657A4-22-309 Replace Fire Mains and Water Storage 100 Final Geotechnical Report.pdf

Geotechnical Investigation Report

John J Pershing VA Medical Center

1500 N. Westwood Blvd.

Poplar Bluff, MO

63901

Prepared For:

Valhalla Engineering Group, LLC

Hampden Ave.Suite #300 Englewood CO 80110

October 18, 2022

Prepared By:

William J. Cobb, PE

Smith&Co. Project No. P220129

901 Vine Street P.O. Box 72 Poplar Bluff, MO 63901 573.785.9621 www.shsmithco.com http://www.shsmithco.com/ billc Billy Stamp

&SMITH CO.

ENGINEERS

Geotechnical Investigation Report John J. Pershing VA Water Tanks

1500 N. Westwood Blvd., Poplar Bluff, Missouri

P:\P220129 VA Fire Main and Water Storage\Eng\Reports\Geotech\Geotechnical Report.doc

October 18, 2022

Valhalla Engineering Group, LLc Hampden Ave Suite#300 Englewood, CO 80110

Re: Geotechnical Investigation Report – John J. Pershing VA Water Storage Tanks 1500 N. Westwood Blvd., Poplar Bluff, Missouri

Dear Mr. Sadler:

At your request, Smith&Co., has completed a geotechnical investigation for the above referenced site.

The site consists of two types of clay soil. The upper portion is predominately classified as FAT CLAY (CH), reddish-brown, very stiff to hard, with trace gravels at (El. 405’-389’). In borehole four we had auger refusal at elevation 380, this could be very hard clay mixed with rock or rock, however no cores were taken to determine.

Expansive soils, FAT CLAY (CH), were encountered. Expansive soils should not be placed within one feet of the bottom of footings or within one foot of the base of pavements or building slabs. Expansive soils should be removed within these zones and replaced with structural fill compacted to 98% maximum standard density. Footing subgrades should be checked for expansive material at the time of excavation per ASTM D4318.

Spread/strip footings are recommended for lightly load structures with an allowable bearing capacity of approximately 3,000 psf. The proposed net allowable bearing pressures would be the maximum applied load to the foundations with a possible total settlement of one inch or less and a differential settlement of one-half of the total settlement. The footing base should be placed at least 24” below finished grade for adequate frost protection and foundations should be protected from surface runoff with adequate site grading.

Based on extensive previous drilling in the area and our independent review of previous drilling at this site, the site is estimated to be classified Site Class “C” per IBC 2015. The following soil parameters were determined utilizing a Site Class “C” and risk categories I-III. The maximum considered earthquake spectral response accelerations at short period (Ss) and 1-second period (S1) are approximately 0.952g and 0.332g, respectively.

If you have questions or require additional information, please contact the undersigned at 573-785- 9621.

Sincerely, William J. Cobb, PE Engineering Manager

Geotechnical Investigation Report John J. Pershing VA Water Tanks

1500 N. Westwood Blvd., Poplar Bluff, Missouri

P:\P220129 VA Fire Main and Water Storage\Eng\Reports\Geotech\Geotechnical Report.doc

TABLE OF CONTENTS

1. INTRODUCTION

1.1. Project Understanding

1.2. General Site Conditions

1.3. General Site Geology

2. FIELD INVESTIGATIONS AND LABORATORY TESTING

2.1. Field Investigation Methods

2.2. Laboratory Testing Results

2.3. Subsurface Characterization

3. DESIGN RECOMMENDATIONS

3.1. Expansive/Compressible Soils

3.2. Proposed Shallow Foundations

3.3. Settlement

3.4. Footing Spacing Considerations

3.5. Ground Improvements

4. SEISMIC CONSIDERATIONS

5. CONSTRUCTION CONSIDERATIONS

5.1 Site Preparation

5.2 Fill Material

5.3 Footing Excavation Considerations

5.4 Existing Structures, Utilities, & Other Objects

5.5 Construction Monitoring Program

6. LIMITATIONS

7. REFERENCES

Appendices Appendix A Figure 1: Project Location Map, Figure 2: Borehole Locations Map Appendix B Geotechnical Borehole Logs Appendix C Laboratory Testing Report Appendix D ATC Hazards‐Report Appendix E General Geotechnical Notes and Terms

Geotechnical Investigation Report John J. Pershing VA Water Tanks

1500 N. Westwood Blvd., Poplar Bluff, Missouri

1. INTRODUCTION

1.1. Project Understanding

The proposed building site for the water tanks is in the rear of the John J. Pershing VA Medical Center parcel, 1500 N. Westwood, Poplar Bluff, Missouri, in Butler County. It is our understanding the project will consist of two water storage tanks for fire and domestic use. Smith&Co. performed a geotechnical investigation for the proposed building site. All findings and recommendations are summarized herein.

1.2. General Site Conditions

At the time of the subsurface investigation the proposed building site consisted of a gravel parking area and greenspace. The site was mostly dry with surface water drainage towards the northeast. Figure 1:

Project Location Map is included in Appendix A.

