S06-657A-21-800 - GER - Poplar Bluff Blg 8 - Pershing VAMC.pdf

Geotechnical Engineering Report

Minor Design - To Remove and Replace Building 8

John J. Pershing VA Medical Center

Poplar Bluff Township

Butler County, Missouri

Prepared for:

Miller-Remick, LLC

Cherry Hill Township, New Jersey

Prepared by:

Michael Baker International, Inc.

100 Airside Drive

Moon Township, Pennsylvania 15108

January 2025

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report i

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 Location and Description

1.2 Purpose and Scope

2.0 GEOTECHNICAL SITE RECONNAISSANCE

3.0 GEOTECHNICAL OFFICE INVESTIGATION

3.1 Soils

3.2 Geology

3.3 Landslide Potential

4.0 GEOTECHNICAL DRILLING INVESTIGATION

5.0 GEOTECHNICAL LABORATORY TESTING PROGRAM

6.0 GEOTECHNICAL DESIGN CONSIDERATIONS, ANALYSES, AND RECOMMENDATIONS

6.1 Foundation Recommendations

6.1.1 Allowable Bearing Pressure

6.1.2 Settlement Considerations

6.1.3 Foundation Subgrade Inspection

6.1.4 Minimum Footing Dimensions

6.1.5 Minimum Footing Burial Depth

6.1.6 Evaluation of Potential Expansive Soils

6.2 Subgrade Modulus for Rigid Concrete Slabs

6.3 Seismic Site Classification

6.4 Liquefaction Potential

7.0 LIMITATIONS

8.0 REFERENCES

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report ii

TABLE OF CONTENTS (CONTINUED)

List of Tables

Table 1 - Summary of Subsurface Exploration

Table 2 - Laboratory Test Summary - Soils

List of Figures

Figure 1 - Site Location Map

Figure 2 - Soil Map

Figure 3 - Surficial Geologic Map

Figure 4 - Geologic Map

Figure 5 - Geologic Hazards Map

List of Appendices

Appendix A - Site Photographs Log

Appendix B - Boring Location Plan

Appendix C - Typed Field Boring Logs

Appendix D - Full Laboratory Test Results

Appendix E - Subsurface Profile and Geotechnical Calculations

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 1

U.S. Department of Veterans Affairs

Minor Design - To Remove and Replace Building 8

Poplar Bluff Township, Butler County, Missouri

Geotechnical Engineering Report

1.0 INTRODUCTION

1.1 Location and Description

The project site is located in Poplar Bluff Township, Butler County, Missouri within the John J.

Pershing VA Medical Center and involves the removal and replacement of Building 8. The site location is presented on a Site Location Map (Figure 1).

1.2 Purpose and Scope

The purpose of this report is to define the subsurface conditions at the project site and based on those conditions provide geotechnical recommendations for final design of Building 8. This report was prepared in general accordance with the scope of services under the fee proposal submitted by the Miller Remick-Michael Baker International Joint Venture (JV) to the Department of

Veterans Affairs dated June 5, 2024.

The following tasks were performed for the preparation of this report:

a) A total of three (3) borings were drilled by Smith & Company Engineers, which is a local

Poplar Bluff drilling contractor. Drilling inspection was performed by a Michael Baker representative.

b) A laboratory testing program was completed to evaluate the engineering characteristics of the subsurface materials. Laboratory testing was performed by Smith & Company

Engineers.

c) Drilling and laboratory testing data were interpreted and a subsurface profile was developed based on the conditions encountered. Typed Field Boring Logs were developed.

d) This report was prepared, documenting the data collected, analyses performed, and presenting recommendations to support site and foundation design.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 2

2.0 GEOTECHNICAL SITE RECONNAISSANCE

A summary of the relevant findings from the geotechnical site reconnaissance that was performed during the geotechnical drilling investigation (Section 4.0 herein) is presented below.

The geotechnical site reconnaissance was constrained to the immediate area surrounding existing Building 8. Refer to the Site Photographs Log in Appendix A for photographs acquired during the geotechnical site reconnaissance.

1. The parking lot east of existing Building 8 contains several cracks but no signs of settlement or potholes (Photo 1 & Photo 2). The pavement cracks are interpreted to be a result of normal pavement wear due to vehicular traffic use of the parking lot.

2. Precipitation during time of the site visit provided insight into surface drainage conditions.

There were a few areas of ponded water in the existing Building 8 parking lot. No other signs of poor surface drainage were observed.

3. The road passing to the west of existing Building 8 has several cracks throughout, but no signs of settlement or potholes were observed (Photo 3).

4. The terrain surrounding existing Building 8 is generally flat and no signs of slope instability were observed in the near vicinity.

5. There are several buildings surrounding existing Building 8, including the main hospital building, which is visible in Photo 4.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 3

3.0 GEOTECHNICAL OFFICE INVESTIGATION

A discussion of the project geologic setting is presented below, specific to the project site and with respect to the soils, geology, and known geologic hazards in the region the site is situated

in. The project site resides within and on the edge of the Salem Plateau Physiographic Region, immediately adjacent to the Mississippi Alluvial Plain Physiographic Region. The project site is located within the Pershing VA Medical Center within Poplar Bluff, MO (Figure 1).

3.1 Soils

The proposed building site lies partially on fill placed during construction of the existing VA

Building 8. This fill was placed over natural site soils.

According to the USDA Web Soil Survey, natural soils within the project site are mapped as

Captina silt loam, 3 to 8 percent slopes (73157) (Figure 2). These soils consist of silt loam, silty clay loam, very gravelly silt loam, and gravelly clay derived from reworked loess (wind-blown soil deposits), over pedisediment (eroded material transported by gravity across gently sloping surface), over residuum weathered from cherty limestone. The natural project site soils generally contain a high corrosion risk to unprotected steel and concrete. Refer to Figure 2 for Soil Map.

Note that no pedisediment or loess material was documented beneath the project site based on the test borings drilled (see Section 4.0 herein).

Surficial geologic mapping has the project site mapped as the Saint Robert Formation (Figure 3).

This formation is described as containing significant amounts of rounded upland gravel and may contain loess. The gravel typically varies from 1 to 5 feet thick, with thicker sections present but not exposed.

3.2 Geology

Bedrock units within project limits belong to the Ordivician-aged Roubidoux Formation which consists of quartz arenite sandstone, medium-grained, and subrounded (Figure 4). The

Roubidoux Formation may also contain chert ledges that vary in color and texture.

