8-05-CR27005-26361490-Geotechnical Report.pdf

GEOTECHNICAL INVESTIGATION

PROPOSED COLUMBARIUM WALLS

UTAH VETERANS CEMETERY

17111 SOUTH CAMP WILLIAMS ROAD

BLUFFDALE, UTAH

PREPARED FOR:

MCNEIL ENGINEERING, INC

8610 SOUTH SANDY PARKWAY, SUITE 200

SANDY, UT 84007

ATTENTION: CARL GREENE

PROJECT NO. 1260074 MARCH 17, 2026

AGC.,CAGC.,C

Applied Applied GeoTechGeoTech

600600 WWesest t SSandy andy Parkway Parkway • • SSandy, andy, Utah Utah 84070 84070 • • (801) (801) 566-6399 566-6399 • • www.agecinc.comwww.agecinc.com

TABLE OF CONTENTS

EXECUTIVE SUMMARY.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 1

SCOPE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 2

SITE CONDITIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 2

FIELD STUDY.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3

SUBSURFACE CONDITIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3

SUBSURFACE WATER. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4

PROPOSED CONSTRUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4

RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4 A. Site Grading.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4 B. Foundations. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 7 C. Concrete Slab-on-Grade. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 8 D. Lateral Earth Pressure. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 9 E. Seismicity, Faulting and Liquefaction. . . . . . . . . . . . . . . . . . . . . . . . . . Page 10 F. Water Soluble Sulfates. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 11 G. Continuing Services. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 11

LIMITATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 12

REFERENCES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 13

FIGURES

EXPLORATORY BORING LOCATIONS FIGURE 1

EXPLORATORY BORING LOGS, LEGEND AND NOTES FIGURE 2

CONSOLIDATION TEST RESULTS FIGURES 3-5

SUMMARY OF LABORATORY TEST RESULTS TABLE I

EXECUTIVE SUMMARY

1. Approximately 3 inches of topsoil overlying lean clay was encountered in the borings. The clay extended to depths of approximately 2 to 3 feet below the ground surface. Bedrock consisting of tuffaceous marlstone was encountered below the clay to the full depth of the borings, approximately 15½ feet.

2. Subsurface water was measured in Boring B-2 at a depth of approximately 9½ feet below the ground surface based on a measurement taken on March 3, 2026.

No subsurface water was encountered in Boring B-1 at the time of drilling.

3. The proposed structures may be supported on spread footings bearing on the undisturbed bedrock or on compacted structural fill extending down to the undisturbed bedrock. The topsoil, unsuitable fill, clay, and other deleterious materials should be removed from below footing areas. If a footing would bear partially on bedrock and partially on compacted structural fill, at least 2 feet of structural fill should be provided below the footing or the footing extended down to bear entirely on the bedrock.

Footings bearing on the bedrock or compacted structural fill that extends down to the bedrock may be designed using a net allowable bearing pressure of 2,500 pounds per square foot.

4. We anticipate excavation in the bedrock will require heavy-duty excavation equipment. Resistant layers of bedrock may require jack-hammering or other rock excavation methods. Additional difficulty should be expected in confined excavations, such as utility trenches.

5. The upper soil generally has a high clay content and will be easily disturbed by construction equipment traffic when it is very moist to wet. Placement of approximately 1 to 2 feet of granular borrow consisting predominantly of gravel with less than 15 percent passing the No. 200 sieve may be needed to provide limited access for rubber-tired equipment.

6. Geotechnical information relating to foundations, subgrade preparation and materials is included in the report.

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 1260074

SCOPE

This report presents the results of a geotechnical investigation for the proposed columbarium walls to be constructed at the Utah Veterans Cemetery at 17111 South Camp Williams Road in

Bluffdale, Utah. The report presents the subsurface conditions encountered, laboratory test results and recommendations for foundations. The study was conducted in general accordance with our proposal dated February 9, 2026.

Field exploration was conducted to obtain information on the subsurface conditions at the site.

Samples obtained from the field investigation were tested in the laboratory to determine physical and engineering characteristics of the on-site soil. Information obtained from the field and laboratory investigations was used to define conditions at the site and to develop recommendations for the proposed foundations.

