all concrete slab-on-grade floor slabs. This
material should consist of minus 1½-inch aggregate with less than 60% passing the No. 4 sieve,
and less than 5% passing the No. 200 sieve.
To reduce the effects of some differential movement, floor slabs should be separated from
all bearing walls and columns with expansion joints, which allow unrestrained vertical movement.
Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joints
should be provided a minimum of 15 ft apart. The requirements for slab reinforcement and
thickness should be established by the designer based on experience and the intended use of
the slab. Floor slabs must be designed for the anticipated use and equipment or storage loading
conditions. Based on correlations to our field and laboratory test results, we recommend concrete
slab design utilize a modulus of subgrade reaction (K) of 150 pci for the properly placed structural
fill.
Exterior slabs are susceptible to frost action which can generate substantial frost heave
at certain times of the year. The potential for frost heave may not be acceptable at entries, bays
or other critical areas adjacent to the building that will be exposed to weather. One approach to
provide partial frost protection would be to place and compact a minimum of 18 inches of
Central Wyoming Rescue Mission File: WY15272A
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© 2015 by Strata, A Professional Services Corporation. All rights reserved.
aggregate base course beneath the slab. Alternatively, if partial frost protection is unacceptable,
over-excavation and aggregate base course replacement must be accomplished to 2/3 of the
anticipated frost depth (28 inches).
Site Drainage
Consistent with the IBC, we recommend the ground surface adjacent to structures slope
a minimum of 5% away from foundations within 10 ft of the structure. The ground surface beyond
10 ft of structures should be sloped at least 2%. Improper management of near-surface water, by
not providing an effective grading and drainage design, can result in moisture entering building
subgrade soils. Possible sources of near-surface water include lawn and plant irrigation,
rainwater, snowmelt, roof runoff or leaking water lines. Providing good drainage as discussed
above can be supplemented by using impermeable aprons adjacent to at-grade structures.
Impermeable aprons may consist of asphalt or Portland cement pavement that is placed directly
adjacent to the foundation stemwalls. An elastomeric sealant should also be considered between
aprons and foundation stemwalls to further reduce the potential for moisture to infiltrate the area
directly adjacent to foundations. Downspouts should discharge well beyond the limits of all
foundation wall backfill. Landscaping which requires irrigation should be minimized and kept at
least 4 ft away from all exterior walls.
GEOTECHNICAL DESIGN CONTINUITY
Geotechnical design continuity will be an important aspect of the successful completion of
this project. In our opinion, geotechnical continuity can occur in three stages in the planning, design
and construction project aspects. Specifically, we recommend STRATA maintain the geotechnical
design continuity in the following aspects:
Plan and Specification Review: We recommend STRATA be retained to review final design and construction plans and specifications to verify our geotechnical recommendations are incorporated into construction documents as well as to provide additional recommendations based on the final design concepts. These efforts can help provide document continuity and reduce the potential for errors as the project concepts evolve.
Geotechnical Design Confirmation: The potential soil variation may have a significant impact on foundation construction. As such, we recommend STRATA be retained to provide geotechnical engineering oversight during site grading and foundation excavation to observe the potential variability in the soil conditions and provide consultation regarding potential impacts on foundation construction.
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Construction Observation and Testing: We recommend STRATA be retained to provide observation and testing during site preparation, grading, structural fill placement and backfilling to verify compliance with the recommendations presented in this report. Having STRATA provide inspection and oversight during this process will reduce the potential for an unforeseen construction error which may ultimately impact the project. If we are not retained to perform the recommended services, we cannot be responsible for related construction errors or omissions. STRATA can also provide construction material testing and inspection for reinforced concrete, and structural steel.
EVALUATION LIMITATIONS
This geotechnical engineering evaluation has been prepared to assist the planning, design
and construction of the proposed building in Casper, Wyoming. Our services consist of
professional opinions and recommendations made in accordance with generally accepted
geotechnical engineering principles and practices as they exist in Wyoming at the time of this
report.
