Geotech report.pdf

6EPORT COVER PAGE

Geotechnical Engineering Report

Indian Health Services Duplex Project – Fort Thompson Fort Thompson, South Dakota

May 18, 2022 Terracon Project No. 24215084A

Prepared for:

Short Elliott Hendrickson, Inc.

Pueblo, Colorado

Prepared by:

Terracon Consultants, Inc.

Cheyenne, Wyoming

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REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

SHALLOW FOUNDATIONS

FLOOR SLABS

SEISMIC CONSIDERATIONS

CORROSIVITY

LATERAL EARTH PRESSURES

GENERAL COMMENTS

FIGURES

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.

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INTRODUCTION

Geotechnical Engineering Report Indian Health Services Duplex Project Fort Thompson

Fort Thompson Site Fort Thompson, South Dakota

Terracon Project No. 24215084A May 18, 2022

INTRODUCTION

A geotechnical engineering report has been completed for the proposed Indian Health Services Duplex Project Fort Thompson to be located near 1411 IHS Drive in Fort Thompson, South Dakota.

Four (4) borings, designated FT-1 through FT-4, were performed to depths of about 20.5 feet below existing ground surface within the proposed duplex structure footprint. Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively.

Boring logs and laboratory testing data are included in the Exploration Results section of this report.

The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

Subsurface soil conditions Foundation design and construction

Groundwater conditions Floor system design and construction

Site preparation and earthwork Seismic site classification

Excavation considerations Lateral earth pressures

The recommendations contained in this report are based on the results of field and laboratory testing, engineering analyses, experience with similar soil conditions and structures, and our understanding of the proposed project.

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 Fort Thompson site is located near 1411 IHS Drive in Fort Thompson, South Dakota. Approximate coordinates near the center of the site are 44.0643º N latitude, 99.4392º W longitude. See Site Location.

Existing Improvements

The site is located in undeveloped areas. Existing housing developments are present to the east of the site.

Indian Health Services Duplex Project Fort Thompson Fort Thompson, South Dakota May 18, 2022 Terracon Project No. 24215084A

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Item Description

Current Ground Cover

The site was covered with grasses and weeds.

Existing Topography Relatively level

PROJECT DESCRIPTION

Our initial understanding of the project was provided in our proposal and was discussed during project planning, and our final understanding of the project conditions is as follows:

Item Description

Information Provided

The following documents were provided.

Statement of A&E Services Design for Duplex Buildings and Site Locations prepared by Indian Health Services dated October 2021

RFP addressed to SEH prepared by Indian Health Services dated November 8, 2021

Staff Housing Units Ft. Thompson South Dakota Site Utilities Plan prepared by Cooper Consultants, Inc. dated August 21, 1987

Duplex Floor Plan (no preparer signature, no date)

Sketches of proposed building locations for the site

Project Description The project includes construction of new duplex structures (buildings) utilized as staff quarters.

Proposed Structure We understand the proposed duplex buildings are planned to consist of two-stories and include a crawlspace or basement. Maximum building footprints are anticipated to be 1,800 square feet.

Building Construction We expect the buildings will be of wood- or steel-framed construction supported on shallow, reinforced concrete, spread footing foundations with a slab-on-grade floor.

Finished Floor Elevation

Based on existing development near the sites, we assume finished floor elevation will be near (or within 2 feet of) existing ground surface elevations.

Assumed Maximum Loads

Foundation loading information was not available at the time of this report preparation. However, based on our understanding of the project, we assume relatively light foundation loads as follows.

Columns: 30 kips

Walls: 2 kips per linear foot (klf)

Slabs: 100 pounds per square foot (psf)

Grading Based on the anticipated topography, we assume maximum cuts/fills on the order of about 1 to 2 feet may be required to develop final grades.

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Item Description

Below-Grade Structures

We understand a crawlspace or basement is planned for the buildings.

