Final Geotech Report B26.pdf

REPORT COVER PAGE

Geotechnical Engineering Report

Building 26 Addition at Robert J. Dole VA Medical Center Wichita, Kansas

May 21, 2021 Terracon Project No. 01215004

Prepared for:

H2B Inc.

Tempe, AZ

Prepared by:

Terracon Consultants, Inc.

Wichita, Kansas

Terracon Consultants, Inc. 1815 S. Eisenhower Wichita, Kansas 67209 P (316) 262-0171 F (316) 262-6997 terracon.com

REPORT COVER LETTER TO SIGN

May 21, 2021

H2B Inc.

4747 South Lakeshore Drive, Suite 101 Tempe, AZ 85282

Attn: Mr. Roderick Grier E: Roderick.grier@h2bengineers.com

Re: Geotechnical Engineering Report Building 26 Addition at Robert J. Dole VA Medical Center 5500 E Kellogg Ave Wichita, Kansas Terracon Project No. 01215004

Dear Mr. Kasper:

We have completed the Geotechnical Engineering exploration and report for the referenced project. This study was performed in general accordance with Terracon Proposal No. P01215004 dated February 10, 2021. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning the proposed project.

We appreciate the opportunity to be of service to you on this project, and we are prepared to provide the construction and materials testing (CMT) services recommended in this report (please contact the CMT manager in our office, Mr. Kurt Heimerman, kurt.heimerman@terracon.com). If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

John K. Heinz, P.E. George A. Tannoury, Ph.D., P.E.

Senior Project Manager Sr. Principal/Office Manager mailto:kurt.heimerman@terracon.com

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REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

SHALLOW FOUNDATIONS

FLOOR SLABS

GENERAL COMMENTS

FIGURES

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS

SUPPORTING INFORMATION

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the GeoReport logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS

SUPPORTING INFORMATION

Note: Refer to each individual Attachment for a listing of contents.

http://client.terracon.com/

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INTRODUC TION

Geotechnical Engineering Report Building 26 Addition at Robert J. Dole VA Medical Center

5500 E Kellogg Ave Wichita, Kansas

Terracon Project No. 01215004 May 21, 2021

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Building 26 addition at Robert J. Dole VA Medical Center to be located at 5500 E Kellogg Ave in Wichita, Kansas. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil/rock conditions ■ Foundation design and construction

■ Site preparation and earthwork ■ Floor slab design and construction

The geotechnical engineering Scope of Services for this project included the advancement of two test borings to depths of approximately 10 feet below existing site grades.

Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs and/or as separate graphs in the Exploration Results section.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description Parcel Information The building addition is located at 5500 E Kellogg Ave in Wichita, Kansas.

Current Ground Cover Primarily grass surfaced Existing Topography Relatively level

Building 26 Addition at Robert J. Dole VA Medical Center ■ Wichita, Kansas May 21, 2021 ■ Terracon Project No. 01215004

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PROJECT DESCRIPTION

Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows:

Item Description

Information Provided Email provided by Roderick Grier with H2B Inc.

Project Description The project will include the construction of these structures

■ Building 26 addition will be a two story, slab-on-grade structure with a footprint of about 5,600 ft2 constructed in the courtyard of Building 26.

Maximum Loads

■ Columns: 30 kips (provided by H2B Inc.)

■ Walls (Building 60): 3 klf (estimated by Terracon)

■ Slabs: 150 psf (estimated by Terracon)

Grading We anticipate that cuts/fills of less than 2 feet will be required to achieve final grades.

GEOTECHNICAL CHARACTERIZATION

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results section and the GeoModel can be found in the Figures section of this report.

As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel.

Model Layer Layer Name General Description

1 Fill: Sand, Fat clay coarse grained with clay and sand seams in some areas 2 Shale highly weathered

Groundwater Conditions

The boreholes were observed while drilling and after completion for the presence and level of groundwater. Groundwater was not observed in our borings while drilling, or for the short duration the borings could remain open.