The geotechnical recommendations provided herein are based on the premise that an
adequate program of tests and observations will be conducted during construction in order to
document compliance with our recommendations and to confirm conditions exposed during
subgrade preparations. Further, the method of exploration used allows observation of a relatively
small sample of the subsurface conditions at the site. Variations may exist beyond the exploration
locations. These variations would not be apparent until construction. Where such variation does
exist, it may affect the options and recommendations presented in this report, as well as
construction timing and costs. This acknowledgment is in lieu of all express or implied warranties.
BASE MAP IMAGE FROM:
GOOGLE EARTH(Dated 8-17-2012)
B-1B-2
B-3
B-4
LEGEND:
APPROXIMATE BORING LOCATIONS
DRILLED SEPTEMBER 21, 2015
BENCHMARK - TOP OF MANHOLE
(EL=100.00 ASSUMED)
B-1
EAST 'A' STREET
NO
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PA
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STR
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PROPERTY BOUNDARY
ALL
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Copyright: STRATA
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605 North Warehouse Road
Casper, Wyoming 82601
PHONE: 307-234-2126 FAX: 307-266-5143
Central Wyoming Rescue Mission - 548 East "A" Street
Casper, Wyoming
LOCATION OF EXPLORATORY BORINGS
N
SCALE IN FEET
(APPROXIMATE)
0
THIS PLAN COMPRISES A PORTION OF STRATA'S REPORT AND THE TEXT OF THE REPORT CONTAINS ESSENTIAL INFORMATION: BEFORE UTILIZING THIS PLAN FOR ANY PURPOSE WHATSOEVER, THE REPORT
SHOULD BE READ COMPLETELY. THIS PLAN IS INTENDED TO HELP VISUALIZE THE INFORMATION PROVIDED IN THE REPORT. THESE LOCATIONS AND INFORMATION WERE ADDED TO EXISTING PLANS OF THE
SITE PREVIOUSLY PREPARED BY OTHERS AND NO CHECK OF ACCURACY, CURRENCY, APPROPRIATENESS, ETC., OF INFORMATION PROVIDED BY OTHERS WAS PERFORMED, SINCE SUCH CHECKS WERE NOT
PART OF STRATA'S SCOPE OF SERVICES.
3015
APPENDIX A
Exploratory Boring Logs
Sulfates=381 ppm245
7128
244
2550/3.0"
50/5.0"
9
20
8
100+
100+
93.4
90.4
84.4
75.0
FILL, poorly graded sand withgravel and clay, loose, brown,slightly moist.
(CH) FAT CLAY, stiff, brown,slightly moist.
(SP-SM) POORLY GRADEDSAND with silt and gravel,medium dense, brown, slightlymoist to wet.
CLAYSTONE BEDROCK,medium hard to very hard, darkgray, slightly moist.
Borehole Terminated at 20.4Feet.
Drill Rig: CME 55
Groundwater Depth: 10' Logged By: M. Medley
Remarks
Note: BGS =Below Ground Surface
Borehole Dia.: 4" HSA
Client: Central Wyoming Resuce Mission
Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Sheet 1 Of 1
Sam
ple
Typ
e
% Passing No. 200 Sieve
TEST RESULTS
SP
TB
low
s P
er6
Inch
es
20 40 60 80
PL LLMC
Sym
bol
Dep
th(f
t)
Project Number: WY15272A
Dry
Den
sity
(pcf
)
95.4
Project Name: Central Wyoming Resuce Mission - 548 East A St. - Casper, WY
Date Drilled: 9/21/2015
SP
T -
N
SPT, N-Value
B-1BORING LOG
Ele
vatio
n
USCS Description
Drilled By: Elite Drilling
ST
RA
TA
BO
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ES
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LO
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.GP
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24 53
00
24
3
0
5
10
15
20
50
50
09-21-15
CH
SP-SM
347
710
6810
4050/2.0"
104
11
17
18
100+
92.8
89.8
84.3
80.7
FILL, poorly graded sand withgravel and clay, medium dense,brown, slightly moist.
