36C24618R0135-008.pdf

SUBSURFACE EXPLORATION AND

GEOTECHNICAL EVALUATION

McGuire Veterans Administration Medical Center Spinal Cord Injury and Disorder Center Addition

Richmond, Virginia

Prepared For:

A|E Works

Project Manager:

Diane Glarrow, AIA

August 6, 2014

Prepared By:

DAA Project Number: R05432-10G http://www.ae-works.com/

TABLE OF CONTENTS

1.0 AUTHORIZATION

2.0 OBJECTIVE AND SCOPE OF SERVICES

3.0 SUBSURFACE EXPLORATION

3.1 General Site Description

3.2 Exploration Program

4.0 SUBSURFACE CONDITIONS

4.1 Regional Geology

4.2 Local Geology

4.3 Encountered Soil Conditions

4.3.1 General

4.3.2 Subsurface Soils

4.3.3 Anomalous Conditions

4.4 Subsurface Water

5.0 LABORATORY TEST RESULTS

6.0 DESIGN RECOMMENDATIONS

6.1 General

6.2 Structure Characteristics

6.3 Shallow Foundations

6.4 Slabs-on-Grade

6.5 Slope Stability for Excavations

6.6 Soil Permeability

6.7 Seismic Considerations

6.8 Pavement

7.0 CONSTRUCTION CONSIDERATIONS

7.1 Demolition of Existing Utilities

7.2 Site Preparation

7.3 Foundation Construction

7.4 Reuse of Onsite Soils

7.5 Fill Material

7.6 Field Observation

8.0 LIMITATIONS

i P:\R05\400\R05432\R05432-10G\REPORTS\14 0804 - Geotechnical Report - McGuire VAMC Addition - JLE.docx

TABLES

Table 1: Summary of Laboratory Results Table 2: Site Infiltration Rate(s) Table 3: Pavement Section Table 4: Fill Material Requirements

PHOTOGRAPHS

Photo 1: Project Site Aerial

APPENDICES

Section I

Boring Location Plan Section II

Key to Boring Logs Boring Logs B-1 through B-5

Section III In-situ Infiltration Test Results

Section IV Laboratory Test Results

Section V Geotechnical Test Methods ii P:\R05\400\R05432\R05432-10G\REPORTS\14 0804 - Geotechnical Report - McGuire VAMC Addition - JLE.docx

Subsurface Exploration and Geotechnical Evaluation Spinal Cord Injury and Disorder Center Addition – McGuire VAMC

Richmond, Virginia DAA Project Number: R05432-10G

1.0 AUTHORIZATION

Draper Aden Associates is pleased to present our report of the geotechnical study completed for the proposed Addition to the Spinal Cord Injury and Disorder Center at the McGuire Veterans

Administration Medical Center in Richmond, Virginia. This geotechnical study was completed in general accordance with Draper Aden Associates’ letter proposal dated June 18, 2014.

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Richmond, Virginia DAA Project Number: R05432-10G

2.0 OBJECTIVE AND SCOPE OF SERVICES

The objective of this study was to generally characterize subsurface conditions to provide information and develop geotechnical engineering recommendations related to the subsurface soil conditions, groundwater conditions, floor slab design, pavement design, foundation design, soil permeability, earthwork and construction of the proposed addition. Our scope of services included:

A subsurface exploration consisting of:

• Three (3) exploratory soil borings with Standard Penetration Testing (SPT) with proposed depths ranging from 25 to 100 feet below existing grade within the proposed addition footprint.

• Two (2) exploratory soil borings with SPT to a depth of 15 feet below existing grade in the vicinity of proposed stormwater management areas.

• Two (2) borings to a depth 6 feet below existing grade to facilitate constant-head permeability testing.

Laboratory testing of representative split-spoon and bulk samples in order to develop pertinent data related to the on-site soils to support our design recommendations.

Preparation of this geotechnical engineering report which summarizes our exploration program, laboratory testing, and geotechnical recommendations.

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Richmond, Virginia DAA Project Number: R05432-10G

3.0 SUBSURFACE EXPLORATION

3.1 General Site Description

The project site is located south and east of the existing Spinal Cord Injury and Disorder Center.

The site is grassed, relatively flat, and bordered with concrete sidewalks.

Photo 1: Project Site Aerial

3.2 Exploration Program

Our exploration program was performed on June 30th and July 1st, 2014. The approximate locations of the seven borings and two in-situ permeability tests are indicated on the Boring

Location Plan included in Section I of the Appendices. The subsurface borings, executed by

Fishburne Drilling, were logged and observed by a Draper Aden Associates field representative.

Appendix Section II contains logs of the five SPT borings prepared by Draper Aden Associates.

Boring elevations included on the logs were interpolated from the available site topographic information.

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Richmond, Virginia DAA Project Number: R05432-10G

During advancement of the five soil borings, utilizing 2¼-inch hollow-stem auger, the subsurface soils were continuously sampled for the first 10 feet and at intervals of 5 feet, thereafter. Split spoon samples were taken by driving a 1⅜-inch-I.D. split spoon sampler in accordance with ASTM

D1586-11. The sampler was first seated 6 inches to penetrate loose cuttings and then driven an additional 18 inches with a 140-pound hammer free falling 30 inches. The number of hammer blows required to drive the sampler the middle 12 inches was designated as the penetration resistance or N-value. The N-value provides an indication of the relative density of the subsurface soil, and it is used in empirical geotechnical correlation to estimate the approximate shear strength properties of the soils.

It is not always practical to drive the split spoon sampler the full 24 inches. During a subsurface exploration whenever more than 50 blows are required to drive the sampler 6 inches, the condition is called spoon refusal (SR). Split spoon refusal conditions will occur when the material being tested has very dense or hard soil strength or if an obstruction is encountered. The blow count recorded at spoon refusal conditions indicates the depth of sampler penetration over the 6 inch increment, i.e. 50/4 or 50 blows over 4 inches. The N-value for split spoon refusal conditions is typically estimated as greater than 100 blows per foot (bpf) for this condition.

Two (2) borings were drilled utilizing 2¼-inch hollow-stem auger to a depth of 5 feet below grade.

The final 12 inches of the boring were advanced utilizing a smaller diameter hand auger in order to accommodate the constant-head permeability testing equipment, the constant head borehole permeameter or Amoozemeter, at 6 feet below grade.

The soil test borings were backfilled with excavated spoil prior to departure from the site. No long term groundwater measurements were taken as a part of this study.