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Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater could develop during the life of the structure. Long term observations in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels. Also, it is possible that groundwater could temporarily perch seasonally at shallow depths. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

GEOTECHNICAL OVERVIEW

Based on the information obtained from our subsurface exploration, it is our opinion that the site can be developed for the proposed project. The Earthwork section addresses site preparation and compaction. The Shallow Foundations section addresses support of the building addition bearing on engineered fill or suitable native materials. The Floor Slabs section addresses slab-on-grade support of the building addition. The General Comments section provides an understanding of the report limitations.

Existing fill materials were found to depths of up to about 2 to 6 feet below existing site grades at our boring locations. Fill should be expected to occur (possibly to a greater depth) in other areas across the site. We are not aware that the existing fill has been placed with moisture and density control.

Foundations and floor slabs supported on or above existing uncontrolled fill material that has not been uniformly placed and compacted with strict moisture and density control may not perform predictably. We consider the existing fill in its current condition to be unsuitable to support the proposed building addition. The depth and composition of the existing fill materials can vary greatly over relatively small lateral and vertical distances. Because of this variability, it may not be possible (until site grading is underway) to accurately predict the amount of fill that will need to be removed and replaced to develop suitable support for the proposed improvements. Caution should be exercised when using the depth and composition of the fill observed at the discrete boring locations, for estimating purposes.

Most of the fill observed in our borings appears suitable for re-use as new controlled fill below the recommended Low Volume Change (LVC) zone, provided it is properly moisture conditioned and compacted. However, the fill could contain unobserved materials that would render it unsuitable for re-use as new controlled fill. We encourage the owner to secure a base bid for removing and replacing a specified quantity of the existing fill. The owner should also secure unit rates for adding or deducting quantities from the base bid that include costs for exporting unsuitable materials and importing approved replacement materials, if required.

Moderately to highly expansive materials are present on this site. This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However, even if these procedures are followed, some movement and cracking in the structure should be anticipated.

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The severity of cracking and other damage such as uneven floor slabs will probably increase if any modification of the site results in excessive wetting or drying of the expansive materials. Eliminating the risk of movement and distress may not be feasible, but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. Some of these options could include increasing the thickness of the recommended low volume change zone and/or constructing a structural slab. We would be pleased to discuss other construction alternatives with you upon request.

The owner or contractor could consider a contingency budget to provide for additional earthwork items such as moisture conditioning dry subgrade materials, repairing soft subgrade materials, and removing unsuitable foundation bearing materials.

EARTHWORK

Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for foundations and floor slabs.

Site Preparation

We recommend removing remnants of previous structures including footings, slabs, and associated utilities from the proposed building addition area. After completing these operations and any cuts needed to develop design grade the exposed subgrade be evaluated by Terracon personnel to delineate soft subgrade conditions. If possible, we recommend the exposed subgrade be thoroughly proofrolled (under the observation of Terracon personnel) with a loaded tandem-axle dump truck or other heavy, rubber-tired construction equipment to locate any zones that are soft or unstable. The subgrade in the building addition area where soft subgrade conditions are present or excessive rutting or pumping occurs during proofrolling should be removed and replaced or aerated/reworked and recompacted in place to our recommendations for engineered fill (see below for details) prior to placement of areal fill.

Fill Material Types Engineered fill should meet the following material property requirements:

Soil Type 1 USCS Classification Acceptable Parameters (for Structural Fill)

Lean Clay 2 CL 3

(LL<46 & PI>15)

> 24 inches below building addition finished subgrade

Lean to Fat Clay 2 CL/CH 3

(46≤LL<50)

> 24 inches below building addition finished subgrade

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Soil Type 1 USCS Classification Acceptable Parameters (for Structural Fill)

Fat Clay 2 CH

(LL≥50)

> 24 inches below building addition finished subgrade

Well-graded granular and silty gravel

GM-GW

GM 4 All locations and elevations

Low Volume Change

Material (LVC) 5

CL or GM-GW, GM 4 and

(LL<40 & 5≤PI<15)

All locations and elevations

On-Site Materials Varies

The on-site materials, free of organic matter and debris, typically appear suitable for reuse as engineered fill. However, some of these near surface materials typically do not meet the low volume change zone criteria and should not be utilized within 24 inches of finished subgrade beneath the proposed building addition.

