230415-000 Topeka VA Geotech Final Report_S.pdf

CONSTRUCTION | SURVEY | GEOTECHNICAL DIVISIONS LOCATED AT: 350 SOUTH WASHINGTON WICHITA, KS 67202 316-262-6457 WWW.PEC1.COM

September 14, 2023

Mr. Vince Bertucci Bancroft Architects + Engineers 3300 Dundee Road Northbrook, IL 60062

Subject: Report for Geotechnical Engineering Services Colmery O’Neil VA EHRM 589A5-21-700 (21-116) – Infrastructure Improvements PEC Project No.: 230415-000

Dear Mr. Bertucci:

Professional Engineering Consultants, PA (PEC) has completed the geotechnical engineering services for the above referenced project. The purpose of the geotechnical engineering services was to explore the subsurface conditions at the project site and develop geotechnical related design and construction recommendations.

The attached report presents the results of our field exploration, laboratory testing programs, and our engineering interpretations with respect to the project characteristics as presented in the report. Based on these results, recommendations related to the site development, structural design, and construction are provided. We recommend that all individuals read the entire report along with all the appendices.

This report completes our current scope of services for this project. We appreciated the opportunity to provide geotechnical engineering services for this project and look forward to providing the recommended construction services as well.

Respectfully, FIELD SERVICES: GEOTECHNICAL ENGINEERING DIVISION

A Department of Professional Engineering Consultants, P.A.

Prepared By: Reviewed By:

Robert W. Henthorne, PG Britt D. Clubb, PE VP Geotechnical Engineering SVP Field Engineering

09/14/2023 http://www.pec1.com/

CONSTRUCTION | SURVEY | GEOTECHNICAL DIVISIONS LOCATED AT: 350 SOUTH WASHINGTON WICHITA, KS 67202 316-262-6457 WWW.PEC1.COM

Geotechnical Engineering Services Report

Colmery O’Neil VA EHRM Infrastructure Improvements B21-B24

2200 SW Gage Blvd Topeka, Kansas 66622

PREPARED FOR

Bancroft Architects + Engineers

PEC PROJECT NO.

230415-000

PREPARED BY

Robert W. Henthorne, PG

REVIEWED BY

Britt D. Clubb, PE License No. 24123

DATE

September 14, 2023 file://///pec1.com/pecnet/Wichita-Facil/2019/190084/000/Geotech/ReportDraft/WWW.PEC1.COM

Bancroft – Topeka VA EHRM B21-B24 | 2-i

TABLE OF CONTENTS

1. INTRODUCTION

1.1 General

1.2 Project Description

1.3 Drilling and Sampling Procedures

1.4 Laboratory Testing Program

2. SITE CONDITIONS

2.1 Site Description

2.2 Subsurface Conditions

2.3 Groundwater

3. GEOTECHNICAL RECOMMENDATIONS

3.1 General

3.2 Shallow Foundations

3.2.1 General

3.2.2 Allowable Bearing Pressure and Settlement

3.3 Modulus of Subgrade Reaction

3.4 Lateral Earth Pressure

3.5 Foundations/Deep Foundations

3.6 Seismic

3.7 Pavement

4. SITE DEVELOPMENT

4.1 Demolition

4.2 Clearing and Grubbing

4.3 Stripping

4.4 Over-Excavation and Replacement

4.4.1 Floor Slabs

4.4.2 Shallow Spread Footings

4.5 Moisture Conditioning and Compaction

4.6 Proofrolling

4.7 Chemical Stabilization

4.8 Material Requirement

4.8.1 LVC Materials

4.8.2 Engineered Fill

4.8.3 Existing Onsite Soils

4.8.4 Compaction Criteria

4.9 Excavations

4.10 Utility Trenches

4.11 Quality Control Testing

5. GENERAL NOTES AND LIMITATIONS

FIGURES: Site and Boring Locations

Bancroft – Topeka VA EHRM B21-B24 | 2-ii

APPENDIX A: Field Exploration Program

APPENDIX B: Laboratory Testing Program

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1. INTRODUCTION

1.1 GENERAL

PEC has completed the subsurface investigation, laboratory testing and geotechnical engineering evaluations for the above referenced project. All services were performed either directly by or under the direction of professional engineers licensed in the State of Kansas. This report presents the results of our field explorations, laboratory tests, and our conclusions and recommendations related to the geotechnical aspects of the project design and construction.

The conclusions and recommendations were based on the project information available at the time of this report and the subsurface conditions encountered in the borings at the locations and time indicated. It is possible that subsurface conditions could vary between or beyond the explored locations. If subsurface condition changes during construction, construction activity shall be ceased and PEC should be notified immediately to review and make any supplementary recommendations, if necessary.

1.2 PROJECT DESCRIPTION

It is our understanding the proposed improvements at the Topeka VA will consist of infrastructure improvements of Building 21 and Building 24. Based on our experience with previous projects, it is anticipated that the foundations for the proposed structures will consist of shallow spread footings, or mat foundation systems. Mat foundation and shallow foundation are assumed to have gross bearing pressures not exceeding 1,500 psf.

We have assumed that the maximum allowable settlement for the project is less than 1 inch.

Our scope of work and engineering evaluations were based on our understanding of the project as described above. If pertinent details of the project have changed or otherwise differ from our understandings described above, PEC shall be notified immediately to review and make modifications of our recommendations, if needed.

1.3 DRILLING AND SAMPLING PROCEDURES

PEC performed the three soil test borings on August 15, 2023. Coordinates of the boring locations are as shown in Table A-1, Boring Information of Appendix A. The approximate boring locations are shown on Figure 2, Boring Location Plan.

The borings were advanced to depths ranging from 13.5 to 14 feet below existing grade as shown in Table A-1 with a track-mounted Mobile B-57 rotary drill rig, using hollow-stem augers. Subsurface conditions in the borings were visually logged in the field by PEC personnel referencing ASTM D-2488 visual-manual procedures. Groundwater seepage was monitored during and at completion of drilling operations.