The majority of the Roubidoux Formation is covered in a thick mantle of residual soils (weathered in place from parent bedrock) and colluvial soils (soils transported downslope under force of gravity, roughly comparable to pedisediment) with little to no outcropping near the project site.

The formation can be as thick as 190 feet with bedding thicknesses ranging from laminae to greater than 3 feet.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 4

3.3 Landslide Potential

According to the Geologic Hazard Map provided as Figure 5, the project is not mapped as having landslide potential but there are nearby areas mapped as landslide potential, generally associated with dendritic stream valleys.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 5

4.0 GEOTECHNICAL DRILLING INVESTIGATION

A test boring program was performed for the project site in November 2024. Three (3) test borings (SPT-1 to SPT-3) were drilled as part of this exploration. The approximate locations of the test borings are depicted on the plans provided in Appendix A. Typed Field Boring Logs are provided as Appendix B. A graphical depiction of test borings SPT-1 and SPT-3 (representative of the subsurface profile beneath the proposed building) are presented on the Subsurface Profile in

Appendix E. Refer to Table 1 for the Summary pf Subsurface Exploration.

The test borings were performed by Smith & Co. Engineers of Poplar Bluff, MO, with oversight by a Michael Baker representative. The test borings were advanced by hollow stem augers to the termination depth and/or to auger refusal. Where rock coring was conducted, double tube NQ wireline coring was performed. Borings were backfilled with tremie-placed cement grout after the final water level readings were obtained which was about 5 to 7 days after completion of drilling. A summary of the subsurface exploration findings is provided in the discussion below.

Fill: Asphalt was encountered in all borings at the surface and ranged in thickness from 0.2 to 0.5 feet. Underlying the asphalt in borings SPT-1 and SPT-3 was 0.4 to 0.5 feet of concrete. Underlying the asphalt and concrete was 0.2 to 0.3 feet of gravel subbase. Fill was encountered in test borings SPT-1 and SPT-2 and ranged from 3.6 to 5.1 feet in thickness and generally consisted of very soft to hard gravelly and sandy lean clay (CL). These existing fills consisted of material placed beneath existing Building 8 and for grading for the parking lot on the east side of the existing building. The relative moisture of the fill was recorded as moist.

Residuum: Residual soil was encountered in all test borings at depths ranging from 0.8 to 6.0 feet and continued to the bottom of the borings at depths of 40.8 to 95.0 feet. The residual soils were either fine-grained or granular in nature, and documented as the following (informed by laboratory testing results):

• sandy lean clay (CL), stiff to hard

• sandy fat clay (CH), very stiff to hard

• poorly graded gravel with sand (gp), inferred as dense based on auger advancement rate

• poorly graded sand with clay and gravel (sp-sc), medium dense to very dense

• clayey sand (SC), medium dense

At a depth of 66.0 feet in SPT-1, the presence of coarse gravel and cobbles in the residuum caused the auger bit to break which caused smoke to come out of the augers and for the sample rod to be hot to the touch. The driller determined that the augers would not be able to advance through the material at that depth. As a result, the drilling method was switched to NQ2 rock coring at this depth. Limited coarse gravel and sand were recovered in the core barrel and return water.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 6

Bedrock was not encountered in any of the completed test borings.

Water Level Readings: Initial and final water level readings documented the borings to be dry at time of completion and several days later prior to backfilling borings.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 7

5.0 GEOTECHNICAL LABORATORY TESTING PROGRAM

A laboratory testing program was conducted at the end of the geotechnical drilling investigation.

Soil samples were selected by Michael Baker for geotechnical laboratory testing. Laboratory testing was performed by Smith & Co. Engineers of Poplar Bluff, MO. For general design purposes, selected soil samples were tested for natural moisture content, sieve, hydrometer, and Atterberg limits to determine classifications by AASHTO and ASTM-Unified criteria, as well as standard proctor and modified proctor. Refer to Table 2 for a summary of the laboratory testing results of soil. The full laboratory testing results are included as Appendix D.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 8

6.0 GEOTECHNICAL DESIGN CONSIDERATIONS, ANALYSES, AND RECOMMENDATIONS

A discussion follows below for the geotechnical design and analyses performed to support the proposed Building 8 design, and corresponding design recommendations. Refer to Appendix E for additional discussion of design assumptions and approach as well as supporting calculations.

6.1 Foundation Recommendations

Based on the results of the test borings performed during the geotechnical drilling investigation, spread footings bearing on either residual soil or existing fill soils should provide suitable bearing resistance for the proposed Building 8 structure and limit total and differential settlement to within structurally tolerable magnitudes. As a result, deep foundation alternatives for the building are not recommended and have not been evaluated.

6.1.1 Allowable Bearing Pressure

Foundation subgrade bearing materials beneath the anticipated Bottom of Footing Elevation

(BFE) of 431.5 feet for the proposed building consist of either dry to moist residual soil (clayey sand, SC) or moist existing fill (sandy lean clay and gravelly lean clay, CL).

Based on the density/consistency of the materials below BFE at the building site, an allowable bearing pressure of 1.0 tsf is recommended for reinforced concrete exterior strip and wall spread footings and interior column footings cast over the bearing subgrade materials (residual soils and existing fill soils).

Refer to Appendix E for calculations performed to substantiate the allowable bearing pressure recommendation above for the building spread footings using General Bearing Capacity theory.

6.1.2 Settlement Considerations

Estimation of the total elastic settlement of the building spread footing foundations is presented in Appendix E, which utilized the Hough Method for estimation of settlement using test boring

SPT-3 on the west side of the proposed building. The recommended allowable bearing pressure of 1.0 tsf was utilized in the settlement calculation. Based on this calculation, total elastic settlement of less than 1 inch is anticipated.

Consolidation settlement of spread footings bearing over soft clay soils encountered at test boring SPT-1 is not anticipated to be a concern provided that soft clay soils are removed and replaced beneath the foundation footprint as discussed in Section 6.1.3 herein. Refer to the consolidation settlement calculation in Appendix E which utilizes the recommended allowable bearing pressure of 1.0 tsf.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 9

As a result, settlement of the building foundations is not anticipated to be a concern provided the bearing pressure on the spread footings is limited to 1.0 tsf per the recommendations above.