If project information or assumptions vary from what is described above or if location of construction changes, we should be contacted as soon as possible to confirm and/or modify our recommendations accordingly.

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 Vegetative Soil About 6 to 8 inches of root penetration.

2 Sand

Loose to dense, sand with varying amounts of silt and gravel.

Clayey sand encountered in boring FT-1. Fine to coarse grained. Brown to dark brown.

3 Clay Soft to medium stiff, clay with varying amounts of fine to medium grained sand. Dark brown to brown.

As noted in General Comments, this characterization is based upon widely spaced exploration points across the site, and variations are likely.

Groundwater

The boreholes were observed while drilling and shortly after completion for the presence and level of groundwater. Groundwater was not observed in any of the borings while drilling, or for the short duration the borings were allowed to remain open. This does not necessarily mean the borings terminated above groundwater. Due to the low permeability of the soils encountered in the borings, a relatively long period of time may be necessary for a groundwater level to develop and stabilize in a borehole. Long-term observations in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels in materials of this type. Groundwater

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Responsive Resourceful Reliable 4 is not expected to affect shallow foundation construction at this site. Due to safety concerns, soil borings were backfilled upon completion of drilling activities and subsequent groundwater measurements were not obtained. The water levels observed in the boreholes can be found on the boring logs in Exploration Results.

The observations represent short-term groundwater conditions at the time of field exploration, and may not be indicative of other times, or at other locations. Groundwater levels can and should be expected to fluctuate in response to site development, irrigation demands adjacent to the streets and with varying seasonal and weather conditions. Therefore, groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the boring logs. Seasonal fluctuations on the order of 2 to 3 feet are not uncommon; greater fluctuations are possible during extreme events.

GEOTECHNICAL OVERVIEW

Based on geotechnical conditions encountered in our test borings, the site appears suitable for the proposed construction from a geotechnical point of view provided certain precautions and design and construction recommendations presented in this report are followed. We have identified geotechnical conditions that could impact design, construction and performance of the building and other site improvements. These include low strength soils/subgrade stability with elevated moisture content near the building footprint. These conditions will require particular attention in project planning, design and during construction and are discussed in greater detail in the following sections.

Low Strength Soils/Subgrade Stability

Based on our boring and laboratory data, some of the native clayey sand and sandy lean clay soils encountered generally exhibit comparatively low relative density and strength and elevated in-place moisture contents. Penetration resistance measurements at our boring locations indicate these soils exhibit very loose to loose relative densities and soft to medium stiff consistencies.

Consequently, the native soils are expected to deflect and deform (pump) and create subgrade stability issues during site preparation. After removal of the vegetative soils, the contractor should expect unstable subgrades that will need to be stabilized prior to construction. Terracon recommends a contingency be provided in the construction budget to stabilize and correct weak/unstable subgrade. Further discussion regarding subgrade stabilization is presented in the Earthwork section of this report.

It appears feasible to support some of the buildings/structures on conventional footings and/or mat/slab foundations bearing on suitable native soils or newly placed engineered fill. However, the native soils will be easily disturbed by construction activities and may not provide a suitable working surface. To help reduce disturbance of the subgrade due to construction equipment and provide positive support of shallow footing and mat foundations, lower strength native soils may need to be

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Responsive Resourceful Reliable 5 removed from below the proposed shallow footing and/or mat foundations. The resulting excavations should be brought to final grade with engineered fill placed and compacted as recommended in this report.

The site soils could become unstable with typical earthwork and construction traffic, especially after precipitation events. Effective site drainage should be completed early in the construction sequence and maintained after construction to avoid potential strength and/or stability issues. If possible, the grading should be performed during the warmer and drier time of the year. If grading is performed during the spring or winter months or wet periods, an increased risk for possible undercutting and replacement of unstable subgrade will persist.

EARTHWORK

The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include documentation of the adequate removal of existing vegetative soils, observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project.