Samples of the subsurface soils were obtained using a 2-inch O.D. split-spoon sampler. The sampler was driven into the strata using a 140-pound automatic hammer falling 30 inches. The number of blows required to advance the sampler three successive 6-inch increments is recorded. The total number of blows used to advance the sampler the second and third 6-inch increment is the penetration resistance “N” value. Standard Penetration Test (SPT) borings were performed in general accordance with ASTM D1586.

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1.4 LABORATORY TESTING PROGRAM

Laboratory tests were performed on selected representative samples to evaluate pertinent engineering properties of the subsurface materials obtained from our borings. The results of these laboratory tests are presented on the respective boring logs in Appendix A, and are summarized in the Summary of Laboratory Results in Appendix B. The laboratory tests were performed in general accordance with the following ASTM standards:

• Visual Classification, ASTM D2488, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).

• Moisture Content, ASTM D2216, Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass.

• Atterberg Limits, ASTM D4318, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

• Percent finer the #200 sieve, ASTM D1140, Standard Test Methods for Determining the Amount of Material Finer than 75-µm (No. 200) Sieve in Soils by Washing.

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2. SITE CONDITIONS

2.1 SITE DESCRIPTION

The general vicinity of the project site is shown on Figure 1, Site Location Map. In general, the project site is located at 2200 SW Gage Blvd in Topeka, Kansas. Using appropriate Kansas One-Call tickets, utility locators, and hydro excavation the site was marked for underground utilities. In the areas of borings B1, B-2, and B-3, no apparent underground utilities were marked.

2.2 SUBSURFACE CONDITIONS

The approximate boring locations are shown on Figure 2, Boring Location Map. The subsurface at this site consists of approximately 3 feet of fill overlying residual sandy lean clay. The brown in color with red banding throughout. This clay is stiff to very stiff. Underlying the clay is a sandy shale from the Topeka Formation. This shale is very competent and is located 12 feet below the ground surface.

Boring logs, attached in Appendix A, present soil descriptions, consistencies, relative densities, depths, sampling intervals, and observed groundwater conditions, if any. The stratification boundaries and soil conditions on the boring logs are results of the engineer’s interpretation of the field logs combined with laboratory and field-testing results. Locations of these boundaries shown on the boring logs are approximate, and the transitions between material types may be gradual rather than clearly defined.

Additional subsurface explorations are required if more detailed stratifications are needed.

2.3 GROUNDWATER

No groundwater was observed in any of the borings after drilling. During times of heavy rainfall groundwater may be present. The observation results are summarized in Table 2-1.

Table 2-1: Groundwater Summary

Boring Groundwater Depth During Drilling

(ft) Groundwater Depth After Drilling

(ft)

SB-1 -- N/A

SB-2 -- N/A

SB-3 -- N/A

If a more accurate groundwater level is required, a piezometer may be installed on site and additional monitoring will be required. Fluctuations of groundwater levels can occur due to seasonal variations in the amounts of rainfall, run off, nearby creek/river water level (if present), and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

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3. GEOTECHNICAL RECOMMENDATIONS

3.1 GENERAL

Based on our evaluations, the site is suitable for the proposed construction. The project structures may be supported on either shallow spread or mat foundations or on a deep foundation system consisting of drilled shafts. The following sections contain recommendations for both shallow and deep foundation systems. The recommendations regarding geotechnical aspects of the project design and construction are presented in the following sections and they are appropriate for the purpose of this project.

3.2 SHALLOW FOUNDATIONS

3.2.1 General

It is anticipated that some structures will be supported on shallow foundations with the recommended minimum width as shown in Table 3-1.

Table 3-1: Shallow Foundation Minimum Width

Foundation Minimum Width (inches)

Earth-formed Trench Footings 12

Formed Continuous Wall Footings 18

Isolated Spread Footings 48

3.2.2 Allowable Bearing Pressure and Settlement

Table 3-2: Shallow Foundation Design Parameters

Bearing Material Net Allowable Bearing

Pressure (psf) Estimated Settlement

(in) Estimated Differential

Settlement (in)

Lean Clay 1,700 < 1.0 < ½

When considering short term wind and seismic loading, the allowable bearing pressure stated above may be increased by a factor of one-third.

A coefficient of sliding friction of 0.29 can be used to calculate the sliding resistance underneath foundations. A factor of safety of 1.5 has been applied.

The base of all foundation excavations should be free of water and loose soil prior to placing concrete.

Concrete should be placed as soon as possible after bearing elevations are achieved so that excessive drying of bearing materials does not occur. A licensed geotechnical engineer should be onsite during installation of the drilled shafts to ensure appropriate depth, and bearing materials are satisfied.

3.3 MODULUS OF SUBGRADE REACTION

Modulus of subgrade reaction k values for the existing onsite subgrade and stabilized subgrade are summarized in Table 3-3. It should be noted that the k value provided here is based on theoretical 1-foot by 1-foot plate load test. The k value shall be corrected for the size of the actual foundations.

Table 3-3: Recommended k Values

Materials Modulus of Subgrade Reaction k Value (psi/in)

Lean to fat clay 105

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3.4 LATERAL EARTH PRESSURE

It is understood that some of the structures will be partially underground. Underground walls shall be designed using the active, at rest and passive lateral earth pressure coefficients and equivalent fluid density as summarized in Table 3-4 and 3-5. The values in Table 3-4 were calculated based on the assumption that the underground walls will be backfilled with granular and free-draining materials both above the wall footing and within a 1:1 (horizontal: vertical) wedge going up from the toe of wall footings.

Hydrostatic pressures were not included in the values presented in Table 3-4. Adequate drainage or sump pumps should be provided behind the walls for these lateral earth pressure coefficients and equivalent fluid pressures to be valid. Passive earth pressure was estimated based on the foundation soils below the proposed footing elevations. When considering passive earth pressures, soils up to 3 feet below finished ground surface should be ignored.

