312000b 2009 Phase 1 Geotech Investigation.pdf

SUMMARY REPORT OF A

GEOTECHNICAL EXPLORATION

VETERANS ADMINISTRATION HOSPITAL

PARKING STRUCTURE

GAINESVILLE, FLORIDA

GSE PROJECT NO. 10358

Prepared For:

AKEA, INC.

JANUARY 2009

GSE Engineering & Consulting, Inc.

5590 SW 64

th

Street, Suite B

Gainesville, Florida 32608

352-377-3233 Phone

352-377-0335 Fax www.gseengineering.com

Certificate of Authorization No. 27431

January 30, 2009

Mr. Rich Wheeler, P.E.

AKEA, Inc.

25401 NW 8

th Place

Newberry, Florida 32669

Subject: Summary Report of a Geotechnical Exploration

Veterans Administration Hospital Parking Structure

Gainesville, Florida

GSE Project No. 10358

Dear Mr. Wheeler:

GSE Engineering & Consulting, Inc. (GSE) is pleased to submit this report of a geotechnical exploration for the proposed Veterans Administration Hospital Parking

Structure in Gainesville, Florida.

Presented herein are the findings and conclusions of our exploration, including the geotechnical recommendations for foundation design.

GSE appreciates the opportunity to have assisted you on this project. If you have any questions or comments concerning this report, please contact us.

Sincerely, GSE Engineering & Consulting, Inc.

Joakim (Jay) B. Nordqvist, P.E. Kenneth L. Hill, P.E.

Principal Engineer Principal Engineer

Florida Registration Number 42681 Florida Registration Number 40146

KLH/JBN:rb

Z:General\Projects\10358 VA Hospital Parking Structure\10358.doc

Distribution: Addressee (4)

File (1)

Summary Report of a Geotechnical Exploration January 30, 2009

Veterans Administration Hospital Parking Structure

Gainesville, Florida

GSE Project No. 10358 ii

TABLE OF CONTENTS

LIST OF FIGURES ................................ ................................ .............................. iii

1.0 INTRODUCTION ................................ ................................ ..................... 1-1

1.1 General ................................ ................................ ................................ ... 1-1

1.1 Project Description ................................ ................................ ................. 1-1

1.2 Purpose ................................ ................................ ................................ ... 1-1

2.0 FIELD AND LABORATORY TESTS ................................ ...................... 2-1

2.1 General Description ................................ ................................ ................ 2-1

2.2 Standard Penetration Test Borings ................................ .......................... 2-1

2.3 Soil Laboratory Tests ................................ ................................ .............. 2-1

3.0 FINDINGS ................................ ................................ ................................ 3-1

3.1 Surface Conditions ................................ ................................ .................. 3-1

3.2 Subsurface Conditions ................................ ................................ ............ 3-1

3.3 Laboratory Soil Analysis ................................ ................................ ........ 3-2

3.4 Review of Published Data ................................ ................................ ....... 3-2

4.0 EVALUATION AND RECOMMENDATIONS ................................ ....... 4-1

4.1 General ................................ ................................ ................................ ... 4-1

4.2 Groundwater ................................ ................................ ........................... 4-1

4.3 Building Foundations ................................ ................................ .............. 4-1

4.4 Ground Slab ................................ ................................ ............................ 4-3

4.5 Site Preparation ................................ ................................ ....................... 4-3

4.6 Fill Placement ................................ ................................ ......................... 4-4

4.7 Testing ................................ ................................ ................................ .... 4-4

4.8 Surface Water Control and Landscaping ................................ ................. 4-5

4.9 Fill Suitability ................................ ................................ ......................... 4-5

5.0 FIELD DATA ................................ ................................ ............................ 5-1

5.1 Standard Penetration Test Soil Boring Logs ................................ ............ 5-2

5.2 Key to Soil Classifications ................................ ................................ ...... 5-3

5.3 Laboratory Test Results ................................ ................................ .......... 5-4

6.0 LIMITATIONS ................................ ................................ ......................... 6-1

6.1 Warranty ................................ ................................ ................................ . 6-1

6.2 Standard Penetration Test Borings ................................ .......................... 6-1

6.3 Site Figures ................................ ................................ ............................. 6-1

6.4 Unanticipated Soil Conditions ................................ ................................ 6-2

6.5 Misinterpretation of Soil Engineering Report................................ .......... 6-2

Summary Report of a Geotechnical Exploration January 30, 2009 iii

LIST OF FIGURES

Figure

1. Project Site Location Map

2. Site Plan Showing Approximate Locations of Field Tests

Summary Report of a Geotechnical Exploration January 30, 2009

1-1

1.0 INTRODUCTION

1.1 General

GSE Engineering & Consulting, Inc. (GSE) was contracted by AKEA, Inc. to conduct a geotechnical exploration for a proposed parking structure at the Veterans Administration (VA)

Hospital in Gainesville, Florida. Our exploration was performed in accordance with our

Proposal No. 2008-157 dated December 17, 2008. Mr. Rich Wheeler, P.E. with AKEA, Inc., authorized this work on December 19, 2008.

1.1 Project Description

The project will consist of a 6-story parking structure. The project is located on the north side of

SW 16

th

Avenue near the west end of the VA Hospital campus in Gainesville, Florida. Figure 1 illustrates the project location.

AKEA, Inc. and Walker Parking Consultant provided information about the project. The parking structure will have a ground level plus five supported levels with an approximate footprint of 350 feet by 128 feet. The structure will use a precast concrete system with 36 feet by 63 feet bays, with a maximum interior column load of 1,850 kips. The structure will have a typical exterior column load of 1,000 kips, and a maximum interior bearing wall load of 35 kips per linear foot.

The proposed building site is a paved parking lot. We anticipate the ground floor of the parking structure will be set within 2 feet of the existing site grades.

1.2 Purpose

The purpose of this geotechnical exploration was to explore the subsurface conditions at the site, and prepare geotechnical recommendations to assist in the design of the foundations. Lateral pile capacity and L-Pile analysis will be conducted once structural information is provided to

GSE to conduct this analysis.

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2.0 FIELD AND LABORATORY TESTS

2.1 General Description

The procedures used for field sampling and testing are in general accordance with industry standards of care and established geotechnical engineering practices for this geographic region.

Our exploration consisted of performing six Standard Penetration Test (SPT) soil borings (B-1 through B-6) to depths of 60 to 75 feet below land surface (bls) at the building location.

The SPT borings were performed at the approximate locations shown on Figure 2. We selected and located the boring locations at the site using the provided site plan, existing parking lot, estimated property boundaries and other obvious site features as reference. You should consider the indicated locations to be approximate. The soil borings were performed during the period of

January 9 through 12, 2009.