1. Controlled, compacted fill should consist of approved materials that are free of organic matter and debris.

Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineer for evaluation.

2. Delineation of fat clays and lean clays should be performed in the field by a qualified geotechnical engineer or their representative and could require additional laboratory testing.

3. By our definition, cohesive soils with a liquid limit of 46 to 49 are classified as lean to fat clay (with the borderline symbol CL/CH) to alert of the expansive potential of clay soils with liquid limits close to 50 (see ASTM D2487-11, Section 1.1, Note 1).

4. Similar to KDOT AB-3 crushed limestone aggregate, limestone screenings, or granular material such as sand, gravel or crushed stone containing at least 15% low plasticity fines (-#200).

5. Low volume change cohesive soil or granular soil having at least 15% low plasticity fines (-#200).

Fill Compaction Requirements

Structural fill should meet the following compaction requirements.

Item Structural Fill

Lift Thickness

9-inches or less in loose thickness when heavy, self-propelled compaction equipment is used or 4 to 6 inches in loose thickness when hand-guided equipment (jumping jack or plate compactor) is use

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Item Structural Fill

Compaction Requirements 1

Below foundation bearing level: At least 98% of the material’s maximum standard Proctor dry density

(ASTM D698).

Above foundation bearing level and exterior slab areas: At least 95%, but not more than 100%, of the material’s maximum standard Proctor dry density

(ASTM D698).

Moisture Content Cohesive Soils with PI of 35 and higher

At least 3 percentage points above the optimum moisture content value as determined by the standard Proctor test at the time of placement and compaction

Moisture Content Cohesive Soils with PI of 25 to 34

At least 2 percentage points above the optimum moisture content value as determined by the standard Proctor test at the time of placement and compaction

Moisture Content Cohesive Soils with PI of 18 to 24

Above the optimum moisture content value as determined by the standard Proctor test at the time of placement and compaction

Moisture Content Cohesive Soils with PI less than 18

No drier than 2 percentage points below the optimum moisture content value as determined by the standard Proctor test at the time of placement and compaction

Moisture Content Granular Material 2 Workable moisture levels

1. We recommend the moisture content and compaction be determined for each lift of engineered fill during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. The zone of fill compacted to meet these criteria should cover the building addition footprint.

2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill material pumping.

Grading and Drainage

All grades must provide effective drainage away from the building addition during and after construction and should be maintained throughout the life of the structure. Water retained next to the building addition can result in soil movements greater than those discussed in this report.

Greater movements can result in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto pavement or splash blocks at a distance of at least 10 feet from the building addition.

Exposed ground should be sloped and maintained at a minimum 5% away from the building addition for at least 10 feet beyond the perimeter of the building addition. Locally, flatter grades may be necessary to transition ADA access requirements for flatwork. After building addition construction and landscaping have been completed, final grades should be verified to document effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted, as necessary, as part of the structure’s maintenance program. Where

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Earthwork Construction Considerations

It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. These soils could become unstable with typical earthwork and construction traffic, especially after precipitation events. Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of floor slabs. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrade or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed, or these materials should be scarified, moisture conditioned, and recompacted prior to floor slab and pavement construction and observed by Terracon.

Surface water should not be allowed to pond on the site and soak into the soil during construction.