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Richmond, Virginia DAA Project Number: R05432-10G

4.0 SUBSURFACE CONDITIONS

4.1 Regional Geology

The site is located within the Fall Line, which is the boundary between the Coastal Plain and

Piedmont physiographic provinces. The Fall Line is characterized as a low-profile, east-facing scarp that separates crystalline rocks of the Piedmont province (west) from Cretaceous-age [>65 million years (Ma)] to Quaternary-age (current), less-resistant, marine and terrigenous sediments of the Coastal Plain province (east).

The Coastal Plain province is composed of an eastward-thickening wedge of terrigenous and marine sediments of late Jurassic (≈ 208 Ma) to Quaternary (≈ 3 Ma – present) in age. The sediments are generally composed of clays, silts, sands, and gravels, which were deposited on an eroded surface of igneous and metamorphic “basement” rocks [Precambrian (> 570 Ma) to late

Mesozoic (≥ 65 Ma)]. The thickness of these sediments collectively ranges from < 1 foot near the

Fall Line, to greater than 10,000 feet beneath the continental shelf to the east.

The Piedmont province is a rolling to hilly area that extends from the Fall Line, to the foot of the

Blue Ridge Mountains to the west. The crystalline rocks of the Piedmont province are

Precambrian-age (>570 Ma) and Cambrian-age (570-225 Ma) metamorphic and igneous rocks, and within the Piedmont province are several Triassic-age basins that contain sedimentary rocks.

4.2 Local Geology

According to the Geologic Map of Virginia (1993)1, the project site is located within the first member of the Bacon’s Castle Formation. The Tb1 member of the Bacon’s Castle Formation is generally described as massive to thick-bedded pebble and cobble gravel grading upward into cross-bedded pebbly sand and sandy and clayey silt and silty fine sand.

1 Rader, E.K., and Evans, N.H., editors, 1993, Geologic Map of Virginia: Virginia Division of Mineral Resources.

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Richmond, Virginia DAA Project Number: R05432-10G

4.3 Encountered Soil Conditions

4.3.1 General

Section II of the Appendices contains the boring logs which represent the subsurface conditions encountered at the time of exploration. Soil strata inferences, discussed below and indicated on the boring logs, represent an estimate of the subsurface conditions based on visual classifications of soils and laboratory classification test results. It should be noted that the transitions between soil strata are generally less distinct than shown on the boring logs and are interpolated between the boring locations. For specific subsurface soil information refer to the boring logs.

4.3.2 Subsurface Soils

A depth of approximately 1 to 2 inches of topsoil was encountered at our field explorations in green areas. The following descriptions generally describe the subsurface conditions encountered at our exploration locations:

Stratum S1: The Stratum S1 soils generally consisted of fine-grained soils that were visually classified as SILT (ML), Sandy Fat CLAY (CH), Fat CLAY with Sand (CH), Sandy Lean CLAY

(CL) and Lean CLAY with Sand (CL). The Stratum S1 material was encountered below the topsoil and extended to depths ranging from 6 to 18 feet below existing grade. The S1 material exhibited

N-values ranging from 13 to 33 blows per foot (bpf).

Stratum S2: The Stratum S2 soils generally consisted of coarse-grained soils that were visually classified as Silty SAND (SM), Clayey SAND (SC), and Clayey SAND with Gravel (SC). The

Stratum S2 material was encountered below the S1 soils and extended to approximately 53 feet below existing grade. The S1 material exhibited N-values ranging from 2 to 31 bpf.

Stratum S3: The Stratum S3 soils generally consisted of fine-grained soils that were visually classified as Sandy Lean CLAY (CL) and Sandy Fat CLAY (CH). The Stratum S3 material was encountered below the S2 soils and extended to approximately 63.5 feet below existing grade. The

S3 material exhibited N-values ranging from 2 to 4 bpf.

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Richmond, Virginia DAA Project Number: R05432-10G

Stratum S4: Stratum S4 consisted of Partially Weathered Rock (PWR). PWR is a transitional material between soil and rock, with very hard to dense relative densities. The Stratum S4 material was encountered below the stratum S3 soils and extended to auger refusal conditions at 68.5 feet below grade. The S4 material exhibited N-values of 100+ bpf.

Refusal: Auger refusal conditions were encountered at an approximate depth of 68.5 feet below existing grade.

4.3.3 Anomalous Conditions

At boring locations B-1 and B-3, auger refusal conditions were encountered at depths of 6 and 5 feet below grade, respectively. The boring was then offset 5 feet for a second attempt, which in both cases was successfully advanced beyond the previous boring termination depth.

4.4 Subsurface Water

Subsurface water was not encountered during our subsurface exploration. Historic Groundwater readings within the footprint of the Hospital indicated that water was encountered at elevations ranging from El. 162 to 171.5. Based on the proposed construction, a need for groundwater control is not anticipated.

Note that groundwater levels may fluctuate due to rainfall, season, temperature and other factors that are different from those prevailing at the time of our subsurface exploration. If dewatering becomes an issue during construction the contractor should determine and employ appropriate dewatering methods.

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Richmond, Virginia DAA Project Number: R05432-10G

5.0 LABORATORY TEST RESULTS

Select split-spoon and bulk samples, obtained during our field exploration, were tested in accordance with applicable American Society for Testing and Materials (ASTM) methods for

Classification (ASTM 2487), Percent passing No. 200 sieve (ASTM D1140), Natural Moisture

Content (ASTM D2216), Atterberg Limits (ASTM D4318), standard Proctor (ASTM D698), California Bearing Ratio (ASTM D1883).

The following table summarizes the results of index laboratory testing conducted by Draper Aden

Associates’ U.S. Corps of Engineers Qualified Materials Testing Laboratory, which was performed to aid in our design recommendations. Detailed laboratory results are contained within

Section III of the Appendices.

Table 1: Summary of Laboratory Results

Sample

ID

Sample Depth

Natural Moisture Content

% Passing the No. 200

Sieve

Atterberg Limits USCS Classification

L.L. P.L. P.I.

B-1 38’-40’ 37.9% 41.0% 40 26 14 Silty SAND (SM)

B-2 0’-5’ 14.4% 57.1% 40 14 26 Sandy Lean CLAY (CL)

B-3 6’-8’ 15.6% 39.9% 78 29 49 Clayey SAND with Gravel (SC)

B-4 13’-15’ 11.3% 20.8% 40 24 16 Clayey SAND with Gravel (SC)

B-5 4’-6’ 13.2% 34.7% 75 17 58 Clayey SAND with Gravel (SC)

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Richmond, Virginia DAA Project Number: R05432-10G

6.0 DESIGN RECOMMENDATIONS

The following conclusions and recommendations are made subject to the limitations set forth in

Section 8.0.