2.2 Standard Penetration Test Borings

The soil borings were performed with a drill rig employing mud rotary drilling techniques and

Standard Penetration Testing (SPT) in accordance with ASTM Specifications D-1586. The SPTs were performed continuously to ten feet and at five-foot intervals thereafter. Soil samples were obtained at the depths where the SPTs were performed. The soil samples were classified in the field, placed in sealed containers, and returned to our laboratory for further evaluation.

After drilling to the sampling depth and flushing the borehole, the standard two-inch O.D. split-barrel sampler was seated by driving it six inches into the undisturbed soil. Then the sampler was driven an additional 12 inches by blows of a 140-pound hammer falling 30 inches. The number of blows required to produce the 12 inches of penetration were recorded as the penetration resistance (“N” value). These values and the complete SPT boring logs are provided in Section

5.1.

Upon completion of the sampling, the boreholes were abandoned in accordance with Water

Management District guidelines.

2.3 Soil Laboratory Tests

The soil samples recovered from the soil borings were returned to our laboratory, and examined to confirm the field descriptions. Representative samples were then selected for laboratory testing. The laboratory tests consisted of twelve percent passing the No. 200 sieve determinations with natural moisture contents, five Atterberg Limits tests and one organic content test. These tests were performed in order to aid in classifying the soils and to further evaluate their engineering properties. The laboratory tests are provided in Section 5.3.

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3.0 FINDINGS

3.1 Surface Conditions

The building site is a paved parking lot with landscaped islands at the VA Hospital campus in

Gainesville, Florida. The building site is located at the east side of the western most parking lot located on the north side of SW 16 th

Avenue. The site is relatively level. Alachua County Growth

Management elevation data indicates site elevations are on the order of 85 to 87 feet NGVD, with a slight overall slope down from the west to the east. A wet storm water management facility borders the building site on the east.

3.2 Subsurface Conditions

The locations of the SPT borings are provided on Figure 2. The complete logs for the borings are provided in Section 5.1. Descriptions for the soils encountered are based on visual observation of the recovered soil samples and the laboratory testing performed. Stratification boundaries between the soil types should be considered approximate, as the actual transition between soil types may be gradual. The Key to Soil Classifications is provided in Section 5.2.

The SPT borings indicate the soil conditions across the project site are somewhat variable. The borings generally encountered 2 to 4.5 feet of sand, sand with silt and sand with clay (SP, SP-

SM, SP-SC) overlying clayey to silty sand (SC, SM) with some clay (CH) to depths of 30 to 47 feet bls. The surficial layer of sand was typically in a medium dense condition, and the clayey sand was medium dense to loose, with a trend of decreasing strength with depth. The clayey sand layer had 5 to 10 foot thick interbedded layers of silty clay (CL/CH), sandy silt (ML) and limestone in most of the borings at depths of 11 to 36 feet bls.

Beneath the clayey sand, the soils transitioned to firm to stiff clay (CL/CH) with some layers of clayey sand (SC), clayey silty sand (SC-SM) and sandy silt (ML). Below depths of 45 to 60 feet bls, the clay typically becomes very stiff to hard.

Limestone was encountered beneath the clay at locations B-1, B-2 and B-5, typically at depths of

66 to 72 feet bls. The limestone was in a medium dense to very dense condition.

Losses of drilling fluid circulation occurred in borings B-2 and B-5 within the interbedded layers of limestone, or in the deeper limestone formation. These circulation losses are attributed to the epikarst and natural porosity of the limestone, and are not indicators of sinkhole activity.

The borings performed through the parking lot indicate the parking lot section consists of 2 to

2.75 inches of asphalt overlying about 6 inches of limerock base course.

The water table was not determined in most of the SPT borings due to the mud rotary method of advancing the boreholes. The water table was measured at depths of 8 and 10.5 feet bls at locations B-4 and B-6.

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The boreholes were abandoned in accordance with Water Management district requirements upon completion of the drilling. Borings that were performed through the asphalt parking lot were patched with cold patch. This repair should be considered temporary.

3.3 Laboratory Soil Analysis

Selected soil samples recovered from the soil borings were analyzed for natural moisture content, the percent passing the No. 200 sieve and vertical permeability. Locations of the soil borings are shown on Figure 2. Selected soil samples were collected from depths ranging from 1 to 50 feet bls. These tests were performed to confirm visual soil classification and evaluate their engineering properties. The complete laboratory report is provided in Section 5.3.

The laboratory tests indicate the tested near surface soils consist of sand with silt (SP-SM) having about 11 percent soil fines passing the No. 200 sieve and clayey to very clayey sand (SC) having 22 to 34 percent soil fines passing the No. 200 sieve. The tested clay (CH) has 91 to 96 percent fines passing the No. 200 sieve.

The Atterberg Limits tests indicate the tested clay (CH) has Liquid Limit (LL) values of 115 to

171, Plastic Limit (PL) values of 42 to 56, and Plasticity Index (PI) values of 73 to 115. This corresponds to a material with high potential (LL > 60 and PI > 35) for expansive behavior . The tested clayey sand has LL values of 35 to 37, PL values of 20 to 21 and PI values of 15 to 16, indicating a low (LL < 50 and PI < 25) potential for expansive behavior. Based upon our experience with similar clay-rich soils in the Gainesville area, we believe the clayey sands will have a low potential for expansive behavior, and the sandy clays having more than about 40 to

50 percent fines passing the No. 200 sieve will have a high potential for expansive behavior.

The natural moisture contents of the clayey sand soils were below the PL values, indicating the clayey sands are dehydrated and have little potential for shrinkage. The tested clay soils have natural moisture contents approaching the PL values, indicating these soils are also dehydrated and have a low potential for shrinkage. The clay-rich soils have a higher potential for swelling from increases in moisture content.

The organic content test indicates the surficial sand at location B-5 has 2.3 percent organics.

Soils having more than about 5 percent organic content are considered unsuitable.

3.4 Review of Published Data

The Soil Conservation Service (SCS) Soil Survey for Alachua County maps two soil series at this site. The northern approximate two-thirds of the site is mapped as Surrency sand and the southern portion of the site is mapped as Pomona sand. The following soil descriptions are from the County Soil Survey.