Construction staging should provide drainage of surface water and precipitation away from the building addition area. Any water that collects over or adjacent to construction areas should be promptly removed, along with any softened or disturbed soils. Surface water control in the form of sloping surfaces, drainage ditches and trenches, and sump pits and pumps will be important to avoid ponding and associated delays due to precipitation and seepage.

Based on our understanding of the proposed building addition, we do not expect groundwater to adversely affect construction. If groundwater is encountered during construction, some form of temporary or permanent dewatering may be required. Conventional dewatering methods, such as pumping from sumps, should likely be adequate for temporary removal of any groundwater encountered during excavation at the site.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, state, and federal safety regulations. The contractor should be aware that slope height, slope inclination, and excavation depth should in no instance exceed those specified by these safety regulations. Flatter slopes than those dictated by these regulations may be required depending upon the soil conditions encountered and other external factors. These regulations are strictly enforced and if they are not followed, the owner, contractor, and/or earthwork and utility subcontractor could be liable and subject to substantial penalties.

Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred.

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Fill Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.

Monitoring should include documentation of adequate removal of vegetation and topsoil, proof-rolling and mitigation of areas delineated by a failing proofroll.

The exposed subgrade and each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the geotechnical engineer’s representative prior to placement of additional lifts. We recommend that each lift of fill be tested for density and moisture content at a frequency of at least one test for every 100 square feet of compacted fill in the generator/cabinet floor slab areas and one test for every 1000 square feet of compacted fill in the access drive/compound areas. We recommend at least one density and moisture content test for every 50 linear feet of compacted utility trench backfill.

SHALLOW FOUNDATIONS

In our opinion, the proposed building addition can be supported by a shallow, spread footing foundation system bearing on newly constructed compacted structural fill prepared in accordance with the requirements noted in the Earthwork section of this report or suitable native materials consisting of stiff clays. Design recommendations for shallow foundations are presented in the following paragraphs.

Design Recommendations and Parameters

Item Column Continuous

Net Allowable Bearing pressure 1 on newly constructed compacted structural fill 2 and/or suitable native materials

3,000 psf 3,000 psf

Minimum footing width 30 inches 12 inches (trenched) 16 inches (formed)

Minimum embedment below finished grade for frost protection N/A N/A

Estimated Total Settlement 3 <1 inch <1 inch

Estimated Differential Settlement 3 <¾ inch between columns <¾ inch over 40 feet

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Continued:

1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft materials, if encountered, will be undercut and replaced with engineered fill.

2. All new engineered fill beneath footings should be constructed as recommended in Fill Compaction Requirements of the Earthwork section of this report.

3. The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality of the earthwork operations. The above settlement estimates have assumed that the maximum loads stated previously in the Project Description section of this report will not be exceeded.

Foundation Construction Considerations

The footing excavations should be evaluated under the direction of the Terracon Geotechnical Engineer. The base of all foundation excavations should be free of water and loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Should the materials at bearing level become excessively dry, disturbed or saturated, or frozen, the affected soil should be removed prior to placing concrete. Consider placing a lean concrete mud-mat over the bearing materials if the excavations must remain open over night or for an extended time.

Regarding construction of footings, we generally anticipate that material suitable for support of the design bearing pressure will be present at the base of the footings. However, there is a possibility that isolated zones of soft native materials or low density fill or could be encountered below footing bearing level, even though field density tests are expected to be performed during fill placement operations. Therefore, we recommend that the geotechnical engineer of record be retained to observe, test, and evaluate the soil foundation bearing prior to placing reinforcing steel and concrete to determine if additional footing excavation depth is needed.

If unsuitable bearing materials are encountered in footing excavations, the excavations should be extended deeper to suitable materials and the footings could bear directly on these materials at the lower level or on lean concrete backfill placed in the excavations. As an alternative an overexcavation and backfill procedure could be utilized wherein the foundation could bear on properly compacted backfill extending down to suitable materials. The overexcavation for compacted backfill placement should extend laterally beyond the edges of the footing in all directions at least 8 inches per foot of overexcavation depth below design bearing level. The overexcavation should then be backfilled up to the footing base elevation with approved well-graded granular material constructed as described in section Compaction Requirements of the Earthwork section of this report.

