SPS Renovation Geotechnical Report.pdf

Geotechnical Investigation

Steris Mobile SPD

VA Medical Center

Jackson, Mississippi

Prepared For

Husman Environmental & Construction

2660 Ridgewood Road, Suite 100

Jackson, Mississippi 39216

August 16, 2016

SOILTECH CONSULTANTS

Geotechnical Engineering

TABLE OF CONTENTS

Page

1.0 INTRODUCTION

1.1 Purpose and Scope

2.0 PROJECT INFORMATION

Proposed Construction Site Conditions/Development

3.0 FIELD INVESTIGATION

Soil Sampling Dynamic Cone Penetrometer Tests

4.0 LABORATORY TESTING

5.0 SUBSURFACE CONDITIONS

5.1 Geology

5.2 Generalized Soil Profiles

5.3 Groundwater

5.4 Corrosive Potential

6.0 GEOTECHNICAL CONSIDERATIONS

Expansive Clay Potential Vertical Rise (PVR) Site Development

7.0 SITE PREPARATION

7.1 Objectionable Materials

7.2 Mitigation of Expansive Clay (CH) and Uncontrolled Fill

7.3 Proof Rolling and Unstable Soils

7.4 Mitigation of Unstable Soils

Moisture Conditioning the In-Situ Soils Removal and Replacement

7.5 Structural Fill Materials

7.6 Excavations

7.7 Drainage

8.0 SHALLOW FOUNDATION DESIGN

8.1 Shallow Footing Bearing Pressure and Dimensions

9.0 BUILDING SLAB

10.0 CONSTRUCTION OBSERVATION AND DOCUMENTATION

11.0 REPORT LIMITATIONS

Figure 1 – Site Location Map Figure 2 – Boring Location Map Figure 3 – Generalized Soil Profile A-A’

Appendix A Graphical Soil Boring Logs Soil Classification Chart Table 1 – Summary of Laboratory Data Atterberg Limits Results DCP Test Results

Geotechnical Investigation Steris Mobile SPD VA Medical Center

Jackson, Mississippi

1.0 INTRODUCTION

Husman Environmental & Construction, LLC (HEC) is developing plans to construct the Steris Mobile SPS Unit site for the VA Medical Center in Jackson, Mississippi. A general location of the site is presented on Figure 1.

1.1 Purpose and Scope

The purposes of the investigation reported herein were as follows:

To determine soil and groundwater conditions in the proposed construction area.

To evaluate pertinent geotechnical engineering properties of the soils encountered.

After analyses of available field and laboratory data, to develop guideline recommendations related to site development, and foundation design and construction.

2.0 PROJECT INFORMATION

Proposed Construction: Based on the specifications provided to us, the Steris Mobile SPD requires an operational envelope with plan dimensions of 70 feet by 30 feet. The operational envelope will consist of a concrete slab with tie down anchors to support the mobile unit.

Site Conditions/Development: At the time of the investigation, site grades sloped from west (elevation 354.0) to the east (elevation 346.0) towards the hospital facility across the proposed construction area. Based on the grading plan, we understand finished floor elevation (FFE) of the proposed structural slab will be at 350.0. Based on the grading plan and the findings from the soil borings, we anticipated significant grading will be required to establish the finished subgrade elevation.

3.0 FIELD INVESTIGATION

The field investigation for this study was completed on July 13, 2019. Subsurface conditions at the project site were investigated by a total of three soil borings made at the locations shown on Figure 2. Borings B-1 through B-3 were drilled to a depth of 10 feet each in the proposed project footprint. The borings were advanced by using a hand auger. Graphical soil boring logs showing the types of soils encountered are presented in Appendix A. Symbols and soil classifications used in the graphical boring logs are presented in the Soil Classification Chart in Appendix A.

The borings were located in the field by Grant Jones, EI with Soiltech Consultants and Emily Rut, PE of HEC. Elevations of the borings were estimated from the grading plan, issue date 5/21/19, that was provided to us by HEC. The locations and elevations of the borings should be considered accurate only to the degree implied by the methods used in their determination.

Soil Sampling: Representative disturbed samples of the soils encountered were taken directly from the cuttings of a hand auger used to complete the shallow borings. The disturbed samples were taken at intervals of depth as indicated by two horizontal lines connected by a vertical line in the "Samples" column of the boring logs. These samples were sealed in plastic jars to prevent loss of moisture. All jars were placed in protective boxes for transportation to the laboratory for possible testing.