6.1.3 Foundation Subgrade Inspection

Soft clay was noted in test boring SPT-1 below the anticipated BFE for the building spread footings. In order to provide sufficient allowable bearing pressure and limit settlement beneath the building spread footings, it is recommended that an inspection be performed by an experienced geotechnical engineer to visually assess if soft clay is present beneath any portion of the spread foundations footprint for the building. In the event that soft clay is identified by the inspector during construction, the soft clay should be overexcavated down to material with a consistency of medium stiff or better, or to predominantly granular material, and backfilled with soil in 6-inch lifts compacted to 95% of the Standard or Modified Proctor Maximum Dry Density and within +/- 2% of the Optimum Moisture Content.

It is recommended that a note be included in the project specifications that the prepared foundation subgrade for the building footings is required to be inspected prior to placement of reinforcing steel and concrete for construction of the footings. As directed by the inspector, overexcavate and remove any identified soft clay beneath the building spread footings and replace with compacted soil materials up to the Bottom of Footing Elevation (BFE). Limit the overexcavation to 3 feet below the BFE or as directed by the inspector.

6.1.4 Minimum Footing Dimensions

Based on Table 2 of NAVFAC DM 7.02, Foundations and Earth Structures (1986), a reduction in allowable bearing pressure is needed for footing dimensions smaller than 3 feet.

Based on this limitation, use a minimum footing width of 3.0 feet for design of column spread footings and strip spread footings.

6.1.5 Minimum Footing Burial Depth

Based on Table 2 of NAVFAC DM 7.02, Foundations and Earth Structures (1986), the allowable bearing pressure is contingent on a minimum burial depth of 18 inches. The frost penetration at the proposed building site is 12 inches based on guidelines presented by the Missouri Public

Service Commission.

As a result, a minimum footing burial depth of 18 inches is recommended below the nearest adjacent finished grade or adjacent floor bearing on soil, whichever is the lowest, to satisfy allowable bearing pressure and frost penetration considerations.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 10

6.1.6 Evaluation of Potential Expansive Soils

Fat clay (i.e. high plasticity clay) was identified in test boring SPT-1 at a depth of 11.0 to 12.5 feet below ground surface and in test boring SPT-3 at 19.5 to 21.0 feet below ground surface. Fat clay may have the potential for expansive behavior due to seasonal natural moisture content fluctuations with corresponding adverse effects on building structure components in contact with this material.

Based on the shallowest depth at which the fat clay materials were identified beneath the project site (greater than 10 feet below ground surface), the fat clays are not anticipated to influence the design and construction of the proposed building foundations (spread footings), building floor slabs, or surrounding pavement surfaces. Additionally, no obvious effects of expansive soils (e.g.

cracks in the existing building, extensive cracking and/or heaving of pavements) were observed during the Geotechnical Site Reconnaissance (refer to Section 2.0 herein).

6.2 Subgrade Modulus for Rigid Concrete Slabs

Subgrade for building floor slabs was evaluated based on the conditions revealed by the design test borings (SPT-1, SPT-2, and SPT-3) and using Table 4-1 from Unified Facilities Criteria document UFC 3-320-06A.

Based on the anticipated soil types and moisture content for the subgrade materials, a Modulus of Subgrade Reaction (k) value of 75 pci is recommended for design of the proposed building.

Where establishing the Finished Floor Elevation (FFE) for the building requires the placement of compacted fill, ensure the material is compacted to a minimum of 90% of the maximum dry density of the fill material and exclude highly plastic clays and silts for use as the fill material.

6.3 Seismic Site Classification

A seismic site classification determination was made based on the SPT blow counts, soil descriptions, and laboratory testing results revealed by test boring SPT-1, which was advanced to a depth of 95.0 feet. Table 3.10.3.1-1 from AASHTO LRFD Bridge Design Specifications, 7th edition (2014) was utilized to evaluate the findings from the test boring.

Based on calculations presented in Appendix E, a Seismic Site Classification of ‘D’ is recommended for design of the proposed building.

6.4 Liquefaction Potential

Medium-plasticity clay fill soils were encountered in test borings SPT-1 and SPT-2 to a depth of

6.0 and 4.5 feet, respectively, below ground surface. Aside from the clayey fill soils at these

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 11 locations, the subsurface conditions within the upper 100 feet below ground surface consisted primarily of residual soil material weathered in-place from the parent bedrock. Field descriptions

(informed by laboratory testing) and density/consistency of this residual material (informed by

SPT blow counts and pocket penetrometer readings) included the following:

• sandy lean clay (CL), stiff to hard

• sandy fat clay (CH), very stiff to hard

• poorly graded gravel with sand (gp), inferred as dense based on auger advancement rate

• poorly graded sand with clay and gravel (sp-sc), medium dense to very dense

• clayey sand (SC), medium dense

Moisture content of these materials was generally described as dry to moist and all three test borings at the site (SPT-1, SPT-2, and SPT-3) were logged as dry prior to backfilling, i.e. no water level was present within the open borehole.

Liquefaction potential is qualitatively judged to be low for the proposed building site and not anticipated to be a concern with respect to the performance of the building foundations and floor slabs based on the following revealed by the design test borings (SPT-1, SPT-2, and SPT-3):

• The generally stiff to hard nature of fine-grained residual soil beneath the site

• The generally medium dense to very dense nature of the granular residual soil beneath the site

• Lack of loose fine sands and silts and/or very highly plastic clays (plasticity index > 75)

• Lack of a static groundwater table within the upper 100 feet of the soil profile

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 12

7.0 LIMITATIONS

The opinions expressed in this report are based on the results of field explorations and engineering judgment. The test borings depict soil, rock, and groundwater observations at the specific locations and dates at which they were made. The soil, rock, and groundwater conditions at other locations on the site may differ from those occurring at the test boring locations.

The professional services have been performed, findings obtained, and recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. No other warranty, expressed or implied, is made as to the professional advice included in this report. Michael Baker International, Inc. is not responsible for the conclusions, opinions, and recommendations made by others based upon the data included herein.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report 13

8.0 REFERENCES

“Bedrock geologic map of the Poplar Bluff 7 1/2' quadrangle, Missouri”, Missouri Department

Natural Resources, 2000.

NRCS Web Soil Survey. https://websoilsurvey.nrcs.usda.gov/app/

“Physiographic Regions of Missouri”, Missouri Department of Natural Resources, 2021.

