P01-(physical data) Geotech Report-Minor Proj 614-321.pdf

Appendix I

Figure 1 - Site Location Plan

Figure 2 - Boring and Geophysical Test Location Plan

MEMPHIS VA MEDICAL CENTER ADDITION

1030 JEFFERSON AVENUE

MEMPHIS, TENNESSEE 1281-19-057

9/20/2019

SCALE:

DATE:

PROJECT NUMBER

FIGURE NO.

N

SOURCE: USGS 7.5 Minute Topographic Map -- NORTHWEST MEMPHIS, TENNESSEE (1997)

DRAWING FOR ILLUSTRATION PURPOSES ONLY

SITE LOCATION PLAN 1"=2,000'

SITE

B-1 B-4

B-2 B-3

MEMPHIS VA MEDICAL CENTER ADDITION

1030 JEFFERSON AVENUE

MEMPHIS, TENNESSEE 1281-19-057

9/20/2019

SCALE:

DATE:

PROJECT NUMBER

FIGURE NO.

N

NOTES: LEGEND:

BORING AND GEOPHYSICAL TEST

LOCATION PLAN 1"=50'

- APPROXIMATE BORING LOCATION- DRAWING FOR ILLUSTRATIVE PURPOSES ONLY

- BASE IMAGE OBTAINED FROM GOOGLE EARTH

- APPROXIMATE LOCATION OF PASSIVE MAM

- APPROXIMATE LOCATION OF ACTIVE MASW

Appendix II

Field Exploration Procedures

Test Boring Record Legend

Test Boring Records

Shear Wave Velocity Profile SW-1

HOLLOW STEM AUGERING PROCEDURES

WITH STANDARD PENETRATION RESISTANCE TESTING

ASTM D 1586

The borings were advanced using auger drilling techniques. At regular intervals, soil samples were obtained with a standard 1.4-inch I.D., 2.0-inch O.D., split-tube sampler. The sampler was initially seated 6 inches to penetrate any loose cuttings and then driven an additional foot with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive the sampler the final foot is the standard penetration resistance. Standard penetration resistance, when properly evaluated, is an index to the soil’s strength and density. The criteria used during this exploration are presented on the Test Boring Record Legend.

Representative portions of the soil samples, thus obtained, were placed in sealed containers and transported to the laboratory. The engineer selected samples for laboratory testing. The Test Boring Records in this Appendix provide the soil descriptions and penetration resistances.

Soil drilling and sampling equipment may not be capable of penetrating hard cemented soils, thin rock seams, large boulders, waste materials, weathered rock, or sound continuous rock. Refusal is the term applied to materials that cannot be penetrated with soil drilling equipment or where the standard penetration resistance exceeds 100 blows per foot. Core drilling is needed to determine the character and continuity of the refusal materials.

UNDISTURBED SAMPLING PROCEDURES

ASTM D 1587

Relatively undisturbed samples were obtained for laboratory testing. A 3-inch O.D., 16-gauge, steel tube was slowly and uniformly pushed into the soil at the desired sampling level. The tube was then removed from the ground and the encased soil was sealed at the ends to prevent loss of moisture. The depth at which undisturbed samples were taken is indicated on the Test Boring Records.

Core Diameter Inches

BQ 1-7/16

NQ 1-7/8

HQ 2-1/2

TEST BORING/PIT RECORD LEGEND

FINE AND COARSE GRAINED SOIL INFORMATION

COARSE GRAINED SOILS

(SANDS & GRAVELS)

FINE GRAINED SOILS

(SILTS & CLAYS) PARTICLE SIZE

Qu, KSF EstimatedN Relative Density N Consistency Boulders Greater than 300 mm (12 in)

0-4 Very Loose 0-1 Very Soft 0-0.5 Cobbles 75 mm to 300 mm (3 to 12 in)

5-10 Loose 2-4 Soft 0.5-1 Gravel 4.74 mm to 75 mm (3/16 to 3 in)

11-20 Firm 5-8 Firm 1-2 Coarse Sand 2 mm to 4.75 mm

21-30 Very Firm 9-15 Stiff 2-4 Medium Sand 0.425 mm to 2 mm

31-50 Dense 16-30 Very Stiff 4-8 Fine Sand 0.075 mm to 0.425 mm

Over 50 Very Dense Over 31 Hard 8+ Silts & Clays Less than 0.075 mm The STANDARD PENETRATION TEST as defined by ASTM D 1586 is a method to obtain a disturbed soil sample for examination and testing and to obtain relative density and consistency information. A standard 1.4-inch I.D./2-inch O.D. split-barrel sampler is driven three 6-inch increments with a 140 lb. hammer falling 30 inches. The hammer can either be of a trip, free-fall design, or actuated by a rope and cathead. The blow counts required to drive the sampler the final two increments are added together and designate the N-value defined in the above tables.