1.3. General Site Geology

The subject property is located on the eastern edge of the Salem Plateau and has surface elevations ranging from 405‐394 feet above sea level. The dominant area surficial soil type is the Clarksville very cherty silt loam, a moderately‐strongly slopping, well‐drained to somewhat excessively drained soil with moderately rapid permeability, rapid runoff, and relatively low water capacity.1

The subsurface is comprised of the Roubidoux Formation is Ordovician age (Canadian Series), and consists of interbedded cherty dolomite, sandy dolomite, and sandstone. The sandstone is composed of fine to medium grained quartzose sand usually rounded and frosted with a creamy tan to white appearance. The dolomites are finely crystalline, brownish‐grey and usually cherty2

2. FIELD INVESTIGATIONS AND LABORATORY TESTING

2.1. Field Investigation Methods

Four boreholes were advanced between 20 to 50 feet between September 13 and September 17, 2022.

Figure 2: Borehole Locations Map is included in Appendix A.

The boreholes were advanced using 2.75‐inch hollow stem augers. Disturbed samples for Standard Penetration Tests (SPTs) were collected every 2.5 feet until 10 feet and then every 5 feet thereafter.

Boreholes were terminated upon auger refusal or depth reached.

After the boreholes were drilled, they were checked for the presence of groundwater and then backfilled using drill cuttings. Groundwater was encountered at a depth of 34 feet as shown in BH 1.

Overall, SPT N values ranged from 12 to 74 with an average of 36. The upper portion of BH 1 is the limiting factor on the site, with blow counts at 12 in the upper 7.5 feet. N values between 4 and 10 are generally indicative of a medium stiff clay or loose sand. Medium dense sand and stiff clay are characterized by N values greater than 10. Dense sands and hard clays have N values of 30 or greater.

2.2. Laboratory Testing Results

Soil testing consisted of Atterberg limits was conducted. The liquid limit, plastic limit, and plasticity index values were 67, 29, and 38 respectively. The Laboratory Testing Report is included in Appendix C.

Geotechnical Investigation Report John J. Pershing VA Water Tanks

1500 N. Westwood Blvd., Poplar Bluff, Missouri

P:\P220129 VA Fire Main and Water Storage\Eng\Reports\Geotech\Geotechnical Report.doc

2.3. Subsurface Characterization

The subsurface profile consists of two soil horizons as found at the time of drilling. The upper portion is predominately classified as FAT CLAY (CH), reddish‐brown, very stiff to hard, with trace gravels at (El.

405’‐389’). In borehole four we had auger refusal at elevation 380, this could be very hard clay mixed with rock or rock, however no cores were taken to determine.

Geotechnical Borehole Logs are included in Appendix B.

3. DESIGN RECOMMENDATIONS.

3.1. Expansive/Compressible Soils

Expansive soils (CH) were encountered in the upper portion of the borings. See Geotechnical Borehole logs for elevation and specific thicknesses.

Expansive soils should not be placed within three feet of the bottom of footings or within one foot of the base of pavements. Expansive soils should be removed within these zones and replaced with structural fill compacted to 95% maximum standard density. Footing subgrades should be checked for expansive material at the time of excavation per ASTM D4318.

3.2. Proposed Shallow Foundations

The foundation should consist of reinforced concrete spread or strip footings supported by in‐situ soils and/or compacted structural fill. The soil below exterior wall footings and non‐heated areas should be protected from freezing by providing a minimum soil cover depth of 24 inches. Shallow foundations may be sized for a maximum net allowable bearing pressure of 3,000 psf.

In the absence of a rigorous lateral bearing capacity analysis, lateral bearing capacity and lateral sliding friction parameters were developed based on published values in IBC, 2012. For clay the published allowable lateral pressure is 100 psf/ft below natural grade. At no time shall the combination of lateral bearing pressure and sliding resistance exceed one‐half of the dead load of the structure and footings.

3.3. Settlement

A rigorous settlement analysis is beyond the scope of this report. The proposed net allowable bearing pressures would be the maximum applied load to the foundations with a possible total settlement of one inch or less and a differential settlement of one‐half of the total settlement.

3.4. Footing Spacing Considerations

All spread or pad footings should be spaced with no edge closer than the width/diameter of the larger footing for applying the above allowable bearing values. Increase the footing size or reduce the above maximum allowable bearing value by one‐half if the edges of two footings are closer than the width/diameter of the larger footing. The minimum width of shallow footings should be 24 inches for continuous strip footings and 36 inches for spread footings.

3.5. Ground Improvements

If the anticipated loading cannot be handled with typical shallow foundations the next approach would be to consider rammed aggregate piers.