This report has been prepared to summarize the data obtained during the study and to present our conclusions and recommendations based on the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations relating to construction are included in the report.

SITE CONDITIONS

There are two existing columbarium walls at the site. The structures are approximately 8 feet tall, 5 feet wide and 40 feet long. Concrete slabs surround the columbarium walls. The proposed columbarium walls are planned in the landscaped areas north and south of the existing structures.

The site is relatively flat with a gentle slope down to the north. There is a moderately steep slope up to the west beyond the site.

The site surrounding the existing structures and concrete slabs is landscaped with grass. There is an asphalt-paved access road east of the site.

FIELD STUDY

The field study was conducted on February 20, 2026. Two borings were drilled at the approximate locations shown on Figure 1. The borings were drilled with 8-inch-diameter hollow-stem auger. The borings were logged and samples obtained by a representative of AGEC. Logs of the subsurface conditions encountered in the borings are graphically shown on Figure 2.

SUBSURFACE CONDITIONS

Approximately 3 inches of topsoil overlying lean clay was encountered in the borings. The clay extended to depths of approximately 2 to 3 feet below the ground surface. Bedrock consisting of tuffaceous marlstone and micrite was encountered below the clay to the full depth of the borings, approximately 15½ feet.

A description of the soil and bedrock encountered in the borings follows:

Topsoil - The topsoil consists of sandy lean clay with occasional gravel. It is moist, dark brown and contains roots and organics.

Sandy Lean Clay - The clay is very stiff to hard, moist and brown.

Bedrock - The bedrock consists of tuffaceous marlstone. It is hard to very hard, slightly moist and gray.

Laboratory tests conducted on samples of the bedrock indicate it has natural moisture contents ranging from 20 to 24 percent and natural dry densities ranging from 100 to 109 pounds per cubic foot (pcf). Consolidation tests conducted on samples of the bedrock indicate it will compress a small to moderate amount with the addition of light to moderate loads. Results of the consolidation tests are presented on Figures 3, 4 and 5.

Results of the laboratory tests are summarized on Table I and are included on the boring logs.

SUBSURFACE WATER

Subsurface water was measured in Boring B-2 at a depth of approximately 9½ feet below the ground surface based on a measurement taken on March 3, 2026. No subsurface water was encountered in Boring B-1 at the time of drilling. Slotted PVC pipe was installed in Boring B-2 to facilitate measurement of the subsurface water level. Fluctuations in the subsurface water level should we expected over time.

PROPOSED CONSTRUCTION

We understand that three columbarium walls are planned to be constructed at the site. We understand that the structures will be constructed of reinforced concrete and granite. We have assumed that loads will be less than 4 kips per lineal foot.

If the proposed construction or loads are significantly different from those described above, we should be notified to reevaluate the recommendations given.

RECOMMENDATIONS

Based on the subsurface conditions encountered, laboratory test results and our understanding of the proposed construction, the following recommendations are given:

A. Site Grading

We have assumed that relatively small amounts of cut, likely 5 feet or less, may be required for the proposed columbarium walls and associated improvements.

1. Subgrade Preparation

Prior to placing grading fill, the topsoil, unsuitable fill, organic material and other deleterious materials should be removed.

The upper soil generally has a high clay content and will be easily disturbed by construction equipment traffic when it is very moist to wet. Placement of approximately 1 to 2 feet of granular borrow consisting predominantly of gravel with less than 15 percent passing the No. 200 sieve may be needed to provide limited access for rubber-tired equipment.

2. Excavation

We anticipate excavation in the bedrock will require heavy-duty excavation equipment. Resistant layers of bedrock may require jack-hammering and other rock excavation methods. Additional difficulty should be expected in confined excavations, such as utility trenches.

3. Temporary Excavation Slopes

Temporary unretained excavation slopes up to 10 feet in height in clay and bedrock may be constructed at 1 horizontal to 1 vertical or flatter. The excavator is responsible to provide safe working conditions around temporary excavation slopes.