1 U.S. Department of the Army USA, 1983, Foundations in Expansive Soils, TM 5-818-7, p. 4-1.

2 Soil Survey of Alachua County, Florida. Soil Conservation Service, U.S. Department of Agriculture.

Summary Report of a Geotechnical Exploration January 30, 2009

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Surrency sand - This nearly level, very poorly drained soil is in ponds and depressional areas in the broad flatwoods and in areas of wet prairie on uplands. Slopes are less than 1 percent. The areas are relatively small and range from about 10 to 40 acres.

Typically, the surface layer is black sand about 15 inches thick. The subsurface layer is light gray sand to a depth of 28 inches. Between 28 and 80 inches, the subsoil is sandy clay loam.

The upper 27 inches is gray, and the lower 25 inches is light gray.

Included with this soil in mapping are small areas of Monteocha, Pomona, Samsula, and

Wauberg soils. Also included are small areas of soils that have a 10- to 24-inch, black or very dark gray sand or loamy sand surface layer over a gray sandy clay loam subsoil. In some delineations are small areas of soils which are similar to this Surrency soil but which have 3 to

10 inches of well-decomposed organic material covering the surface. In some small areas the subsoil decreases in clay content by 20 percent or more at a depth of about 55 to 60 inches.

Total included areas are about 20 percent or less.

This Surrency soil has a water table that is within 10 inches of the surface for about 6 months or more during most years. Water is on the surface for 4 months or more. The available water capacity ranges from low to high in the surface and subsurface layers and from low to medium in the subsoil. Permeability is moderately rapid to rapid in the sandy surface and subsurface layers and slow to moderately slow in the loamy subsoil. Natural fertility is medium in the surface layer and is low in the subsurface layer and subsoil. Organic matter content is high to very high in the surface layer.

Pomona sand - This nearly level, poorly drained soil is in small and large areas in the flatwoods.

Slopes are nearly smooth and range from 0 to 2 percent. The areas are irregular in shape and range from about 10 to 350 acres.

Typically, the surface layer is very dark gray sand about 5 inches thick. The subsurface layer is sand to a depth of 16 inches. The upper 4 inches is gray, and the lower 7 inches is light gray.

The upper 4 inches of the subsoil is very dark gray sand in which many sand grains are coated with organic material, and the next 4 inches is dark reddish brown sand. The next 8 inches is pale brown sand that has mottles, and the lower 11 inches is very pale brown sand. Below this a loamy subsoil extends to a depth of 69 inches. The upper 4 inches is light gray fine sandy loam, and the lower 22 inches is gray, mottled sandy clay loam. Between depths of 69 and 84 inches, the underlying material is light gray, mottled fine sandy loam.

Included with this soil in mapping are small areas of soils which are similar to Pomona soils but which have a brown, organically stained layer. Many of the sand grains are uncoated. Also included are small areas of soils which are similar to this Pomona soil but which have weakly cemented layers at a depth of 30 to 50 inches. Small areas of Myakka, Newnan, Pelham, Sparr, and Wauchula soils are in some areas. About 60 acres mapped as Pomona soil along the Santa Fe

River is occasionally flooded. Total included areas are about 20 percent.

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In this Pomona soil, the water table is within 10 inches of the surface for 1 to 3 months during most years. During dry seasons, the water table recedes to a depth of more than 40 inches.

Surface runoff is slow. The available water capacity is low to medium in the surface and subsurface layers, and it ranges from low to high in the subsoil. Permeability is rapid to very rapid in the surface and subsurface layers, moderate to rapid in the upper part of the subsoil, and moderately slow to moderate in the lower part.

The near surface soils encountered by the borings are generally consistent with the soil survey mappings.

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4.0 EVALUATION AND RECOMMENDATIONS

4.1 General

The following recommendations are made based upon our understanding of the proposed construction, a review of the attached boring logs, and experience with similar projects and subsurface conditions. If plans or the location of proposed construction change from those discussed previously, we request the opportunity to review and possibly amend our recommendations with respect to those changes.

In this section of the report, we present our evaluation and recommendations for the foundation design, and site preparation.

4.2 Groundwater

The groundwater table was determined in only two of the borings and was found at depths of 8 to

10.5 feet bls. The groundwater table was not determined in the other borings due to the mud rotary method of advancing the boreholes. We anticipate the seasonal high groundwater table will be at depths of 2 to 4 feet bls, perched on the near surface clayey sand soils.

4.3 Building Foundations

The soil borings performed indicate the soils at the site are somewhat variable. The borings indicate the upper 10 to 15 feet of the subsurface is in a medium dense condition, but then becomes weaker with depth as the soils become more clay-rich. As the soils transition into clay, they become stiff to hard at depths of 45 to 60 feet bls.

The proposed building has design loads of 1,000 to 1,850 kips and bearing wall loads of 35 kips per foot. These loads are too heavy to be supported by conventional, shallow spread foundations as settlements will be excessive. Additionally, we believe a mat foundation will not be suitable for the structure, also due to the potential for excessive settlements. We recommend the structure be supported by a deep foundation system.

Based upon the soil conditions encountered and our recommended site preparation approach, it is our opinion the structure can be supported by augured cast-in-place concrete piles or driven pre-stressed concrete piles. Recommendations for each pile type are given below.

4.3.1 Augured Cast-In-Place Concrete Piles

Augured cast-in-place (ACIP) concrete piles should have a minimum diameter of 16 inches. We estimate a 16-inch diameter pile constructed to a depth of 65 feet will have an allowable axial capacity of 150 tons.

ACIP piles should be constructed by drilling a hollow-stem auger into the ground to the required depth. The bottom of the auger should have a plug that prevents the soil cuttings from entering

Summary Report of a Geotechnical Exploration January 30, 2009

4-2 and plugging up the hollow stem. After reaching the required depth, the auger should be lifted 2 to 3 feet, and pumping of the grout should begin so that the plug is flushed out and a continuous flow of grout is achieved. The auger should then be lowered to the original drilled depth, and then slowly retracted while pumping the grout to create a continuous grouted pile. The grout should always be pumped under pressure to help assure the piles are continuous. A minimum actual grout volume of 1.15 percent of the theoretical pile volume should be achieved for each pile, unless otherwise approved by the geotechnical engineer.

The piles should be reinforced, and this usually consists of a single reinforcing bar placed the full length of the pile. The bottom of the reinforcing bar should be attached to a centering device that helps place the bar within the center of the pile, and the centering device also helps to confirm the pile section is continuous. The upper portion of the pile may require a reinforcement cage to reinforce the portion of the pile having moments from lateral loads. A lateral pile analysis will be necessary to determine the amount and depth of the moments, but typically moments from lateral forces are typically dissipated in the upper 20 to 25 feet of most piles. The above pile reinforcement recommendations are general in nature, and the actual pile reinforcement should be determined by the structural engineer. GSE will conduct a lateral pile analysis as necessary once the structural engineer has established the pile layout and lateral loading conditions.