6.1 General

Our recommendations and geotechnical evaluations are based on observations made during our subsurface explorations, results of the laboratory test program, our understanding of the proposed construction, and experience with similar projects. Our foundation recommendations as well as estimation of geotechnical design criteria have been developed based on laboratory data, using generally established correlations and methods commonly exercised by members of the geotechnical engineering profession. If building locations, loading conditions, or finish floor elevations are changed, or differ from our assumptions, we request that we be advised and be allowed to re-evaluate our recommendations. We request the opportunity to review the final foundation design to verify that the intent of our recommendations is met.

6.2 Structure Characteristics

According to information provided by AE Works, the following describes the structural concept of the proposed addition:

Footprint Size = Approx. 20,000 square feet

Probable Column Grid = 30 feet x 30 feet

Maximum Column Load = 300 kips

6.3 Shallow Foundations

In our opinion, the proposed building can be supported by a shallow foundation system. We recommend that foundations be designed based on a maximum net allowable bearing pressure of

3,500 pounds per square foot. Minimum widths of 2 feet and 4 feet should be adopted for continuous and spread footings, respectively, to reduce the potential for local shear failures.

We anticipate that shallow foundations supporting column loads of up to approximately 300 kips and wall loads of up to approximately 15 kips per linear foot, when founded on approved subgrade

Page | 9 of 16

Richmond, Virginia DAA Project Number: R05432-10G that has been prepared, tested, and protected in accordance with our recommendations, would experience total settlements no greater than 1 inch and differential settlement no greater than a ½ inch.

Based on the result of our laboratory testing, the subgrade soils exhibit a low potential for shrink-swell. We recommend that exterior footings bear a minimum of 24 inches below final exterior grade to provide frost protection. A coefficient of sliding friction of 0.30 may be used for design for mass concrete on approved soil subgrade.

6.4 Slabs-on-Grade

The ground floor slabs may be designed as slabs-on-grade. We recommend that interior floor slabs, protected from frost action, be underlain by a minimum 6-inch-thick granular base course to provide uniform support and to act as a capillary break against moisture transmission through the slab. Where Portland cement concrete (PCC) slabs are exposed to exterior weather conditions, we recommend that the slabs be underlain by a minimum thickness of 12 inches of processed granular material.

For PCC walkways that will be used for both pedestrian and light maintenance vehicle traffic, we recommend that the walkway consist of a minimum 6-inch-thick PCC section underlain with a 4-inch-thick granular base course. Subgrades below the base course should be proof rolled in accordance with Section 7, Construction Considerations.

The granular base course should consist of well-graded gravel or crushed rock with a maximum nominal size of 1-inch and having less than 7 percent by weight passing the No. 200 sieve. The base course should be compacted to at least 95 percent of its maximum dry unit weight as measured by the standard Proctor test (ASTM D698).

Based on the results of our laboratory testing, slabs-on-grade founded on native soils with a minimum 6-inch-thick base course may be designed based on a modulus of subgrade reaction of

200 psi/in.

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Richmond, Virginia DAA Project Number: R05432-10G

If materials will be stored directly and permanently on the floor slab or a glued down impervious floor covering will be utilized, such as tile and linoleum, a minimum 10-mil-thick vapor barrier should be placed over the granular base course, prior to concrete placement, to reduce moisture transmission through the slab and joints. If the vapor barrier is required, it may be preferable to specify a base course of 4 inches of crushed stone covered by 2 inches of clean sand to reduce puncturing of the membrane.

6.5 Slope Stability for Excavations

During construction excavation, the contractor must evaluate slope inclinations in accordance with regulations established by Occupational Safety and Health Administration (OSHA). The contractor’s “responsible person” must evaluate the slope protection requirements consistent with the soils encountered and the means and methods of excavation and dewatering selected by the contractor. Temporary spoil must be placed no closer than 10 feet from the surface edge of an excavation. Spoil should be placed so that it channels rainwater and other run-off water away from the excavation. Excavations shall be inspected and maintained by the contractor as required by

OSHA.

6.6 Soil Permeability

The following projected infiltration rates were measured at a depth of 6 feet below existing grade near boring locations B-2 and B-3. The detailed in-situ test results are contained in Section

Table 2: Site Infiltration Rate(s)

Test Location USCS Measured Infiltration Rate (in/hr)

K1/B-2 Sandy Lean CLAY 0.027

K2/B-3 Clayey SAND with Gravel 0.067

6.7 Seismic Considerations

Per our review of the International Building Code (IBC 2012); Section 1613.3.2 Site class definitions and Chapter 20 of ASCE 7, we recommend that this site be classified as Site Class D.

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Richmond, Virginia DAA Project Number: R05432-10G

Based on our review of the US Seismic Hazard Map 2008, we recommend spectral acceleration coefficients of 19.24 and 5.34 %g for Ss and S1 (for 0.2- and 1-second periods), respectively.

6.8 Pavement

Draper Aden Associates developed the following flexible pavement design recommendations for vehicles based on the VDOT Secondary Pavement Design Guide, an average design CBR value of 2.6 and an average daily traffic count of 600 vehicles per day with fewer than 5 percent heavy vehicles. We offer the following minimum pavement section recommendation:

Table 3: Pavement Section

Pavement Course Thickness & Material Notation

Surface 1.5 inches VDOT SM-9.5A

Base 3.0 inches VDOT BM-25

Subbase 6.0 inches VDOT 21A or B

Should the traffic loading requirements be higher than we have assumed, Draper Aden Associates should be notified so we can review the pavement design.

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Richmond, Virginia DAA Project Number: R05432-10G

7.0 CONSTRUCTION CONSIDERATIONS

7.1 Demolition of Existing Utilities

All underground utilities and any other underground structures must be completely removed from within and 10 feet beyond the footprint of the proposed addition. The final excavated subgrade should be proof rolled and/or explored with shallow test pits (1 to 2 feet deep) to confirm removal of all unsuitable material.

Backfill of the utilities should be completed in controlled lifts in accordance with Section 7.5—

Fill Material, and compacted to a minimum of 98 percent of its respective maximum dry density and within ±2 percentage points of its optimum moisture content as determined by a standard

Proctor test.