Dynamic Cone Penetrometer Tests: Subgrade strength conditions in select areas were evaluated by means of Dynamic Cone Penetrometer (DCP) tests. The DCP is used to measure soil strength by correlating the DCP index with a CBR value to determine a shear strength. The DCP consists of a 5/8-inch diameter steel rod and has a steel cone attached to one end. The cone is driven into the subgrade soil by dropping one of two interchangeable hammers weighing either 10.1 pounds or 17.6 pounds from a height of 22.6 inches. The DCP is designed to penetrate soils to depths of 36 inches. The depth of cone penetration is measured at selected penetration or hammer drop intervals and the soil strength is reported in terms of DCP index.

Individual DCP index values are reported for each test depth resulting in a soil-strength-with-depth profile for each test location. For this investigation, the 17.6-pound hammer was used to determine the DCP test data. The 17.6-pound hammer is more suitable for use and yields better test results in higher strength soils with quicker results. DCP test data are used to determine the bearing capacity and/or bearing ratio that can serve as a basis to verify in-situ subgrade strength. The DCP soundings performed during this investigation are presented in Appendix A. A summary of the findings is presented in Table 3.0.1 below.

Table 3.0.1 DCP Test Results

DCP No. Location Average Bearing

Capacity (psf) Average CBR

Value

1 B-1 3,921 27*

2 B-2 2,351 10

3 B-3 6,045 39*

* The higher values could be due to encountering gravel

The detail test results for DCP 1 through DCP 3 are presented in the Appendix A. Based on the results, the soil becomes softer generally below 10 to 20 inches from the ground surface.

1. The results for DCP 1 shows a higher than normal CBR in the upper 14 inches which could be due to encountered gravel in that upper zone with a maximum CBR value of greater than 100 between 4 and 6 inches below the ground. Below 14 inches the CBR value is 10 to approximately 4 at the terminal depth and a minimum CBR at 0.45 at 18 inches.

2. The results for DCP 2 shows a CBR value ranging from 21 near the surface to 2.8 at 28 inches.

3. The results for DCP 3 shows a CBR value ranging from 18 at the surface to greater than 90 at 16 inches below the ground and then the CBR value decreases approximately 22 at the terminal depth.

4.0 LABORATORY TESTING

The engineering properties of the soils encountered at this site were determined by means of tests completed in our laboratory. These tests were performed in accordance with recognize ASTM standards and procedures that are summarized in Table 4.0.1 below.

Table 4.0.1 Laboratory Testing

Test Designation Procedure

Moisture Content ASTM D2216

Atterberg Limit ASTM D4318

Shrinkage Limit ASTM D427 pH Determination ASTM G51

Resistivity ASTM G187

Soluble Sulfate ASTM C1580

5.0 SUBSURFACE CONDITIONS

Specific types and depths of the subsurface strata encountered at the boring locations are shown in detail on the boring logs presented in Appendix A. Symbols and soil classifications used in the graphical boring logs are also presented in Appendix A. The depths on the boring logs refer to the depth from the existing (July 2019) ground at the time of our field investigation.

The generalized subsurface conditions encountered in the borings are discussed in the following sections.

5.1 Geology

The soils encountered at this site are uncontrolled fill overlying expansive clays of the Yazoo Formation. Clays from the Yazoo Formation are commonly referred to as Yazoo clays and typically possess a high shrink-swell potential. In addition to the high shrink-swell potential, Yazoo clays possess the characteristic of soil creep movement at sites where the Yazoo clay is present and sloping ground surface conditions exist. Soil movements directly attributable to soil creep generally consist of a combination of lateral and vertical movements or a general downslope movement of the soil mass. This phenomenon is thought to be the result of gravitational forces exerted on the Yazoo clay, shrinking and swelling cycles in the clay and the geometric configuration presented by sloping or hilly ground surface conditions. In addition to shrinking, swelling and downslope creep, Yazoo clays also possess the potential for heave due to stress relief caused by a reduction in finished grades below naturally created grades.

5.2 Generalized Soil Profiles

Soil conditions at the site can generally be characterized as outlined in Table 5.2.1 below:

Table 5.2.1 Generalized Soil Profile

Strata Material USCS Consistency/

Density Approximate

Top Depth (feet)

Approximate Bottom Depth

(feet)

1 Fill CL, CH Stiff to soft Surface 7.5 to 9

2 Clay CH ND 7.5 to 9 10

ND – Not Determined

The soil boring logs in Appendix A provide details of the specific conditions encountered at each boring location and the field and laboratory test data collected. A statistical summary of the laboratory test results for each stratum is presented in Table 1.

The boring logs contain our field representative's interpretation of conditions that are believed to exist in those depth intervals between the actual samples taken. Therefore, these boring logs contain both factual and interpretative information.