The construction of the piles should be in a manner that drilling of the piles does not disturb the

“wet” grout in adjacent piles. We recommend adjacent piles under construction be a minimum of

6 pile diameters from any pile having grout less than 24-hours old.

Our pile capacity estimate is based upon a single, free-standing pile. Pile groups may have different (lower) capacities, and to help reduce the effects of pile groups, we recommend the piles be separated by a minimum of three pile diameters, center-to-center.

We recommend all piles be installed under engineering observation. Additionally, at least one non-production pile should be load tested in accordance with ASTM D1143 or dynamically tested in accordance with ASTM D4945. The geotechnical engineer should assist the pile contractor in selecting the pile test location.

4.3.2 Driven Piles

It is our opinion the structure can also be supported by driven piles. Driven piles are not as commonly used in the Gainesville area, due to the potential for driving vibrations disturbing adjacent properties. However, this site appears to be far enough from adjacent structures that vibrations should not be of concern. Noise from pile driving operations can also be of concern.

As part of the driven pile program, a pre-construction survey of adjacent structures within 150 feet of the site should be conducted to document existing conditions and damages that may be present.

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Driven piles should consist of 18-inch square, pre-stressed concrete piles. We estimate an 18-inch square pile will have an allowable axial capacity of 150 tons when driven to depths of 55 to

65 feet.

Our pile capacity estimate is based upon a single, free-standing pile. Pile groups may have different (lower) capacities, and to help reduce the effects of pile groups, we recommend the piles be separated by a minimum of three pile diameters, center-to-center.

The soil borings indicate loose soil conditions from about 15 to 45 feet at several of the boring locations. Pile driving should consider these conditions to help assure excessive tension stresses do not develop that can damage the piles. A GRLWEAP analysis should be performed once the pile driving contractor has been selected and the driving equipment specifications submitted, to establish the driving criteria and confirm the estimated pile depth and capacity. Testing with the

Pile Driving Analyzer (PDA) should be performed on the driven piles to evaluate the driving stresses and hammer performance, and to establish the final driving criteria and ultimate pile capacity.

All piles should be installed under engineering observation. Piles should be tested dynamically in accordance with ASTM D4945.

4.4 Ground Slab

The structure will have a concrete slab on the ground level. It is our opinion the ground slab does not have to be pile supported. The ground slab should be supported by a minimum of two feet of well draining sandy soils having less than 12 percent soil fines passing the No. 200 sieve. The soil borings indicate this amount of sand should be present on the site, but if silt or clay-rich soils should be encountered within 2 feet of the bottom of the ground slab, we recommend these soils be undercut and replaced with clean sand having less than 12 percent soil fines. The subgrade should be compacted to a minimum of 95 percent of the Modified Proctor maximum dry density

(ASTM D1557) to a depth of one foot in the native soils beneath the slab, and in each lift of fill or backfill.

4.5 Site Preparation

Site preparation should consist of normal, good practice methods to prepare the ground surface for supporting the ground slab. It is not necessary to perform subgrade improvement beneath the pile caps. The pile caps can be constructed on firm subgrade materials. However, if the excavation of the pile caps should encounter groundwater, gravel can be placed at the bottom of the excavation to provide a firm surface to support the pile caps. The following recommendations are our general guidelines for site preparation.

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4.5.1 Stripping

Strip the construction limits and 10 feet beyond the perimeter of all grass, roots, topsoil, slabs, pavement materials and other deleterious materials and cut the site to near the final grade. You should expect to strip to depths of 6 to 12 or more inches. Deeper stripping may be necessary if major root systems are present and went undetected as part of this investigation and in areas of existing structures and utilities.

4.5.2 Dewatering

Temporary dewatering should not be necessary at this site. However, during prolonged wet periods, there is a potential for storm water to perch on the clayey sand soils and saturate the overlying thin layer of sand, where present. Dewatering can likely be accomplished with sumps placed near the construction area. The site should always be graded to promote runoff and limit the amount of ponding. Localized ponding of storm water is expected without proper grading during construction, and could render previously acceptable surfaces unacceptable.

4.5.3 Proof-Rolling

Proof-roll the subgrade with heavy rubber-tired equipment, such as a loaded front-end loader or dump truck, to identify any loose or soft zones not found by the soil borings. Undercut or otherwise treat these zones as recommended by the geotechnical engineer in this report.

4.5.4 Proof Compaction

Compact the subgrade to a density of at least 95 percent of the Modified Proctor maximum dry density (ASTM Specification D-1557). The specified compaction should be obtained to a depth of 1 foot below the ground slab bottoms or the existing grade prior to placing fill. Vibratory roller equipment should not be used within approximately 100 feet of existing structures.

Groundwater should be maintained at least 2 feet below surfaces to be compacted.

4.6 Fill Placement

Imported fill placed to raise the site grades should consist of clean sand having less than 10 percent passing the No. 200 sieve. On site soils meeting the requirements of Section 4.8 may also be used as structural fill. The fill should be placed in maximum 12 inch loose lifts that are compacted to at least 95 percent of the Modified Proctor maximum dry density. If lighter “walk-behind” compaction equipment is used, this may require lifts of 4 inches or less to achieve the required degree of compaction.

4.7 Testing

Perform compaction testing in the existing sandy soils and fill. Perform a compaction test for each 2,500 square feet of ground slab or floor area per foot of fill or native material, or a minimum of three tests, whichever is greater.

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4.8 Surface Water Control and Landscaping

Roof gutters should be considered to divert runoff away from the building. The gutter downspouts should discharge directly into the storm sewer system in order to reduce the amount of water collecting around the foundations. Grading of the site should be such that water is diverted away from the building on all sides to reduce the potential for erosion and water infiltration along the foundation.

With respect to landscaping, it is recommended that existing and planted trees and large “tree-like” shrubbery with potential for developing large root systems be planted a minimum distance of half their mature height, and preferably their expected final height, away from the structure.

The purpose of this is to reduce the potential for foundation or slab movements from the growth of root systems as the landscaping matures and from the roots removing moisture from the clayey soils, causing possible shrinkage movements.

If excavations for underground utilities encounter the clay-rich soils, the excavations should be made such that they do not trap water (i.e. “swimming pool” or “bowl” effect). Sloping the excavations, installing underdrains, or extending the excavation to a more pervious area can achieve this. Allowing surface water to become trapped within utility trenches or other excavations (including footings) serves as a potential water source for the clay, which can result in shrink swell of these soils. Furthermore, during construction, surface water within the building areas must be controlled such that the water does not become trapped and represent a source of water for the underlying clay-rich soils. Mismanagement of the surface water during construction within the building footprint could result in subsequent post construction structure movement.