Rammed aggregate piers are a method for ground improvement, expect ramming action to consolidate soils and mitigate the potential for settlement. The depth of bearing could also be varied so that areas

Geotechnical Investigation Report John J. Pershing VA Water Tanks

1500 N. Westwood Blvd., Poplar Bluff, Missouri

P:\P220129 VA Fire Main and Water Storage\Eng\Reports\Geotech\Geotechnical Report.doc with more potential for settlement are drilled deeper and therefore improved to a greater degree.

Compressible in‐situ soils can be remediated with rammed aggregate piers providing an allowable bearing pressures over 6,000 to 8,000 psf.

Each pier can provide 20 to 30 tons typical allowable uplift capacity depending on design anchor depth.

The spacing and overall layout (including depths) of the rammed aggregate piers is beyond the scope of this report, however typical rammed aggregate pier spacing for column loading should be two times the pier diameter. Final Rammed Aggregate Pier Design should be performed if proceeding with this as the proposed foundation option. The final design shall outline the depth and number of rammed aggregate piers and the associated quality control procedures.

4. SEISMIC CONSIDERATIONS

The referenced site lies within the New Madrid Seismic Zone. Within the NMSZ, there is a high probability of a significant seismic event within the next 50 years.

Based on extensive previous drilling in the area and our independent review of previous drilling at this site, the site is estimated to be classified Site Class “C” per IBC 2015. The following soil parameters were determined utilizing a Site Class “C” and risk categories I‐III. The maximum considered earthquake spectral response accelerations at short period (Ss) and 1‐second period (S1) are approximately 0.952g and 0.332g, respectively.

ATC Hazards by Location Design Map Report can be found in Appendix F.

5. CONSTRUCTION RECOMMENDATIONS

5.1. Site Preparation

Turf and topsoil material should be stripped and may be stockpiled for use in final topsoil lift or in landscaping. After the topsoil is stripped, the project area should be proof rolled with a large roller or a loaded 12 yard dump truck. If the existing subgrade soils are soft or pumping, the project engineer or geotechnical engineer may approve corrective actions before the placement of fill materials. The corrective actions may include placing bridging lifts or installing a geotechnical fabrics or geotextiles to improve the strength of the lower soils.

5.2. Fill Material

For roadway and embankment construction, fill material meeting the criteria Missouri Standard Specifications for Highway Construction (MoDOT, 2011)3 Section 200 should be used and compacted, except as noted. Cohesive soils should be compacted with padded (sheep’s foot) rollers and cohesionless soils should be compacted with vibratory rollers. Fill materials for roadways and structures should be free of organic materials, roots, large gravel or rock pieces more than six inches in diameter (top two feet), frozen soils, and debris. Fill materials should consist of low or medium plasticity clays (CL or CL‐ML), high plasticity clay (CH), sands (SC, SM, SW, or SP), or gravels (GC, GM, GW, or GP). High plasticity clay (CH) shall be limited below the top three feet of fill beneath building slabs/footings and one foot beneath exterior pavements. Silts (ML or MH), organic soils (OL or OH), or peat (PT) should only be used outside the roadway and structure fill zone. All fill materials beneath proposed roadways and slabs should be placed and re‐compacted to 95% of Standard Proctor density at a target average moisture content of ‐2% to +4% as determined by ASTM D‐698. All fill materials beneath proposed building footings should be placed and re‐compacted to 98% of Standard Proctor density at a target average moisture content of ‐2% to +4% as determined by ASTM D‐698Backfill materials for utilities

Geotechnical Investigation Report John J. Pershing VA Water Tanks

1500 N. Westwood Blvd., Poplar Bluff, Missouri

P:\P220129 VA Fire Main and Water Storage\Eng\Reports\Geotech\Geotechnical Report.doc trenches, drainage trenches, structures, or foundation walls in paving and structure area should be MoDOT Section 1007 Type I or V base materials compacted to 95% standard compaction.

5.3. Footing Excavation Considerations

Soils, especially silts, can lose significant strength if they become wet; therefore, precautions should be taken during footing construction to prevent water from standing in the excavations. Protect the undisturbed bearing soil from surface and subsurface moisture. Spread footing and grade beam excavations should not be allowed to have water standing in them. Place the concrete footing on the same day of the footing excavation or protect the bearing soils with a non‐reinforced concrete seal slabs (2,000 psi) having a minimum thickness of four inches. If bearing soils become wet or disturbed, then the soils should be dried and re‐compacted or removed and replaced to obtain the required bearing.

5.4. Existing Structures, Utilities, & Other Objects

Utilities that will interfere with project construction should be relocated. Depressions from the removal of structures, boulders, utilities, and other objects should be filled with compacted select fill material or base materials.

5.5. Construction Monitoring Program

Roadways, foundations, and structure construction should be conducted under the supervision of a geotechnical engineer or a qualified engineering technician working under their supervision.

6. LIMITATIONS

The conclusions presented in this report have been formulated using that degree of skill and care normally exercised by similar professionals in the engineering profession. No warranty can be made regarding the continuity of the subsurface conditions between the boreholes. Should the project conditions as stated in this report change, the engineer preparing this report should be contacted so that the conclusions may be adjusted accordingly.