Table 3-4. Lateral Earth Pressure Coefficients without Hydrostatic Pressure

Backfill Material

Earth Pressure

Lateral Earth Pressure

Coefficient*

Equivalent Fluid

Pressure* (pcf)

Surcharge Pressure*

(psf)

Earth Pressure*

(psf)

Coefficient of Sliding Friction**

Internal Friction Angle, φ degrees

Granular

Active 0.27 35 0.27S 35H .43

35 At Rest 0.43 50 0.50S 50H -

Passive 3.69 445 - - -

Onsite

Active 0.31 37 0.31S 37H 0.39

32 At Rest 0.47 56 0.47S 56H -

Passive 3.25 391 - - - *No Factor of Safety was applied to the lateral earth pressures.

**A FOS of 1.5 was applied to the sliding coefficient.

S = Surcharge Loading in pounds per square feet (psf) H = Wall height in feet.

Table 3-5. Lateral Earth Pressure Coefficients with Hydrostatic Pressure

Backfill Material

Earth Pressure

Lateral Earth Pressure

Coefficient*

Equivalent Fluid

Pressure* (pcf)

Surcharge Pressure*

(psf)

Earth Pressure*

(psf)

Coefficient of Sliding Friction**

Internal Friction Angle, φ degrees

Granular

Active 0.27 80 0.27S 80H .29

35 At Rest 0.43 90 0.43S 90H -

Passive 3.69 275 - - -

Onsite

Active 0.31 80 0.31S 80H 0.39

32 At Rest 0.47 90 0.47S 90H -

Passive 3.25 250 - - - *No Factor of Safety was applied to the lateral earth pressures.

**A FOS of 1.5 was applied to the sliding coefficient.

S = Surcharge Loading in pounds per square feet (psf) H = Wall height in feet.

3.5 FOUNDATIONS/DEEP FOUNDATIONS

Deep foundations consisting of drilled shafts or driven pile design parameters were not investigated for this project. If this information is required for this project, please contact PEC’s Geotechnical Engineering

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Construction Considerations Based on the water level readings observed in all the borings, we anticipate that all excavations will be dry. The owner should provide a line item during the bidding process to account for dewatering equipment and temporary casings if construction occurs during times of heavy rainfall.

3.6 SEISMIC

Based on our calculations, the site should be characterized as Site Class ‘C’ for seismic design according to Section 1613 of the 2018 IBC site classification definitions and the American Society of Civil Engineers

(ASCE) 7-16.

3.7 PAVEMENT

As part of the project, parking lots and driveways may be constructed. No traffic study is available at the time of this report. However, it is anticipated that traffic will be mostly passenger vehicles with occasional delivery trucks. Table 3-7 presents the typical pavement sections based on our local experience and the subsurface conditions. If the actual traffic volume becomes available, PEC shall be contacted immediately to review and revise our pavement recommendations, if necessary.

Table 3-7. Typical Pavement Sections

Location Flexible Pavement Rigid Pavement

Parking Lot

5” Asphaltic Concrete Pavement 6” KDOT AB-3 Grade Crushed Stone or Concrete

PQL-48 Class 1 Geotextile 8” Moisturized and Recompacted Subgrade

5” Jointed Plain Concrete Pavement (JPCP) 6” KDOT AB-3 Grade Crushed Stone or Concrete

PQL-48 Class 1 Geotextile 8” Moisturized and Recompacted Subgrade

Driveway

6” Asphaltic Concrete Pavement 6” KDOT AB-3 Grade Crushed Stone or Concrete

PQL-48 Class 1 Geotextile 12” Moisturized and Recompacted Subgrade

6” Jointed Plain Concrete Pavement (JPCP) 6” KDOT AB-3 Grade Crushed Stone or Concrete

PQL-48 Class 1 Geotextile 12” Moisturized and Recompacted Subgrade

It is recommended that the proposed pavement should be paved after the construction of the building and its associated structures to minimize the damage of pavement from construction equipment.

Adequate drainage and proper grading should also be provided to drain water as quickly as possible away from pavement surface to enhance the longevity of the pavement life.

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4. SITE DEVELOPMENT

4.1 DEMOLITION

Initial site preparation should commence with demolition of structures and existing concrete slabs within the footprint of the construction limit. All broken concrete and other debris from the demolition process should be removed from the site. The demolition areas should be thoroughly evaluated by a geotechnical engineer prior to placement of engineered fill. All disturbed soils should be undercut prior to placement of engineered fill.

4.2 CLEARING AND GRUBBING

Site preparation should commence with clearing and grubbing of all vegetation and debris within the construction limits. Any required tree removal should also be accomplished at this time. Care should be taken to thoroughly remove root systems. Undisturbed stumps and roots no more than 6 inches above the existing ground surface or below water level may remain, provided those stumps and roots are a minimum of 3 feet below the finished subgrade elevation.

Backfill stump holes using granular materials or loose friable soil from the project to the level of the surrounding ground. Use material that is free of standing water, frozen lumps, roots, sod, rocks greater than 4 inches in diameter or other deleterious materials. If the backfill area is within the limit of the new construction, compact the backfill to the degree of compaction and within the moisture range as specified in Section 4.8.4.

A zone of desiccated soils may exist in the vicinity of the trees. The desiccated soils have a higher swell potential and should also be undercut and replaced with structural fill. Do not clear and grub areas unless work will actively be performed in the exposed area within 7 calendar days.

4.3 STRIPPING

Site preparation should commence with stripping and stockpiling the existing topsoil within the construction limits. The stripped topsoil can be used to cap non-structural and landscape areas. A minimum stripping depth of 6 inches should be anticipated. Actual striping depths will likely vary and should be adjusted to remove all vegetation and root systems during construction. Care should be exercised to separate these materials to avoid incorporation of any organic matter into engineered fill sections.