The above recommendations are intended to maintain relatively consistent moisture contents within the clay-rich expansive soils encountered by the borings. The importance of proper surface water control and landscaping placement cannot be overemphasized in accomplishing this objective.

Consideration should also be given to using landscaping that has a low water demand, so that excessive irrigation is not conducted around the structures.

4.9 Fill Suitability

The upper thin layer of sandy soils (with exception of topsoil) excavated from the site (SP-SM) should be suitable for use as structural fill, assuming it has less than 5 percent organic material and is free of roots and other deleterious debris.

Some of the deeper underlying clayey sand (SC) soils are also considered suitable for use as structural fill but may be a less desirable source of fill, as these soils are difficult to work and compact. If clay-rich soils are utilized, we recommend that they contain less than 30 percent fines (Passing the No. 200 sieve) with a Plasticity Index less than 15 and Liquid Limit less than

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45. Mixing of soils with higher fines content with those with less fines content may increase their overall workability.

The very clayey sand (SC) (i.e., greater than 30 percent fines) and sandy clay and clay (CL/CH) encountered is not considered a suitable source of structural fill.

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5.0 FIELD DATA

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5.1 Standard Penetration Test Soil Boring Logs

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

(SC) Medium dense dark gray to brown very clayey

SAND

(CH) Firm blue, orange, and tan CLAY

(SC-SM) Loose orange and gray very clayey SAND

(LS) Soft tan to gray LIMESTONE with clayey sand

(CL/CH) Firm gray to tan silty CLAY

(SM-SC) Dense to medium dense gray to tan silty SAND with clay

(CH) Firm blue gray CLAY

(SC) Medium dense gray and orange very clayey

SAND

(SP-SM) Medium dense tan to brown SAND with silt 2.75" ASPHALT and 5.75" LIMEROCK BASE

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(CH) Very stiff gray orange tan CLAY

4-8-13 (21)

12-16-17 (33)

2-6-6 (12)

12-12-13 (25)

10-11-14 (25)

5-8-11 (19)

10-6-9 (15)

12-14-14 (28)

35 15

4-4-5 (9)

3-5-5 (10)

2-4-4 (8)

2-3-4 (7)

PROJECT LOCATION Gainesville, Alachua, Florida

BORING NUMBER B-1

PROJECT NAME VA Hospital Parking Structure

20 40 60 80

PROJECT NUMBER 10358

ESTIMATED SEASONAL HIGH

CLIENT AKEA, Inc.

AT TIME OF DRILLING 8.0 '

COMPLETED 1/10/09

B

LO

W C

O U

N

TS

(N V

A

LU

E

O R

G A

N

IC

C O

N

TE

N T, LI

Q

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L

IM

IT

P

LA

S

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P

LA

S

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C L

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O . 2

S

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(Continued Next Page)

M O

IS

TU

R E

C O

N

TE

N T, C O

N

TA

C T

D E

P

TH

(f t)

D E

P

TH

(ft

S A

M P

LE

T

Y P

E N

U M

B E

R

MATERIAL DESCRIPTION

G R

A P

H

IC

LO

G SPT N VALUE

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

8.5

4.5

0.95

DRILLING METHOD Mud Rotary

CHECKED BY JBN

GROUND WATER LEVELS:DRILLING CONTRACTOR Whitaker Drilling

HOLE SIZEDATE STARTED 1/9/09

LOGGED BY

GROUND ELEVATION

NOTES

SPT

SPT

SPT

(LS) Very dense tan and white LIMESTONE

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

TD

U

S .G

D T

- 2 /2

/0

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P

IT

A L

P A

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IN

G

S

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TU

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B O

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IN

G S

\1

B

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IN

G

S .G

P J

(SC) Very dense dark gray clayey SAND with limestone sand fragments

(CL/CH) Hard dark gray silty, sandy CLAY

(CL/CH) Very stiff blue gray CLAY

(ML) Very stiff gray to tan sandy clayey SILT

10-18-29 (47)

50/1"

SPT

16-80

10-11-14 (25)

5-7-9 (16)

3-3-4 (7)

7-11-24 (35)

SPT

Bottom of borehole at 75.0 feet.

SPT

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

B

LO

W C

O U

N

TS

(N V

A

LU

E

CLIENT AKEA, Inc.

(SC) Dense gray to tan clayey SAND

PROJECT LOCATION Gainesville, Alachua, Florida

O R

G A

N

IC

C O

N

TE

N T, C O

N

TA

C T

D E

P

TH

(f t)

20 40 60 80

SPT N VALUE

PROJECT NUMBER 10358

BORING NUMBER B-1

LI

Q

U

ID

L

IM

IT

PROJECT NAME VA Hospital Parking Structure

S A

M P

LE

T

Y P

E N

U M

B E

R

MATERIAL DESCRIPTION

G R

A P

H

IC

LO

G

>>75

M O

IS

TU

R E

C O

N

TE

N T, P

LA

S

TI

C

IT

Y

IN

D E

X

P

LA

S

TI

C L

IM

IT

PE

R

C

EN

T

PA

SS

N

O . 2

S

IE

VE

D E

P

TH

(ft

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

(SC) Dense to medium dense gray to tan clayey

SAND

(CL/CH) Stiff blue, gray, and orange CLAY

(SM-SC) Loose gray to tan silty to clayey SAND

(SC) Loose gray to tan clayey SAND

(SC) Loose tan to gray silty to clayey SAND

SPT

(SC) Medium dense dark gray to tan clayey to very clayey SAND

(SC) Medium dense dark gray and orange very clayey

SAND

(SP) Dense tan to gray SAND

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

TD

U

S .G

D T

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/0

:2

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O

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\1

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P A

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IN

G

S

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U C

TU

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B O

R

IN

G S

\1

B

O R

IN

G

S .G

P J

(ML) Firm gray to tan sandy SILT

10-8-6 (14)

3-3-6 (9)

3-4-6 (10)

2-3-4 (7)

2-3-4 (7)

2-3-5 (8)

7-10-10 (20)

8-14-17 (31)

6-9-14 (23)

17-9-9 (18)

9-12-18 (30)

3-4-6 (10)

2" ASPHALT and 6.5" LIMEROCK BASE

PROJECT NUMBER 10358

PROJECT NAME VA Hospital Parking Structure

PROJECT LOCATION Gainesville, Alachua, Florida

BORING NUMBER B-2

CLIENT AKEA, Inc.