To better illustrate the subsurface stratigraphy, one generalized soil profile, Profile A-A’, is presented on Figure 3.

5.3 Groundwater

At the time of our investigation, free water was not observed in the borings within the upper 10 feet of the ground surface. This does not necessarily mean groundwater is not present within the depths explored. The low permeability clay soils present in the borings may result in very slow infiltration rate and stabilization of groundwater may require an extended period. Accurate groundwater observations may require the use of piezometers monitored over a long period of time.

Notes pertaining to groundwater are presented on each graphical boring log in Appendix A. The presence and depth to groundwater may fluctuate with seasonal rainfall, site topography, site drainage conditions, and other environmental factors. As a result, groundwater conditions at the time of construction may be different from those conditions recorded during our field investigation. Groundwater conditions should be verified near the time of construction.

5.4 Corrosive Potential

To avoid potential problems involving damage and degradation of construction material from exposure to possible reagents in the soil environment, soluble sulfate content, resistivity, and pH measurements were performed on selected samples. Typical ranges for the respective testing are presented in Table 5.5.1. The results of the corrosive testing are presented in Table

5.5.2 below.

Table 5.4.1 Corrosive Guidelines

Test Severely

Corrosive

Corrosive to Highly

Corrosive

Mildly to Moderately Corrosive

Non-Corrosive pH -- <5.5 -- > 5.5

Resistivity (Ω-cm)

< 1,000 1,000 - 5,000 5,000 - 20,000 > 20,000

Sulfates (ppm)

> 10,000 1,500 - 10,000 150 - 1,500 < 150

Table 5.4.2 Corrosive Testing Results

Boring Depth (feet)

Average pH

Measured Resistivity

(Ω-cm)

Soluble Sulfate (ppm)

B-1 4 7.74 425 101

Based on the test results, there appears to be possible potential for disintegration of Portland cement concrete. Countermeasures to eliminate or reduce the rate of concrete disintegration are available. A corrosion specialist to help evaluate the need for countermeasures associated with corrosion should review these results.

6.0 GEOTECHNICAL CONSIDERATIONS

Based on the grading plan, we understand the project area will have a finished grade of 350.0 which will tie into the surrounding grades by grading down the area to the west of the site approximately four feet and raising the grade on the east side approximately four feet.

Should site development require the need for significant raising or lowering of surface grades, this office should be notified to review the grading package and evaluate the effect, if any, on the recommendations provided herein. Discussion of our findings and recommendations related to design and construction are discussed in the following sections.

Based on the results of our investigation, the proposed structure could be supported on shallow foundation provided mitigation of the possible uncontrolled fill which included expansive clay is performed. Information related to the expansive clay that was placed as uncontrolled fill is described in the following paragraphs. Mitigation should consist of excavation and replacement of the expansive clay with a low permeability/low volume change structural fill. Our recommendations related to mitigation, design, and construction are presented in subsequent sections of this report.

Expansive Clay: Expansive (High Plasticity) clay as defined by the Unified Soil Classification System (USCS) as clay soil with greater than 50% of the soil particles passing the No. 200 sieve, a Liquid Limit (LL) of 50 or higher, and a Plasticity Index (PI) of 30 or higher. Expansive clay is denoted in the USCS with a two-letter symbol, C (Clay) and H (High Plasticity). Thus, expansive clay as identified for this investigation and presented on the boring logs is identified as (CH) at the end of the soil description.

Boring logs, B-1 and B-2, indicate expansive clay fill present from 1.5 feet to 7 feet in Boring B-1 and from the surface to 6.5 feet in Boring B-2. The expansive clay is subject to volumetric movement with changes in soil moisture content. As the clay transitions from a dry condition to a moist condition with increases in soil moisture it will experience expansion. This expansion will be realized in new grade-supported improvements (i.e. foundations) as heave. As the clay transitions from a moist condition to a dry condition with decrease in soil moisture it will experience shrinkage. This shrinkage will be realized by new grade-supported improvements as settlement. These changes in soil moisture can be caused by but are not limited to; prevailing weather (rain/heat), irrigation, utilities, and root systems of near-by vegetation.

The in-situ expansive clay underlying the uncontrolled fill located at a depth of 7.5 to 9 feet could be subject to vertical rise due to relief of stress by the removal of overburden soils overlying the in-situ expansive clay, i.e. lowering existing grades. This is generally termed as “rebound” movement. Rebound related movement can also be realized in ground-supported improvements as heave.