4.4 OVER-EXCAVATION AND REPLACEMENT

4.4.1 Floor Slabs

The upper 12 inches of subgrade should consist of low volume change (LVC) material, as described in Section 4.8.1. A minimum of 4 inches of leveling course is recommended directly underneath the floor slabs. The leveling course should consist of clean, medium to coarse grained sand, or clean gravel/rock with less than 5 percent fines. Floor slab subgrade construction should extend a minimum of 5 feet beyond the footprint on all sides.

4.4.2 Shallow Spread Footings

Shallow spread footings are suitable to be founded on the existing onsite soils at a minimum depth of 3 feet below finish grade for frost protection. No over-excavation for the footing construction is anticipated except the required embedment depth. The bottom of the excavations shall be inspected carefully for unsuitable materials and/or soft bearing soils.

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If unsuitable materials and/or soft bearing soils exist, additional over-excavation and replacement with engineered fill shall be performed to the extent that all the unsuitable materials are replaced. The width of the trench over-excavation should extend laterally on either side of the trench 8 inches for every 12 inches in over-excavation depth. Engineered fill shall be compacted to the degree as specified in Section

4.8.4 of the report with suitable equipment. Using lean concrete or controlled low strength material (CLSM) to backfill areas where unsuitable soils are identified is acceptable. If lean concrete or CLSM is chosen, extending the excavation of the trench laterally is not required.

4.5 MOISTURE CONDITIONING AND COMPACTION

The moisture content of the exposed subgrade should be evaluated prior to proofrolling and/or fill placement. Depending upon the in-situ moisture content of the subgrade exposed, moisture conditioning of the exposed subgrade may be required. Moisture conditioning and compaction of the exposed subgrade should be performed in general accordance with Section 4.8.4.

Extremely wet or unstable areas that hamper compaction of the subgrade may require undercutting and replacement with engineered fill or other stabilization techniques. If the subgrade soils are desiccated and have a high swell potential (PI of 25 or more), undercutting may also be required. If deemed necessary, it may also be prudent to perform laboratory swell tests at the time of construction. Engineered fill should be placed to design grade as soon as practical after reworking the subgrade to avoid moisture changes in the underlying, more highly plastic soils.

4.6 PROOFROLLING

Following any undercutting and/or moisture conditioning and compaction, it is recommended that the exposed subgrade be thoroughly proofrolled, if practical. Proofrolling of the subgrade aids in identifying soft or disturbed areas. Proofrolling can be accomplished through use of a fully loaded tandem-axle dump truck or similar heavy construction equipment weighing at least 15 tons under the direction of PEC personnel.

Localized soft or unstable areas identified by the proofrolling operation should be undercut and replaced with engineered fill. As an alternative, stabilization of the soft and unstable soil may also be performed in lieu of undercut and replacement. Clean crushed rock having a particle diameter of 3 to 6 inches could be used to stabilize the subgrade prior to placement of engineered fill. After initial undercutting, the large rock would be spread over the unstable subgrade and worked into the soft soils by close tracking with a bulldozer or other suitable construction equipment. Additional rock would be added until the subgrade becomes firm enough to support construction equipment. The use of a geotextile fabric, in conjunction with crushed rock, could also be considered as a means of stabilizing the exposed grade.

4.7 CHEMICAL STABILIZATION

If extensive soft and unstable conditions are encountered during proofrolling operations, stabilization of the soils with cement or cement kiln dust (CKD) may be performed. Typically, 4 to 6 percent of cement or CKD by dry weight is sufficient to achieve the maximum strength of treated soils. It should be noted that the 4 to 6 percent by dry weight is a general guideline and it does not represent the actual required percentage for this project site. The recommended percentage of the stabilization additives shall be determined by laboratory testing procedures in general accordance to DIVISION 2000 of the Standard Specification for State Road and Bridge Construction – 2015, Kansas Department of Transportation.

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4.8 MATERIAL REQUIREMENT

4.8.1 LVC Materials

LVC materials should be free of organic matter and deleterious debris and have a maximum particle size of 1.5 inches. Cohesive LVC materials are classified as materials having a plasticity index between 5 and 15, as defined by ASTM D-2487. KDOT AB-3 graded crushed limestone or crushed concrete, as well as limestone screenings are also defined as LVC material. Non-cohesive soils, such as sand, may also be used as LVC material provided the material is confined on all sides.

4.8.2 Engineered Fill

Engineered fill should be free of organic matter and deleterious debris and have a maximum particle size of 3 inches with a liquid limit and plasticity index not exceeding 45 and 25, respectively. Engineered fill can be used as deeper fill below the LVC zone provided they are placed in accordance with Section 4.8.4.

4.8.3 Existing Onsite Soils

The top 0.6 to 8 feet of the existing onsite materials are not suitable to be reused as LVC material.

However, these materials are suitable to be used as Engineered Fill placed underneath any required LVC zone. Additional testing should be performed on the excavated onsite materials to verify the suitability.

4.8.4 Compaction Criteria

Soil compaction during construction should be performed with the minimum percentage of density and within the moisture content specified as shown in Table 4-1. Moisture content should be maintained within the above specified range until casting of concrete or placing the fill.

Table 4-1. Compaction Criteria

Soil Type Maximum loose

Lift Thickness (in.)

Moisture Content

Minimum Compaction

LVC Materials 8 within 2% point of optimum 95%*

Engineered Fill – PI >20 8 within 4% point above optimum 95%*

Engineered Fill – PI <=20 8 within 2% point of optimum 95%*

Lime/Cement/CKD Stabilized Subgrade 8 within 2% point of optimum 95%**

Pavement Subgrade/AB-3 Aggregate 8 workable 95%* *Based on maximum dry density (ASTM D698) **Based on laboratory mix design (ASTM D698)

4.9 EXCAVATIONS

Any required excavation is anticipated to be in the clay layers and can generally be excavated with conventional construction equipment such as backhoes, loaders, etc. Typical dewatering techniques should be sufficient to remove any water seepage that may be encountered in the excavations.