7. REFERENCES

1 USDA, Soil Survey of Butler County, Missouri, November 1983.

2 Miller, D.E., and J.E. Vandike, Groundwater Resources of Missouri, 1997 3MoDOT (2011). Missouri Standard Specifications for Highway Construction. Missouri Highways and Transportation Commission, Jefferson City, MO 4 https://hazards.atcouncil.org

Geotechnical Investigation Report John J. Pershing VA Water Tanks

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Geotechnical Investigation Report John J. Pershing VA Water Tanks

APPENDIX A

Figure 1: Project Location Map

Figure 2: Borehole Locations Map

901 VINE STREET; P.O. BOX 72

POPLAR BLUFF, MISSOURI 63902

(573) 785-9621 FAX: (573) 785-2651 WWW.SHSMITHCO.COM

ENGINEERS

SMITH CO.

AN EMPLOYEE OWNED COMPANY

CIVIL ENGINEERING

SURVEYING

GEOTECHNICAL & ENVIRONMENTAL SERVICES MATERIAL TESTING

FIGURE #1: PROJECT LOCATION MAP

POPLAR BLUFF, MISSOURI

VA FIRE MAIN AND STORAGE

PROJECT LOCATION

AutoCAD SHX Text

JOB:

AutoCAD SHX Text

DRAWING FILE:

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DRAWN BY:

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CHECKED BY:

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DATE:

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DATE:

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WHEN PRINTED AT FULL SCALE.

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THIS BAR WILL MEASURE 1"

AutoCAD SHX Text P220129-MAPS.dwg

AutoCAD SHX Text

10/7/2022 10:21 AM

AutoCAD SHX Text P:\P220129 VA Fire Main and Water Storage\Dept 8\Drawings\P220129-MAPS.dwg

AutoCAD SHX Text P220129

AutoCAD SHX Text 10/22

AutoCAD SHX Text 10/22

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WJC

AutoCAD SHX Text

RDS

AutoCAD SHX Text

NO SCALE

901 VINE STREET; P.O. BOX 72

POPLAR BLUFF, MISSOURI 63902

(573) 785-9621 FAX: (573) 785-2651 WWW.SHSMITHCO.COM

ENGINEERS

SMITH CO.

AN EMPLOYEE OWNED COMPANY

CIVIL ENGINEERING

SURVEYING

GEOTECHNICAL & ENVIRONMENTAL SERVICES MATERIAL TESTING

FIGURE #2: BOREHOLE LOCATIONS MAP

POPLAR BLUFF, MISSOURI

VA FIRE MAIN AND STORAGE

MEMORIAL DRIVE

A L

L E

Y

VA PARKING LOT

BH#1

BH#2

BH#4

BH#3

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JOB:

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DRAWING FILE:

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DRAWN BY:

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CHECKED BY:

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DATE:

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DATE:

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WHEN PRINTED AT FULL SCALE.

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THIS BAR WILL MEASURE 1"

AutoCAD SHX Text P220129-MAPS.dwg

AutoCAD SHX Text

10/7/2022 10:21 AM

AutoCAD SHX Text P:\P220129 VA Fire Main and Water Storage\Dept 8\Drawings\P220129-MAPS.dwg

AutoCAD SHX Text P220129

AutoCAD SHX Text 10/22

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WJC

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RDS

AutoCAD SHX Text 0 50 100

Geotechnical Investigation Report John J. Pershing VA Water Tanks

APPENDIX B

Geotechnical Borehole Logs

BH 1

Water

Level:

Backfill Type:

Surface

Elevation:

BOREHOLE MATERIAL DESCRIPTION

0 394 Surface:

4 21 21 3.5

6 22 17 3.5

3 21 12 4

2" O.D. Continuous rock core (NQ unless otherwise specified)

4.5+

Comments:

Grass/Topsoil

ATD

LEGEND/NOTES (SEE GEOTECHNICAL NOTES TERMS, AND SYMBOLS FOR ADDITIONAL INFORMATION)

Project No:

Project Location:

34' ATD

Drill Cuttings

Reviewed/

Approved By:

NOTES

Boring

Location: NE corner of proposed construction area

G ra p h ic L o g

Start Time: 10:00

Finish Time: 4:00

SAMPLES & FIELD TESTS

SP

T

B lo w

C o u n ts

RQD

Free water depth in boring very stiff, with sand

At Time Drilled

Standard Penetration Test (SPT) Blow Counts with 140 pound hammer falling 30" to drive split spoon sample in 3 - 6" increments. Sum of last two numbers is the blow count per foot

(or as listed) or the SPT N-value.