Potential Vertical Rise (PVR): The PVR is defined as the potential of a soil to swell at a given density, moisture, and loading condition when exposed to capillary or surface water and thereby increase the elevation of its upper surface, along with anything resting on that surface. The vertical movement for wet expansive clay that is subjected to drying (shrinkage) is similar in magnitude to the PVR value. Typically, a maximum PVR not exceeding about one inch is considered acceptable for new structures, however this is dependent upon the tolerances of the owner and structural engineer.

The PVR because of moisture induced volumetric movement of the expansive clay (CH) was estimated using the results of laboratory test data, empirical relationships, and experience with similar soil types. The PVR for this site assuming typical environmental conditions and a depth of natural moisture variation as about 6 feet below grade, is estimated to range from about 2 to 4 inches. New grade-supported improvements (foundations/floor slabs) constructed at this location considering the current in-situ conditions could be subject to the PVR described.

Site Development: Based on our investigation, we recommend the project site be mitigated to remove the uncontrolled fill to a minimum depth of six feet and place engineered fill as specified in Sections 7.0. This includes all of the uncontrolled fill. The silty clay (CL) fill found in Boring B-3 can be used as on-site fill material as long as the soil meets the specifications listed in Section 7.5.

7.0 SITE PREPARATION

Proper site preparation is a key aspect of the performance of new construction. Factors that can affect both the short and the long-term success of construction can include but may not be limited to removal of objectionable materials present at the site, proper clearing and stripping of vegetation, discovery and mitigation of unstable or unsuitable soil materials, proper placement of fill materials, and long-term drainage conditions. Details related to proper site development are presented in the sections below.

7.1 Objectionable Materials

Site preparation for this project should include, as a minimum, the removal of objectionable materials at or near the existing ground surface. Clearing, stripping, grubbing, and mucking (where necessary) should be performed to remove objectionable materials that include but are not limited to organic matter, wet/unstable materials, debris, trees/stumps/roots. Where trees have been removed, the tree root bulb should be over-excavated to a depth were all of the root system has been removed.

If there is an open drainage channel (i.e. ditches) present in the development area that will be subject to filling operations, the drain water should be re-routed. Once this is complete, the channel surface should be thoroughly mucked out and all soft/unstable/organic materials removed. The side slopes of the channel should be benched to allow for proper placement of fill soils.

7.2 Mitigation of Expansive Clay (CH) and Uncontrolled Fill

To help limit to about one inch the potential for post construction movement associated with moisture induced volumetric change of the expansive clay, a layer of low permeability/low-volume change soil is recommended between the bottom of the new grade-supported improvement and the surface of the expansive clay. This layer of low permeability/low-volume change soil is commonly referred to as a “buffer”. The buffer can be naturally occurring or constructed. The buffer will serve to remove the expansive clay from the immediate proximity of the foundation and reduce the thickness of expansive clay present within the zone of active moisture variation, create a zone of soil that will not be subject to significant movement with variation in soil moisture, minimize soil desiccation, and help to limit variation in the moisture content within the expansive clay underlying the buffer. The buffer should extend to a minimum of six feet below the bottom of the concrete slab for the project.

In areas where a naturally occurring six foot buffer is not present at completion of site grading, construction of the buffer in the building area should consist of excavating the building footprint plus five feet outside of the building footprint to a minimum depth of six feet below finished subgrade elevation or adjacent outside grades, whichever is deeper. Upon completion of the excavation, the stability of the bottom of the excavated area should be verified such that it can support the placement of fill soils with compaction and stability. Once stability has been verified, the excavation can be raised to finished subgrade elevation with structural fill in controlled lifts as outlined in Section 7.5.

Construction of the buffer in the building area should consist of excavating the building footprint plus five feet outside of the building footprint to a minimum depth of six feet below finished subgrade elevation or adjacent outside grades, whichever is deeper. Upon completion of the excavation, the stability of the bottom of the excavated area should be verified such that it can support the placement of fill soils with compaction and stability. Once stability has been verified, the excavation can be raised to finished subgrade elevation with structural fill in controlled lifts as outlined in Section 7.5.

In areas where construction of the buffer will result in a “built-up” pad (i.e. finished subgrade located above surrounding grades), the buffer should extend a minimum of five feet beyond the footprint of the structure plus an additional three feet for every one foot the pad is built above surrounding grades. For instance, if grading results in finished subgrade located three feet above surrounding grades, the buffer should extend a minimum of five feet plus nine feet, or 14 feet outside the foundation footprint.

7.3 Proof Rolling and Unstable Soils

After removal of objectionable materials as outlined above and prior to placement of fill soils, foundations, the exposed subgrade should be evaluated to verify stability. This can be accomplished by proof rolling. Proof rolling should be performed with a minimum of two passes by a fully-loaded dump truck weighing between 15 to 20 tons or another suitable vehicle approved by the geotechnical engineer of record. After proof rolling, areas that are unstable (soft or “pump”) may require mitigation. Options for mitigation are provided below.