7.2 Site Preparation

Based on the results of our laboratory testing, the existing subgrade should be generally suitable for earthwork activity. Prior to construction operations, all topsoil, roots, or other deleterious non-soil material should be stripped within and five feet beyond the proposed footprint of areas intended for foundations and slabs. It should be noted that unknown obstructions were encountered at boring locations B-1 and B-3 at depths of 6 and 5 feet below existing grade. Test pitting is recommended in these areas prior to foundation construction in order to determine if any deleterious materials requiring removal exist within the building footprint.

Proof rolling, observed and evaluated by a representative of the geotechnical engineer, should be performed on subgrade areas intended for support of the structural fill material or pavement. Soils designated as unsatisfactory following strength verification operations should be removed and replaced as recommended by the Geotechnical Engineer or their designated representative. Proof rolls should be performed using a 20- to 30-ton loaded truck or pneumatic-tired vehicle of similar weight. Proof rolling should not be performed while the site is wet, frozen, or severely dry. If conditions warrant, the extent of undercutting and/or in-place stabilization required can be best determined by the geotechnical engineer at the time of construction.

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Richmond, Virginia DAA Project Number: R05432-10G

7.3 Foundation Construction

Excavations should be made in such a way as to provide bearing surfaces free of loose, soft, or wet soil and debris. We recommend that excavations for foundations be completed in manner that will limit disturbance of the bearing surface. All loose soil at or below subgrade level should be removed. Prior to placing forms and reinforcing, compact the bottom of foundations level. Cease compaction if unstable or wet subgrade conditions develop. If low strength soils are encountered during foundation construction, localized undercutting and/or in-place stabilization of bearing subgrade may be required as assessed and recommended by the Geotechnical Engineer or their designated representative. Foundation concrete must not be placed on frozen soil. Placement of concrete and backfilling of footings should occur as soon as practicable to limit water collection near the base of the foundation and damage to the bearing surface.

7.4 Reuse of Onsite Soils

Approximately 1 to 2 inches of topsoil was encountered at our field explorations in green areas.

This material may be stockpiled for use in green areas.

Based on the results of our borings and laboratory testing, upper on-site material, free of organics, that classifies as Sandy Lean CLAY (CL) and Clayey SAND (SC) may be suitable for use as fill material under structures and foundations provided the moisture content is properly controlled to within two percent of the optimum moisture content as determined by the Standard Proctor test.

The fill material obtained on- or off-site should comply with the requirements contained in Section

7.5. Fill derived from onsite excavation may require moisture conditioning and must be protected from precipitation prior to placement and compaction in the work.

7.5 Fill Material

Fill material obtained on- or off-site should meet the requirements indicated in the table below.

When practical, requests to use soils that do not precisely meet requirements may be evaluated by the geotechnical engineer.

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Richmond, Virginia DAA Project Number: R05432-10G

Table 4: Fill Material Requirements

Fill Material Use Recommended USCS Material Classifications Index Property Limitations

Under Structures, Foundations, and Under Paved Sections, or as

Backfill

GW, GP, GC, GM, SW, SP, SC,

SM, CL, & ML

Less than 65% passing the No. 200 sieve & L.L. ≤ 50

General Site Grading GW, GP, GC, GM, SW, SP, SC, SM, CL, ML, CH, & MH None

The maximum particle size of all fill material should be less than three inches largest dimension, except in the uppermost lift of fill, where the maximum particle size should be less than two inches largest dimension. Maximum sized particles should not be in excess of 20 percent of the volume of the fill material, and such particles shall be well distributed throughout the mass. Fill material shall not contain frozen masses of soil and shall not be placed on over-saturated, frozen, or frost-covered subgrade. Fill material should be placed in such a way to provide positive drainage from the fill area. Fill materials should be free of organics and debris.

Soil fill below structures and pavements should be placed in a maximum of an 8-inch-thick loose lift and compacted to a minimum of 98 and 95 percent, respectively, of its respective maximum dry density and within ±2 percentage points of its optimum moisture content as determined by a standard Proctor test.

7.6 Field Observation

We recommend that the foundation construction be observed by our Geotechnical Engineer or our qualified representative to observe that the required minimum soil requirements are met. For greater continuity and proper implementation of the recommendations contained herein, we recommend Draper Aden Associates be retained for construction observation services during this project.

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Richmond, Virginia DAA Project Number: R05432-10G

8.0 LIMITATIONS

This report has been prepared for the exclusive use of AE Works and their designated representatives for specific application to the addition to the Spinal Cord Injury and Disorder

Center at the McGuire Veterans Administration Medical Center in Richmond, Virginia. Our conclusions and recommendations have been rendered in a manner consistent with the level and skill ordinarily exercised by members of the geotechnical engineering profession in the

Commonwealth of Virginia at the time of our study. We make no other warranty, express or implied.

Our conclusions and recommendations are based on design information furnished to us and our experience. They do not necessarily reflect variations in the subsurface conditions, which have potential to exist intermediate of our borings and in unexplored areas of the site due to inherent variability of the subsurface conditions in this geologic region, as well as past land use. Should such variations become apparent during construction, it will be necessary for us to re-evaluate our conclusions and recommendations based upon on-site observations of the conditions.

If changes are made in the location or nature of the structure, then the recommendations presented in this report must not be considered valid unless the changes are reviewed by Draper Aden

Associates, and our recommendations are modified or verified in writing. We request the opportunity to review the foundation plan, grading plan and applicable portions of the project specifications when the design is finalized. This review will allow us to check whether these documents are consistent with the intent of our recommendations. Draper Aden Associates is not responsible for the conclusions, opinions or recommendations of others based on the data in this report.

Page | 16 of 16

Section I

Boring Location Plan

APPENDIX

Section II

Key to Boring Logs

Boring Logs B-1 through B-5

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Boring Log

B -

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

-12.0

-13.0

-14.0

-15.0

-16.0

-17.0

-18.0

-19.0

-20.0

-21.0

198.0

196.0

194.0

192.0

190.0

188.0

186.0

184.0

182.0

180.0

178.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

6/30/14

R05432-10G

DT

Mud Rotary

Fishburne Drilling

See Location Plan

ML

SM

CH

SC

50/1

SR

Surface: Grassed

Area

Auger Refusal @ 6'

Boring offset 5' and redrilled

Topsoil: approximately 1"

SILT: brown to red-brown, with gravel, damp, very stiff to hard

Silty SAND: brown, with gravel, damp, very dense

Sandy Fat CLAY: red-brown and yellow-brown, with gravel, moist, very stiff to stiff

Clayey SAND: red-brown and yellow-brown to light brown, with gravel, moist, loose to dense