Qu

N u m b er

R ec o ve ry

In ch es

P P

R ea d in g, R Q

D

Sa m p le

T yp e

D e p th

El e va ti o n

SP

T

N -v al u e, D -i n ch es

Drill Rig

Type Drill Bit

Size/Type Drilling

Method

51'WJC

CME 750 ATV

394.00 Depth

Drilled:

2.75" ID

HSA

Date(s)

Drilled:

Logged

By:

Drilled

By: JAM

Client Project Name:

9/13/2022

MBF

901 Vine Street, P.O. Box 72

Poplar Bluff, MO 63901

Ph: 573.785.9621 Fax: 573.785.2651

URL: www.shsmithco.com; email: info@shsmithco.com

Valhalla Engineering Group, LLC PB VA Fire Main & Storage

P220129 VA Campus, Poplar Bluff, MO 63901

GEOTECHNICAL

BOREHOLE LOG

Rock Quality Designation = Amount, in percent, of intact rock core pieces greater than 4 inches in length in each coring interval; calculated as the sum of the lengths of intact core, divided by the length of the core run. Recovery typically expressed in inches for soil or rock recovered in sampler. Percent recovery is the ratio of recovery to sampling interval advancement.

20 374

Pocket Penetrometer Reading of unconfined strength (approximate TSF) on undisturbed samples. PP Reading on disturbed SPT samples are higher than actual.

very stiff, with sand and broken rock

2" O.D. split-barrel sampler driven with 140-lb SPT hammer

25 369

3" O.D. thin-walled (Shelby) tube push sampler

15 379

10 384

3" O.D. split-barrel sampler with or without liners driven with 140-lb hammer

PP

Laboratory Unconfined Compressive Strength (PSF)

CLAY, tannish-reddish-brown, stiff, with some sand stiff stiff tanish-reddish-brown, very stiff, with brocken rock

2-3/4" I.D. CME continuous soil sampler

&SMITH CO.

ENGINEERS

&SMITH CO.

Geotechnical Borehole Log - BH-1 Print Date: 10/18/2022 FORM REVISED: 12/05/2013 MBF

- 1

Approved

By:

Other:

BOREHOLE MATERIAL DESCRIPTION

30 364

Project Name:

1.55

Valhalla Engineering Group, LLC

BORING TERMINATED AT 51' 9/13/22

901 Vine Street, P.O. Box 72

Poplar Bluff, MO 63901

Ph: 573.785.9621 Fax: 573.785.2651

URL: www.shsmithco.com email: info@shsmithco.com

Sa m p le

T yp e

R ec o ve ry

In

GEOTECHNICAL

BOREHOLE LOG

BH

of

35 359

JAM

SAMPLES & FIELD TESTS

SP

T

N -v al

D -i n ch es

Comments:

Drilled By:

N u m b er

D e p th

Logged By:

40 354

22 17

El e va ti o n

55 339

45 349

50 344

70 324

NOTES

G ra p h ic L o g

PB VA Fire Main & Storage

Client

SP

T

B u n ts medium stiff, wet, with sand

VA Campus, Poplar Bluff, MO 63901Project Location:

might be more sand than clay

Abandoned using drill cuttings

9 24 5 - SAND, tan-reddish to tan-brown, loose to medium stiff, with some clay at the base

MBF WJC

P220129

P P

R ea d

D

CLAY, reddish-brown, very stiff, with sand

Project No:

&SMITH CO.

ENGINEERS

&SMITH CO.

Geotechnical Borehole Log - BH-1 Print Date: 10/18/2022 FORM REVISED: 12/05/2013 MBF

BH 2

Level:

Backfill Type:

Surface

Elevation:

BOREHOLE MATERIAL DESCRIPTION

0 405 Surface:

50+2

50+3 hard, with some gravel

SAND, reddish-brown, hard, with clay and broken rock

20-30 hard drilling

SAND, reddish-brown, hard, with clay and broken rock

CLAY, reddish brown, stiff, with gravel and broken rock.

BORING TERMINATED AT 30.5' 9/15/22

Abandoned using drill cuttings

43 4.5+

Broke drive shaft on Rig at

29' 9/14/22

8 16

7 19 74

3" O.D. split-barrel sampler with or without liners driven with 140-lb hammer

PP Pocket Penetrometer Reading of unconfined strength (approximate TSF) on undisturbed samples. PP Reading on disturbed SPT samples are higher than actual.

Qu Laboratory Unconfined Compressive Strength (PSF)

ATD At Time Drilled

2" O.D. Continuous rock core (NQ unless otherwise specified) RQD Rock Quality Designation = Amount, in percent, of intact rock core pieces greater than 4 inches in length in each coring interval; calculated as the sum of the lengths of intact core, divided by the length of the core run. Recovery typically expressed in inches for soil or rock recovered in sampler. Percent recovery is the ratio of recovery to sampling interval advancement. 2-3/4" I.D. CME continuous soil sampler

LEGEND/NOTES (SEE GEOTECHNICAL NOTES TERMS, AND SYMBOLS FOR ADDITIONAL INFORMATION)