4. Long-term Slopes

Long-term unretained slopes may be constructed at 2 horizontal to 1 vertical or flatter. Prior to placement of fill, the subgrade should be prepared by removing the topsoil, unsuitable fill, debris and other deleterious materials.

Slopes should be protected from erosion by revegetation, erosion control mats or other methods.

5. Materials

Listed below are recommendations for imported structural fill.

Fill to Support Recommendations

Footings Non-expansive granular soil Passing No. 200 Sieve < 35% Liquid Limit < 30% Maximum size 4 inches

Floor Slab (Upper 4 inches)

Sand and/or Gravel Passing No. 200 Sieve < 5% Maximum size 2 inches

Slab Support Non-expansive granular soil Passing No. 200 Sieve < 50% Liquid Limit < 30% Maximum size 6 inches

The on-site soil and bedrock may be considered for use as site grading fill outside of the structure area if the topsoil, debris, organics and other deleterious materials are removed or they may be used in landscaped areas.

The on-site materials may require wetting or drying prior to placement and compaction if used as fill. Drying of the soil and bedrock may not be practical during cold or wet times of the year.

6. Compaction

Compaction of materials placed at the site should equal or exceed the minimum densities as indicated below when compared to the maximum dry density as determined by ASTM D 1557.

Fill To Support Compaction

Foundations $ 95%

Concrete Flatwork $ 90%

Pavement Base Course Fill Placed Below Base Course

$ 95% $ 90%

Landscaping $ 85%

Retaining Wall Backfill 85 - 90%

To facilitate the compaction process, fill should be compacted at a moisture content within 2 percent of the optimum moisture content.

The fill should be placed and compacted in thin enough lifts to allow for proper compaction. Fill placed for the project should be frequently tested for compaction during construction.

7. Drainage

The ground surface surrounding the proposed structures should be sloped away from the structures in all directions.

B. Foundations

1. Bearing Material

The proposed structures may be supported on spread footings bearing on the undisturbed bedrock or on compacted structural fill extending down to the undisturbed bedrock. The topsoil, unsuitable fill, clay, and other deleterious materials should be removed from below footing areas.

If a footing would bear partially on bedrock and partially on compacted structural fill, at least 2 feet of structural fill should be provided below the footing or the footing extended down to bear entirely on the bedrock.

Where structural fill is placed below footings, the structural fill should extend out away from the edge of the footing at least a distance equal to the depth of structural fill below the footing.

2. Bearing Pressure

Footings bearing on the bedrock or compacted structural fill that extends down to the bedrock may be designed using a net allowable bearing pressure of

2,500 pounds per square foot. Footings should have a minimum width of 2 feet and a minimum depth of embedment of 1 foot.

3. Settlement

We estimate total and differential settlement will be less than ½ inch for footings bearing on the bedrock or on compacted structural fill.

Care should be taken to not disturb the bedrock at the base of footing excavations so that settlement can be maintained within tolerable limits. Loose material in the base of footing excavations should be removed or be compacted.

4. Temporary Loading Conditions

The allowable bearing pressure may be increased by one-half for temporary loading conditions such as wind or seismic loads.

5. Frost Depth

Footings should be placed at least 30 inches below grade for frost protection.

6. Foundation Base

The base of foundation excavations should be cleared of loose or deleterious material prior to fill or concrete placement.

7. Construction Observations

A representative of the geotechnical engineer should observe foundation excavations prior to structural fill and concrete placement.

C. Concrete Slab-on-Grade

1. Slab Support

Concrete slabs may be supported on the undisturbed natural soil, bedrock or on compacted structural fill extending down to the undisturbed natural soil or bedrock.

Unsuitable fill, topsoil, organics or other deleterious materials should be removed from below the proposed slabs.

2. Underslab Sand and/or Gravel

A 4-inch layer of free-draining sand and/or gravel (less than 5 percent passing the

No. 200 sieve) should be placed below the concrete slabs for ease of construction and to promote even curing of the slab concrete.