“Surficial Material Geologic Map of the Poplar Bluff 7.5 Quadrangle”, Missouri Department of

Natural Resources, 2000.

USGS US Topo 7.5-Minute Map for Poplar Bluff, MO, 2021.

Pershing VAMC - Poplar Bluffs, MO - Geotechnical Engineering Report

FIGURES

MBAKERINTL.COM

FIGURE 1

SITE LOCATION MAP

Minor Design - To Remove and Replace Building 8 – U.S. Department of Veterans Affairs

Scale: See graphical scale.

Source: USGS US Topo 7.5-Minute Map for Poplar Bluff, MO, 2021.

Project Location

FIGURE 2

SOIL MAP

Minor Design - To Remove and Replace Building 8 - U.S. Department of Veterans Affairs

Scale: See graphical scale.

Source: NRCS Web Soil Survey. https://websoilsurvey.nrcs.usda.gov/app/

FIGURE 3

SURFICIAL GEOLOGIC MAP

Scale: See graphical scale.

Source: “Surficial Material Geologic Map of the Poplar Bluff 7.5 Quadrangle”, Missouri Department of Natural Resources, 2000.

FIGURE 4

GEOLOGIC MAP

Scale: See graphical scale.

Source: “Bedrock geologic map of the Poplar Bluff 7 1/2' quadrangle, Missouri”, Missouri Department Natural Resources, 2000.

FIGURE 5

GEOLOGIC HAZARDS MAP

Scale: See graphical scale.

Source: “Geologic Hazards Map for Region E”, Missouri Department Natural Resources, 2013.

TABLES

TABLE 1

SUMMARY OF SUBSURFACE EXPLORATION

VA BUILDING 8

POPLAR BLUFF TOWNSHIP

BUTLER COUNTY, MISSOURI

Asphalt/

Concrete Fill Residual

Soil

Sampled

Approx.

Top of Rock

Elevation

Rock

Cored

(Note 1)

(ft-msl) (ft) (ft) (ft) (ft) (ft-msl) (ft) (ft-msl) (ft-msl)

SPT-1 433 0.9 5.1 89.0 66.0 -- 29.0 338.0 Dry

SPT-2 433 0.9 3.6 36.5 41.0 -- -- 392.0 Dry

SPT-3 435 0.8 - 40.0 40.8 -- -- 394.2 Dry

Note 1: Cored through very dense residual soils, top of bedrock was not encountered.

Note 2: Water levels were obtained between 5 to 7 days after completion of drilling.

BORING

NO.

Approx.

Ground

Surface

Elevation

Final

Approx.

Water

Elevation

(Note 2)

Approx.

Bottom of

Boring

Elevation

ROCKSOIL THICKNESSES

Completed By: AMA 12/16/2024

Checked By: EHB 12/17/2024

TABLE 2

LABORATORY TEST SUMMARY - SOILS

VA BUILDING 8

POPLAR BLUFF TOWNSHIP

BUTLER COUNTY, MISSOURI

Buckets 1.5-10.0 9.6 47 14 33 4 43 CL 126.6 11.6

S-3 4.5-6.0 20.5 43 15 28 9 21 CL -- --

S-6 11.0-12.5 18.0 57 20 37 6 31 CH -- --

S-14 44.5-46.0 26.0 46 18 28 0 29 CL -- --

SPT-2 S-5 7.5-9.0 19.3 44 19 25 0 13 CL -- --

Buckets 2.0-10.0 10.2 65 19 46 1 56 SC 116.1 14.0

S-9 19.5-21.0 30.6 64 25 39 4 19 CH -- --

NOTE: MOISTURE DENSITY RELATIONSHIP IS REPORTED AS MODIFIED PROCTOR FOR SPT-1 AND AS STANDARD PROCTOR FOR SPT-3.

SPT-1

SPT-3

MOISTURE DENSITY

RELATIONSHIP

OMC (%)MDD (pcf)

SAMPLE NO.BORING NO.

SAMPLE

DEPTH

INTERVAL

(feet)

PI

ATTERBERG LIMITS

LL

USCS GRADATION

GRAVEL

MOISTURE

CONTENT

PL

SAND

PASSING #200 SIEVE

USCS

CLASSIFICATION

By: AMA 1/10/2025

Chk By: EHB 1/13/2025

APPENDIX A

SITE PHOTOGRAPHS LOG

Pershing VAMC – Poplar Bluffs, MO - Geotechnical Engineering Report 1

Photo 1: View of SPT-2 prior to drilling and parking lot on eastern side of Building 8.

Pershing VAMC – Poplar Bluffs, MO - Geotechnical Engineering Report 2

Photo 2: View of SPT-1 prior to drilling and parking lot on eastern side of Building 8.

Pershing VAMC – Poplar Bluffs, MO - Geotechnical Engineering Report 3

Photo 3: View of SPT-1 prior to drilling and road on western side of Building 8.

Pershing VAMC – Poplar Bluffs, MO - Geotechnical Engineering Report 4

Photo 4: View of SPT-2 after drilling and the main VA Hospital building.

APPENDIX B

BORING LOCATION PLAN

AN

R P

M

E L

I

I R Y

N G

E S I

D

NOT FOR

CONSTRUCTION

Location

Issue Date

Project Number

Building Number

Project Title

Checked Drawn

Drawing Title

Approved:

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

PhaseDESIGNER OF RECORD STAMPCONSULTANT

Project Director

VA FORM 08 - 6231

Fi le

P at h

/1 5/

1:

:0

AM

30% SD SUBMITTAL

FULLY SPRINKLERED

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

657-404

22 OCTOBER 2024 BO MH/MO

Drawing Number

REMOVE AND REPLACE

BUILDING 8

JOHN J PERSHING VAMC, POPLAR BLUFF, MO

REVISIONS

NO. DATE DESCRIPTION

A1A1

CS101

CIVIL SITE PLAN

CIVIL SITE PLAN

SPT-1

SPT-2

SPT-3

BORING LOCATION PLAN

Note: Location of depicted as-drilled locations are informed by field measurements acquired during the site drilling exploration.

SPT-1

Approximate as-drilled boring locations

LEGEND

APPENDIX C

TYPED FIELD BORING LOGS

0.0

1.5

3.0

4.5

6.0

6.5

7.5

9.0

9.5

11.0

12.5

14.0

14.5

16.0

19.5

A-N

S-1

S-2

S-3

ST-1

A-N

S-4

A-N

S-5

S-6

S-7

A-N

S-8

A-N

67%

33%

100%

100%

100%

100%

100%

100%

100%

FILL.