Standard Penetration Test (SPT) Blow Counts with 140 pound hammer falling 30" to drive split spoon sample in 3 - 6" increments. Sum of last two numbers is the blow count per foot

(or as listed) or the SPT N-value.2" O.D. split-barrel sampler driven with 140-lb SPT hammer

3" O.D. thin-walled (Shelby) tube push sampler Free water depth in boring

CLAY, gray-whitish-tan, stiff, with borken rock

25 380

30 375

20 385 6 19 50+

15 390 5 23 74 -tannish-reddish-brown, very dense, fine, with some chert and clay

3 22 57 4.5+

4.5+ hard

4 20 50+

5 400 2 22 51

1 15 31 4.5+ CLAY, tannish-brown, hard, with sand

SP

T

B u n ts

SP

T

N -v al

D -i n ch es

P P

R ea d

D

G ra p h ic L o g

Start Time: 9:00

Finish Time: 10:30

9/15/22Grass/Topsoil

405.00

Comments:

SAMPLES & FIELD TESTS NOTES

D e p th

El e va ti o n

Sa m p le

T yp e

N u m b er

R ec o ve ry

In

Drilled

By: JAM Drilling

Method HSA Boring

Location: NW corner of proposed construction area Reviewed/

Approved By: WJC Depth

Drilled: 30.5'

Drill Rig

Type CME 750 ATV None ATD Logged

By: MBF Drill Bit

Size/Type 2.75" ID Drill Cuttings

Client Valhalla Engineering Group, LLC Project No: P220129 Project Name: PB VA Fire Main & Storage Project Location: VA Campus, Poplar Bluff, MO 63901

901 Vine Street, P.O. Box 72

Poplar Bluff, MO 63901

Ph: 573.785.9621 Fax: 573.785.2651

URL: www.shsmithco.com; email: info@shsmithco.com

GEOTECHNICAL

BOREHOLE LOG

Page 1 of

Date(s)

Drilled: 9/14 - 9/15/2022

&SMITH CO.

ENGINEERS

&SMITH CO.

Geotechnical Borehole Log - BH-2 Print Date: 10/18/2022 FORM REVISED: 12/05/2013 MBF

BH 3

Level:

Backfill Type:

Surface

Elevation:

BOREHOLE MATERIAL DESCRIPTION

0 403 Surface:

12-20 very hard drilling

3" O.D. split-barrel sampler with or without liners driven with 140-lb hammer

PP Pocket Penetrometer Reading of unconfined strength (approximate TSF) on undisturbed samples. PP Reading on disturbed SPT samples are higher than actual.

Qu Laboratory Unconfined Compressive Strength (PSF)

3" O.D. thin-walled (Shelby) tube push sampler Free water depth in boring

ATD At Time Drilled

2" O.D. Continuous rock core (NQ unless otherwise specified) RQD Rock Quality Designation = Amount, in percent, of intact rock core pieces greater than 4 inches in length in each coring interval; calculated as the sum of the lengths of intact core, divided by the length of the core run. Recovery typically expressed in inches for soil or rock recovered in sampler. Percent recovery is the ratio of recovery to sampling interval advancement. 2-3/4" I.D. CME continuous soil sampler

30 373 LEGEND/NOTES (SEE GEOTECHNICAL NOTES TERMS, AND SYMBOLS FOR ADDITIONAL INFORMATION)

Standard Penetration Test (SPT) Blow Counts with 140 pound hammer falling 30" to drive split spoon sample in 3 - 6" increments. Sum of last two numbers is the blow count per foot

(or as listed) or the SPT N-value.2" O.D. split-barrel sampler driven with 140-lb SPT hammer

Abandoned using drill cuttings

25 378

20 383 6 18 45 4.5+ hard

15 388 5 18 68 4.5+ very hard

10 393 4 23 34 4.5+

3 18 25 4.5+ reddish-brown, very stiff, with gravel and broken rock tan-brown, hard 5 398

2 17 34 4.5+

G ra p h ic L o g

Start Time: 1:20

Finish Time: 10:00

9/16/22Grass/Topsoil

1 16 28 4.5+ CLAY, yellow-tan to tannish-grey, very stiff

SAMPLES & FIELD TESTS NOTES

D e p th

El e va ti o n

Sa m p le

T yp e

N u m b er

R ec o ve ry

In

SP

T

B u n ts

SP

T

N -v al

D -i n ch es

P P

R ea d

D

SW corner of proposed construction area Reviewed/

Approved By: WJC Depth

Drilled: 20.5' 403.00

Comments:

Logged

By: MBF Drill Bit

Size/Type 2.75" ID Drill Cuttings Drilled

By: JAM Drilling

Method HSA Boring

Location:

Project Name: PB VA Fire Main & Storage Project Location: VA Campus, Poplar Bluff, MO 63901 Date(s)

Drilled: 9/15 -9/16/2022 Drill Rig

Type GeoProbe 7822DT None ATD of 1

Client Valhalla Engineering Group, LLC Project No: P220129

BORING TERMINATED AT 20.5' 9/16/22

hard

901 Vine Street, P.O. Box 72

Poplar Bluff, MO 63901

Ph: 573.785.9621 Fax: 573.785.2651

URL: www.shsmithco.com; email: info@shsmithco.com

GEOTECHNICAL

BOREHOLE LOG

Page 1&SMITH CO.