D. Lateral Earth Pressure

1. Lateral Resistance for Footings

Lateral resistance for footings placed on the bedrock or compacted structural fill is controlled by sliding resistance between the footing and the foundation soil or bedrock. A friction value of 0.35 may be used in design for ultimate lateral resistance for footings. The passive resistance of the soil adjacent footings may also be considered in design for lateral resistance of footings.

2. Subgrade Walls and Retaining Structures

The following equivalent fluid weights are given for design of subgrade walls and retaining structures. The active condition is where the wall moves away from the soil. The passive condition is where the wall moves into the soil and the at-rest condition is where the wall does not move.

Soil Type Active At-Rest Passive

Clay and Silt 50 pcf 65 pcf 250 pcf

Sand and Gravel 40 pcf 55 pcf 300 pcf

3. Seismic Conditions

Under seismic conditions, the equivalent fluid weight should be increased by 37 and 22 pcf for active and at-rest conditions, respectively, and decreased by 37 pcf for the passive condition. This assumes a peak horizontal ground acceleration of

0.62g which represents a 2 percent probability of exceedance in a 50-year period.

4. Safety Factors

The values recommended above assume mobilization of the soil to achieve the soil strength under active and passive conditions. Conventional safety factors used for structural analysis for such items as overturning and sliding resistance should be used in design.

E. Seismicity, Faulting and Liquefaction

1. Seismicity

Listed below is a summary of the site parameters for the 2021 International

Building Code.

Description Value

Site Class C1 s RS - MCE ground motion (period=0.2s) 1.17g

1 RS - MCE ground motion (period=1.0s) 0.43g aF - Site amplification factor at 0.2s 1.2

GPGA - MCE peak ground acceleration 0.52g

MPGA - Site modified peak ground acceleration 0.62g

Site Class C was selected based on the subsurface conditions encountered and1 our understanding of the geology in the area.

2. Faulting

There are no mapped active faults extending through the project site. The closest mapped fault considered active is the Wasatch Fault, mapped approximately 3½ miles east of the site (Utah Geological Survey, 2026).

3. Liquefaction

The site is located within an area mapped as having a "very low" potential for liquefaction (Salt Lake County, 2002).

Based on conditions encountered in the borings and understanding of the geology in the area, liquefaction is not considered to be a potential hazard at the site.

F. Water Soluble Sulfates

Based on the results of a water soluble sulfate test and our experience in the area, the soil and bedrock possess a negligible sulfate attack potential on concrete. No special cement type is required for concrete placed in contact with the soil or bedrock.

G. Continuing Services

A preconstruction meeting should be held with representatives of the owner, project architect, geotechnical engineer, general contractor, earthwork contractor and other members of the design team to review construction plans, specifications, methods and schedule.

The geotechnical engineer should observe the excavation, earthwork and foundation phases of the work to determine that subsurface conditions are consistent with those used in the analysis and design. During site grading and placement of structural fill, the work should be observed and tested to confirm that the proper density has been achieved.

LIMITATIONS

This report has been prepared in accordance with generally accepted soil and foundation engineering practices in the area for the use of the client for design purposes. The conclusions and recommendations included within the report are based on the information obtained from the borings drilled at the approximate locations indicated on Figure 1, the results of laboratory tests and our experience in the area. Variations in the subsurface conditions may not become evident until additional exploration or excavation is conducted. If the subsurface conditions, proposed construction or groundwater level is found to be significantly different from what is described above, we should be notified to reevaluate the recommendations given.

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC.

Jay R. McQuivey, P.E.

Reviewed by Douglas R. Hawkes, P.E., P.G.

JRM/rs

3-17-2026

REFERENCES

International Code Council, 2020; 2021 International Building Code, Falls Church, Virginia.

City, Utah.

Salt Lake County, 2002; Surface Rupture and Liquefaction Potential Special Study Areas Map, Salt Lake County, Utah, adopted March 31, 1989, updated March 2002, Salt Lake County Public Works - Planning Division, 2001 South State Street, Salt Lake City, Utah.

Utah Geological Survey, 2026; Utah Geological Hazard Portal accessed March 13, 2026 at https://geology.utah.gov/apps/hazards/.