RESIDUAL.

ASPHALT.

0.2' - EL 432.8

CONCRETE.

0.7' - EL 432.3

SUBBASE.

0.9' - EL 432.1

Sandy LEAN CLAY with gravel (CL); sand is fine to coarse; gravel is fine, subrounded; medium plasticity;

brown, reddish; moist; very soft to medium stiff;

heterogeneous.

Bucket sample taken from 1.5-10'.

6.0' - EL 427.0

Sandy FAT CLAY (CH); sand is fine to coarse; gravel is fine, subangular; high plasticity; red and yellow; dry to moist; very stiff to hard; heterogeneous.

more clay in S-7.

B-1(1.5-10.0)

PL=14 LL=47

MC=9.6

USCS=CL

P#200=53

MD=126.6 OMC=11.6

S-1(1.5-3.0) PPen=2 tsf S-2(3.0-4.5) PPen=1 tsf S-3(4.5-6.0) PPen=2 tsf

PL=15 LL=43

MC=20.5

USCS=CL

P#200=70

S-6(11.0-12.5)

PL=20 LL=57

MC=18

USCS=CH

P#200=63

WOH

WOH

WOH

WOH

WOH

WOH

DESC.:

DESC.:

LATITUDE: 36.7735

SHEET: 1

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-1

BASELINE:

OF 5

LONGITUDE: -90.4162

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/6/2024

NORTH: 342261.7 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 433

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: DATE: 11/12/2024H2O @ Dry

TIME:

TIME: DATE:

DATE:CAVED @

EAST: 844751.4

H2O @

H2O @

END: 11/7/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 24 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed). 2.8 in ID thin wall tube.

NQ2 core, split barrel, wireline w/ water.

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

B

A K

E R

_1 0-

1.

G

LB

D

A T

E P

R

IN

T E

D

/1

0/

Backfilled with tremie-placed grout on 11/12/2024.

Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

21.0

24.5

26.0

29.5

31.0

34.5

35.2

39.5

S-9

A-N

S-10

A-N

S-11

A-N

S-12

A-N

100%

100%

100%

100%

RESIDUAL.

29.5' - EL 403.5

Sandy LEAN CLAY (CL); sand is fine to medium;

medium plasticity; gray, tannish; dry to moist; stiff to hard;

heterogeneous.

50/0.2

DESC.:

DESC.:

LATITUDE: 36.7735

SHEET: 2

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-1

BASELINE:

OF 5

LONGITUDE: -90.4162

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/6/2024

NORTH: 342261.7 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 433

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: DATE: 11/12/2024H2O @ Dry

TIME:

TIME: DATE:

DATE:CAVED @

EAST: 844751.4

H2O @

H2O @

END: 11/7/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 24 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed). 2.8 in ID thin wall tube.

NQ2 core, split barrel, wireline w/ water.

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

B

A K

E R

_1 0-

1.

G

LB

D

A T

E P

R

IN

T E

D

/1

0/

Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

41.0

44.5

46.0

49.5

51.0

54.5

56.0

59.5

S-13

A-N

S-14

A-N

S-15

A-N

S-16

A-N

100%

100%

100%

100% more clay in s-16.

S-14(44.5-46.0)

PL=18 LL=46

MC=26

USCS=CL

P#200=71

DESC.:

DESC.:

LATITUDE: 36.7735

SHEET: 3

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-1

BASELINE:

OF 5

LONGITUDE: -90.4162

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/6/2024

NORTH: 342261.7 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 433

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: DATE: 11/12/2024H2O @ Dry

TIME:

TIME: DATE:

DATE:CAVED @

EAST: 844751.4

H2O @

H2O @

END: 11/7/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 24 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed). 2.8 in ID thin wall tube.

NQ2 core, split barrel, wireline w/ water.

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

B

A K

E R

_1 0-

1.

G

LB

D

A T

E P

R

IN

T E

D

/1

0/

Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

61.0

64.5

66.0

71.0

72.0

75.0

S-17

A-N

S-18

A-N

R-1

R-2

R-3

100%

100%

30%

13%

0%

RESIDUAL.

Smoke coming out of augers and sample rods hot to touch. Driller determined auger bit must be ground down or broken. Driller stated that material would be too dense to auger through and determined auger refusal at 64.5.

66.0' - EL 367.0

Poorly graded GRAVEL with sand (gp); sand is fine to coarse; gravel is fine to coarse, subangular; nonplastic;

gray; heterogeneous.

Triconed down to 71' in order to set casing and begin rock coring.

Rock core runs were unsuccessful. Pressure needed to core told driller augering would be unsuccessful as well.

Driller did not switch to a different drilling method.

(0%)

(0%)

(0%)

DESC.:

DESC.:

LATITUDE: 36.7735

SHEET: 4

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-1

BASELINE:

OF 5

LONGITUDE: -90.4162

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/6/2024

NORTH: 342261.7 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 433

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: DATE: 11/12/2024H2O @ Dry

TIME:

TIME: DATE:

DATE:CAVED @

EAST: 844751.4

H2O @

H2O @

END: 11/7/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 24 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed). 2.8 in ID thin wall tube.

NQ2 core, split barrel, wireline w/ water.

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

B

A K

E R

_1 0-

1.

G

LB

D

A T

E P

R

IN

T E

D

/1

0/

Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

80.0

85.0

90.0

95.0

R-4

R-5

R-6

0%

0%

0%

Very little recovery of fine gravel-sized rock fragments.

Had a few harder layers between 6" to 10" thick Return water color change from light gray to reddish

Lost water at 95' and terminated boring

95.0' - EL 338.0

End of Boring at 95.0'

(0%)

(0%)

(0%)

DESC.:

DESC.:

LATITUDE: 36.7735

SHEET: 5

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-1

BASELINE:

OF 5

LONGITUDE: -90.4162

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/6/2024

NORTH: 342261.7 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 433

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: DATE: 11/12/2024H2O @ Dry

TIME:

TIME: DATE:

DATE:CAVED @

EAST: 844751.4

H2O @

H2O @

END: 11/7/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 24 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed). 2.8 in ID thin wall tube.

NQ2 core, split barrel, wireline w/ water.

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

B

A K

E R

_1 0-

1.