Site Preparation

Site preparation should commence with removal of existing vegetation, topsoil and any loose, soft, or otherwise unsuitable material from the proposed construction areas. Stripped materials consisting of vegetation and organic materials should be wasted from the site or used to re-vegetate landscaped areas (if any) after completion of grading operations.

Although evidence of existing fills or underground facilities, such as utilities, was not observed during the site reconnaissance, such features could be encountered during construction. If unexpected fills or underground facilities are encountered, such features should be removed, and the excavation thoroughly cleaned. Terracon should observe the excavation prior to backfill placement and/or construction.

Exposed surfaces should be free of mounds and depressions that could prevent uniform compaction. Following completion of stripping and rough grading but prior to placement of new fill, the exposed ground should be scarified, moisture conditioned as needed and re-compacted.

The subgrade should then be proof rolled to help delineate weak or disturbed areas at or near the ground surface. Unsuitable areas should be improved by moisture adjustment and compaction or by undercutting and placement of suitable compacted fill.

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Fill Material Types

On-site soils free of organics, debris and any other unsuitable materials or low volume change import materials approved by Terracon may be used as fill/backfill material on the site. In general, imported materials meeting the properties presented below should be acceptable for use. Other import fill material types may be suitable for use depending upon proposed application and location. However, imported soils should be evaluated and approved by the geotechnical engineer prior to delivery to the site.

Gradation/Property Percent Finer by Weight

(ASTM C136)

3-inch 100

No. 4 Sieve 30 to 100

No. 200 Sieve 50 (max.)

Liquid Limit (LL) 30 (max.)

Plasticity Index (PI) 15 (max.)

The sandy lean clay soils encountered in three out of four borings at the site are prone to volume change with changes in moisture level. We recommend shallow foundations and floor slabs be supported on at least 24 inches of low volume change (LVC) material, such as low plasticity clay or well-graded crushed stone aggregate. Placement of a layer of LVC material below shallow foundations and slabs, as recommended in this report, will not eliminate all future subgrade volume change and resultant floor slab movements. However, use of an LVC zone should reduce the potential for subgrade volume change. For additional recommendations, please see Fill Compaction Requirements, Shallow Foundations and Floor Slabs sections.

Fill Compaction Requirements

Structural and general fill/backfill should meet the following compaction requirements.

Item Description

Fill lift thickness

9 inches or less in loose thickness when heavy, self-propelled compaction equipment is used

4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used

Minimum Compaction requirements1 At least 95% of the standard Proctor maximum dry density (ASTM D698)

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Item Description

Moisture content onsite clay soils2,3 -1 to +3% of the optimum moisture content as determined by the standard Proctor test

Moisture content onsite sand soils or low plasticity clayey soils or LVC materials or imported soils 2

-2 to +2% of the optimum moisture content as determined by the standard Proctor test

1. Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. A construction disc or other suitable processing equipment will be needed to thoroughly process the materials and to aid in achieving uniform moisture content throughout the fill.

2. The contractor should expect some moisture adjustment and processing of the site soils or import materials will be needed prior to or during compaction operations.

3. Moisture conditioned cohesive soils should not be allowed to dry out. A loss of moisture within these materials could result in undesirable movements.

4. Care should be taken during the fill placement process to avoid zones of dissimilar fill. Improvements constructed over varying fill types are at a higher risk of differential movement compared to improvements over a uniform fill zone.

Excavation and Utility Trench Construction

We anticipate excavations up to about 5 to 7 feet may be necessary for utility trench construction.

We believe the soils encountered in our exploratory borings can be excavated with conventional excavation equipment.

Trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. Trench backfill should consist of the on-site soils free of organic matter or approved imported materials. Trench backfill should be placed and compacted as described under Fill Compaction Requirements. It is strongly recommended a representative of the geotechnical engineer provide full-time observation and compaction testing of trench backfill within the building area.

Underground piping within or near the proposed building footprint should be designed and constructed so deviations in alignment do not result in breakage or distress. Utility knockouts in grade beams should be oversized to accommodate differential movements.