D E

P

TH

(ft

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

O R

G A

N

IC

C O

N

TE

N T, LI

Q

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ID

L

IM

IT

P

LA

S

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C

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D E

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P

LA

S

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C L

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IT

B

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O U

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(N V

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LU

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PE

R

C

EN

T

PA

SS

N

O . 2

S

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G R

A P

H

IC

LO

G MATERIAL DESCRIPTION SPT N VALUE

20 40 60 80

C O

N

TA

C T

D E

P

TH

(f t)

M O

IS

TU

R E

C O

N

TE

N T, S A

M P

LE

T

Y P

E N

U M

B E

R

33.5

0.875

DATE STARTED 1/9/09

(Continued Next Page)

ESTIMATED SEASONAL HIGH

COMPLETED 1/9/09

CHECKED BY JBN

GROUND WATER LEVELS:

NOTES

AT TIME OF DRILLING N/E

DRILLING CONTRACTOR Whitaker Drilling

GROUND ELEVATION

LOGGED BY

DRILLING METHOD Mud Rotary

HOLE SIZE

SPT

SPT

SPT

SPT

(CL/CH) Hard blue orange CLAY with limestone fragments

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

TD

U

S .G

D T

- 2 /2

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P J

(CL/CH) Hard blue, tan, and orange CLAY

(SM) Medium dense gray and tan silty SAND

(CL/CH) Stiff blue, gray, and orange CLAY (continued)

100% water loss at 69'

Bottom of borehole at 75.0 feet.

8-12-19 (31)

SPT

50/0"

23-4-50/3" 54/9"

14-28-52 (80)

5-8-21 (29)

2-3-5 (8)

50/2"

(LS) Very dense tan to white LIMESTONE

SPT

O R

G A

N

IC

C O

N

TE

N T, PROJECT NUMBER 10358

CLIENT AKEA, Inc.

PROJECT LOCATION Gainesville, Alachua, Florida

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

LI

Q

U

ID

L

IM

IT

(SC) Very dense tan to gray clayey SAND

MATERIAL DESCRIPTION

BORING NUMBER B-2

C O

N

TA

C T

D E

P

TH

(f t)

20 40 60 80

B

LO

W C

O U

N

TS

(N V

A

LU

E

S A

M P

LE

T

Y P

E N

U M

B E

R

PROJECT NAME VA Hospital Parking Structure

SPT N VALUE

66.5

P

LA

S

TI

C L

IM

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PE

R

C

EN

T

PA

SS

N

O . 2

S

IE

VE

M O

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TU

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C O

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N T, P

LA

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D E

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D E

P

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(ft

G R

A P

H

IC

LO

G

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

(SP-SM) Medium density brown to gray SAND with silt

(SC) Loose gray to tan very clayey SAND with shell fragments

(SC) Loose gray to brown clayey SAND with shell fragments

(CH) Firm gray, tan, and orange CLAY

(SC-SM) Medium density gray to brown silty to very clayey SAND

(CH) Stiff green blue CLAY

(SC) Medium density orange, tan, and gray clayey

SAND

(SC) Loose gray to dark brown very clayey SAND

(SC) Medium density orange to tan clayey SAND

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

TD

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P A

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TU

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IN

G S

\1

B

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G

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(SC) Loose tan to gray SAND with trace of organics

9-5-7 (12)

7-11-9 (20)

3-4-5 (9)

9-15-11 (26)

1-3-4 (7)

3-2-2 (4)

11-6-3 (9)

8-9-11 (20)

9-9-12 (21)

2-2-3 (5)

2-2-2 (4)

3-4-4 (8)

PROJECT NAME VA Hospital Parking Structure

(Continued Next Page)

BORING NUMBER B-3GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

20 40 60 80

PROJECT LOCATION Gainesville, Alachua, FloridaPROJECT NUMBER 10358

CLIENT AKEA, Inc.

ESTIMATED SEASONAL HIGH

LI

Q

U

ID

L

IM

IT

P

LA

S

TI

C

IT

Y

IN

D E

X

P

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S

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C O

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(f t)

G R

A P

H

IC

LO

G

O R

G A

N

IC

C O

N

TE

N T, B

LO

W C

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(N V

A

LU

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D E

P

TH

(ft

S A

M P

LE

T

Y P

E N

U M

B E

R

MATERIAL DESCRIPTION SPT N VALUE

AT TIME OF DRILLING N/E

28.5

7.5

36.5

DRILLING METHOD Mud Rotary

COMPLETED 1/12/09DATE STARTED 1/9/09

CHECKED BY JBN

GROUND WATER LEVELS:

HOLE SIZE

LOGGED BY

NOTES

GROUND ELEVATION

DRILLING CONTRACTOR Whitaker Drilling

(CH) Hard blue tan SANDY clay

(CL/CH) Hard tan, gray, and orange CLAY

Bottom of borehole at 60.0 feet.

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

TD

U

S .G

D T

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(SC) Loose gray to tan very clayey SAND with shell fragments (continued)

779656 115171

6-12-22 (34)

6-7-12 (19)

10-13-19 (32)

10-14-17 (31)

SPT

SPT

SPT

PROJECT LOCATION Gainesville, Alachua, Florida

SPT N VALUE

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

C O

N

TA

C T

D E

P

TH

(f t)

MATERIAL DESCRIPTION

CLIENT AKEA, Inc.

PROJECT NUMBER 10358

BORING NUMBER B-3

PROJECT NAME VA Hospital Parking Structure

G R

A P

H

IC

LO

G

D E

P

TH

(ft

M O

IS

TU

R E

C O

N

TE

N T, PE

R

C

EN

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PA

SS

N

O . 2

S

IE

VE

20 40 60 80P

LA

S

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C L

IM

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P

LA

S

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C

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Y

IN

D E

X

LI

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G A

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C O

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(N V

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LU

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S A

M P

LE

T

Y P

E N

U M

B E

R

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

(SP-SC) Loose tan and brown SAND with clay

(SP-SM) Medium density tan to brown SAND with silt 2" ASPHALT and 6" LIMEROCK BASE

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

TD

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(SC) Loose to medium density dark gray to brown clayey to very clayey SAND

(SC) Dense gray, tan, and orange clayey to very clayey SAND

(SC) Medium density brown to dark gray clayey SAND

(CH) Firm blue green CLAY

14-11-8 (19)

15-22-25 (47)

10-13-19 (32)

7-10-16 (26)

8-14-21 (35)

6-8-12 (20)

4-4-6 (10)

5-4-6 (10)

6-11-13 (24)

732-3-4

(7) 91

11-11-13 (24)

2-2-3 (5)

G R

A P

H

IC

LO

G

BORING NUMBER B-4

20 40 60 80

SPT N VALUE

PROJECT NAME VA Hospital Parking Structure

PROJECT LOCATION Gainesville, Alachua, FloridaPROJECT NUMBER 10358

CLIENT AKEA, Inc.