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Care should be taken during construction not to disturb the materials beneath the existing foundations. Some overlap of stresses between the new and existing footings will occur if the two foundation systems abut each other possibly causing some movement of the existing footings and supported structure. To reduce this overlap of stresses between the new and existing footings we recommend maintaining a clear distance between the edge of the new and existing footings at least equal to one-half the width of the new footings. Connections between the new and existing structures should accommodate some movement between the addition and adjoining existing building.

FLOOR SLABS

Building Pad Subgrade Preparation

In addition to providing a subgrade suitable from a strength perspective as addressed in the Earthwork section of this report, a factor affecting floor slab performance is the potential for the subgrade materials to shrink/swell due to variations in moisture content. Typically, some increase in the floor slab subgrade moisture content will occur because of gradual accumulation of capillary moisture, which would otherwise evaporate if the floor slab had not been constructed. A soil’s swell potential is dependent primarily on its plasticity, and moisture content. The confining pressure provided by the weight of the floor slab and the overburden pressure (including the fill required to develop design grade) also effect swell potential. Subgrade materials with higher plasticity and lower moisture content and confining pressure, generally have greater swell potential.

The near-surface native materials encountered in our borings have high plasticity and were generally in a relatively moist condition at the time of our subsurface exploration. Based on a method of analyses that uses Atterberg limits values, total unit weight, and our experience with similar materials, we estimated a potential vertical rise (PVR) greater than 2 inches. In our opinion, this amount of potential vertical rise could cause excessive heave of floor slabs. This potential to swell could increase if further drying occurs prior to, or during, construction. To reduce the swell potential to a relatively small amount, less than about one inch, we recommend that at least the upper 24 inches of subgrade materials below the floor slab be low volume change (LVC) material that we describe in detail in Fill Material Types of the Earthwork section of this report.

Because we expect that the high plasticity materials could have greater swell potential if they are drier at the start of construction than they were at the time the borings were performed, constructing a 24-inch thick LVC zone may not be adequate to limit floor slab heave to a small amount. Therefore, we recommend that Terracon evaluate the material within at least 30 inches of the bottom of the LVC zone just prior to placement of any additional fill (see Building Subgrade Preparation Diagram below). Where the existing materials within this depth range at the start of construction are drier than the minimum moisture requirements stated in Fill Compaction

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Requirements of the Earthwork section of this report, we recommend corrective procedures be implemented. These procedures would include over-excavating if dry materials are present and either uniformly increasing their moisture content to the minimum moisture contents stated in Fill Compaction Requirements of the Earthwork section of this report and reworking/recompacting the soil in lifts or replacing them with LVC material. If LVC material is used to replace the dried materials, it should be placed at the moisture content values described in Fill Compaction Requirements of the Earthwork section of this report.

Note: Presently the near surface materials are typically relatively moist. Also, remove and replace unsuitable materials including uncontrolled existing fill that may extend to greater depths than shown in the above diagrams.

Prior to placing additional areal fill where moisture conditioning (as described above) is not needed, we recommend the upper 6 inches of exposed subgrade be scarified and recompacted to the compaction requirements and at the moisture contents stated in Fill Compaction Requirements in the Earthwork section of this report.

Low Volume Change Zone

As stated previously, we recommend the upper 24 inches of material directly below the floor slabs be LVC material. This is primarily to help protect the newly placed fill from moisture fluctuations during construction and provide a layer of soil that will not experience significant volume change as the moisture content fluctuates.