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

-21.0

-22.0

-23.0

-24.0

-25.0

-26.0

-27.0

-28.0

-29.0

-30.0

-31.0

-32.0

-33.0

-34.0

-35.0

-36.0

-37.0

-38.0

-39.0

-40.0

-41.0

-42.0

176.0

174.0

172.0

170.0

168.0

166.0

164.0

162.0

160.0

158.0

156.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

6/30/14

R05432-10G

DT

Mud Rotary

Fishburne Drilling

See Location Plan

SM

Silty SAND: yellow-brown, moist, soft

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

-43.0

-44.0

-45.0

-46.0

-47.0

-48.0

-49.0

-50.0

-51.0

-52.0

-53.0

-54.0

-55.0

-56.0

-57.0

-58.0

-59.0

-60.0

-61.0

-62.0

-63.0

154.0

152.0

150.0

148.0

146.0

144.0

142.0

140.0

138.0

136.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

6/30/14

R05432-10G

DT

Mud Rotary

Fishburne Drilling

See Location Plan

SM

CL

CH

Silty SAND: yellow-brown, moist, loose to very loose

Sandy Lean CLAY: yellow-brown, moist, soft

Sandy Fat CLAY: dark gray, moist, soft

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

-64.0

-65.0

-66.0

-67.0

-68.0

-69.0

134.0

132.0

130.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

6/30/14

R05432-10G

DT

Mud Rotary

Fishburne Drilling

See Location Plan

WR 50/5-

50/0

SR

Subsurface water not encountered

Weathered Rock: no recovery, very dense

Auger Refusal: @ 68.5' below existing grade

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

-12.0

-13.0

-14.0

-15.0

-16.0

196.0

194.0

192.0

190.0

188.0

186.0

184.0

182.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

6/30/14

R05432-10G

DT

2-1/4" HSA w/ SPT

Fishburne Drilling

See Location Plan

CL

CL

Subsurface water not encountered

Surface: Grassed

Area Topsoil: approximately 2"

Sandy Lean CLAY: red-brown, with gravel, trace organics, damp, hard to very stiff

Lean CLAY with Sand: red-brown, with gravel, damp, very stiff

Terminated: @ 15' below existing grade

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

-12.0

-13.0

-14.0

-15.0

-16.0

198.0

196.0

194.0

192.0

190.0

188.0

186.0

184.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

6/30/14

R05432-10G

DT

2-1/4" HSA w/ SPT

Fishburne Drilling

See Location Plan

ML

CH

SC

SC

50/5

SR

Subsurface water not encountered

Surface: Grassed

Area

Boring offset 5' and redrilled to 5' below existing grade

Topsoil: approximately 1"

SILT with Sand: brown, damp, stiff

Fat CLAY with Sand: red-brown, with gravel, stiff to hard

Clayey SAND with Gravel: red-brown and brown, with gravel, damp, very stiff to stiff

Clayey SAND: red-brown, with gravel, damp, medium dense

Terminated: @ 15' below existing grade

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

-12.0

-13.0

-14.0

-15.0

-16.0

-17.0

-18.0

-19.0

-20.0

-21.0

198.0

196.0

194.0

192.0

190.0

188.0

186.0

184.0

182.0

180.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

7/1/14

R05432-10G

DT

2-1/4" HSA w/ SPT

Fishburne Drilling

See Location Plan

ML

CL

CH

SC

Surface: Grassed

Area

Cave-in @ 9.5' below existing grade

Topsoil: approximately 2"

SILT with Sand: brown, damp, very stiff

Sandy Lean CLAY: red-brown, with gravel, damp, very stiff

Sandy Fat CLAY: red-brown, dampstiff to very stiff

Clayey SAND with Gravel: red-brown to yellow-brown, with gravel, damp, loose to medium dense

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

-21.0

-22.0

-23.0

-24.0

-25.0

-26.0

178.0

176.0

174.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

7/1/14

R05432-10G

DT

2-1/4" HSA w/ SPT

Fishburne Drilling

See Location Plan

Subsurface water not encountered Terminated: @ 25' below existing grade

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

-12.0

-13.0

-14.0

-15.0

-16.0

-17.0

-18.0

-19.0

-20.0

-21.0

198.0

196.0

194.0

192.0

190.0

188.0

186.0

184.0

182.0

180.0

178.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

7/1/14

R05432-10G

DT

2-1/4" HSA w/ SPT

Fishburne Drilling

See Location Plan

CH

CL

SC

CL

SC

Surface: Grassed

Area

Cave-in @ 10' below existing grade

Fat CLAY with Sand: brown and red-brown, with gravel, damp, stiff

Sandy Lean CLAY: brown, with gravel, damp, very stiff

Clayey SAND with Gravel: red-brown, with gravel, damp, stiff to very stiff

Sandy Lean CLAY: red-brown and yellow-brown, with gravel, damp, very stiff

Clayey SAND: yellow-brown, with gravel, damp, medium dense to loose

Client:

Project:

Date:

DAA No.

Logged By:

Drill Type:

Drilled By:

Location:

Depth ft.

Elevation ft.

Legend Description

USCS

Symbol

SPT

Blow

Count

N-

Value Notes

-21.0

-22.0

-23.0

-24.0

-25.0

-26.0

176.0

174.0

8090 Villa Park Drive

Richmond, Virginia 23228

Phone: (804) 264-2228

Fax: (804) 264-8773

AE Works

6587 Hamilton Avenue, Pittsburgh, PA 15206

H.H. McGuire VAMC Spinal Cord Addition

7/1/14

R05432-10G

DT

2-1/4" HSA w/ SPT

Fishburne Drilling

See Location Plan

Subsurface water not encountered Terminated: @ 25' below existing grade

Section III

In-situ Infiltration Test Results

Hole No.

Location:

K-1 McGuire Hospital Date: 7/1/2014 Temp: 90F

Measured (Actual) Water Level in hole:

Initial 15 cm

Final 14 cm

Conversion Factor (CF) 105 cm2

Hole Depth: 72 in. 183 cm

Distance between reference level and soil surface 11 cm

Distance form the hole bottom to the reference level (D) 194 cm

Desired water depth in hole (H) 15 cm

Constant-head tube setting (d) 200 cm

Radius of hole ( r ) 3 cm

Constant from Chart (A) 0.001166 1/cm2

Clock Time (h:min) Reservoir Reading (cm) D t (min) Change in Water Level (cm) Flow Volume (cm2) Q (cm3/min) Q (cm3/h) A (1/cm2) Ksat (cm/hr)

10:40 46.2

10:50 45.7 10 0.5 52.5 5.25 315 0.001166 0.367

11:00 45.6 10 0.1 10.5 1.05 63 0.001166 0.073

11:10 45.5 10 0.1 10.5 1.05 63 0.001166 0.073

11:20 45.4 10 0.1 10.5 1.05 63 0.001166 0.073

11:30 45.3 10 0.1 10.5 1.05 63 0.001166 0.073

Average of last three measurements: Ksat = 0.07 cm/hour

Ksat = 1.76 cm/day

0.058 ft/day

Comments:

Hole No.