LI

Q

U

ID

L

IM

IT

P

LA

S

TI

C

IT

Y

IN

D E

X

P

LA

S

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PE

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PA

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M O

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C O

N

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N

TA

C T

D E

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(f t)

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

O R

G A

N

IC

C O

N

TE

N T, B

LO

W C

O U

N

TS

(N V

A

LU

E

S A

M P

LE

T

Y P

E N

U M

B E

R

D E

P

TH

(ft

) MATERIAL DESCRIPTION

0.9

GROUND WATER LEVELS:

ESTIMATED SEASONAL HIGH

AT TIME OF DRILLING 8.0 '

COMPLETED 1/10/09

CHECKED BY JBN

(Continued Next Page)

DRILLING CONTRACTOR Whitaker Drilling

HOLE SIZE

DRILLING METHOD Mud Rotary

LOGGED BY

GROUND ELEVATION

NOTES

DATE STARTED 1/9/09

(CH) Firm blue green CLAY (continued)

(ML) Stiff to soft tan to gray clayey sandy SILT

(SC-SM) Loose tan to gray very clayey silty SAND

(ML) Dark gray sandy SILT

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

TD

U

S .G

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1\ G

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P

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P A

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IN

G

S

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U C

TU

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R

IN

G S

\1

B

O R

IN

G

S .G

P J

Bottom of borehole at 60.0 feet.

SPT

2-3-7 (10)

1-1-2 (3)

2-3-3 (6)

6-7-9 (16)

SPT

SPT

SPT

57.5

BORING NUMBER B-4

20 40 60 80

C O

N

TA

C T

D E

P

TH

(f t)

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

MATERIAL DESCRIPTION

CLIENT AKEA, Inc. PROJECT NAME VA Hospital Parking Structure

PROJECT LOCATION Gainesville, Alachua, FloridaPROJECT NUMBER 10358

P

LA

S

TI

C L

IM

IT

G R

A P

H

IC

LO

G

D E

P

TH

(ft

M O

IS

TU

R E

C O

N

TE

N T, PE

R

C

EN

T

PA

SS

N

O . 2

S

IE

VE

SPT N VALUE

S A

M P

LE

T

Y P

E N

U M

B E

R

B

LO

W C

O U

N

TS

(N V

A

LU

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O R

G A

N

IC

C O

N

TE

N T, LI

Q

U

ID

L

IM

IT

P

LA

S

TI

C

IT

Y

IN

D E

X

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

4(SC) Very stiff dark gray and orange clayey SAND

(CL/CH) Stiff tan to gray clay with shell fragments

(CL/CH) Stiff gray to white silty CLAY

(LS) Soft tan to gray LIMESTONE

(LS) Medium dense tan LIMESTONE with silty sand seams

(CH) Firm blue gray sitly CLAY

(SC) Medium dense gray to tan clayey to very clayey

SAND

(SC) Medium dense brown to gray clayey SAND

(SC) Medium dense gray to dark brown clayey SAND

(SP-SC) Medium dense brown to gray SAND with clay

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

TD

U

S .G

D T

- 2 /2

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:2

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Set 30' of casing

(SC) Medium dense dark gray and orange very clayey

SAND

3-5-7 (12)

8-4-4 (8)

3-6-8 (14)

1-3-4 (7)

4-7-8 (15)

10-11-11 (22)

6-11-11 (22)

8-11-12 (23)

3-4-8 (12)

11-10-5 (15)

1621 34

135-9-11 (20)

(SM) Medium dense dark brown SAND with silt and trace of organics

8-4-5 (9)

G R

A P

H

IC

LO

G

BORING NUMBER B-5

(Continued Next Page)

Loss of circulation at 27.5'

PROJECT NAME VA Hospital Parking Structure

C O

N

TA

C T

D E

P

TH

(f t)

PROJECT NUMBER 10358

CLIENT AKEA, Inc.

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

ESTIMATED SEASONAL HIGH

PROJECT LOCATION Gainesville, Alachua, Florida

O R

G A

N

IC

C O

N

TE

N T, LI

Q

U

ID

L

IM

IT

P

LA

S

TI

C

IT

Y

IN

D E

X

P

LA

S

TI

C L

IM

IT

PE

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C

EN

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PA

SS

N

O . 2

S

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VE

M O

IS

TU

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C O

N

TE

N T, B

LO

W C

O U

N

TS

(N V

A

LU

E

S A

M P

LE

T

Y P

E N

U M

B E

R

D E

P

TH

(ft

) MATERIAL DESCRIPTION SPT N VALUE

20 40 60 80

16.5

12.5

7.5

4.5

2.5

NOTES

COMPLETED 1/9/09DATE STARTED 1/9/09

CHECKED BY JBN

GROUND WATER LEVELS:DRILLING CONTRACTOR Whitaker Drilling

HOLE SIZE

DRILLING METHOD Mud Rotary

GROUND ELEVATION

AT TIME OF DRILLING N/E

LOGGED BY

SPT

SPT

SPT

SPT

(SC) Medium dense gray to tan clayey SAND

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

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U

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IN

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(LS) Medium dense tan to gray LIMESTONE

(LS) Very dense gray and tan LIMESTONE with clay sand seams

(CL/CH) Stiff tan to gray clay with shell fragments (continued)

Bottom of borehole at 75.0 feet.

10-11-8 (19)

11-11-16 (27)

8-9-11 (20)

SPT

5-5-13 (18)

4-6-15 (21)

15-20-52 (72)

6-6-9 (15)

(LS) Medium dense gray to tan LIMESTONE

SPT

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

PROJECT NUMBER 10358

B

LO

W C

O U

N

TS

(N V

A

LU

E

CLIENT AKEA, Inc.