ENGINEERS

&SMITH CO.

Geotechnical Borehole Log - BH-3 Print Date: 10/18/2022 FORM REVISED: 12/05/2013 MBF

BH 4

Level:

Backfill Type:

Surface

Elevation:

BOREHOLE MATERIAL DESCRIPTION

0 400 Surface:

50+2

901 Vine Street, P.O. Box 72

Poplar Bluff, MO 63901

Ph: 573.785.9621 Fax: 573.785.2651

URL: www.shsmithco.com; email: info@shsmithco.com

GEOTECHNICAL

BOREHOLE LOG

Client Valhalla Engineering Group, LLC Project No: P220129 Project Name: PB VA Fire Main & Storage Project Location: VA Campus, Poplar Bluff, MO 63901

Date(s)

Drilled: 9/16/2022 Drill Rig

Type GeoProbe 7822DT None ATD Logged

By: MBF Drill Bit

Size/Type 2.75" ID Drill Cuttings Drilled

By: JAM Drilling

Method HSA Boring

Location: SE corner of proposed construction area Reviewed/

Approved By: WJC Depth

Drilled: 18' 400.00

Comments:

SAMPLES & FIELD TESTS NOTES

D e p th

El e va ti o n

Sa m p le

T yp e

N u m b er

R ec o ve ry

In

SP

T

B u n ts

SP

T

N -v al

D -i n ch es

P P

R ea d

D

G ra p h ic L o g

Start Time: 10:00

Finish Time: 2:00 Grass/Topsoil

1 13 26 4.5+ CLAY, tan-brown, very stiff, with silt and sand

5 395 2 15 50+ - hard, with gravel and broken rock

3 16 39 4.5+ reddish-brown, hard, with gravel and broken rock

10 390 4 22 41 4.5+ hard

12-18 very hard drilling

15 385 5 18 28 4.5+ reddish-brown to dark brown, very stiff, with gravel and sand

25 375

6 1 50+5 50+

20 380

2-3/4" I.D. CME continuous soil sampler

30 370 LEGEND/NOTES (SEE GEOTECHNICAL NOTES TERMS, AND SYMBOLS FOR ADDITIONAL INFORMATION)

Standard Penetration Test (SPT) Blow Counts with 140 pound hammer falling 30" to drive split spoon sample in 3 - 6" increments. Sum of last two numbers is the blow count per foot

(or as listed) or the SPT N-value.2" O.D. split-barrel sampler driven with 140-lb SPT hammer

Laboratory Unconfined Compressive Strength (PSF)

3" O.D. thin-walled (Shelby) tube push sampler Free water depth in boring

ATD At Time Drilled

2" O.D. Continuous rock core (NQ unless otherwise specified) RQD Rock Quality Designation = Amount, in percent, of intact rock core pieces greater than 4 inches in length in each coring interval; calculated as the sum of the lengths of intact core, divided by the length of the core run. Recovery typically expressed in inches for soil or rock recovered in sampler. Percent recovery is the ratio of recovery to sampling interval advancement.

3" O.D. split-barrel sampler with or without liners driven with 140-lb hammer

PP Pocket Penetrometer Reading of unconfined strength (approximate TSF) on undisturbed samples. PP Reading on disturbed SPT samples are higher than actual.

Qu

BORING TERMINATED AT 20.5' 9/16/22 Abandoned using drill cuttings

Auger/Sampler Refusal at

18'

&SMITH CO.

ENGINEERS

&SMITH CO.

Geotechnical Borehole Log - BH4 Print Date: 10/18/2022 FORM REVISED: 12/05/2013 MBF

Geotechnical Investigation Report John J. Pershing VA Water Tanks

APPENDIX C

Laboratory Tests

SMITH & COMPANY 901 Vine Street, Poplar Bluff, MO 573-785-9621

CLIENT:

PROJECT: Valhalla PB VA FIRE

ADDRESS: Poplar Bluf, Butler County, Missouri

Soil or Aggregate Report - Classification for Engineering Purposes ASTM D2487

ASTM/AASHTO: Sieve Analysis ASTM C136 C117; Moisture Content ASTM D2216; Soil Limits ASTM D4318

DESCRIPTION: -

SOURCE: Barrow; SAMPLED: 12-22-21; DELIVERED: 12-21-2021

SAMPLE LOCATION: BH 1 4.5' - 6.0'

TESTED-Bari P. Chase; REPORTED-Bari P. Chase; REVIEWED-William Cobb, PE

U. S. Sieve Sizes Opening, Inches Opening Per Inch Hydrometer Values

Sieve Size or Number 6 3 3/4" #4 #10 #40 #200

Sieve Size, Millimeters 152.4 76.2 19.950 4.750 2.000 0.425 0.075

Test Results, % Passing ##### ##### ##### ##### ##### ##### #####

Particle Diameter at % Passing: D100= D95= D90= D60= D50= D30= D15= D10= MC= #DIV/0! LL PL PI

Cu= #DIV/0!