B-2

B-1

BM - Bottom of Columbarium Elev. 100' assumed

1260074 Exploratory Boring Locations Figure 1

PROPOSED COLUMBARIUM WALLS

UTAH VETERANS CEMETERY

17111 SOUTH CAMP WILLIAMS ROAD

BLUFFDALE, UTAH

0 60 120 feet Approximate Scale

AutoCAD SHX Text N

NOTES:

1. The borings were drilled on February 20, 2026 with 8-inch diameter hollow-stem auger.

2. The locations of the borings were measured approximately by pacing from features shown on Figure 1.

3. The elevations of the borings were measured by hand level and refer to the benchmark shown on Figure 1.

4. The boring locations and elevations should be considered accurate only to the degree implied by the method used.

5. The lines between materials shown on the boring logs represent the approximate boundaries between material types and the transitions may be gradual.

6. The water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in the water will occur with time.

7. WC = Water Content (%);

DD = Dry Density (pcf);

-200 = Percent Passing the No. 200 Sieve;

LL = Liquid Limit (%);

PI = Plasticity Index (%);

WSS = Water Soluble Sulfates (%).

Indicates the depth to free water and the number of days after drilling the measurement was taken.

10/12

LEGEND:

California Drive sample taken. The symbol 10/12 indicates that 10 blows from a 140 pound automatic hammer falling 30 inches were required to drive the sampler 12 inches.

Indicates slotted 1½ inch diameter PVC pipe installed in the boring to the depth shown.

Sandy Lean Clay (CL); very stiff to hard, moist, brown.

Bedrock; tuffaceous marlstone, medium hard to hard, moist, light brown to greeinsh gray.

Topsoil; sandy lean clay, occasional gravel, moist, dark brown, roots and organics.

El ev at io n/ Fe et

Elev. 98½' Elev. 101½' B-1 B-2

El ev at io n/ Fe et

105 105

23/12

22/12

16/12

31/12

38/12

21/12

54/12

22/12

70/10

Assumed Base Elevation of Structure

Assumed Base Elevation of Structure

WC = 20

DD = 109

-200 = 76

LL = 46

PI = 32

WSS = 0.02

WC = 24

DD = 107

-200 = 54

LL = 41

PI = 17

WC = 21

DD = 100

-200 = 82

Exploratory Boring Logs, Legend and Notes Figure 2 Approximate Vertical Scale 1" = 8'

1260074

Applied Geotechnical Engineering Consultants, Inc.

APPLIED PRESSURE - ksf

0.1 1.0 10 100

C om pr es si on

Moisture Content 20 % Dry Unit Weight 109 pcf Sample of: Marlstone

From: B-1 @ 2 feet

Project No. 1260074

No movement upon wetting

CONSOLIDATION TEST RESULTS Figure 3

0.1 1.0 10 100

C om pr es si on

Moisture Content 21 % Dry Unit Weight 100 pcf Sample of: Marlstone

From: B-1 @ 9 feet

Expansion under constant pressure upon wetting

Project No. 1260074 CONSOLIDATION TEST RESULTS Figure 4

0.1 1.0 10 100

C om pr es si on

Moisture Content 24 % Dry Unit Weight 107 pcf Sample of: Marlstone

From: B-2 @ 4 feet

No movement upon wetting

Project No. 1260074 CONSOLIDATION TEST RESULTS Figure 5

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC.

TABLE I

SUMMARY OF LABORATORY TEST RESULTS

PROJECT NUMBER: 1250074

SAMPLE

LOCATION NATURAL

MOISTURE

CONTENT

NATURAL

DRY

DENSITY

(PCF)

GRADATION ATTERBERG LIMITS UNCONFINED

COMPRESSIVE

STRENGTH

(PSF)

WATER

SOLUBLE

SULFATE

SAMPLE CLASSIFICATION

BORING DEPTH

(FEET)

GRAVEL

SAND

SILT/

CLAY

LIQUID LIMIT

PLASTICITY

INDEX

B-1 2 20 109 76 46 32 0.02 Marlstone

9 21 100 82 Marlstone

B-2 4 24 107 54 41 17 Marlstone