(CL/CH) Very stiff gray sandy CLAY

PROJECT LOCATION Gainesville, Alachua, Florida

O R

G A

N

IC

C O

N

TE

N T, BORING NUMBER B-5

C O

N

TA

C T

D E

P

TH

(f t)

20 40 60 80

SPT N VALUE MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

PROJECT NAME VA Hospital Parking Structure

LI

Q

U

ID

L

IM

IT

G R

A P

H

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LO

G

P

LA

S

TI

C

IT

Y

IN

D E

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P

LA

S

TI

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IT

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R

C

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PA

SS

N

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S

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M O

IS

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C O

N

TE

N T, D E

P

TH

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

AU

(SP-SC) Very dense tan to gray SAND with clay

(SM-SC) Medium density gray to tan very silty to clayey SAND

(CL/CH) Dense tan to gray silty CLAY

(SC) Dense gray to tan clayey SAND

AU

(SP) Very dense tan to gray SAND

(SC) Very dense gray and tan clayey SAND

(SC) Medium density orange and gray very clayey

SAND

(SC) Orange to tan clayey SAND

S P

T B

O R

IN

G

S W

/ O R

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S

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(LS) Sandy LIMEROCK

(CH) Stiff blue green CLAY

9-12-17 (29)

3-5-9 (14)

6-27-30 (57)

4-5-8 (13)

20-33-35 (68)

21-29-42 (71)

19-40-50/4" 90/10"

7-13-22 (35)

3-6-10 (16)

22 17

10-25-37 (62)

(SC) Tan clayey SAND

PROJECT NUMBER 10358

PROJECT NAME VA Hospital Parking Structure

PROJECT LOCATION Gainesville, Alachua, Florida

CLIENT AKEA, Inc.

D E

P

TH

(ft

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

G R

A P

H

IC

LO

G

B

LO

W C

O U

N

TS

(N V

A

LU

E

O R

G A

N

IC

C O

N

TE

N T, LI

Q

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ID

L

IM

IT

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SS

N

O . 2

S

IE

VE

S A

M P

LE

T

Y P

E N

U M

B E

R

BORING NUMBER B-6

MATERIAL DESCRIPTION SPT N VALUE

M O

IS

TU

R E

C O

N

TE

N T, 20 40 60 80

C O

N

TA

C T

D E

P

TH

(f t)

(Continued Next Page)

9.5

7.5

4.5

CHECKED BY JBN ESTIMATED SEASONAL HIGH

AT TIME OF DRILLING 10.5 '

COMPLETED 1/9/09DATE STARTED 1/9/09

GROUND WATER LEVELS:DRILLING CONTRACTOR Whitaker Drilling

HOLE SIZE

NOTES

GROUND ELEVATION

LOGGED BY

DRILLING METHOD Mud Rotary

SPT

SPT

SPT

(SC) Loose tan to gray very clayey SAND with sand seams

S P

T B

O R

IN

G

S W

/ O R

G A

N

IC

S

G

IN

T S

TD

U

S .G

D T

- 2 /2

/0

:2

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R V

E R

1\ G

E N

E R

A L\

P R

O

JE

C

TS

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P

IT

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IN

G

S

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R

IN

G S

\1

B

O R

IN

G

S .G

P J

(CL/CH) Firm dark gray CLAY

(CL/CH) Firm to stiff blue and tan CLAY

(LS) Medium density gray to tan LIMESTONE with clay seams

(SM-SC) Medium density gray to tan very silty to clayey SAND (continued)

3-5-5 (10)

3-4-4 (8)

SPT

1-2-3 (5)

3-3-4 (7)

3-4-5 (9)

9-6-6 (12)

2-2-3 (5)

SPT

Bottom of borehole at 75.0 feet.

SPT

GSE Engineering & Consulting, Inc.

5590 SW 64th Street, Suite B Gainesville, Florida 32608 Telephone: 352-377-3233

B

LO

W C

O U

N

TS

(N V

A

LU

E

CLIENT AKEA, Inc.

(SC) Loose tan to gray CLAY

PROJECT LOCATION Gainesville, Alachua, Florida

O R

G A

N

IC

C O

N

TE

N T, C O

N

TA

C T

D E

P

TH

(f t)

20 40 60 80

SPT N VALUE

PROJECT NUMBER 10358

BORING NUMBER B-6

LI

Q

U

ID

L

IM

IT

PROJECT NAME VA Hospital Parking Structure

S A

M P

LE

T

Y P

E N

U M

B E

R

MATERIAL DESCRIPTION

G R

A P

H

IC

LO

G

M O

IS

TU

R E

C O

N

TE

N T, P

LA

S

TI

C

IT

Y

IN

D E

X

P

LA

S

TI

C L

IM

IT

PE

R

C

EN

T

PA

SS

N

O . 2

S

IE

VE

D E

P

TH

Summary Report of a Geotechnical Exploration January 30, 2009

5-3

5.2 Key to Soil Classifications

NO. OF BLOW, N RELATIVE DENSITY NO. OF BLOWS, N CONSISTENCY

0 - 4 Very Loose 0 - 2 Very Soft

5 - 10 Loose 3 - 4 Soft SANDS: 11 - 30 Medium dense SILTS 5 - 8 Firm

31 - 50 Dense & 9 - 15 Stiff OVER 50 Very Dense CLAYS: 16 - 30 Very Stiff

31 - 50 Hard OVER 50 Very Hard

BOULDERS: Greater than 300 mm COBBLES: 75 mm to 300 mm GRAVEL: Coarse - 19.0 mm to 75 mm

Fine - 4.75 mm to 19.0 mm SANDS: Coarse - 2.00 mm to 4.75 mm

Medium - 0.425 mm to 2.00 mm Fine - 0.075 mm to 0.425 mm

SILTS & CLAYS: Less than 0.075 mm

Location of Auger sample

CORRELATION OF PENETRATION RESISTANCE WITH RELATIVE DENSITY AND CONSISTENCY

PARTICLE SIZE IDENTIFICATION SAMPLE LEGEND

Location of SPT sample

Summary Report of a Geotechnical Exploration January 30, 2009

5-4

5.3 Laboratory Test Results

SU

M

M A

RY

R

EP

O

RT

O

F

LA

BO

RA

TO

RY

T

ES

T

RE

SU

LT

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Pr oj ec t N um be r:

Pr oj ec t N am e:

VA

H os pi ta l P ar ki ng S tr uc tu re

Bo ri ng

N um be r

D ep th (f

t) So il D es cr ip tio n

N at ur al

M oi st ur e

Co nt en t

Li qu id

Li m it Pl as tic

Li m it

Pl as tic ity

In de x

Pe rc en t

Pa ss in g

N o.

Si ev e

O rg an ic

Co nt en t

U ni fie d So il Cl as si fic at io n

B-

2.

5-

D ar k gr ay to b ro w n ve ry c la ye y

SA

N

D

SC

B-

4-

5.

G ra y an d or an ge v er y cl ay ey

S A

N D

SC

B-

1- 2.

Br ow n to g ra y

S…