By our definition, LVC materials have a liquid limit (LL) less than 40 and a plasticity index (PI) of at least 5, but less than 15. LVC materials that meet this requirement may include granular soils (such as limestone/concrete screenings or clayey sand) or possibly silty, sandy or lean clays, although laboratory testing of prospective LVC materials proposed for use by the contractor should be conducted to confirm their suitability prior to bidding/construction. Cohesive LVC soils

DRY SUBGRADE CONDITION MOIST SUBGRADE CONDITION

Finished Floor Elevation Finished Floor Elevation Finished Subgrade Elevation Finished Subgrade Elevation

Concrete Floor Slab Concrete Floor Slab Granular Capillary Cutoff/Leveling Course Granular Capillary Cutoff/Leveling Course

24 Inches LOW VOLUME CHANGE (LVC) Material LOW VOLUME CHANGE (LVC) Material (see report for details) 24 Inches (see report for details)

30 Inches

Low Volume Change (LVC) Material Or 6 Inches Subgrade: Scarify, Moisture-Condition, And

54 Inches Reworked Native Clays Compact In Place 24 Inches (See Report For Recommended

Moisture and Density)

24 Inches If The Evaluation Indicates That These Soils

6 Inches Subgrade: Scarify, Moisture-Condition, And Are Sufficiently Moist, Then Moisture- Compact In Place -Conditioning Of These Soils Is Not Required

BUILDING SUBGRADE PREPARATION DIAGRAM (NOT TO SCALE)

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If cohesive material meeting the above criteria cannot be readily obtained, an LVC soil may be developed with the onsite materials by modifying them with hydrated lime, Class C fly ash, cement/cement slurry, or possibly Cement Kiln Dust (CKD) although using the dry agents may result in objectionable dusting problems. A lime slurry or cement slurry application (or the use of granular LVC materials) would reduce the dusting problems. It has been our experience that some CKD products have excessively high sulfate contents that would react adversely when causing undesirable swell and heave. When CKD is considered, we recommend that a recent chemical laboratory analysis is submitted to us for review prior to approval of the CKD product. Because of the potentially deleterious heave that could result if hydrated lime is used to modify shale or soil that contains sulfates, such as gypsum zones or seams, we recommend that shale or overlying soil above the shale not be modified with hydrated lime unless extensive additional laboratory and field testing is performed to determine if excessive sulfates are present and if they would react adversely with the hydrated lime.

For clay materials, it has been our experience that hydrated lime contents of 4% to 6%, cement/cement slurry contents of 5% to 6%, CKD contents of 6% to 8%, or Class C fly ash contents of 14% to 16, based on the dry weight of the soil, would typically be required to appreciably reduce the shrink/swell characteristics of clayey soils not meeting the previously described plasticity requirements for LVC materials. A more precise application rate should be developed based on additional laboratory testing. Recognized guidelines such as those specified by KDOT or City of Wichita (including minimum mixing temperatures) should be followed during the mixing and construction of the fly ash- or lime-modified subgrade. A lime/cement slurry application or the use of a granular LVC material may reduce the dusting problems that could occur with subgrade modification using dry products. Soils mixed with Class C fly ash should be compacted within 2 hours following blending operations.

The LVC soils should be placed in lifts not exceeding 9 inches in loose thickness and compacted to at least 95%, but not more than 100%, of maximum dry density. Cohesive soils should be placed and maintained at moisture contents not less than 2 percentage points below their optimum moisture content. Granular soils should be placed at workable moisture content. If lime-or fly ash-modified soils are used, they should be placed and maintained at moisture contents above their optimum moisture content.

Cohesive LVC materials can be swell susceptible if allowed to dry before constructing the floor slab; therefore, it is important that the recommended moisture content of the cohesive LVC material be maintained. As a check, we recommend the subgrade moisture content be evaluated about 3 to 4 days before placing concrete. If drying of the subgrade materials has occurred at this time, measures should be taken to increase the moisture content of the subgrade soils before

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We suggest constructing the upper 4 to 6 inches of the LVC zone using crushed limestone silty gravel similar to KDOT AB-3-Type material to reduce the above stated swell potential associated with cohesive LVC materials or on-site soils that are allowed to dry excessively. This granular zone would reduce the moisture fluctuations in the bottom portion of the LVC zone and, also provide a more stable working surface during construction following inclement weather

Floor Slab Construction Considerations

We recommend that all HVAC supply/return ducts be above floor level as air-flow and heat transfer through these ducts can cause substantial post-construction drying and shrinkage of clay subgrade and result in severe floor slab/interior wall distress.