(CL) LEAN CLAY, very stiff,brown, slightly moist.
(SP) POORLY GRADED SAND,medium dense, brown, slightlymoist to wet.
Gravel lense at 11.5 feet.
CLAYSTONE BEDROCK, veryhard, dark gray, slightly moist.
Borehole Terminated at 15.7Feet.
Drill Rig: CME 55
Groundwater Depth: 11.5' Logged By: M. Medley
Remarks
Note: BGS =Below Ground Surface
Borehole Dia.: 4" HSA
Client: Central Wyoming Resuce Mission
Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Sheet 1 Of 1
Sam
ple
Typ
e
% Passing No. 200 Sieve
TEST RESULTS
SP
TB
low
s P
er6
Inch
es
20 40 60 80
PL LLMC
Sym
bol
Dep
th(f
t)
Project Number: WY15272A
Dry
Den
sity
(pcf
)
96.3
Project Name: Central Wyoming Resuce Mission - 548 East A St. - Casper, WY
Date Drilled: 9/21/2015
SP
T -
N
SPT, N-Value
B-2BORING LOG
Ele
vatio
n
USCS Description
Drilled By: Elite Drilling
ST
RA
TA
BO
RE
HO
LE -
ST
RA
TA
.GD
T -
10/
7/1
5 1
2:45
- V
:\ST
RA
TA
- C
AS
PE
R P
RO
JEC
TS
\A-G
\CE
NT
RA
L W
YO
. RE
SC
UE
MIS
SIO
N\W
Y15
272A
- C
EN
TR
AL
WY
O. R
ES
CU
RE
MIS
SIO
N\G
EO
\GIN
T L
OG
S\W
Y15
272A
LO
GS
.GP
J
23 40
14
0
5
10
15 50
09-21-15
CL
SP
669
81313
468
3050/3.0"
50/6.0"
15
26
14
100+
100+
90.7
84.7
75.2
FILL, poorly graded sand withgravel and clay, loose, brown,slightly moist.
(GP-GM) POORLY GRADEDGRAVEL with silt and sand,medium dense, brown, slightlymoist to wet.
CLAYSTONE BEDROCK, hardto very hard, dark gray, slightlymoist.
Borehole Terminated at 20.5Feet.
Drill Rig: CME 55
Groundwater Depth: 10' Logged By: M. Medley
Remarks
Note: BGS =Below Ground Surface
Borehole Dia.: 4" HSA
Client: Central Wyoming Resuce Mission
Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Sheet 1 Of 1
Sam
ple
Typ
e
% Passing No. 200 Sieve
TEST RESULTS
SP
TB
low
s P
er6
Inch
es
20 40 60 80
PL LLMC
Sym
bol
Dep
th(f
t)
Project Number: WY15272A
Dry
Den
sity
(pcf
)
95.7
Project Name: Central Wyoming Resuce Mission - 548 East A St. - Casper, WY
Date Drilled: 9/21/2015
SP
T -
N
SPT, N-Value
B-3BORING LOG
Ele
vatio
n
USCS Description
Drilled By: Elite Drilling
ST
RA
TA
BO
RE
HO
LE -
ST
RA
TA
.GD
T -
10/
7/1
5 1
2:45
- V
:\ST
RA
TA
- C
AS
PE
R P
RO
JEC
TS
\A-G
\CE
NT
RA
L W
YO
. RE
SC
UE
MIS
SIO
N\W
Y15
272A
- C
EN
TR
AL
WY
O. R
ES
CU
RE
MIS
SIO
N\G
EO
\GIN
T L
OG
S\W
Y15
272A
LO
GS
.GP
J
00
00
2
16
0
5
10
15
20
50
50
09-21-15
GP-GM
5914
131720
61012
173037
50/5.0"
23
37
22
67
100+
99.3
97.5
95.5
91.0
85.0
79.1
ASPHALTIC PAVEMENT, (2inches thick).