Cc= #DIV/0!

29 38Particle Diameter (mm) #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 67

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.010.101.0010.00100.001000.00

P E

R C

E N

T P

A S

S

IN

G B

Y W

T

GRAIN SIZE IN MILLIMETERS (LOG SCALE)

SIEVE ANALYSIS - GRADATION CURVE

Seive

SMITH & COMPANY 901 Vine Street, Poplar Bluff, MO 573-785-9621

CLIENT:

PROJECT: Valhalla PB VA FIRE

ADDRESS: Poplar Bluf, Butler County, Missouri

Soil or Aggregate Report - Classification for Engineering Purposes ASTM D2487

ASTM/AASHTO: Sieve Analysis ASTM C136 C117; Moisture Content ASTM D2216; Soil Limits ASTM D4318

DESCRIPTION: -

SOURCE: Barrow; SAMPLED: 12-22-21; DELIVERED: 12-21-2021

SAMPLE LOCATION: BH 1 4.5' - 6.0'

TESTED-Bari P. Chase; REPORTED-Bari P. Chase; REVIEWED-William Cobb, PE

Liquid Limit Plastic Limit

No. of Blows 25 25 Test 1

Container I.D. 4 18 10 22

Mass of Wet Soil + Container (grams) 24.18 22.32 17.5 18.02

Mass of Dry Soil + Container (grams) 18.71 17.87 15.98 16.49

Mass of Water (grams) 5.47 4.45 0 1.52 1.53

Mass of Empty Container (grams) 10.62 11.24 10.76 11.17

Mass of Dry Soil (grams) 8.09 6.63 0 5.22 5.32

% Moisture 67.61 67.12 0.00 29.12 28.76

Liquid Limit from Flow Curve 67

Plastic Limit 29

0 20 40 60 80 100

P la st ic it y

In d e x

Liquid Limit

USCS PLOT

ML or OL

MH or OH

CH

CL

CL-ML

Geotechnical Investigation Report John J. Pershing VA Water Tanks

APPENDIX D

ATC Hazards by Location Design Report

10/7/22, 1:48 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=36.77186858273251&lng=-90.4147909188156&address= 1/2

This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.

The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Hazards by Location

Search Information

Coordinates: 36.77186858273251, -90.4147909188156

Elevation: 398 ft

Timestamp: 2022-10-07T18:48:38.976Z

Hazard Type: Seismic

Reference Document:

IBC-2015

Risk Category: IV

Site Class: C

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.952 MCER ground motion (period=0.2s)

S1 0.332 MCER ground motion (period=1.0s)

SMS 0.97 Site-modified spectral acceleration value

SM1 0.488 Site-modified spectral acceleration value

SDS 0.647 Numeric seismic design value at 0.2s SA

SD1 0.325 Numeric seismic design value at 1.0s SA

Additional Information

Name Value Description

SDC D Seismic design category

Fa 1.019 Site amplification factor at 0.2s

Fv 1.468 Site amplification factor at 1.0s

CRS 0.814 Coefficient of risk (0.2s)

398 ft

Map data ©2022 Imagery ©2022 , Maxar Technologies, USDA/FPAC/GEO

Report a map error

0 2 4 6 8 10 12 Period (s) 0.00

0.20

0.40

0.60

0.80

Sa(g)

0 2 4 6 8 10 12 Period (s) 0.00

0.10

0.20

0.30

0.40

0.50

0.60

Sa(g) https://hazards.atcouncil.org/contact https://hazards.atcouncil.org/eol https://www.google.com/maps/@36.772511,-90.4123608,16z/data=!3m1!1e3!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=36.772511,-90.412361&z=16&t=h&hl=en-US&gl=US&mapclient=apiv3

10/7/22, 1:48 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=36.77186858273251&lng=-90.4147909188156&address= 2/2

CR1 0.8 Coefficient of risk (1.0s)

PGA 0.544 MCEG peak ground acceleration

FPGA 1 Site amplification factor at PGA

PGAM 0.544 Site modified peak ground acceleration

TL 12 Long-period transition period (s)

SsRT 0.952 Probabilistic risk-targeted ground motion (0.2s)

SsUH 1.169 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.332 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.415 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.6 Factored deterministic acceleration value (PGA)

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

https://hazards.atcouncil.org/eol https://earthquake.usgs.gov/ws/designmaps/

Geotechnical Investigation Report John J. Pershing VA Water Tanks

APPENDIX E

General Geotechnical Notes and Terms

Geotechnical Investigation Report John J. Pershing VA Water Tanks

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