Excavations extending to depths greater than 5 feet should be cut to a stable slope or be temporarily braced. Temporary slopes should be no steeper than 1(H) to 1(V) and may need to be flatter depending upon on the excavation depth and soil conditions. Construction slopes should be closely observed for signs of mass movement: tension cracks near the crest, bulging at the toe, etc. If potential stability problems are observed, PEC should be contacted immediately.

Stockpiles should be placed well away from the edge of the excavation and their height should be controlled so they do not surcharge the sides of the excavation. Surface drainage should be carefully controlled to prevent flow of water into the excavation. Temporary construction slopes should be

| 12 designed in strict compliance with the most recent governing regulations and the responsibility for excavation safety and stability of temporary construction slopes should lie solely with the contractor.

4.10 UTILITY TRENCHES

Utility trenches created by installing/removing utilities lines should be backfilled and compacted using small compaction equipment, such as mechanical rammers or vibratory-plate compactors, or intermediate size equipment such as walk-behind, dual-drum vibratory rollers. In addition, the base of the excavations should be thoroughly evaluated by a geotechnical engineer or engineering technician prior to placement of fill. All fill should be placed in accordance with the recommendations presented in the Section 4.8.4 of this report. As an alternative, the excavations can be backfilled with Controlled Low Strength Material (CLSM).

4.11 QUALITY CONTROL TESTING

We recommend that PEC be retained to perform the construction materials testing and observations required for this project, to verify that our recommendations have been satisfied. Due to our familiarity with the project and the intent of our engineering design, we are the most qualified to efficiently address any problems that may arise during construction.

A representative number of field density tests should be made in each lift of newly placed engineered fill.

At a minimum, (1) nuclear density test should be conducted for every 2,500 square feet of area but no less than (3) per lift. The density tests are considered necessary to verify that satisfactory compaction operations have been performed. It is recommended that bearing materials be evaluated at a minimum of 2 locations within 50 linear feet from within the foundation footprint.

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5. GENERAL NOTES AND LIMITATIONS

This report has been prepared in general accordance with widely accepted geotechnical engineering practices for the purpose of this project. The conclusions and recommendations presented in this report were based upon applicable standards of care in the project geographic area at the time this report was prepared. No warrantees or guarantees are intended.

We depended on project information provided to us to develop our conclusions and recommendations.

If project information described in this report is not accurate, or if it changes during course of project development, we should be notified of the changes so that we can modify our recommendations based on the additional information, if necessary.

Our recommendations were based on limited subsurface information obtained from our field explorations which consisted of periodic sampling in widely spaced, small diameter borings. Subsurface conditions may vary from those encountered in the borings and the variations may not become evident until construction.

Our scope of services was intended to evaluate the soil conditions within the zone of soil influenced by the foundation system. If conditions are encountered which appear different than those described in our report, we should be notified, and our recommendations may need to be re-evaluated and adjusted.

Our Scope of Services does not address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil borings. In addition, this report should not be construed to represent subsurface conditions for the entire site.

SITE LOCATION MAP

Colmery O'Neil VA ERHM B21-B24 Improvements

Topeka, Kansas

PEC Project No. 230415-000

Project Area

Figure 1

BORING LOCATION PLAN

Colmery O'Neil VA ERHM B21-B24 Improvements

Topeka, Kansas

PEC Project No. 230415-000

Plan provided by client for Boring location illustration only.

Not for Construction.

Standard Penetration Test Boring

Approximate Location

No Scale

Figure 2

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FIGURES: Site and Boring Locations

Figure 1. Site Location Map Figure 2. Boring Location Plan

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APPENDIX A: Field Exploration Program

Coordinates are as shown in Table A-1, Boring Information. The approximate boring locations are shown on Figure 2, Boring Location Plan.

Table A-1. Boring Information

Boring ID Latitude Longitude Depth (ft.)

SB-1 39.0260556 -095.7218222 13.5

SB-2 39.0258833 -095.7219278 14.0

SB-3 39.0259944 -095.7219944 14.0

SS

SS

SS

SS

SS

3-4-6 (10)

4-4-5 (9)

6-7-10 (17)

2-4-5 (9)

50/0"

Topsoil approximately 4" thick (CL) FILL, SANDY LEAN CLAY, brown, trace organics, moist, stiff

(CL) SANDY LEAN CLAY, brown, rust stains, moist, stiff

- color change to red, very stiff

- stiff

SANDY SHALE

Refusal at 13.0 feet.

Bottom of borehole at 13.5 feet.

NOTES 39.026056, -95.721822

GROUND ELEVATION

LOGGED BY R. Brown

DRILLING METHOD Power Auger

DRILLING CONTRACTOR PEC GROUND WATER LEVELS:

CHECKED BY P. Younkin

DATE STARTED 8/16/23 COMPLETED 8/16/23

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 4 inches

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CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

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P J

SS

SS

SS

SS

2-4-5 (9)

5-8-7 (15)

6-11-9 (20)

4-4-7 (11)

50/0"

20 47 20 27

(CL) FILL, LEAN CLAY, dark brown, trace organics, moist, medium stiff

(CL) SANDY LEAN CLAY, brown, rust stains, moist, stiff

- very stiff

- stiff

SANDY SHALE

Refusal at 12.0 feet.

Bottom of borehole at 13.5 feet.