The use of a vapor retarder should be considered beneath concrete slabs on grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder.

Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other construction objectives, our experience indicates differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the length of the structural dowels. The Structural Engineer should account for potential differential.

GENERAL COMMENTS

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur across the site or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of

May 21, 2021 ■ Terracon Project No. 01215004

Responsive ■ Resourceful ■ Reliable 14 pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client.

Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing.

Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

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FIGURES

Contents:

GeoModel

1,341

1,342

1,343

1,344

1,345

1,346

1,347

1,348

1,349

1,350

1,351

1,352

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(f ee t)

New Building 26 at Robert J. Dole VA Medical Center Wichita, KS Terracon Project No. 01215004

Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project.

Numbers adjacent to soil column indicate depth below ground surface.

NOTES:

B26-1 B26-2

GEOMODEL

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

LEGEND

Topsoil

Fill

Highly Weathered Shale

Model Layer General DescriptionLayer Name coarse grained, with clay and sand seams in some areas1 highly weathered2

Fill: Sand, Fat Clay

Shale

ATTACHMENTS

May 21, 2021 ■ Terracon Project No. 01215004

Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2

EXPLORATION AND TESTING PROCEDURES

Field Exploration

Boring Layout and Elevations: Terracon’s drill crew used a hand-held GPS unit to establish our boring locations in the field at the locations we were provided and indicated on our Exploration Plan. The ground surface elevations indicated on the boring logs are approximate and were obtained from Google Earth. Consider the approximate locations and ground surface elevations of the borings accurate only to the degree implied by these methods.

Subsurface Exploration Procedures: Hand auger boring procedures were used to advance the borings. Representative samples of the underlying materials were obtained by driving sharpened thin-walled steel tubes and by collecting auger cuttings at periodic depth intervals. The samples were sealed at the site and returned to our laboratory for testing and classification.

Our drill crew prepared boring logs in the field as part of the drilling operations. These boring logs include visual classifications of the materials encountered during drilling and the driller's interpretation of the subsurface conditions between samples. The final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in the laboratory.

May 21, 2021 ■ Terracon Project No. 01215004

Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2

Laboratory Testing

We tested the samples to determine their moisture contents. We estimated the unconfined compressive strength of the cohesive samples with a hand penetrometer. The hand penetrometer test values can be correlated with the unconfined compressive strengths and provide a better estimate of soil consistency than visual and tactual examination alone. In addition, we tested the thin-walled tube samples to determine their dry densities. We performed an Atterberg limits test on a representative portion of the near-surface materials to aid in classification and to evaluate their shrink/swell characteristics. The laboratory test results are provided on the boring log included in the Exploration Results section of the report.

An engineer examined the soil/rock samples in the laboratory as part of the testing program.

Based on the material’s texture and plasticity, we described and classified the soil samples in accordance with our General Notes and the Unified Soil Classification System, respectively. The estimated group symbols using the Unified Soil Classification System are shown in the appropriate column on the boring logs. Rock descriptions are according to Sedimentary Rock Classification and have been estimated from disturbed samples. Observation of core samples and petrographic analysis may reveal other rock types. We are including our General Notes, a brief description of the Unified System, and a description of Sedimentary Rock Classification in the Supporting Information section of the report.

https://terracon4-my.sharepoint.com/personal/craraujo_terracon_com/Documents/Desktop/01205218.docx#ExplorationResults https://terracon4-my.sharepoint.com/personal/craraujo_terracon_com/Documents/Desktop/01205218.docx#SupportingInformation

SITE LOCATION AND EXPLORATION PLANS

Contents:

Site Location Plan Exploration Plan

Note: All attachments are one page unless noted above.

