5-5-CR27029-27242490 Geotechnical Report.pdf

GEOTECHNICAL INVESTIGATION

PROPOSED COMMITTAL SHELTER

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. 1260173 MAY 27, 2026

AGC.,CAGC.,C

Applied Applied GeoTechGeoTech

600600 WesWest 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 LOG, LEGEND AND NOTES FIGURE 2

CONSOLIDATION TEST RESULTS FIGURE 3

SUMMARY OF LABORATORY TEST RESULTS TABLE I

EXECUTIVE SUMMARY

1. Approximately 2 feet of fill consisting of clayey gravel with sand was encountered in the boring overlying bedrock consisting of tuffaceous marlstone.

2. No subsurface water was encountered in the boring at the time of drilling.

3. The proposed structure may be supported on spread footings bearing on the undisturbed bedrock or on compacted structural fill extending down to the undisturbed bedrock. Unsuitable fill and other deleterious materials should be removed from below footing and slab-on-grade 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 3,500 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. Geotechnical information relating to foundations, subgrade preparation and materials is included in the report.

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 1260173

SCOPE

This report presents the results of a geotechnical investigation for the proposed committal shelter 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 March 24, 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

The site consists of a grass landscaped area within the cemetery. It is relatively flat with a gentle slope down to the east. There is a moderate slope to the southwest of the site and a building at the top of the slope.

There is a concrete walkway to the north and stairs that extend up the slope to the southwest.

There are burial plots to the north and northwest of the walkway and stairs. There is a concrete sidewalk and paved access road to the east. Grass areas extend to the south and west. There are mausoleum or columbarium structures to the southwest.

FIELD STUDY

The field study was conducted on May 4, 2026. A boring was drilled at the approximate location shown on Figure 1. The boring was drilled with 8-inch-diameter hollow-stem auger. The boring was logged and samples obtained by a representative of AGEC. A log of the subsurface conditions encountered in the boring is graphically shown on Figure 2.

SUBSURFACE CONDITIONS

Approximately 2 feet of fill consisting of clayey gravel with sand was encountered in the boring overlying bedrock.

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

Fill - The fill consists of clayey gravel with sand. It is moist and brown.

Laboratory tests conducted on a sample of the fill indicate it has a moisture content of 8 percent and a dry density of 120 pounds per cubic foot (pcf).

Bedrock - The bedrock consists of tuffaceous marlstone. It is medium hard to hard, moist and light brown to whitish brown.

Laboratory tests conducted on a sample of the bedrock indicate it has a natural moisture content of 17 percent and a natural dry density of 99 pcf. A consolidation test conducted on a sample of the bedrock indicates it will compress a small amount with the addition of light to moderate loads. Results of the consolidation test are presented on Figure 3.

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

SUBSURFACE WATER

No subsurface water was encountered in the boring at the time of drilling.

PROPOSED CONSTRUCTION

We understand that the structure will consist of a canopy and related concrete slabs.

We have assumed that wall loads will be less than 3 kips per lineal foot and column loads less than 30 kips.

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 construction.

1. Subgrade Preparation

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

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. 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.

4. 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 clayey gravel with sand that meets the imported fill criteria may be used as structural fill. The bedrock is not suitable for use as structural fill. 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 placed 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

3,500 pounds per square foot. Footings should have a width of at least 2 feet and a depth of embedment of at least 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 that may be used with the 2021 and 2024 International Building Codes.

Description 2021 IBC Value1

Site Class D-Default2 s RS - MCE ground motion (period=0.2s) 1.16g

1 RS - MCE ground motion (period=1.0s) 0.42g aF - Site amplification factor at 0.2s 1.2

GPGA - MCE peak ground acceleration 0.52g

MPGA - Site modified peak ground acceleration 0.62g

Values obtained from information provided by the ASCE Hazard Tool at https://ascehazardtool.org1

D-Default was selected based on the subsurface conditions encountered and our understanding2 of the geology in the area.

Description 2024 IBC Value1

Site Class Default2 s RS - MCE ground motion (period=0.2s) 1.38g

1 RS - MCE ground motion (period=1.0s) 0.45g

DSS - design spectral acceleration (period=0.2s) 0.99g

D1S - design spectral acceleration (period=1.0s) 0.69g

MPGA - Site modified peak ground acceleration 0.62g

Values obtained from information provided by the ASCE Hazard Tool at https://ascehazardtool.org1

Default was selected based on the subsurface conditions encountered and our understanding of2 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 boring 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 boring drilled at the approximate location 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

5-27-2026

REFERENCES

International Code Council, 2023; 2024 International Building Code, Falls Church, Virginia.

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

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 May 11, 2026 at https://geology.utah.gov/apps/hazards/.

B-1

BM- Storm Drain Inlet Elev. 100' assumed

1260173 Exploratory Boring Location Figure 1

0 30 60 feet Approximate Scale

PROPOSED COMMITTAL SHELTER

UTAH VETERANS CEMETERY

17111 SOUTH CAMP WILLIAMS

ROAD

BLUFFDALE, UTAH

AutoCAD SHX Text N

El ev at io n/ Fe et

El ev at io n/ Fe et

Elev. 102' B-1

50/12

68/12

75/12

68/12

25/12

WC = 8

DD = 120

+4 = 56 -200 = 19

WC = 17

DD = 99

-200 = 68

WSS = 0.011

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.

NOTES:

1. The boring was drilled on May 4, 2026 with 8-inch diameter hollow-stem auger.

2. The location of the boring was measured approximately by pacing from features shown on Figure 1.

3. The elevation of the boring was measured by automatic level and refers to the benchmark shown on Figure 1.

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

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

6. No free water was encountered in the boring at the time of drilling.

7. WC = Water Content (%);

DD = Dry Density (pcf);

+4 = Percent Retained on the No. 4 Sieve;

-200 = Percent Passing the No. 200 Sieve;

WSS = Water Soluble Sulfates (%).

Fill; clayey gravel with sand, moist, brown.

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

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

1260173

Applied Geotechnical Engineering Consultants, Inc.

APPLIED PRESSURE - ksf

0.1 1.0 10 100

C om pr es si on

Moisture Content 17 % Dry Unit Weight 99 pcf Sample of: Bedrock

From: B-1 @ 2 feet

Project No. 1260173

No movement upon wetting

CONSOLIDATION TEST RESULTS Figure 3

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC.

TABLE I

SUMMARY OF LABORATORY TEST RESULTS

PROJECT NUMBER: 1260173

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 0 8 120 56 25 19 Fill; Clayey Gravel with Sand

2 17 99 68 0.011 Bedrock