G

LB

D

A T

E P

R

IN

T E

D

/1

0/

Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

3.0

4.5

6.0

7.5

9.0

9.5

11.0

12.5

14.0

14.5

15.4

19.5

A-N

S-1

S-2

S-3

S-4

S-5

A-N

S-6

S-7

S-8

A-N

S-9

A-N

100%

100%

100%

100%

100%

100%

100%

100%

100%

FILL.

RESIDUAL.

RESIDUAL.

ASPHALT.

0.3' - EL 432.7

CONCRETE.

0.7' - EL 432.3

SUBBASE.

0.9' - EL 432.1

Gravelly LEAN CLAY with sand (cl); sand is fine to coarse; gravel is fine to coarse, subrounded; medium plasticity; light brown; moist; medium stiff to hard:

heterogeneous.

Bucket sample taken from 1.5-10'.

4.5' - EL 428.5

Sandy LEAN CLAY (CL); sand is fine; medium plasticity;

gray, tannish; dry to moist; stiff to hard; homogeneous.

19.5' - EL 413.5

Poorly-graded SAND with clay and gravel (sp-sc); sand is

S-1(1.5-3.0) PPen=2.25 tsf

S-5(7.5-9.0)

PL=19 LL=44

MC=19.3

USCS=CL

P#200=87

S-7(11.0-12.5) PPen=3.0 tsf

S-8(12.5-14.0) PPen=2.5 tsf

50/0.4

DESC.: 24 Hr.

DESC.:

LATITUDE: 36.7733

SHEET: 1

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-2

BASELINE:

OF 3

LONGITUDE: -90.4164

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/4/2024

NORTH: 342188.8 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 433

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: 11:15 DATE: 11/5/2024H2O @ Dry

TIME:

TIME: DATE:

DATE: 11/12/2024CAVED @

EAST: 844692.9

H2O @

H2O @ Dry

END: 11/5/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 0 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed).

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

B

A K

E R

_1 0-

1.

G

LB

D

A T

E P

R

IN

T E

D

/1

0/

Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

26.0

29.5

31.0

34.5 34.6

39.5

S-10

A-N

S-11

A-N

S-12

A-N

S-13

A-N

100%

100%

100%

100% fine to coarse; gravel is fine to coarse, subangular;

nonplastic; red and brown; dry to moist; medium dense to very dense; heterogeneous.

50/0.1

DESC.: 24 Hr.

DESC.:

LATITUDE: 36.7733

SHEET: 2

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-2

BASELINE:

OF 3

LONGITUDE: -90.4164

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/4/2024

NORTH: 342188.8 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 433

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: 11:15 DATE: 11/5/2024H2O @ Dry

TIME:

TIME: DATE:

DATE: 11/12/2024CAVED @

EAST: 844692.9

H2O @

H2O @ Dry

END: 11/5/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 0 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed).

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

B

A K

E R

_1 0-

1.

G

LB

D

A T

E P

R

IN

T E

D

/1

0/

Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

41.0

S-14 100%

41.0' - EL 392.0

End of Boring at 41.0'

DESC.: 24 Hr.

DESC.:

LATITUDE: 36.7733

SHEET: 3

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-2

BASELINE:

OF 3

LONGITUDE: -90.4164

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/4/2024

NORTH: 342188.8 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 433

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: 11:15 DATE: 11/5/2024H2O @ Dry

TIME:

TIME: DATE:

DATE: 11/12/2024CAVED @

EAST: 844692.9

H2O @

H2O @ Dry

END: 11/5/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 0 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed).

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

B

A K

E R

_1 0-

1.

G

LB

D

A T

E P

R

IN

T E

D

/1

0/

Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

3.0

4.5

6.0

7.5

9.0

9.5

11.0

13.0

14.5

16.0

19.5

A-N

S-1

S-2

S-3

S-4

S-5

A-N

S-6

ST-1

S-7

S-8

A-N

100%

100%

100%

100%

100%

100%

100%

100%

100%

RESIDUAL.

ASPHALT.

0.5' - EL 434.5

SUBBASE.

0.8' - EL 434.2

Clayey SAND (SC); sand is fine to coarse; high plastic fines; red and yellow; dry to moist; medium dense;

homogeneous.

Bucket sample taken from 2.0-10.0'.

14.0' - EL 421.0

Sandy FAT CLAY (CH); sand is fine to coarse; high plasticity; brown, orangeish; dry to moist; very stiff to hard; homogeneous.

S-1(1.5-3.0) PPen=2.5 tsf B-1(2.0-10.0)

PL=19 LL=65

MC=10.2

USCS=SC

P#200=43

S-5(7.5-9.0) PPen=3 tsf

ST-1(11.0-13.0)

PPen=1.75 tsf

S-9(19.5-21.0)

PL=25 LL=64

DESC.: 24 Hr.

DESC.:

LATITUDE: 36.7735

SHEET: 1

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-3

BASELINE:

OF 3

LONGITUDE: -90.4167

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/4/2024

NORTH: 342261.6 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 435

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: 12:30 DATE: 11/4/2024H2O @ Dry

TIME:

TIME: DATE:

DATE: 11/12/2024CAVED @

EAST: 844605

H2O @

H2O @ Dry

END: 11/4/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 0 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed). 2.8 in ID thin wall tube.

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

B

A K

E R

_1 0-

1.

G

LB

D

A T

E P

R

IN

T E

D

/1

0/

Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

26.0

29.5

31.0

34.5

36.0

39.5

S-9

A-N

S-10

A-N

S-11

A-N

S-12

A-N

100%

100%

100%

100%

RESIDUAL.

Denser gravel layers noted by driller throughout 20-30'.

21.0' - EL 414.0

Poorly-graded SAND with clay and gravel (sp-sc); sand is fine to coarse; gravel is fine to coarse, subangular;

nonplastic; red and brown; dry to moist; medium dense to very dense; heterogeneous.

MC=30.6

USCS=CH

P#200=77

S-11(29.5-31.0) PPen=2.5 tsf

S-12(34.5-36.0) PPen=2.75 tsf

DESC.: 24 Hr.

DESC.:

LATITUDE: 36.7735

SHEET: 2

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-3

BASELINE:

OF 3

LONGITUDE: -90.4167

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/4/2024

NORTH: 342261.6 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 435

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: 12:30 DATE: 11/4/2024H2O @ Dry

TIME:

TIME: DATE:

DATE: 11/12/2024CAVED @

EAST: 844605

H2O @

H2O @ Dry

END: 11/4/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 0 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

R Y

3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed). 2.8 in ID thin wall tube.