NOTES 39.025883, -95.721928

GROUND ELEVATION

LOGGED BY R. Brown

DRILLING METHOD Power Auger

DRILLING CONTRACTOR PEC GROUND WATER LEVELS:

CHECKED BY P. Younkin

DATE STARTED 8/16/23 COMPLETED 8/16/23

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 4 inches

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

M O

IS

T

U R

E C

O N

T E

N T

LI

Q

U

ID

LI

M

IT

P

LA

S T

IC

LI

M

IT

F

IN

E S

C O

N T

E N

T

ATTERBERG

LIMITS

G R

A P

H

IC

LO

G

D E

P T

H (f t)

P O

C K

E T

P E

N

(t sf

P

LA

S T

IC

IT

Y

IN

D E

XMATERIAL DESCRIPTION

R E

C O

V E

R Y

(R

Q D

U N

IT

W

T

(p cf

BORING NUMBER SB-2

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

G E

O T

E C

H B

H C

O

LU

M N

S

G

IN

T S

T D

U S

L A

B .G

D T

/7 /2

:5

U

:\F

IE

LD

S

E R

V

IC

E S

\2

\2

\0

0\

G E

O T

E C

H \G

IN

T

\2

-0

G

IN

T .G

SS

SS

SS

SS

3-3-5 (8)

4-5-8 (13)

8-12-13 (25)

2-4-4 (8)

50/0"

27 14 6713

(CL) FILL, LEAN CLAY, dark brown, trace organics, moist, medium stiff

(CL) SANDY LEAN CLAY, brown, rust stains, moist, stiff

- mottled

SANDY SHALE

Refusal at 14.0 feet.

Bottom of borehole at 14.0 feet.

NOTES 39.025994, -95.721994

GROUND ELEVATION

LOGGED BY R. Brown

DRILLING METHOD Power Auger

DRILLING CONTRACTOR PEC GROUND WATER LEVELS:

CHECKED BY P. Younkin

DATE STARTED 8/16/23 COMPLETED 8/16/23

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 4 inches

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

M O

IS

T

U R

E C

O N

T E

N T

LI

Q

U

ID

LI

M

IT

P

LA

S T

IC

LI

M

IT

F

IN

E S

C O

N T

E N

T

ATTERBERG

LIMITS

G R

A P

H

IC

LO

G

D E

P T

H (f t)

P O

C K

E T

P E

N

(t sf

P

LA

S T

IC

IT

Y

IN

D E

XMATERIAL DESCRIPTION

R E

C O

V E

R Y

(R

Q D

U N

IT

W

T

(p cf

BORING NUMBER SB-3

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

G E

O T

E C

H B

H C

O

LU

M N

S

G

IN

T S

T D

U S

L A

B .G

D T

/7 /2

:5

U

:\F

IE

LD

S

E R

V

IC

E S

\2

\2

\0

0\

G E

O T

E C

H \G

IN

T

\2

-0

G

IN

T .G

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

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ABBREVIATIONS

TV

PID

UC

ppm

TORVANE

PHOTOIONIZATION DETECTOR

UNCONFINED COMPRESSION

PARTS PER MILLION

LIQUID LIMIT (%)

PLASTIC INDEX (%)

MOISTURE CONTENT (%)

DRY DENSITY (PCF)

NON PLASTIC

PERCENT PASSING NO. 200 SIEVE

POCKET PENETROMETER (TSF)

LL

PI

W

DD

NP

-200

PP

Split Spoon

SAMPLER SYMBOLSLITHOLOGIC SYMBOLS

(Unified Soil Classification System)

CL: USCS Low Plasticity Clay

FILL: Fill (made ground)

SHALE: Shale

TOPSOIL: Topsoil

WELL CONSTRUCTION SYMBOLS

KEY TO SYMBOLS

Water Level at Time Drilling, or as Shown

Water Level After 24 Hours, or as Shown

Water Level at End of Drilling, or as Shown

K E

Y T

O S

Y M

B O

LS

G

IN

T S

T D

U S

L A

B .G

D T

/1 1/

:4

U :\F

IE

LD

S E

R V

IC

E

S \2

\2

\0

0\ G

E O

T E

C H

\G

IN

T \2

-0

G

IN

T

.G

GW

GP

GM

GC

SW

SP

SM

SC

CL

ML

CH

MH

Pt

Gravels

More than 50% coarse faction retained on No. 4 sieve.

Sands

50% or more passes No. 4 sieve.

Silts and Clays

Liquid Limit less than 50.

Silts and Clays

Liquid Limit of 50 or more.

SOIL CLASSIFICATION CHART

REFERENCE: ASTM D 2487

(Based on Unified Classification System)

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A

Soil Classification

Group

Symbol Group Name

B

Clean Gravels

Less than 5% fines C

Gravels with fines

More than 12% fines C

Clean Sands

Less than 5% fines D

Sands with Fines

More than 12% fines D

Inorganic

Cu > 4 and 1 < Cc < 3 E

Cu < 4 and\or 1 > Cc > 3E

Fines Classify as ML or MH

Fines Classify as CL or CH

Cu > 6 and 1 < Cc < 3E

Poorly graded sand D, I

Silty sand G,H,I

Liquid Limit – oven dried

Liquid Limit – not dried

PI plots below "A" Line

Primarily organic matter, dark in color, and organic odor Peat

Elastic silt K,L,M

Organic clay K,L,M,P

Organic silt K,L,M,Q

Fines Classify as ML and MH

Fines Classify as CL and CH

PI>7 and plots on or above "A" line J

PI<4 and plots on or below "A" line J

Cu < 6 and\or 1 > Cc > 3E

OH

OL

Well graded gravel C, F

Poorly graded gravel C, F

Silty gravel F,G,H

Clayey gravel F,G,H

Well graded sand D, I

A Based on the material passing the 3-in. (75-mm sieve).

B

If field sample contained cobbles or boulders, or both add "with cobbles or boulders or both" to group name

C

Gravels with 5 to 12% fines require dual symbols:

GW-GM Well graded gravel with silt.

GW-GC Well graded gravel with clay.

GP-GM Poorly graded gravel with silt.

GP-GC Poorly graded gravel with clay.

D

Sands with 5 to 12% fines require dual symbols:

SW-SM Well graded sand with silt.