Location:

K-2 McGuire Hospital Date: 7/1/2014 Temp: 90F

Measured (Actual) Water Level in hole:

Initial 16 cm

Final 17 cm

Conversion Factor (CF) 105 cm2

Hole Depth: 72 in. 183 cm

Distance between reference level and soil surface 11 cm

Distance form the hole bottom to the reference level (D) 194 cm

Desired water depth in hole (H) 15 cm

Constant-head tube setting (d) 200 cm

Radius of hole ( r ) 3 cm

Constant from Chart (A) 0.000879 1/cm2

Clock Time (h:min) Reservoir Reading (cm) D t (min) Change in Water Level (cm) Flow Volume (cm2) Q (cm3/min) Q (cm3/h) A (1/cm2) Ksat (cm/hr)

12:00 36

12:10 33.9 10 2.1 220.5 22.05 1323 0.000879 1.163

12:20 33.6 10 0.3 31.5 3.15 189 0.000879 0.166

12:30 33.3 10 0.3 31.5 3.15 189 0.000879 0.166

12:40 33.0 10 0.3 31.5 3.15 189 0.000879 0.166

12:50 32.7 10 0.3 31.5 3.15 189 0.000879 0.166

Average of last three measurements: Ksat = 0.17 cm/hour

Ksat = 3.99 cm/day

0.131 ft/day

Comments:

Section IV

Laboratory Test Results

R05432-10G, Lab Summary

Lab Data Summary H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample Data Sample ID B-1 B-2 B-3 B-4 B-5

Sample Depth 38'-40' 0-5' 6'-8' 13'-15' 4'-6' Sample Type Split-Spoon Bulk Split-Spoon Split-Spoon Split-Spoon

Classification Data Natural Moisture Content, % 37.9% 14.4% 15.6% 11.3% 13.2%

Liquid Limit 40 40 78 40 75 Plastic Limit 26 14 29 24 17 Plastic Index 14 26 49 16 58

Passing No. 200 Sieve, % 41.0% 57.1% 39.9% 20.8% 34.7%

USCS Group Symbol SM CL SC SC SC

Standard Proctor Data Maximum Dry Density, pcf 111.1

Optimum Moisture Content, % 15.5%

CBR Data Compacted Dry Density, pcf 109.4

Compacted Moisture Content, % 17.1% Deviation from Optimum, % 1.6%

Compaction, % 98% Swell, % -0.1%

CBR Value @ 0.1" 4.5 CBR Value @ 0.2" 3.9

R05432-10G, B-1, 38'-40'

Soil Classification Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-1 Sample Depth 38'-40'

Visual Sample Description Red-Brown Silty SAND

Natural Moisture Content: ASTM D 2216 Pan ID 3 Pan Wt 193.39 grams

Pan + Soil (wet) 304.24 grams Pan + Soil (dry) 273.79 grams

Natural Moisture Content 37.9%

Coarse or Fine Grained: ASTM D 422 Pan + Soil retained on No. 200 sieve

(dry) 240.85 grams Percent Passing No. 200 Sieve 41.0%

Pan + Soil retained on No. 4 sieve (dry) 193.39 grams

Percent Passing No. 4 Sieve 100.0% Soil Classifies as Coarse-Grained Soil

Atterberg Limits: ASTM D 4318 Liquid Limit

No of Blows 16 26 35 Pan ID 93 91 104 Pan Wt 30.17 24.58 26.35

Pan + Soil (wet) 41.99 36.38 37.80 Pan + Soil (dry) 38.50 33.05 34.57

Moisture Content 41.9% 39.3% 39.3% Liquid Limit 40 40 41 Liquid Limit 40

Plastic Limit Pan ID 13 79

Pan Weight 4.30 4.24 Pan + Soil (wet) 14.79 15.82 Pan + Soil (dry) 12.61 13.45

Moisture Content 26.2% 25.7% Plastic Limit 26

Plastic Index 14

USCS Classification: ASTM D 2487 Group Symbol SM

Group Name Silty SAND

8/5/2014

R05432-10G, B-1, 38'-40'

Grain Size Distribution Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-1 Sample Depth 38'-40'

Mechanical Sieve Analysis: ASTM D 422 Sieve Weight Percent Sieve Percent

Size Retained Retained Size, mm Passing 1" 0.00 0.0% 25.0 100.0%

3/4" 0.00 0.0% 19.0 100.0% 1/2" 0.00 0.0% 12.5 100.0% 3/8" 0.00 0.0% 9.5 100.0%

No. 4 0.00 0.0% 4.75 100.0% No. 10 0.13 0.2% 2.0 99.8% No. 40 3.20 4.0% 0.425 95.9%

No. 100 35.45 44.1% 0.15 51.8% No. 200 8.92 11.1% 0.075 40.7%

Pan 0.00 0.0%

Total 47.70 59.3%

0.0%

10.0%

20.0%

30.0%

40.0%

50.0%

60.0%

70.0%

80.0%

90.0%

100.0%

0.00.11.010.0100.0

Pe rc en t P as si ng

Sieve Size, mm

Sieve Analysis

Gravel Sand Silt & Clay

R05432-10G, B-2, 0-5'

Soil Classification Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-2 Sample Depth 0-5'