Proof rolling should be performed within two days of commencement of placement of fill, construction of foundations. If a significant amount of time occurs between the completion of the proof roll and the described operations, the subgrade could be subject to softening and/or degradation from construction traffic and/or weather. If a period of more than two days occurs between the proof roll and construction, an additional proof roll should be performed to confirm stable subgrade conditions.

The near-surface soils at this site are sensitive to increases in moisture content and have a tendency to lose strength and become unstable as the moisture content increases or as a result of construction traffic. As a result, we suggest construction at this site take place during the generally dryer months of the year (i.e. between May and October). Construction occurring during the wetter months of the year could result in unanticipated rainfall events that could degrade the subgrade and reduce the strength and stability which might require unanticipated mitigation.

7.4 Mitigation of Unstable Soils

As discussed, currently the subgrade soils at the site appear to be unstable and uncapable of supporting new fill soils and the structure. In addition, should the subgrade soils become subject to softening, mitigation may become necessary. Some options for mitigation of unstable soils proven through site evaluation are presented below.

Moisture Conditioning the In-Situ Soils: This consists of processing the unstable soil in-place to reduce the moisture content and provide stability. Generally, if the unstable soil is about 12 inches or less in depth, the materials could likely be scarified with a disc or similar and aerated in-place to reduce the moisture content. The aeration process would require frequent disking and turning of the soil.

If the unstable soils extend to greater than about 12 inches in depth, the materials may need to be excavated and spread in relatively thin layers across the site and turned and aerated to process the material and reduce the moisture content.

The materials should be moisture conditioned to within (+/-) 3% of optimum moisture content as determined by the Standard Proctor (ASTM D698) test. Once the proper moisture range has been achieved, the conditioned soils can then be re-compacted in maximum nine-inch loose lifts to a minimum of 98% of the Standard Proctor (ASTM D698) density.

Removal and Replacement: If the unstable soils extend deeper than about 12 inches, this consists of excavating the unstable soils to a stable surface and replacing the excavated materials with approved structural fill. This consists of excavation of the unstable soils to a stable surface that is capable of the placement of structural fill with compaction and stability.

Once the stable surface has been exposed and verified, placement of the structural fill should consist of placing in maximum nine-inch loose lifts to a minimum of 98% of the Standard Proctor (ASTM D698) density at (+/-) 3% of optimum moisture content as determined by ASTM D698.

7.5 Structural Fill Materials

Table 7.5.1 Structural Fill

Material (USCS) Engineering Properties

Minimum Compaction

(ASTM D698)

Moisture Content (%)

(ASTM D698)

Allowed Placement Locations

Maximum Loose Lift Placement Thickness, in.

Silty Clay (CL)

LL ≤ 45

10 ≤ PI ≤ 25

(with stability)

(+/-) 3 All locations

(heavy equipment)

(hand equipment) Site-Excavated

Soils

LL ≤ 45

10 ≤ PI ≤ 25

(with stability)

Field density tests should be completed in each lift of structural fill. We recommend a minimum of one test per every 2,000 square feet per lift in the building area with a minimum of 5 tests per lift. We also recommend one test every 50 linear feet per lift within trench work.

Construction should be performed in a manner that results in a single lift of fill placed over the building area and compacted prior to placement of the subsequent lift. In steeper areas, the fill material should be benched into the existing slopes to improve the stability of the fill. We recommend that each bench be at least six feet wide and have a height of no greater than five feet.

7.6 Excavations

The excavations necessary for construction should be made in compliance with OSHA regulations. The federal regulations require that excavations be performed in a manner and method that would not place employees at risk in case of an excavation cave-in. Further, these regulations require that all excavations five feet or greater in depth be sloped, sheeted, braced or shored to prevent the risk of a cave-in.

7.7 Drainage

Finish grades around structures should be established to promote quick run-off of surface water away from the structure in all directions. Drainage should be established and maintained both during construction and after completion of construction operations.

The risk of post construction movement occurring can be reduced by implementation of positive grading of surface water away from new improvements. However, even with implementation of proper mitigation and site drainage the potential for movement within the expansive clay will not be eliminated completely. If for any reason remaining expansive clay present at the site is exposed to a change in moisture content, volumetric movement is possible.