The individual contractor(s) is responsible for designing and constructing stable, temporary excavations in order to maintain stability of excavation sides and bottom as well as any adjacent improvements. Excavations should be sloped or shored in the interest of safety following local and federal regulations, including current Occupational Safety and Health Administration (OSHA) excavation and trench safety standards. As a safety measure, it is suggested vehicles and soil

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Responsive Resourceful Reliable 8 piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. Exposed slope faces should be protected against the elements.

The soils to be penetrated by the proposed excavations may vary significantly across the site.

The soil classifications are based solely on the materials encountered in widely spaced exploratory test borings. The contractor should verify similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions.

Grading and Drainage

Proper drainage and surface water management is important to the performance of foundations, floor slabs, and other site improvements. The following recommendations are considered good practice for any site and should be implemented where applicable and/or to the extent possible.

Grades must be adjusted to provide positive drainage away from the building and other site improvements during construction and maintained throughout the life of the proposed facility.

Infiltration of water into utility or foundation excavations must be prevented during construction.

Landscaped irrigation adjacent to the foundation system should be minimized. Plants placed close to foundation walls should be limited to those with low moisture requirements. The importance of proper irrigation practices cannot be over emphasized. Irrigation should be limited to the minimum amount needed to maintain vegetation; application of more water will increase likelihood of slab and foundation movements in excess of those described in this report.

We recommend constructing slopes of about 6 inches in the first 10 feet (5 percent slope) in landscaped areas around the building, where practical. The ground surface should be sloped in such a manner that water will not pond between or adjacent to structures and other site improvements. Concrete curbs an considered to promote proper drainage.

Backfill against foundations, exterior walls and in utility and sprinkler line trenches should be well compacted and free of organics and construction debris to reduce moisture infiltration. We recommend exterior foundation wall backfill consist of on-site clayey soils or approved import materials to reduce infiltration and conveyance of surface water through the backfill. Some settlement of wall backfill should be expected even if properly compacted. Areas where backfill has settled should be repaired and re-graded immediately to maintain proper slope away from the foundation.

Flatwork will be subject to post construction movement. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. Where paving or flatwork

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Responsive Resourceful Reliable 9 abuts the structure, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water.

Planters located adjacent to the structure (if any) should be self-contained. Sprinkler mains and spray heads should not be installed or allowed to discharge within 5 feet of foundation walls. Roof drains should be extended away from the structure well beyond the limits of the backfill zone through the use of splash blocks or downspout extensions. Downspouts and extensions should be monitored and maintained in good working condition. Generally speaking, downspouts should not be buried and extended below grade, as these systems can be difficult to monitor and maintain.

Water permitted to pond near or adjacent to the perimeter of the structure (either during or post-construction) can result in higher soil movements than those discussed in this report. As a result, estimations of potential movement described in this report cannot be relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate the fill and/or subgrade.

After building construction and prior to project completion, we recommend verification of final grading be performed to document that positive drainage, as described in this section, has been achieved. Maintenance of surface drainage is imperative subsequent to construction and becomes the responsibility of the owner.

Earthwork Construction Considerations

As discussed in the Geotechnical Overview section above, the native clayey sand and sandy lean clay soils encountered generally exhibit comparatively low relative density and strength.

Penetration resistance measurements at our boring locations indicate these soils exhibit very loose to soft relative density/consistency. Consequently, the native soils are expected to deflect and deform (pump) and create subgrade stability issues during site preparation. After removal of the vegetative soils, the contractor should expect unstable subgrades that will need to be stabilized prior to construction. Terracon recommends a contingency be provided in the construction budget to stabilize and correct weak/unstable subgrade.