SW-SC Well graded sand with clay.

SP-SM Poorly graded sand with silt.

SP-SC Poorly graded sand with clay.

E Cu = D60/D10; Cc = (D30)

/ (D10 x D60).

F

If soil contains ≥ 15% sand, add "with sand" to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add "with organic fines" to group name.

I If soil contains ≥ 15% gravel, add "with gravel" to group name.

If Atterberg limits plot in hatched area, soil is a CL-ML silty clay.

K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel" to group name.

L If soil contains ≥ 30% plus No. 200, predominately sand, add "sandy" to group name.

M

If soil contains ≥ 30% plus No. 4, predominately gravel, add "gravely" to group name.

N PI ≥ 4 and plots on or above "A" line.

O PI < 4 or plots below "A" line.

PI plots on or above "A" line.

Q PI plots below "A" line.

Clayey sand G,H,I

Lean clay K,L,M

Silt K,L,M

Organic clay K,L,M,N

Organic silt K,L,M

Fat clay K,L,M

Inorganic

Organic

Liquid Limit – oven dried

Liquid Limit – not dried

Liquid Limit – oven dried

Liquid Limit – not dried

Organic

Coarse-Grained Soils

More than 50% retained or No. 200 sieve.

Fine Grained Soils

50% or more passes

No. 200 sieve

Highly organic soils

≤ 0.75

≤ 0.75

Liquid Limit

PLASTICITY CHART

P la st ic ity I nd e x

10 20 30 40 70 80 906050

CL-ML

OH and MH

ML and OL

CH or OH

For Classification of fine-grained soils and fine fraction of coarse-grained soils: Equation of

"A" Line: Horizontal at PI = 4 to LL =25.5, then P.I. = 0.73 (LL-20)

Equation of "U" Line: Vertical at

LL = 16 to PI = 7, then

PI = 0.9 (LL - 8)

Particle Size in Millimeters

SIEVE ANALYSIS

Screen - in. Sieve No.

20 40 60 2003/813 2

1-1/2 3/4

50 5

10 1.0 0.5 0.10

P er ce nt

R e ta in ed

P er ce nt

P a ss in g D60=15mm

D30=2.5mm

D10=0.075mm

CL or OL

Figure 6

GENERAL GEOTECHNICAL NOTES

SOIL CLASSIFICATION TERMINOLOGY

Very Soft

Soft

Medium Stiff

Stiff

Very Stiff

Hard

Constitutent Description Particle Size

Silt or Clay

Sand

Gravel

Cobbles

Boulders

Passing No. 200 Sieve (0.075 mm)

No. 200 to No. 4 Sieve (0.075 to 4.75 mm)

No. 4 to 3 inch Sieve (4.75 to 75 mm)

3 to 12 inch Sieve (75 to 300 mm)

Over 12 inch Sieve (300 mm)

Less than 500

500 to 1000

1000 to 2000

2000 to 4000

4000 to 8000

Over 8000

0 to 2

2 to 4

4 to 8

8 to 16

16 to 30

Over 30

Drilling and sampling procedures are typically performed in accordance with ASTM standards unless otherwise noted. Typical sampling and drilling abbreviations follows:

P - Standard Penetration sampler SB - Sawtooth bit barrel sampler

(1-3/8 in. ID split-spoon) CF4 - 4 in. diameter continuous flight auger

S - 3 in. diameter thin walled Shelby Tube CF6 - 6 in. diameter continuous flight auger

D - Denison Barrel Sampler HS - 7-1/4 in. diameter hollow stem auger

B - Bulk/grab sample NX - Diamond bit coring

WATER LEVEL MEASUREMENTS

SAMPLING AND DRILLING OBSERVATIONS

DENSITY OF COARSE GRAINED SOILS CONSISTENCY OF FINE GRAINED SOILS

85 to 100

Relative Density (DR) Percent DR

Approximate

N - Value (blows/foot)

Very Loose

Loose

Medium Dense

0 to 4

4 to 10

10 to 30

Hard

Very Hard

Less than 20

20 to 30

30 to 50

50 to 80

Over 80

Weathered (Soft)

Firm

Medium Hard

30 to 50 over 50

BEDROCK HARDNESS DESCRIPTIONS

Hardness Approximate

N - Value (blows/foot)

Dense

Very Dense less than 15

15 to 35

35 to 65

65 to 85

GRAIN SIZE DESCRIPTIONS

PROPORTIONING OF CONSTITUENTS

Soil classification is based on ASTM D-2487 "Soil Classification for Engineering Purposes" which is based on the Unified Soil

Classification System. Fine grained soils have less than 50 percent of their particles retained on the No. 200 sieve. These soils are classified as silts if they are non-plastic to slightly plastic and as clays if they classify as plastic. Coarse grained soils have more than 50 percent of their particles retained on the No. 200 sieve and are classified as sands, gravels, cobbles and boulders depending on the grain size. Minor and major constituents may be added as modifiers depending on the proportions of the soil types. Additionally, fine grained soils are described based on their consistency and coarse grained soils are delineated by their relative density. Examples: Fat clay with sand (CH) and Silty sand (SM).

Water level measurements presented on the test boring logs are for the times indicated. These measurements may not necessarily represent the actual groundwater levels at the site. Fine grained soils of low permeability may require measurements for extended periods to accurately reflect free water levels. Coarse grained soils will generally reflect true groundwater levels after short periods.