ROCK PROPERTIES

ROCK QUALITY DESIGNATION (RQD) ROCK HARDNESS

Percent RQD Quality Very Hard: Rock can be broken by heavy hammer blows

Hard: Rock cannot be broken by thumb pressure, but can be broken by moderate hammer blows.

Moderately Hard:

Small pieces can be broken off along sharp edges by considerable hard thumb pressure; can be broken with light hammer blows.

Soft: Rock is coherent but breaks very easily with thumb pressure at sharp edges and crumbles with firm hand pressure.

0-25

25-50

50-75

75-90

90-100

Very Poor

Poor

Fair

Good

Excellent Very Soft:

Rock disintegrates or easily compresses when touched; can be hard to very hard soil.

RQD = Sum of 4 in. and longer Rock Pieces Recovered Length of Core Run

X100

Recovery = Length of Rock Core Recovered Length of Core Run

X100

43 RQD

NQ

63 REC

SYMBOLS

KEY TO MATERIAL TYPES SOIL PROPERTY SYMBOLS

N: Standard Penetration, BPF

M: Moisture Content, %

LL: Liquid Limit, %

PI: Plasticity Index, %

Qp: Pocket Penetrometer Value, TSF

Qu: Unconfined Compressive Strength Estimated Qu, TSF

D: Dry Unit Weight, PCF

F: Fines Content

SAMPLING SYMBOLS

Topsoil

Asphalt

Crushed Limestone

Fill Material

Shot-rock Fill

Low Plasticity Inorganic Silt

High Plasticity Inorganic Silt

Low Plasticity Inorganic Clay

High Plasticity Inorganic Clay

Low Plasticity Inorganic Silt or Clay

High Plasticity Inorganic Silt or Clay Organic Silts/Clays

Well-Graded Gravel

Poorly-Graded Gravel

Silty Gravel

Clayey Gravel

Well-Graded Sand

Poorly-Graded Sand

Silty Sand

Clayey Sand

Peat

Limestone

Sandstone

Siltstone

Shale

Claystone

Weathered Rock

Dolomite

Granite

Gneiss

Schist

Amphibolite

Metagraywacke

Phylite

Undisturbed Sample

Split-Spoon Sample

Rock Core Sample

Auger or Bag Sample

No Sample Recovery

Water Level After Drilling

Extended Time Reading

1s t 6 in / R

UN

BLOW COUNT

/ CORE DATA SPT N-Value (bpf)

2n d

6in / R

EC

3r d

6in

RQ

D

PL LLNM

FINES %FINES %

rock fragments

1s t 6 in / R

UN

BLOW COUNT

/ CORE DATA SPT N-Value (bpf)

2n d

6in / R

EC

3r d

6in

RQ

D

1s t 6 in / R

UN

BLOW COUNT

/ CORE DATA SPT N-Value (bpf)

2n d

6in / R

EC

3r d

6in

RQ

D

1s t 6 in / R

UN

BLOW COUNT

/ CORE DATA SPT N-Value (bpf)

2n d

6in / R

EC

3r d

6in

RQ

D

0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400

D ep th (ft

Shear Wave Velocity, Vs (ft/s)

Shear Wave Velocity Profile SW-1 Memphis VA Medical Building Addition

Memphis, Tennessee 1281-19-057 vs100 = ft/sec857

Appendix III

Laboratory Test Procedures

Laboratory Test Results

NATURAL MOISTURE

ASTM D 2216, EM 1110-2-1906

The moisture content of soils is an indicator of various physical properties, including strength and compressibility. Selected samples obtained during exploratory drilling were taken from their sealed containers. Each sample was weighed and then placed in an oven heated to 110ºC ± 5ºC. The sample remained in the oven until the free moisture had evaporated. The dried sample was removed from the oven, allowed to cool, and re-weighed. The moisture content was computed by dividing the weight of evaporated water by the weight of the dry sample. The results, expressed as a percent, are shown on the attached Laboratory Test Results Summary..

GRAIN SIZE TEST PROCEDURES

ASTM D 1140

The clay and silt content of granular soils affects their physical properties such as strength, compressibility, and permeability. Selected granular soil (sand and gravel) samples were tested to determine the percent, by weight, of soil particles finer than the No. 200 sieve (silt and clay sized particles). Soil particles finer than 75 microns were flushed through a No. 200 sieve using water. The coarse materials retained on the No. 200 sieve were dried to obtain their dry weight. The dry weight of materials retained on the No. 200 sieve was compared to the dry weight of the total test specimen. The difference in weight, expressed as a percentage of the pre-wash weight, is designate as the percentage of “fines” (silt and clay particles). The results are plotted on the Grain Size Distribution Test Reports.