SITE LOCATION

May 21, 2021 ■ Terracon Project No. 01215004

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SITE LOCA TION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION PLAN

May 21, 2021 ■ Terracon Project No. 01215004

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EXPLORATION P LAN

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION RESULTS

Boring Logs B26-1 through B26-2

(HP)

(HP)

(HP)

(HP)

21.3

17.5

27.6

28.5

Organic topsoil approximately 4" thick FILL - FAT CLAY , trace gravel, dark brown

FILL - SAND , with clay, coarse grained, brown

SHALE, olive gray, highly weathered

Boring Terminated at 10 Feet

0.3

1.5

6.0

10.0

1350.5

1349.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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ATTERBERG

LIMITS

LL-PL-PI

LOCATION See Exploration Plan

Latitude: 37.6817° Longitude: -97.2755°

G R

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DEPTH ELEVATION (Ft.)

Surface Elev.: 1351 (Ft.)

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with bentonite chips upon completion.

Notes:

Project No.: 01215004

Drill Rig: 746

BORING LOG NO. B26-1

H2B IncCLIENT:

Tempe, AZ

Driller: AT/OS

Boring Completed: 02-23-2021

PROJECT: New Building 26 at Robert J. Dole VA Medical Center

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

5500 E Kellogg Ave Wichita, KS

SITE:

Boring Started: 02-23-2021

1815 S Eisenhower St Wichita, KS

WATER LEVEL OBSERVATIONS

No free water observed

S A

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(HP)

(HP)

(HP)

(HP)

(HP)

22.9

30.4

28.0

33.7

26.5

67-31-36

Organic topsoil approximately 4" thick FILL - FAT CLAY , with sand seams, dark brown to brown

SHALE, olive gray, highly weathered

Boring Terminated at 10 Feet

0.3

2.0

10.0

1350.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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ATTERBERG

LIMITS

LL-PL-PI

LOCATION See Exploration Plan

Latitude: 37.6816° Longitude: -97.2755°

G R

A P

H

IC

L O

G

M O

D E

L

LA

Y E

R

DEPTH ELEVATION (Ft.)

Surface Elev.: 1351 (Ft.)

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with bentonite chips upon completion.

Notes:

Project No.: 01215004

Drill Rig: 746

BORING LOG NO. B26-2

H2B IncCLIENT:

Tempe, AZ

Driller: AT/OS

Boring Completed: 02-23-2021

PROJECT: New Building 26 at Robert J. Dole VA Medical Center

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

5500 E Kellogg Ave Wichita, KS

SITE:

Boring Started: 02-23-2021

1815 S Eisenhower St Wichita, KS

WATER LEVEL OBSERVATIONS

No free water observed

S A

M P

LE

T

Y P

E

SUPPORTING INFORMATION

General Notes Unified Soil Classification System Description of Rock Properties

New Building 26 at Robert J. Dole VA Medical Center Wichita, KS Terracon Project No. 01215004

500 to 1,000

> 8,000

4,000 to 8,000

2,000 to 4,000

1,000 to 2,000 less than 500

Unconfined Compressive Strength Qu, (psf)

Auger Cuttings

Shelby Tube

Split Spoon

N

(HP)

(T)

(DCP)

UC

(PID)

(OVA)

Standard Penetration Test Resistance (Blows/Ft.)

Hand Penetrometer

Torvane

Dynamic Cone Penetrometer

Unconfined Compressive Strength

Photo-Ionization Detector

Organic Vapor Analyzer

SAMPLING WATER LEVEL FIELD TESTS

GENERAL NOTES

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

Water Initially Encountered

Water Level After a Specified Period of Time

Water Level After a Specified Period of Time

Cave In Encountered

Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project.