If unstable ground conditions develop during earthwork or subgrade preparation, some method of soil improvement or stabilization will be needed prior to construction of foundations and floor slabs. There are a number of stabilization methods that can be used to improve the subgrade and depend, in part, on the extent and severity of the unstable soils exposed during construction as well as other factors. For isolated or small areas requiring stabilization, moisture conditioning and recompaction or mechanical stabilization with granular materials and/or geosynthetics may be effective. If large areas require stabilization, chemical treatment of the soils may be a more effective alternative. In any event, we feel the appropriate method and level of stabilization should be evaluated and can best be determined on a case-by-case basis during construction once the entire subgrade and overall conditions are exposed. We are available to provide specific stabilization recommendations during construction upon your request.

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Upon completion of site preparation, care should be taken to maintain the subgrade moisture content prior to construction of foundations and 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 subgrades 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 fill placement or foundation, and floor slab construction.

Construction Observation and Testing

The earthwork efforts should be monitored under the guidance of Terracon. Monitoring should include documentation of adequate removal of vegetation and topsoil, proof-rolling and mitigation of areas delineated by the proof-roll to require mitigation. Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved by the Geotechnical Engineer prior to placement of additional lifts.

In areas of foundation excavations, the bearing subgrade should be evaluated under the guidance of Terracon. In the event unanticipated conditions are encountered, we should prescribe mitigation options.

In addition to the documentation of the essential parameters necessary for construction, the continuation of Terracon into the construction phase of the project provides the continuity to maintain our evaluation of subsurface conditions, including assessing variations and associated design changes.

SHALLOW FOUNDATIONS

Based on the field exploration and laboratory test results and the type of construction planned, it is our opinion the proposed building can be supported on shallow spread footings bearing on approved native soils or properly compacted engineered fills, provided the site has been prepared in accordance with the Earthwork section of this report. Design criteria and construction recommendations for spread footings are presented in the following table and paragraphs.

Spread Footing Design Recommendations

Item Description

Bearing material 24 inches of LVC materials (low plasticity sandy lean clay soils, clayey sand, or well-graded crushed stone aggregate) or engineered fill

Maximum allowable soil bearing pressure 1 1,500 psf

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Item Description

Minimum dimensions Column Wall Footing

24 inches 18 inches

Minimum embedment below finished grade for frost protection 2 5 feet

Estimated post-construction movement based on assumed structural loads 3 About 1 inch

Ultimate passive pressure 4 295 psf/ft

Ultimate coefficient of sliding friction 4 0.33

1. The allowable soil bearing pressure applies to dead loads plus design live load conditions and is the maximum pressure that should be transmitted to the bearing soils in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes otherwise unsuitable bearing conditions, if encountered, will be undercut and replaced with properly compacted engineered fill.

2. For perimeter footings and footings beneath unheated areas. Interior column pads in heated areas should bear at least 18 inches below the adjacent grade (or the top of the floor slab) for confinement of the bearing materials and to develop the recommended bearing pressure.

3. Foundation movement will depend upon variations within the subsurface soil profile, structural loading conditions, embedment depth of footings, thickness of compacted fill, and the quality of the earthwork operations. Settlement estimates are based on the maximum allowable soil bearing pressure, assumed structural loads and resulting foundation geometry. If actual foundation loads vary significantly from those assumed, we should be contacted to review our recommendations. Additional foundation movements could occur if surface water infiltrates the foundation soils; therefore, proper drainage away from the foundation system should be provided in the final design, during construction and maintained throughout the life of the structure.

4. The sides of the excavation for spread footings must be nearly vertical and the concrete should be placed neat against these vertical faces or backfill must be compacted to at least 95 percent of the standard Proctor maximum dry density for the passive earth pressure value to be valid. Passive pressure requires movement to generate the resistance and should only be used when movement is tolerable, and the soil is well compacted and will not be removed. The passive resistance and friction factor are ultimate values. As such, appropriate factors of safety should be applied.

Footings should be proportioned to reduce differential foundation movement. Proportioning on the basis of relative constant dead-load pressure can provide a means to reduce differential movement between adjacent footings. Foundations should be detailed and reinforced as necessary to reduce the potential for distress caused by differential foundation movement.