FILL, poorly graded sand, loose,brown, slightly moist.
FILL, sandy lean clay, stiff,brown, slightly moist.
(GP) POORLY GRADEDGRAVEL with sand, dense,brown, slightly moist to wet.
(SP) POORLY GRADED SANDwith gravel, medium dense,brown, slightly moist.
CLAYSTONE BEDROCK, hardto very hard, dark gray, slightlymoist.
Borehole Terminated at 20.4Feet.
Drill Rig: CME 55
Groundwater Depth: 14.5' Logged By: M. Medley
Remarks
Note: BGS =Below Ground Surface
Borehole Dia.: 4" HSA
Client: Central Wyoming Resuce Mission
Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Sheet 1 Of 1
Sam
ple
Typ
e
% Passing No. 200 Sieve
TEST RESULTS
SP
TB
low
s P
er6
Inch
es
20 40 60 80
PL LLMC
Sym
bol
Dep
th(f
t)
Project Number: WY15272A
Dry
Den
sity
(pcf
)
99.5
Project Name: Central Wyoming Resuce Mission - 548 East A St. - Casper, WY
Date Drilled: 9/21/2015
SP
T -
N
SPT, N-Value
B-4BORING LOG
Ele
vatio
n
USCS Description
Drilled By: Elite Drilling
ST
RA
TA
BO
RE
HO
LE -
ST
RA
TA
.GD
T -
10/
7/1
5 1
2:45
- V
:\ST
RA
TA
- C
AS
PE
R P
RO
JEC
TS
\A-G
\CE
NT
RA
L W
YO
. RE
SC
UE
MIS
SIO
N\W
Y15
272A
- C
EN
TR
AL
WY
O. R
ES
CU
RE
MIS
SIO
N\G
EO
\GIN
T L
OG
S\W
Y15
272A
LO
GS
.GP
J
00
1
0
5
10
15
20 50
09-21-15
GP
SP
APPENDIX B
Laboratory Test Results
Project: Project Number WY15272AClient:
BoringDepth (feet)
In situMoisture, (%)
In situ DryDensity, (pcf)
LiquidLimit
PlasticityIndex
PassingNo. 200, (%)
Soluble Sulfates
(ppm)
B-1 2.5 24 53 29 94 381
5 3 NV NP 9
B-2 5 14 104 40 17 95
B-3 5 2 NV NP 6
10 16 NV NP 1
B-4 5 1 NV NP 4
Abbreviations:NV = No ValueNP = Non-plastic
Reviewed by:
Description and Remarks(U.S.C.S. Classification)
POORLY GRADED GRAVE with sand (GP)
POORLY GRADED SAND with silt and gravel (SP-SM)
LEAN CLAY (CL)
POORLY GRADED SAND with gravel (SP)
POORLY GRADED GRAVEL with silt and sand (GP-GM)
Index Laboratory Test Results Summary
FAT CLAY (CH)
Central Wyoming Rescue MissionCentral Wyoming Rescue Mission, 548 East A St., Casper, WY
Reviewed by:________________________
0.1110100SOIL GRAIN DIAMETER, millimeters
0
10
20
30
40
50
60
70
80
90
100
PE
RC
EN
T P
AS
SIN
G
100
8581 81 80
77 76
65
45
21
129
5" 4" 3" 2" 1.5"
1" 3/4"
1/2"
3/8"
#4 #8 #10
#16
#20
#30
#40
#50
#60
#100
#200
Inches Screen Sizes
Cob
bles
Coarse Fine
Gravel Sand
FineCoarse
ATTERBERG LIMITSLiquid Limit: NVPlasticity Index: NP
Central Wyoming Rescue Mission - 548 East A St. - Casper, WYCentral Wyoming Rescue MissionWY15272AB-1 @ 5 feetPOORLY GRADED SAND with silt and gravel (SP-SM)10/2/2015BLC
Project:Client:Project Number:Sample Identification:Sample Classification:Date Tested:By:
GRADATION ANALYSISASTM D 422
Reviewed By: _______________________
Water added @ 1 ksf
0.1 1 100.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 2 3 4 5 6 7 8 9
Load, ksf
3
2
1
0
-1
-2
-3
Ver
tical
Str
ain,
%
-1.6
-1.3
-0.3
0.9
-1.6
0.0
0.9
ATTERBERG LIMITSLiquid Limit 40Plasticity Index 17
Dry Unit Weight: 104 pcfMoisture Content: 14%
Central Wyoming Rescue Mission - 548 East A St. - Casper, WYCentral Wyoming Rescue MissionWY15272AB-2 @ 5 feetLEAN CLAY (CL)10/2/2015BLC
Project:Client:Project Number:Sample Identification:Sample Classification:Date Tested:By:
ONE-DIMENSIONAL, SWELL-SETTLEMENT TEST RESULTSASTM D 4546/2435
Method A/B
Reviewed by:________________________
0.1110100SOIL GRAIN DIAMETER, millimeters
0
10
20
30
40
50
60
70
80
90
100
PE
RC
EN
T P
AS
SIN
G
100
84
65
58
43
33
24
17
128
6
5" 4" 3" 2" 1.5"
1" 3/4"
1/2"
3/8"
#4 #8 #10
#16
#20
#30
#40
#50
#60
#100
#200
Inches Screen Sizes
Cob
bles
Coarse Fine
Gravel Sand
FineCoarse
ATTERBERG LIMITSLiquid Limit: NVPlasticity Index: NP
Central Wyoming Rescue Mission - 548 East A St. - Casper, WYCentral Wyoming Rescue MissionWY15272AB-3 @ 5 feetPOORLY GRADED GRAVEL with silt and sand (GP-GM)10/2/2015BLC
Project:Client:Project Number:Sample Identification:Sample Classification:Date Tested:By:
GRADATION ANALYSISASTM D 422
Reviewed by:________________________
0.1110100SOIL GRAIN DIAMETER, millimeters
0
10
20
30
40
50
60
70
80
90
100
PE
RC
EN
T P
AS
SIN
G
10097
9592
85
73
58
36
11
2 1
5" 4" 3" 2" 1.5"
1" 3/4"
1/2"
3/8"
#4 #8 #10
#16
#20
#30
#40
#50
#60
#100
#200
Inches Screen Sizes
Cob
bles
Coarse Fine
Gravel Sand
FineCoarse
ATTERBERG LIMITSLiquid Limit: NVPlasticity Index: NP
Central Wyoming Rescue Mission - 548 East A St. - Casper, WYCentral Wyoming Rescue MissionWY15272AB-3 @ 10 feetPOORLY GRADED SAND with gravel (SP)10/2/2015BLC
Project:Client:Project Number:Sample Identification:Sample Classification:Date Tested:By:
GRADATION ANALYSISASTM D 422
Reviewed by:________________________
0.1110100SOIL GRAIN DIAMETER, millimeters
0
10
20
30
40
50
60
70
80
90
100
PE
RC
EN
T P
AS
SIN
G
100
94
81
67
62
50
41
34
23
11
64
5" 4" 3" 2" 1.5"
1" 3/4"
1/2"
3/8"
#4 #8 #10
#16
#20
#30
#40
#50
#60
#100
#200
Inches Screen Sizes
Cob
bles
Coarse Fine
Gravel Sand
FineCoarse
ATTERBERG LIMITSLiquid Limit: NVPlasticity Index: NP
Central Wyoming Rescue Mission - 548 East A St. - Casper, WYCentral Wyoming Rescue MissionWY15272AB-4 @ 5 feetPOORLY GRADED GRAVEL with sand (GP)10/2/2015BLC
Project:Client:Project Number:Sample Identification:Sample Classification:Date Tested:By:
GRADATION ANALYSISASTM D 422
Recommended