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

R Q

D

T E

M P

LA

T

E

L_

B O

R

IN

G P

R O

JE

C

T

V A

B U

IL

D

IN

G

.G

P J

L

IB

R A

R Y

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Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

40.8

S-13 100%

40.8' - EL 394.2

End of Boring at 40.8'

50/0.3

DESC.: 24 Hr.

DESC.:

LATITUDE: 36.7735

SHEET: 3

GEO. DATUM:

LOGGER: Anna Ablak

LOG OF BORING NO.: SPT-3

BASELINE:

OF 3

LONGITUDE: -90.4167

EQUIPMENT: CME 55 ATV Rig DRILL CO.: Smith & Co. Engineers

PROJECT: VA Building 8, Poplar Bluff, MO

DRILLER: Felix Deken

E H

B

START: 11/4/2024

NORTH: 342261.6 COORD. DATUM: 2401 - Missouri East

GROUND ELEV.: 435

ELEV. DATUM:

S A

M P

LE

D

E P

T H

F

T

STATION: OFFSET:

TIME: 12:30 DATE: 11/4/2024H2O @ Dry

TIME:

TIME: DATE:

DATE: 11/12/2024CAVED @

EAST: 844605

H2O @

H2O @ Dry

END: 11/4/2024

D E

P T

H

PLUNGE: -90

C H

E C

K E

D B

Y

METHOD DETAILS:

S T

R A

T A

CAVED @

CAVED @

DESC.: 0 Hr.

S A

M P

LE

T

Y P

E

N U

M B

E R

R E

C O

V E

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3.25 in ID HSA 1.375 in ID spoon. Automatic hammer; 140 lb; 30 inch fall; ER = 80% (assumed). 2.8 in ID thin wall tube.

REMARKSDESCRIPTIONTEST

RESULTSS

P T

B

LO

W S

/0 .5

F T or

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LB

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Location and elevation information sourced from Google Earth, informed by field measurements of as-drilled locations.

APPENDIX D

FULL LABORATORY TEST RESULTS

APPENDIX E

SUBSURFACE PROFILE AND GEOTECHNICAL CALCULATIONS

0 20 40 60 80 100 120 140 160 330

30(0)

13(0)

0(0)

0(0)

0(0)

0(0)

WOH

67/0.2

112/0.8

E

LE

V A

T

IO

N (F

T )E

LE

V

A T

IO

N

F

T

BASELINE DISTANCE (FT)

Water Level Reading 1 Water Level Reading 2

Water Level Reading 3 Boring Caved

LEGEND

CHECKED: EHB

VA Building 8, Poplar Bluff, MO SUBSURFACE PROFILE SHEET: 1 of 1

Sample Recovery (%) Sample RQD (%)

50/0.5

100(67)

SPT N60 (Blows/Ft)

T E

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SPT-1

SPT-3

NOTES:

1.) Baseline Distance represents distance along a line projected between test borings SPT-1 and SPT-3.

2.) Graphical symbols presented here represent general soil conditions encountered at the test borings. Refer to the Typed Field Boring Logs for complete soil descriptions.

3.) The depth and thickness of the subsurface strata indicated on this subsurface profile were generalized from and interpolated between test borings from the data reported on the boring logs. Information on the subsurface conditions and water levels exists only at the specific location of each test boring and the particular times of the exploratory work. The stratification lines represent the approximate boundaries between soil and/or rock types and the transition may be gradual. It is possible that the passage of time maybe result in the change in the soil conditions and/or water levels at these boring locations and the the subsurface conditions and/or water levels between the test borings may vary from those indicated.

Exisiting Ground Surface

FILL

RESIDUUM

Anticipated Bottom of Footing Elevation (BFE) of 431.5 feet

T E

M P

LA

T

E

G

D _P

R O

JE

C

T _S

T R

A T

A _S

Y M

B O

LS

P

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C

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V A

B U

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D

IN

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.G

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STRATIGRAPHIC SYMBOLS

Poorly-graded Gravel (GP) Poorly-graded Sand (SP) Clayey Sand (SC) Lean Clay (CL)

Fat Clay (CH) Concrete Asphalt

Miscellaneous Symbols

Problem Statement:

Approach:

- Use test borings SPT-1, SPT-2, and SPT-3

Boring Sample Depth

(ft)

N80

(bpf)

N60

(bpf)

Pocket

Penet.

Value, qu

(tsf)

USCS

MC

PI

SPT-1* S-1 1.5-3.0 2 3 2.00 --- ---

SPT-1* S-2 3.0-4.5 0 0 1.00 --- ---

SPT-1* S-3 4.5-6.0 4 5 2.00 CL 20.5 28

SPT-1* Bulk 1.5-10.0 --- --- --- CL 9.6 33

SPT-2 S-1 1.5-3.0 5 7 2.50 --- ---

SPT-2 S-2 3.0-4.5 30 40 --- --- ---

qu 1.00 tsf

Su 0.50 tsf γm 120 pcf γsat 125 pcf

- Determine footing design parameters for building spread footings and minimum footing dimensions and burial depth.

- Fill soils consist of sandy and gravelly lean clay (CL). SPT blow counts and pocket penetrometer readings in this material yielded the following results:

- Soft to hard clay soils (fill) encountered on east side of building in borings SPT-1 and SPT-2 extend to depth of 4.5 to

6.0 feet. This material will govern for allowable bearing capacity of spread footings. Medium dense granular residual soils encountered on west side of building do not govern for allowable bearing pressure.

Consider that very soft to soft clay will be removed beneath the foundation footprint during construction.

*On-site physical inspection of soil samples from SPT-1, S-1 to S-3 yielded a consistency description of soft to medium stiff.

Based on U.S. Steel Sheet Pile Manual (1984), Table 3 - Cohesive Soil, pocket penetrometer readings range from medium stiff to very stiff while SPT blow counts range from very soft to hard.

Given the wide range of consistency yielded by the SPT blow counts and pocket penetrometer readings, a soft to medium stiff clay consistency may be conservatively used for determination of material properties of the bearing soils, consistent with the on-site physical description of the materials.