Spread Footing Construction Considerations

Where soils are loosened during excavation or in the forming process for footings, or if low-strength soils or otherwise unsuitable bearing conditions are present, they should be removed to minimum depths determined by the Geotechnical Engineer and the resulting excavation should be backfilled up to footing base elevation with approved fill material placed and compacted as

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Responsive Resourceful Reliable 12 described in the Earthwork section of this report. Over-excavation for structural fill placement below footings (if needed) should be conducted as shown below.

The base of foundation excavations should be free of water and loose soil prior to concrete placement. Concrete should be placed soon after subgrade preparation to reduce bearing soil disturbance. Should the soils at bearing level become excessively dry, disturbed or saturated, or frozen, the affected soil should be removed prior to placing concrete.

Completed foundation excavations should be observed and evaluated by a representative of Terracon well in advance of forming footings and placement of reinforcing steel to confirm satisfactory bearing materials are present and subsurface conditions are consistent with those encountered in our borings. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.

FLOOR SLABS

All slabs-on-grade undergo some movement. Provided the site has been prepared in accordance with the Geotechnical Overview and Earthwork sections of this report. We believe risk of movement is low for the soil conditions encountered on this site and estimate settlement of slabs-on-grade constructed on properly prepared subgrade to be less than 1 inch. Where slab movement cannot be accepted or must be reduced, we are available to discuss floor movement mitigation techniques upon your request.

As discussed in the Geotechnical Overview section, low strength soils with elevated moisture content were encountered near the building footprint. In order to provide more uniform support across the floor slab area, we recommend the floor slab be supported on at least 12 inches of clean imported granular material compacted as described in this report.

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Design Recommendations

Item Description

Floor slab support

At least 24 inches of LVC materials (low plasticity lean clay or well-graded crushed stone aggregate) including the upper 12 inches of material directly below the floor slab consisting of clean imported granular material. All soils containing organic material, where present, should be completely removed.

Modulus of subgrade reaction

For limited area loads or concentrated/point loads placed directly on slabs:

100 pounds per square inch per in (psi/in) for slabs supported on compacted subgrade consisting of the on-site clayey sand and sandy lean clay soils.

140 psi/in for slabs supported on at least 24 inches of LVC materials (low plasticity lean clay or well-graded crushed stone aggregate).

Slab thickness Slab reinforcement and thickness should be designed by a qualified engineer based on actual loads imposed and on intended slab use.

We recommend the following precautions be observed where slabs-on-grade are used. These precautions will not eliminate slab movement, but they tend to reduce damage when movement occurs. Additional floor slab design and construction recommendations are as follows:

Positive separations and/or isolation joints should be provided between slabs and foundations, columns or utility lines to allow free vertical movement. This detail can reduce cracking when movement of the slab occurs. As a precautionary measure, non-bearing partition walls placed on the floor slab (if any) should be designed and constructed to allow at least 1½ inches of free vertical movement.

Frequent control joints should be provided in slabs to control the location and extent of cracking in accordance with the American Concrete Institute (ACI). For additional recommendations refer to the ACI Design Manual.

The use of a vapor retarder should be considered beneath concrete slabs on grade that will be 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/barrier, 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/barrier.

Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1R are recommended.

Floor Slab Construction Considerations Fill/backfill placed beneath slabs and next to foundation walls should be moisture conditioned and compacted as described in the Earthwork section of this report. Soils loosened during excavation

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Responsive Resourceful Reliable 14 or other construction activities should be removed or recompacted as described in this report.

Floor slabs should not be constructed on frozen subgrade.

Once fill is placed and the subgrade is prepared, it is important measures be planned and taken to reduce drying of the near surface materials. If the fill dries excessively prior to construction, then it will be necessary to rework the upper, drier materials just prior to installing floor slabs.