8.0 SHALLOW FOUNDATION DESIGN

Provided proper site preparation is performed as outlined in Section 7.0, the proposed structure could be supported on a shallow foundation system. The shallow foundation could consist of a slab and grade beam system. To help limit the potential for structural distress from differential movement, the foundation should be engineered to increase slab rigidity. Such measures may include the provision for interior stiffening ribs and/or bending reinforcement. The inclusion of stiffening ribs in both principal directions is recommended for this structure. Exterior continuous footings should be placed along the perimeter walls. Interior continuous footings should be placed below load bearing walls. Stiffening ribs should be spaced no greater than 15 feet center to center. Concentrated column loads could be supported by spread footings.

8.1 Shallow Footing Bearing Pressure and Dimensions

Table 8.1.1 Shallow Foundation Design Parameters

Footing Type

Minimum Embedment

Depth (inches)

Minimum Bearing Width

(inches)

Net Allowable Bearing Capacity

(psf)

Bearing Material

Exterior Continuous 18 16 2,000 Competent

Silty Clay (CL) or Compacted Structural Fill

Interior Continuous 12

Stiffening Ribs 12 12 --

Isolated Spread 24 24 2,500

The contractor should provide positive drainage away from the footing excavations during and after construction. Excavation of footings during inclement weather should be avoided to reduce the risk of degradation of the exposed bearing surface. If water accumulates in the bottom of footing excavations, the water should be removed immediately. If accumulated water in the footing excavations results in softening of the bearing surface, the weak soils should be removed prior to placement of concrete.

9.0 BUILDING SLAB

The use of a vapor retarder should be considered in areas of the slab that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or where supported equipment will be sensitive to moisture. A vapor retarder should be installed as outlined in ACI 302.

The building slab should be designed using a modulus of subgrade reaction, k, of 125 pounds per cubic inch (pci). Materials disturbed by construction equipment immediately prior to placement of the concrete will reduce the allowable modulus. Control joints should be placed in the slab to help control cracking. For additional recommendations refer to the ACI Design Manual.

Building area subgrades prepared relatively early in the construction process may be exposed to utility trenching or excavations, construction traffic, and prevailing weather conditions for prolonged periods during construction operations at other locations of the site. These factors individually or in combination could result in disturbance of the subgrade that may result in unstable conditions. Considering this, the building subgrade should be carefully evaluated at the time of construction.

10.0 CONSTRUCTION OBSERVATION AND DOCUMENTATION

Successful project performance depends in part on the quality of construction. Observation and documentation of construction activities is a key component to ensure construction is completed in accordance with project documents. It is common for unforeseen/unanticipated site conditions to be encountered or develop during construction that were not discovered during site investigations. Site conditions encountered during construction should be compared to those observed during the site investigation to note any changed condition.

We recommend that a construction-monitoring program be performed by a qualified testing laboratory employed by the owner. The testing laboratory should be under the direct supervision of a registered professional engineer employed full time by the testing laboratory.

The construction monitoring program should include at a minimum; the observation of conditions subsequent to stripping and grubbing, the observation of proof rolling and any necessary mitigation, the observation and testing of placement of fill soils, verification of suitability of foundation bearing surfaces, verification that reinforcing steel is placed in accordance with project documents, the observation and testing of structural concrete, the observation and testing of structural mortar and grout if applicable, and the observation and testing of structural steel if applicable.

11.0 REPORT LIMITATIONS

The boring logs shown in this report contain information related to the types of soil encountered at specific locations and times and show lines delineating the interface between these materials, as well as results of tests performed in the laboratory on representative samples. The logs also contain our field representative's interpretation of conditions that are believed to exist in those depth intervals between the actual samples taken. Therefore, these boring logs contain both factual and interpretative information. It is not warranted that these logs are representative of subsurface conditions at other locations and times.

Regarding groundwater conditions, this report presents data on groundwater levels as they were observed during the fieldwork. Water level readings have been made in the borings at the times and under conditions stated in the text of the report and on the boring logs. It should be noted that fluctuations in the level of the groundwater table can occur with passage of time due to variations in rainfall, temperature and other environmental factors.

The near-surface soils encountered at this site are of a type that will soften significantly if the soil water content should be increased for any reason. Such increases in soil water content normally cause difficulties in proper soil compaction. Sources of increased water content in the surface soils could include, but are not limited to, rainwater, improper surface drainage during earthwork or site grading, and broken or leaking utility lines. It should be realized that the water content of the near-surface soils at the site could change between the time our report is submitted and construction is initiated at the site.

Unanticipated soil conditions at a construction site are commonly encountered and cannot be fully predicted by mere soil samples and test borings. Such unexpected conditions frequently require that additional expenditures be made by the owner to attain a properly designed and constructed project. Therefore, provisions for some construction contingency funds are recommended to accommodate such potential extra cost.