UNCONFINED COMPRESSIVE STRENGTH OF SOIL

ASTM D 2166/AASHTO T208-92

The unconfined compression test is an unconsolidated-undrained triaxial shear test with no lateral confining pressure. This test is used to determine the shear strength (cohesion) of clayey soils and rock.

Undisturbed samples were prepared by cutting the ends perpendicular to the applied load. The sample was placed in a testing device and incrementally increasing vertical loads were applied until it failed. The test results are provided on the Unconfined Compression Test Reports.

Memphis VA Medical Center Building Addition Memphis, Tennessee

S&ME Project No. 1281-19-057

Laboratory Test Results Summary

Boring Number

Sample Type

Sample Depth

(ft)

Moisture Content

Percent Passing No. 200 Sieve

Undrained Shear Strength

(ksf)

B-2 SPT

1 – 2.5 4.8

3.5 – 5 9.0

8.5 – 10 17.7

13.5 - 15 23.2

B-4

SPT 1 – 2.5 8.5

UD 4 – 6 19.1 0.96

SPT

6 – 7.5 25.7 97%

8.5 – 10 25.2

13.5 – 15 28.6

18.5 - 20 26.9

SPT – Standard Penetration Test Sample UD – Undisturbed Shelby Tube Sample

Appendix IV

ACI 302.1R-04 Guide For Concrete Floor and Slab Construction

Important Information About Your Geotechnical Engineering Report

Important Information About Your Geotechnical Engineering Report

Variations in subsurface conditions can be a principal cause of construction delays, cost overruns and claims.

The following information is provided to assist you in understanding and managing the risk of these variations.

Geotechnical Findings Are Professional Opinions Geotechnical engineers cannot specify material properties as other design engineers do. Geotechnical material properties have a far broader range on a given site than any manufactured construction material, and some geotechnical material properties may change over time because of exposure to air and water, or human activity.

Site exploration identifies subsurface conditions at the time of exploration and only at the points where subsurface tests are performed or samples obtained.

Geotechnical engineers review field and laboratory data and then apply their judgment to render professional opinions about site subsurface conditions. Their recommendations rely upon these professional opinions.

Variations in the vertical and lateral extent of subsurface materials may be encountered during construction that significantly impact construction schedules, methods and material volumes. While higher levels of subsurface exploration can mitigate the risk of encountering unanticipated subsurface conditions, no level of subsurface exploration can eliminate this risk.

Scope of Geotechnical Services Professional geotechnical engineering judgment is required to develop a geotechnical exploration scope to obtain information necessary to support design and construction. A number of unique project factors are considered in developing the scope of geotechnical services, such as the exploration objective; the location, type, size and weight of the proposed structure;

proposed site grades and improvements; the construction schedule and sequence; and the site geology.

Geotechnical engineers apply their experience with construction methods, subsurface conditions and exploration methods to develop the exploration scope.

The scope of each exploration is unique based on available project and site information. Incomplete project information or constraints on the scope of exploration increases the risk of variations in subsurface conditions not being identified and addressed in the geotechnical report.

Services Are Performed for Specific Projects Because the scope of each geotechnical exploration is unique, each geotechnical report is unique.

Subsurface conditions are explored and recommendations are made for a specific project.

Subsurface information and recommendations may not be adequate for other uses. Changes in a proposed structure location, foundation loads, grades, schedule, etc. may require additional geotechnical exploration, analyses, and consultation. The geotechnical engineer should be consulted to determine if additional services are required in response to changes in proposed construction, location, loads, grades, schedule, etc.

Geo-Environmental Issues The equipment, techniques, and personnel used to perform a geo-environmental study differ significantly from those used for a geotechnical exploration. Indications of environmental contamination may be encountered incidental to performance of a geotechnical exploration but go unrecognized. Determination of the presence, type or extent of environmental contamination is beyond the scope of a geotechnical exploration.

Geotechnical Recommendations Are Not Final Recommendations are developed based on the geotechnical engineer’s understanding of the proposed construction and professional opinion of site subsurface conditions. Observations and tests must be performed during construction to confirm subsurface conditions exposed by construction excavations are consistent with those assumed in development of recommendations. It is advisable to retain the geotechnical engineer that performed the exploration and developed the geotechnical recommendations to conduct tests and observations during construction. This may reduce the risk that variations in subsurface conditions will not be addressed as recommended in the geotechnical report.

Portion obtained with permission from “Important Information About Your Geotechnical Engineering Report”, ASFE, 2004 © S&ME, Inc. 2010