We recommend the area underlying the floor slab be carefully evaluated within 24 hours before slab construction. Particular attention should be paid to areas of existing foundation wall backfill and where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the affected material with properly compacted fill. Floor slab subgrade areas should be moisture conditioned and properly compacted to the recommendations in this report about 24 hours before placement of the base and/or concrete. The subgrade should be re-evaluated and re-approved should concrete not be placed within this time frame or should the subgrade become disturbed after construction.

SEISMIC CONSIDERATIONS

The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure.

The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC).

Based on the soil properties encountered at the site and as described on the exploration logs and results, it is our professional opinion that the Seismic Site Classification is D. Subsurface explorations at this site were extended to a maximum depth of 20½ feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth.

CORROSIVITY

The values presented in the table below may be used to estimate potential corrosive characteristics of the on-site soils with respect to contact with the various underground materials which will be used for project construction.

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Corrosivity Test Results Summary

Boring Sample Depth (feet)

Soil Description

Sulfides (mg/kg)

Red-Ox Potential

(mV)

Soluble Sulfate (mg/kg)

Chlorides (mg/kg)

Electrical

Resistivity1

-cm) pH Total Salts

(mg/kg)

FT-2 1 to 6 Sandy Lean

Clay (CL) Nil +409 47 44 3,511 8.1 362

1. Test performed on saturated soil sample.

We recommend a certified corrosion engineer be employed to determine the need for corrosion protection and to design appropriate protective measures. The sulfate concentration measured in the sample was 47 mg/kg which equates to approximately 0.01 percent. Sulfate concentrations of less than 0.1 mg/kg indicate Class S0 exposure to sulfate attack for concrete in contact with the subsoils, according to the American Concrete Institute (ACI) Guide to Durable Concrete. For this level of sulfate concentrations, ACI indicates any type of cement can be used for concrete in contact with the subsoils.

Therefore, Type I Portland cement should be suitable for concrete on and below grade. However, if there is no, or minimal cost differential, use of Type II Portland cement (or equivalent) should be considered for additional sulfate resistance of construction concrete. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4.

LATERAL EARTH PRESSURES

We understand below-grade structures, such as a crawlspace or basement is planned for the buildings. The following sections provide recommendations and considerations for below-grade structures supporting unbalanced backfill levels. These values can also be used for lateral capacity analyses for drilled circular footings.

Design Parameters

Structures with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to values indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Two wall restraint conditions are shown in the diagram below. Active earth pressure is commonly used for design of free-standing cantilever retaining walls and assumes wall movement. The at-rest condition assumes no wall movement and is commonly used for basement walls, loading dock walls, or other walls restrained at the top. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls (unless stated).

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Lateral Earth Pressure Design Parameters

Earth Pressure

Condition 1 Coefficient for

Backfill Type2

Surcharge

Pressure 3, 4, 5 p1 (psf)

Effective Fluid Pressures (psf) 2, 4, 5

Unsaturated 6 Submerged 6

Active (Ka) Granular - 0.31

Fine Grained - 0.41

(0.31)S

(0.41)S

(40)H

(50)H

(80)H

(85)H

At-Rest (Ko) Granular - 0.47

Fine Grained - 0.58

(0.47)S

(0.58)S

(55)H

(70)H

(90)H

(95)H

Passive (Kp) Granular - 3.25

Fine Grained - 2.46

(390)H

(295)H

(250)H

(205)H

1. For active earth pressure, wall must rotate about base, with top lateral movements 0.002 H to 0.004 H, where H is wall height. For passive earth pressure, wall must move horizontally to mobilize resistance.

2. Uniform, horizontal backfill, compacted to at least 95% of the ASTM D 698 maximum dry density, rendering a maximum unit weight of 120 pcf.

3. Uniform surcharge, where S is surcharge pressure.

4. Loading from heavy compaction equipment is not included.

5. No safety factor is included in these values.

6. T ines in Subsurface Drainage for Below-Grade Walls below.

design.