Use U.S. Steel Sheet Pile Manual (1984), Table 3 - Cohesive Soil to estimate material properties of the foundation bearing materials:

Note: Test borings (SPT-1 through SPT-3) were logged as dry, so considerations for elevated groundwater table are not needed.

Params & Frost - Poplar Bluff Building 8 Page 1 of 2

Effective Friction Angle of Bearing Material

Consider that very soft to soft clay will be removed beneath the foundation footprint during construction.

therefore, Consider bearing material as a compacted CL material, use NAVFAC, DM-7.02 Table 1, Page 7.2-39 φ' 28 deg

Check effective friction angle against Terzaghi, Peck, and Mesri, 1996, considering avg. PI of 30 --> Good.

Source: Missouri Public Service Commission

As indicated in the Table 2 of NAVFAC, DM 7.02 (1986), allowable bearing pressure is contingent on a minimum burial depth of 18 inches. The frost penetration at the proposed building site is 12 inches (see below). As a result, a minimum footing burial depth of 18 inches is recommended below nearest adjacent finished grade or adjacent floor bearing on soil, whichever is the lowest, to satisfy allowable bearing pressure and frost penetration considerations.

Minimum Footing Burial Depth

Params & Frost - Poplar Bluff Building 8 Page 2 of 2

Sheet 1 of 2

Bearing Capacity of Spread Footing on Soil

Problem Statement:

Calculate the factored bearing capacity of spreading footing bearing on homogeneous soil using Rational (Theoretical) method.

Assumptions:

- This module does NOT account for Inclined loading or base inclination.

- This module does NOT account for layered soils.

- Punching shear is NOT a concern due to minimum footing width of 3 feet.

- Eccentric loading is minimal.

Method of Analysis:

Input:

Footing:

- Footing Length: L = 125 ft (~Proposed Building Length)

- Footing Width: B = 3 ft (Min Footing Width)

- Bearing Depth: Df = 1.5 ft (Min Footing Burial Depth)

Soil:

- Description

- Cohesion: c1 = 0 ksf

- Angle of Internal Friction: φf1 = 28 ° (NAVFAC, DM-7.02 Table 1, Page 7.2-39)

- Moist Unit Weight: γm = 0.12 kcf

- Depth to Water Table below Bottom of Footing zw = 100 ft (all boreholes logged as 'dry')

Sloping Ground Surface

- Calculate Bearing Capacity Using Leveled Ground Only? Yes

Results:

Ultimate Bearing Pressure: qult = 5.7 ksf (See Sheet 2)

Factor of Safety for Bearing on Soil F.S. = 2.5

Allowable Bearing Pressure: qa = 2.3 ksf = qult/F.S.

Clay, medium stiff

Calculate allowable bearing pressure per

AASHTO LRFD Bridge Design Specifications, 7th

Edition, 2014, Section 10.6.3.1.

\\MOONPA1CL1.bkr.mbakercorp.com\HRH_Projects\Geotech\Federal\VA\Poplar Bluff VA Bldg 8\5 - Analysis\Bearing\Module-Bearing_Soil - Effective - Poplar Bldg 8 - strip-1 1/15/2025 8:58 AM

Sheet 2 of 2

- Footing Length: L = 125 ft (See Sheet 1)

- Footing Width: B = 3 ft (See Sheet 1)

Calculate Bearing Capacity Factors for Footing on Leveled Ground

Nq = 14.7 (Table 10.6.3.1.2a-1)

Nc = 25.8

Nγ = 16.7

Calculate Shape Factors sc1 = 1.01 =1+(B'/L')(Nq/Nc) (Table 10.6.3.1.2a-3) sq1 = 1.01 =1+(B'/L') tan φf1 sγ1 = 0.99 =1 - 0.4(B'/L')

Calculate Ultimate Bearing Capacity for Footing on Level Ground qult = 5.664 ksf =c Nc sc ic + 0.5 γ B' Nγ sγ iγ + γ Df Nq sq iq (10.6.3.1.2a-1)

Note: All inclination factors (ic1, iγ1 and iq1) equal to 1, for there is no inclined loading considered.

\\MOONPA1CL1.bkr.mbakercorp.com\HRH_Projects\Geotech\Federal\VA\Poplar Bluff VA Bldg 8\5 - Analysis\Bearing\Module-Bearing_Soil - Effective - Poplar Bldg 8 - strip-1 1/15/2025 8:58 AM

Problem Statement:

Calculate the factored bearing capacity of spreading footing bearing on homogeneous soil using Rational (Theoretical) method.

Assumptions:

- This module does NOT account for Inclined loading or base inclination.

- This module does NOT account for layered soils.

- Punching shear is NOT a concern due to minimum footing width of 3 feet.

- Eccentric loading is minimal.

Method of Analysis:

Input:

Footing:

- Footing Length: L = 3 ft (Min Footing Width - Column)

- Footing Width: B = 3 ft (Min Footing Width - Column)

- Bearing Depth: Df = 1.5 ft (Min Footing Burial Depth)

Soil:

- Description

- Cohesion: c1 = 0 ksf

- Angle of Internal Friction: φf1 = 28 ° (NAVFAC, DM-7.02 Table 1, Page 7.2-39)

- Moist Unit Weight: γm = 0.12 kcf

- Depth to Water Table below Bottom of Footing zw = 100 ft (all boreholes logged as 'dry')

Sloping Ground Surface

- Calculate Bearing Capacity Using Leveled Ground Only? Yes

Results:

Ultimate Bearing Pressure: qult = 5.9 ksf (See Sheet 2)

Factor of Safety for Bearing on Soil F.S. = 2.5

Allowable Bearing Pressure: qa = 2.3 ksf = qult/F.S.

Clay, medium stiff

Calculate allowable bearing pressure per

AASHTO LRFD Bridge Design Specifications, 7th

\\MOONPA1CL1.bkr.mbakercorp.com\HRH_Projects\Geotech\Federal\VA\Poplar Bluff VA Bldg 8\5 - Analysis\Bearing\Module-Bearing_Soil - Effective - Poplar Bldg 8 - column-1 1/15/2025 8:58 AM

- Footing Length: L = 3 ft (See Sheet 1)

- Footing Width: B = 3 ft (See Sheet 1)

Calculate Bearing Capacity Factors for Footing on Leveled Ground

Nq = 14.7 (Table 10.6.3.1.2a-1)

Nc = 25.8

Nγ = 16.7

Calculate Shape Factors sc1 = 1.57…