The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our field investigation and further on the assumption that the exploratory borings are representative of the subsurface conditions throughout the site, that is, that the subsurface conditions everywhere are not significantly different from those disclosed by the borings at the time they were completed. If, during construction, different subsurface conditions from those encountered in our borings are observed, or appear to be present beneath excavations, we must be advised promptly so that we can review these conditions and reconsider our recommendations where necessary. If there is a lapse of time of more than one year between submission of this report and start of the work at the site, if conditions have changed due either to natural causes or to construction operations at or adjacent to the site, or if the structure location, loads or finish grades are changed, we urge that we be promptly informed, and retained to review our report to determine the applicability of the conclusions and recommendations, considering the changed conditions and/or time lapse.

Further, we request that our firm be retained to review those portions of the plans and specifications for this project that pertain to earthwork and foundations to determine whether the plans and specifications are consistent with the recommendations contained in this report. In addition, we are available to observe construction, particularly the compaction of structural fill, the construction of foundations as recommended in this report, and such other field observations as might be necessary.

This report has been prepared for the exclusive use HEC for specific application to design and construction of foundation elements for the proposed Steris Mobile SPD at the VA Medical Center in Jackson, Mississippi. Our services are performed in a manner consistent with that standard of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, express or implied, and no warranty or guarantee is included or intended in this report.

A P P E N D I X A

Graphical Soil Boring Logs Soil Classification Chart

Table 1 – Summary of Laboratory Data Atterberg Limits Results

DCP Test Results

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Elevation estimated from Mobile SPS Grading Plan issued 5/21/19 by Husman Environmental & Construction

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Brown and tan silty clay (CL) (FILL)

Tan and light gray clay (CH) (FILL)

- red, tan, and light gray with silt pockets from 4.5' to 6'

- with trace of gravel below 4.5'

- brown, tan, and red with trace of sand below 6'

Brown and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

No groundwater encountered

SoilTech Consultants

Husman Environmental & Construction, LLC

Jackson, Mississippi

Advancement Method

No groundwater encountered

PROJECT:

S ym bo l No. B-1

D ep th ft)

DESCRIPTION OF MATERIAL

S am pl es

Abandonment Method

CLIENT:

Notes

Boring backfilled with soil cuttings

SOIL BORING LOG

Groundwater Observations

SHEET 1 OF 1

Geotechnical Investigation

Steris Mobile SPD

VA Medical Center

Jackson, Mississippi

Surface Elevation: 350.89 ft. MSL+/-

Location: 32°19'38.31" -90°9'59.28"

0 - 10 ft: Hand Auger

PROJECT NO.: ST.02704.000.001

DATE COMPLETED: 7/13/19

DRILLER: M. Bates

TECHNICIAN: G. Jones

ENGINEER: M. Volk

S O

IL

B

O R

IN

G

L O

G

.0

.0

.G P

J G

E O

T E

C H

N

IC

A L

T E

M P

LA

T

E .G

D T

/1

5/

Dry PI 20 40 60 80

1 2 3 4

LABORATORY DATA

M oi st ur e C on te nt

MC%

Unit Weight

(pcf) LL

Cohesion / Triaxial (ksf)

Field Test

Results Moist

PLP

la st ic ity In de x

Undrained Shear

Strength (ksf)

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Elevation estimated from Mobile SPS Grading Plan issued 5/21/19 by Husman Environmental & Construction

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

Tan and light gray clay (CH) (FILL)

- tan, light gray, and red below 3'

- with trace of sand and gravel below 4'

Tan, light gray, and red sandy clay (CL) (FILL)

- slightly silty with trace of gravel

Tan, light gray, and red clay (CH) (FILL)

- with trace of sand and gravel

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo) Terminal Depth at 10.0 ft

No groundwater encountered

SoilTech Consultants

Husman Environmental & Construction, LLC

Jackson, Mississippi

Advancement Method

No groundwater encountered

PROJECT:

S ym bo l No. B-2

D ep th ft)

DESCRIPTION OF MATERIAL

S am pl es

Abandonment Method

CLIENT:

Notes

Boring backfilled with soil cuttings

SOIL BORING LOG

Groundwater Observations

SHEET 1 OF 1

Geotechnical Investigation

Steris Mobile SPD

VA Medical Center

Jackson, Mississippi

Surface Elevation: 351.06 ft. MSL+/-

Location: 32°19'38.66" -90°9'59.34"