Backfill placed against structures should consist of granular soils or low plasticity cohesive soils.

For the granular values to be valid, the granular backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively.

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Subsurface Drainage for Below-Grade Walls

A perforated rigid plastic drain line installed behind the base of walls and extended below adjacent grade is recommended to prevent hydrostatic loading on the walls. The invert of a drain line around a below-grade building area or exterior retaining wall should be placed near foundation bearing level. The drain line should be sloped to provide positive gravity drainage to daylight or to a sump pit and pump. The drain line should be surrounded by clean, free-draining granular material having less than 5% passing the No. 200 sieve, such as No. 57 aggregate. The free-draining aggregate should be encapsulated in a filter fabric. The granular fill should extend to within 2 feet of final grade, where it should be capped with compacted cohesive fill to reduce infiltration of surface water into the drain system.

As an alternative to free-draining granular fill, a pre-fabricated drainage structure may be used. A pre-fabricated drainage structure is a plastic drainage core or mesh which is covered with filter fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill.

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 between exploration point locations 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.

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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 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.

Responsive Resourceful Reliable

FIGURES

Contents:

GeoModel

V

ATTACHMENTS

Contents:

Exploration and Testing Procedures (2 pages) Site Location and Exploration Plan (2 pages) Exploration Results (8 pages) Supporting Information (2 pages)

Note: All attachments are one page unless noted above.

May 18, 2022 Terracon Project No. 24215084A

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EXPLORATION AND TESTING PROCEDURES

Field Exploration

Number & Designation of Borings

Boring Depth (feet) Planned Location

4 (FT-1 through FT-4) 20.5 Planned Building Areas

Boring Layout and Elevations: Terracon personnel provided the boring layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±20 feet) and relative ground surface temporary benchmark. If more precise boring layout and ground surface elevations are desired, we recommend the boring locations be surveyed.

Subsurface Exploration Procedures: Soil borings were advanced with a Mobile B-57 truck-mounted drilling rig using solid-stem, continuous-flight augers. Four samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. Soil sampling was performed using standard split-barrel procedures and a modified California barrel. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon was driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. For the modified California barrel sampling procedure, a 2½-inch outer diameter ring-lined sampler is used for sampling. Modified California barrel sampling procedures are similar to standard split-barrel sampling procedures; however, blow counts are typically recorded for 6-inch intervals for a total of 12 inches of penetration. Additionally, bulk samples of auger cuttings were obtained from boring FT-2 from about 1 to 6 feet below existing ground surface. Groundwater was not encountered during drilling and sampling. For safety purposes, all borings were backfilled with auger cuttings after completion of drilling.

The sampling depths, penetration distances, and other sampling information were recorded on the field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification by a Geotechnical Engineer. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the Geotechnical Engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory

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Laboratory Testing

Samples retrieved during the field exploration were returned to the laboratory for observation by the project Geotechnical Engineer and were visually classified in general accordance with the Unified Soil Classification System described in the Supporting Information section of this report.

After sample review by the Project Engineer, an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Following completion of the laboratory testing, the field and visual descriptions were confirmed or modified as necessary, and Boring Logs were prepared. These logs are presented in the Exploration Results section of this report.

Selected samples were tested for the following physical and/or engineering properties:

Moisture content Unit weight Atterberg limits Grain size analysis Swell/consolidation Corrosivity

Laboratory test results are indicated on the boring logs and are presented in depth in the Exploration Results section. The test results are used for the geotechnical engineering analyses and the development of earthwork, foundation, and floor slab recommendations. Laboratory tests are performed in general accordance with applicable local standards or other accepted standards.

Procedural standards noted in this report are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgement.

Descriptive classifications of the soils indicated on the boring logs are in accordance with the enclosed General Notes and the Unified Soil Classification System. Also shown are Unified Soil Classification Symbols. A brief description of this classification system as well as the General Notes can be found in the Supporting Information section. Classification was by visual-manual procedures.