Visual Sample Description Dark Brown Sandy Lean CLAY

Natural Moisture Content: ASTM D 2216 Pan ID 11 Pan Wt 187.69 grams

Pan + Soil (wet) 496.80 grams Pan + Soil (dry) 457.90 grams

Natural Moisture Content 14.4%

Coarse or Fine Grained: ASTM D 422 Pan + Soil retained on No. 200 sieve

(dry) 303.52 grams

Percent Passing No. 200 Sieve 57.1% Pan + Soil retained on No. 4 sieve

(dry) 198.38 grams Percent Passing No. 4 Sieve

96.0% Soil Classifies as Fine-Grained Soil

Atterberg Limits: ASTM D 4318 Liquid Limit

No of Blows 16 27 35 Pan ID 103 104 108 Pan Wt 27.39 26.24 33.16

Pan + Soil (wet) 41.27 41.20 47.53 Pan + Soil (dry) 37.08 37.08 43.68

Moisture Content 43.2% 38.0% 36.6% Liquid Limit 41 38 38 Liquid Limit 40

Plastic Limit Pan ID 79 83

Pan Weight 4.23 4.22 Pan + Soil (wet) 15.99 15.81 Pan + Soil (dry) 14.56 14.40

Moisture Content 13.8% 13.9% Plastic Limit 14

Plastic Index 26

USCS Classification: ASTM D 2487 Group Symbol CL Group Name Sandy Lean CLAY

Grain Size Distribution Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-2 Sample Depth 0-5'

Mechanical Sieve Analysis: ASTM D 422 Sieve Weight Percent Sieve Percent

Size Retained Retained Size, mm Passing 1" 0.00 0.0% 25.0 100.0%

3/4" 0.00 0.0% 19.0 100.0% 1/2" 0.00 0.0% 12.5 100.0% 3/8" 2.63 1.0% 9.5 99.0%

No. 4 8.06 3.0% 4.75 96.0% No. 10 7.03 2.6% 2.0 93.4% No. 40 29.15 10.8% 0.425 82.7%

No. 100 49.69 18.4% 0.15 64.3% No. 200 19.17 7.1% 0.075 57.2%

Pan 0.03 0.0%

Total 115.76 42.8%

0.0%

10.0%

20.0%

30.0%

40.0%

50.0%

60.0%

70.0%

80.0%

90.0%

100.0%

0.00.11.010.0100.0

Pe rc en t P as si ng

Si Si

Proctor Test Report H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared by ADC

Soil and Test Method Data Sample ID B-2

Sample Depth 0-5' Sample Classification Sandy Lean CLAY USCS Group Symbol CL

Test Method ASTM D698, Method B, with mechanical hammer Sample Preparation Air dried and sieved through a 3/8" sieve.

Mold Size, in 4.0 Assumed Specific Gravity: 2.65

Test Data #1 #2 #3 #4 #5 Moisture Content 13.3% 14.7% 16.8% 19.1%

Dry Density, pcf 107.7 110.7 110.2 104.0

102.0

104.0

106.0

108.0

110.0

112.0

114.0

10.0% 12.0% 14.0% 16.0% 18.0% 20.0% 22.0%

D ry

D en si ty

, p cf

Moisture Content, %

Moisture-Density Curve

Zero Air Voids Proctor Points CBR Points

Maximum Dry Density, pcf = 111.1, Optimum Moisture, % = 15.5

R05432-10G, B-2, 0-5', Page 4

CBR Test Report H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared by ADC

Soil and Test Method Data

Sample ID B-2 Sample Depth 0-5'

Sample Classification Sandy Lean CLAY USCS Group Symbol CL

Test Method ASTM D1883, compacted with mechanical hammer Sample Preparation Air dried, sieved through a 3/8" sieve and moisture conditioned.

Soak >96 hours Test Data

Compacted Moisture Content 17.1% Compacted Dry Density 109.4

Percent Compaction 98% Percent Swell -0.1%

CBR @ 0.1" 4.5

CBR @ 0.2" 3.9

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

0.000 0.100 0.200 0.300 0.400 0.500 0.600

St re ss , p si

Penetration, in

Stress Corrected penetration @.1" & .2" (if neccessary) Correction for concavity (if neccesary)

R05432-10G, B-3, 6'-8'

Soil Classification Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-3 Sample Depth 6'-8'

Visual Sample Description Red-Brown Clayey SAND with Gravel

Natural Moisture Content: ASTM D 2216 Pan ID 39 Pan Wt 193.18 grams

Pan + Soil (wet) 304.28 grams Pan + Soil (dry) 289.30 grams

Natural Moisture Content 15.6%

Coarse or Fine Grained: ASTM D 422 Pan + Soil retained on No. 200 sieve

(dry) 250.93 grams Percent Passing No. 200 Sieve 39.9%

Pan + Soil retained on No. 4 sieve (dry) 221.77 grams

Percent Passing No. 4 Sieve 70.3% Soil Classifies as Coarse-Grained Soil

Atterberg Limits: ASTM D 4318 Liquid Limit

No of Blows 14 22 33 Pan ID 91 107 201 Pan Wt 24.56 25.13 27.70

Pan + Soil (wet) 36.07 36.97 44.23 Pan + Soil (dry) 30.86 31.80 37.15

Moisture Content 82.7% 77.5% 74.9% Liquid Limit 77 76 77 Liquid Limit 78

Plastic Limit Pan ID 317 352

Pan Weight 8.06 9.07 Pan + Soil (wet) 14.53 15.61 Pan + Soil (dry) 13.11 14.14

Moisture Content 28.1% 29.0% Plastic Limit 29

Plastic Index 49

USCS Classification: ASTM D 2487 Group Symbol SC

Group Name Clayey SAND with Gravel

R05432-10G, B-3, 6'-8'

Grain Size Distribution Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-3 Sample Depth 6'-8'

Mechanical Sieve Analysis: ASTM D 422 Sieve Weight Percent Sieve Percent

Size Retained Retained Size, mm Passing 1" 0.00 0.0% 25.0 100.0%

3/4" 9.45 9.8% 19.0 90.2% 1/2" 8.35 8.7% 12.5 81.5% 3/8" 7.55 7.9% 9.5 73.6%

No. 4 3.24 3.4% 4.75 70.3% No. 10 11.42 11.9% 2.0 58.4% No. 40 4.80 5.0% 0.425 53.4%

No. 100 9.03 9.4% 0.15 44.0% No. 200 3.54 3.7% 0.075 40.3%

Pan 0.06 0.1%

Total 57.44 59.7%

0.0%

10.0%

20.0%

30.0%

40.0%

50.0%

60.0%

70.0%

80.0%

90.0%

100.0%

0.00.11.010.0100.0

Pe rc en t P as si ng

Sieve Size, mm

R05432-10G, B-5, 13'-15'

Soil Classification Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-4 Sample Depth 13'-15'