Groundwater levels and seepage water can vary depending on time of year, climatic conditions and other factors beyond the scope of normal geotechnical explorations. Typical water level abbreviations follows:

WD - Water level during drilling WA - Water level after drilling

W24 - Water level 24 hours after drilling W48 - Water level 48 hours after drilling

CW - Depth to wet cave of boring CD - Depth to dry cave of boring

Consistency Unconfined Compressive

Strength (QU) psf

Approximate

N - Value (blows/foot)

Modifier More than 12

Constituent Description Percent

Trace Less than 5

With 5 to 12

Figure 7

| 16

APPENDIX B: Laboratory Testing Program

Laboratory tests were performed on selected representative samples to evaluate pertinent engineering properties of the subsurface materials obtained from our borings. The results of these laboratory tests are presented on the respective boring logs in Appendix A, and are summarized in the Summary of Laboratory Results in Appendix B. The laboratory tests were performed in general accordance with the following ASTM standards:

• Visual Classification, ASTM D2488, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).

• Moisture Content, ASTM D2216, Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass.

• Atterberg Limits, ASTM D4318, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

• Percent finer the #200 sieve, ASTM D1140, Standard Test Methods for Determining the Amount of Material Finer than 75-µm (No. 200) Sieve in Soils by Washing.

SB-1 1.0 21.6

SB-1 3.5 27 11 16 0.075 68 CL 11.6

SB-1 6.0 42 16 26 0.075 64 CL 16.8

SB-1 8.5 22.3

SB-2 1.0 14.9

SB-2 3.5 13.9

SB-2 6.0 12.8

SB-2 8.5 47 20 27 20.3

SB-3 1.0 20.3

SB-3 3.5 19.2

SB-3 6.0 27 14 13 0.075 67 CL 15.4

SB-3 8.5 22.6

Liquid Limit

Satur-ation

Void Ratio

Class-ification

Water Content

DepthBorehole

SUMMARY OF LABORATORY RESULTS

Plastic Limit

Plasticity Index

Maximum Size (mm)

%<#200 Sieve

Unit Weight (pcf)

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

LA

B

S U

M M

A R

Y

G

IN

T S

T D

U S

L A

B .G

D T

/3

/2

0:

U :\F

IE

LD

S E

R V

IC

E

S \2

\2

\0

0\ G

E O

T E

C H

\G

IN

T \2

5-

G

IN

T

.G

0 20 40 60 80 100

SB-1

SB-1

SB-2

SB-3

ML

CL

MH

CH

CL-ML

L A S T I C I T Y

I N D E X

LIQUID LIMIT

Fines Classification

SANDY LEAN CLAY(CL)

SANDY LEAN CLAY(CL)

SANDY LEAN CLAY(CL)

LL PL PI

ATTERBERG LIMITS' RESULTS

3.5

6.0

8.5

6.0

BOREHOLE DEPTH

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

A T

T E

R B

E R

G L

IM

IT

S

G

IN

T S

T D

U S

L A

B .G

D T

/3 1/

:4

U :\F

IE

LD

S E

R V

IC

E

S \2

\2

\0

0\ G

E O

T E

C H

\G

IN

T \2

-0

G

IN

T

.G

0 10 20 30 40 50 60 70

0 10 20 30 40 50 60 70

FINES CONTENT FREQUENCY

Fines Content, %

Number of Tests:

Average:

Median:

Minimum:

Maximum:

Standard Dev:

C ou nt

F re qu en cy

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

F

IN

E S

C O

N T

E N

T

G

IN

T S

T D

U S

L A

B .G

D T

/3 1/

:4

U :\F

IE

LD

S E

R V

IC

E

S \2

\2

\0

0\ G

E O

T E

C H

\G

IN

T \2

-0

G

IN

T

.G

0.0010.010.1110100

PI Cc

CuLL PL

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

68.0

64.2

66.5

0.075

0.075

0.075

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

SANDY LEAN CLAY(CL)

SANDY LEAN CLAY(CL)

SANDY LEAN CLAY(CL)

Classification

D100 D60 D30 D10 %Gravel

SB-1

SB-1

SB-3

coarse

SILT OR CLAY

finemedium

3.5

6.0

6.0

%Sand %Silt %Clay

BOREHOLE DEPTH

BOREHOLE DEPTH

3 100

SB-1

SB-1

SB-3

24 16 30

1 2006 10 501/2

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1403 4 20 406 601.5 8 143/4 3/8

3.5

6.0

6.0

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

G R

A

IN

S

IZ

E

G

IN

T S

T D

U S

L A

B .G

D T

/3

/2

0:

U :\F

IE

LD

S E

R V

IC

E

S \2

\2

\0

0\ G

E O

T E

C H

\G

IN

T \2

5-

G

IN

T

.G

0 20 40 60 80 100

INDEX PROPERTIES VERSUS DEPTH

LEGEND

Water Content

Plastic Limit

Liquid Limit

Fines

D E

P T

H , f ee t

BORING SB-1

Property Value, %

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

IN

D

E X

P R

O P

S

G

IN

T S

T D

U S

L A

B .G

D T

/3 1/

:3

U :\F

IE

LD

S E

R V

IC

E

S \2

\2

\0

0\ G

E O

T E

C H

\G

IN

T \2

-0

G

IN

T

.G

0 20 40 60 80 100

Liquid Limit

Fines

D E

P T

H , f ee t

BORING SB-2

Property Value, %

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

IN

D

E X

P R

O P

S

G

IN

T S

T D

U S

L A

B .G

D T

/3 1/

:3

U :\F

IE

LD

S E

R V

IC

E

S \2

\2

\0

0\ G

E O

T E

C H

\G

IN

T \2

-0

G

IN

T

.G

0 20 40 60 80 100

Liquid Limit

Fines

D E

P T

H , f ee t

BORING SB-3

Property Value, %

CLIENT Bancroft Architects + Engineers

PROJECT NUMBER 230415-000

PROJECT NAME Bancroft - Topeka VA EHRM Geotech 589A5-21-700

PROJECT LOCATION Topeka, Kansas

IN

D

E X

P R

O P

S

G

IN

T S

T D

U S

L A

B .G

D T

/3 1/

:3

U :\F

IE

LD

S E

R V

IC

E

S \2

\2

\0

0\ G

E O

T E

C H

\G

IN

T \2

-0

G

IN

T

.G