0 - 10 ft: Hand Auger

PROJECT NO.: ST.02704.000.001

DATE COMPLETED: 7/13/19

DRILLER: M. Bates

TECHNICIAN: G. Jones

ENGINEER: M. Volk

S O

IL

B

O R

IN

G

L O

G

.0

.0

.G P

J G

E O

T E

C H

N

IC

A L

T E

M P

LA

T

E .G

D T

/1

5/

Dry PI 20 40 60 80

1 2 3 4

LABORATORY DATA

M oi st ur e C on te nt

MC%

Unit Weight

(pcf) LL

Cohesion / Triaxial (ksf)

Field Test

Results Moist

PLP

la st ic ity In de x

Undrained Shear

Strength (ksf)

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

Elevation estimated from Mobile SPS Grading Plan issued 5/21/19 by Husman Environmental & Construction

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

Tan and light gray silty clay (CL) (FILL)

- with trace of gravel to 2'

Yellowish-brown and light greenish-gray clay

(CH)

- calcareous (Weathered Yazoo)

Terminal Depth at 10.0 ft

No groundwater encountered

SoilTech Consultants

Husman Environmental & Construction, LLC

Jackson, Mississippi

Advancement Method

No groundwater encountered

PROJECT:

S ym bo l No. B-3

D ep th ft)

DESCRIPTION OF MATERIAL

S am pl es

Abandonment Method

CLIENT:

Notes

Boring backfilled with soil cuttings

SOIL BORING LOG

Groundwater Observations

SHEET 1 OF 1

Geotechnical Investigation

Steris Mobile SPD

VA Medical Center

Jackson, Mississippi

Surface Elevation: 352.18 ft. MSL+/-

Location: 32°19'38.76" -90°9'59.64"

0 - 10 ft: Hand Auger

PROJECT NO.: ST.02704.000.001

DATE COMPLETED: 7/13/19

DRILLER: M. Bates

TECHNICIAN: G. Jones

ENGINEER: M. Volk

S O

IL

B

O R

IN

G

L O

G

.0

.0

.G P

J G

E O

T E

C H

N

IC

A L

T E

M P

LA

T

E .G

D T

/1

5/

Dry PI 20 40 60 80

1 2 3 4

LABORATORY DATA

M oi st ur e C on te nt

MC%

Unit Weight

(pcf) LL

Cohesion / Triaxial (ksf)

Field Test

Results Moist

PLP

la st ic ity In de x

Undrained Shear

Strength (ksf)

GRAVEL

AND

GRAVELLY

SOILS

CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO

FINES

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

GRAVELS WITH

FINES

CLEAN SANDS

(LITTLE OR NO FINES)

SANDS WITH

FINES

LIQUID LIMIT

LESS THAN 50

LIQUID LIMIT

GREATER THAN 50

HIGHLY ORGANIC SOILS

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

SILTS

AND

CLAYS

MORE THAN 50%

OF MATERIAL IS

LARGER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF MATERIAL IS

SMALLER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF COARSE

FRACTION

PASSING ON NO.

4 SIEVE

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON NO.

4 SIEVE

SOIL CLASSIFICATION CHART

(APPRECIABLE

AMOUNT OF FINES)

(APPRECIABLE

AMOUNT OF FINES)

(LITTLE OR NO FINES)

FINE

GRAINED

SOILS

SAND

AND

SANDY

SOILS

SILTS

AND

CLAYS

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS

LETTERGRAPH

SYMBOLS

MAJOR DIVISIONS

COARSE

GRAINED

SOILS

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO

FINES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES

CLEAN

GRAVELS

Stratum Number I II III IV

Classification Silty Clay (CL) Sandy Clay (CL) Clay (CH) Yazoo Clay (CH)

Number of Tests 8 4 12 6 Maximum 22.48 21.07 45.58 39.82 Minimum 10.31 17.06 17.60 32.21 Average 16.58 18.32 29.42 35.53 Standard Deviation 3.85 1.88 8.17 2.65

Number of Tests 4 0 4 1 Maximum 37.00 NA 89.00 99.00 Minimum 29.00 NA 49.00 99.00 Average 32.25 NA 66.75 99.00 Standard Deviation 3.59 NA 19.87 NA

Number of Tests 4 0 4 1 Maximum 17.00 NA 20.00 25.00 Minimum 13.00 NA 13.00 25.00 Average 15.50 NA 16.25 25.00 Standard Deviation 1.91 NA 2.99 NA

Number of Tests 4 0 4 1 Maximum 20.00 NA 69.00 74.00 Minimum 13.00 NA 34.00 74.00 Average 16.75 NA 50.50 74.00 Standard Deviation 3.77 NA 17.14 NA Volumteric Change, % Number of Tests 1 0 2 0 Maximum 23.23 NA 154.62 NA Minimum 23.23 NA 79.80 NA Average 23.23 NA 117.21 NA Standard…