Visual Sample Description Red-Brown Clayey SAND with Gravel

Natural Moisture Content: ASTM D 2216 Pan ID 6 Pan Wt 195.60 grams

Pan + Soil (wet) 300.85 grams Pan + Soil (dry) 290.18 grams

Natural Moisture Content 11.3%

Coarse or Fine Grained: ASTM D 422 Pan + Soil retained on No. 200 sieve

(dry) 270.53 grams Percent Passing No. 200 Sieve 20.8%

Pan + Soil retained on No. 4 sieve (dry) 224.77 grams

Percent Passing No. 4 Sieve 69.2% Soil Classifies as Coarse-Grained Soil

Atterberg Limits: ASTM D 4318 Liquid Limit

No of Blows 15 22 32 Pan ID 97 98 101 Pan Wt 26.16 30.38 24.04

Pan + Soil (wet) 38.77 43.74 35.90 Pan + Soil (dry) 34.94 39.82 32.63

Moisture Content 43.6% 41.5% 38.1% Liquid Limit 41 41 39 Liquid Limit 40

Plastic Limit Pan ID 74 76

Pan Weight 4.29 4.24 Pan + Soil (wet) 15.45 15.38 Pan + Soil (dry) 13.90 13.87

Moisture Content 16.1% 15.7% Plastic Limit 16

Plastic Index 24

USCS Classification: ASTM D 2487

R05432-10G, B-5, 13'-15'

Grain Size Distribution Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-4 Sample Depth 13'-15'

Mechanical Sieve Analysis: ASTM D 422 Sieve Weight Percent Sieve Percent

Size Retained Retained Size, mm Passing 1" 0.00 0.0% 25.0 100.0%

3/4" 0.00 0.0% 19.0 100.0% 1/2" 15.73 16.6% 12.5 83.4% 3/8" 0.00 0.0% 9.5 83.4%

No. 4 13.44 14.2% 4.75 69.2% No. 10 7.78 8.2% 2.0 60.9% No. 40 22.08 23.3% 0.425 37.6%

No. 100 14.12 14.9% 0.15 22.7% No. 200 1.93 2.0% 0.075 20.6%

Pan 0.00 0.0%

Total 75.08 79.4%

0.0%

10.0%

20.0%

30.0%

40.0%

50.0%

60.0%

70.0%

80.0%

90.0%

100.0%

0.00.11.010.0100.0

Pe rc en t P as si ng

Sieve Size, mm

R05432-10G, B-5, 4'-6'

Soil Classification Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-5 Sample Depth 4'-6'

Visual Sample Description Red-Brown Clayey SAND with Gravel

Natural Moisture Content: ASTM D 2216 Pan ID 38 Pan Wt 193.85 grams

Pan + Soil (wet) 299.99 grams Pan + Soil (dry) 287.59 grams

Natural Moisture Content 13.2%

Coarse or Fine Grained: ASTM D 422 Pan + Soil retained on No. 200 sieve

(dry) 255.07 grams Percent Passing No. 200 Sieve 34.7%

Pan + Soil retained on No. 4 sieve (dry) 216.11 grams

Percent Passing No. 4 Sieve 76.3% Soil Classifies as Coarse-Grained Soil

Atterberg Limits: ASTM D 4318 Liquid Limit

No of Blows 16 22 34 Pan ID 105 96 94 Pan Wt 29.28 24.85 23.91

Pan + Soil (wet) 39.37 34.41 34.25 Pan + Soil (dry) 34.90 30.28 29.93

Moisture Content 79.5% 76.1% 71.8% Liquid Limit 75 75 74 Liquid Limit 75

Plastic Limit Pan ID 315 352

Pan Weight 9.15 9.07 Pan + Soil (wet) 19.71 19.54 Pan + Soil (dry) 18.20 18.03

Moisture Content 16.7% 16.9% Plastic Limit 17

Plastic Index 58

USCS Classification: ASTM D 2487

R05432-10G, B-5, 4'-6'

Grain Size Distribution Calculations H.H. McGuire VAMC Spinal Cord Addition

DAA # R05432-10G

Prepared By: JAC

Sample ID B-5 Sample Depth 4'-6'

Mechanical Sieve Analysis: ASTM D 422 Sieve Weight Percent Sieve Percent

Size Retained Retained Size, mm Passing 1" 0.00 0.0% 25.0 100.0%

3/4" 0.00 0.0% 19.0 100.0% 1/2" 11.18 11.9% 12.5 88.1% 3/8" 7.85 8.4% 9.5 79.7%

No. 4 3.23 3.4% 4.75 76.3% No. 10 7.20 7.7% 2.0 68.6% No. 40 15.29 16.3% 0.425 52.3%

No. 100 14.08 15.0% 0.15 37.2% No. 200 2.30 2.5% 0.075 34.8%

Pan 0.00 0.0%

Total 61.13 65.2%

0.0%

10.0%

20.0%

30.0%

40.0%

50.0%

60.0%

70.0%

80.0%

90.0%

100.0%

0.00.11.010.0100.0

Pe rc en t P as si ng

Sieve Size, mm

Section V

Geotechnical Test Methods

Standard Penetration Test

Split Spoon Sampling is an in-situ technique of obtaining samples of both cohesive and cohesionless soils. The sample is taken by actually driving the split spoon sampler into the “undisturbed” soil at the bottom of the bore hole.

The bore hole is advanced using a hollow stem auger.

The Split Spoon Sampler is made up of a split steel barrel with a ball check valve in the head for venting and a hardened steel shoe for driving. A spring sample retainer is used between the shoe and the barrel to retain any loose or flowing materials. After the sampler is driven, the head and the shoe are removed and the barrel opens into two halves exposing the entire sample.

The use of a 140 lb. drive weight falling freely 30" to drive the 2" O.D. (1-3/8" I.D.) split spoon sampler a distance of one foot is known as the Standard Penetration Test. Once the sampler is lowered to the bottom of the borehole, the sampler is driven continuously for 18". The number of blows required by the 140 lb. weight to drive the sampler is recorded. Separate counts are made for the second 6" and the third 6" with the first 6" considered to be seating the sampler. An N-Value is obtained by adding the second and third 6" intervals and recorded. The N-Value correlation is shown below:

Standard Penetration Test Diagram

Soil Strength

Relative Density Coarse Grained Soil, SAND

N-Value Relative Density

0-4

5-10

11-30

31-50

>50

Very Loose

Loose

Medium Dense

Dense

Very Dense

Consistency Fine Grained Soil, SILT or CLAY

N-Value Relative Density

0-1

2-4

5-8

9-15

16-29

Very Soft

Soft

Medium Stiff

Stiff

Very Stiff

>29 Hard

SPT performed in accordance with ASTM D1586, Standard Method for Penetration Test and…