REPORT OF GEOTECHNICAL EXPLORATION FAMILY DOLLAR – MLK ... · REPORT OF GEOTECHNICAL EXPLORATION...

REPORT OF GEOTECHNICAL EXPLORATION FAMILY DOLLAR – MLK BLVD

SAVANNAH, GEORGIA

DURBAN DEVELOPMENT GROUP

ECS PROJECT NO. 23:2325

FOR

JUNE 6, 2011

Geotechnical · Construction Materials · Environmental · Facilities

1306 Heidt Avenue, Suite A, Savannah, GA 31408 • (912) 966-2527 • FAX (912) 966-9931 • www.ecslmited.com Atlanta, GA • Bluffton – Hilton Head, SC* • Buford, GA • Nashville, TN • Savannah, GA

*testing services only

ECS SOUTHEAST, LLC

June 6, 2011 Mr. Jason Mathis Durban Development, LLC 3735 Beam Road, Suite B Charlotte, North Carolina 28217 Reference: Report of Geotechnical Exploration

Family Dollar – MLK Blvd Savannah, Georgia

ECS Project No. 23:2325 Dear Mr. Mathis: ECS Southeast, LLC (ECS) is pleased to submit our report of geotechnical exploration for the above-referenced project. The attached report presents an introduction of the proposed project, results of our exploration, subsurface conditions, and our recommendations. The work was completed in general accordance with our proposal number PSG-2313r1 as authorized by Mr. William Allen. This report is provided for the exclusive use of Durban Development, LLC, Family Dollar, and their project-specific design team. The report is not intended to be used or relied upon in connection with other projects or by other third parties. ECS disclaims liability for any such third party use or reliance without express written permission. We appreciate the opportunity of working with you on this project and look forward to our continued association. Should you have questions regarding our findings or need additional consultations, please do not hesitate to contact our office at (912) 966-2527. Respectfully, ECS Southeast, LLC represented by: Warren Schluter Sun Breza, P.E. Geotechnical Project Manager Principal Engineer GA Registration No. 031482

REPORT OF GEOTECHNICAL EXPLORATION FAMILY DOLLAR – MLK BLVD

TABLE OF CONTENTS PAGE INTRODUCTION 1

General 1 Project Information 1 Site Conditions 1 Purposes of Exploration 1

FIELD AND LABORATORY EXPLORATION 2

Subsurface Exploration 2 Laboratory Testing Program 2

SUBSURFACE CONDITIONS 3

Regional Geology and Soils 3 Soil Conditions 3 Groundwater Conditions 4

EVALUATIONS AND RECOMMENDATIONS 4

General 4 Dewatering 5 Subgrade Preparation 5 Recommended Earthwork Specifications 6 Foundation Recommendations 7 Pavement Recommendations 8 Floor Slab Design 9 Utility Recommendations 10 Additional Considerations 11

CLOSING 11

APPENDIX

I. Figure 1 – Site Vicinity Map Figure 2 – Boring Location Plan

II. Unified Soil Classification System

Reference Notes for CPT Soundings CPT Sounding Logs (9) Geoprobe Log (1) Laboratory Testing Summary

Liquefaction Analysis Seismic Hazard Deaggregation

III. ASFE – Important Information About Your Geotechnical Report

INTRODUCTION

General This report presents the results of our geotechnical exploration for the Family Dollar – MLK Blvd project in Savannah, Chatham County, Georgia. The work was completed in general accordance with our proposal number PSG-2313r1 as authorized by Mr. William Allen. Project Information The information presented in this report is based on our site reconnaissance and our understanding of the proposed project. If the information in this section is incorrect or changes, the applicability of the report should be reviewed. Based on plans provided of the proposed project and conversations with the project team we understand the following:

• The site is located near the intersection of Martin Luther King Jr. Boulevard and West

Huntingdon Street in Savannah, Chatham County, Georgia. A site vicinity map is included in the Appendix as Figure 1.

• The proposed project consists of the construction of a 9,180 square foot pre-engineered structure with associated infrastructure and parking.

• No foundation loading information has been provided. Floor loads are expected to be 150-psf. We have assumed that maximum isolated interior column loads will be 30 kips and maximum exterior wall loads will be 3 kip per linear foot.

• No grading information has been provided. We have assumed that minimal fill will be required to bring the site to finished construction grade.

Site Conditions The elevation of the site is approximately 46 feet above mean sea level (MSL) according to Google Earth. A representative of ECS visited the project site on May 9, 2011. The site was undeveloped and is being used as a parking area. The upland area landscape is relatively flat and free of standing water at the time of our visit. The site is bordered to the west by Martin Luther King Jr. Boulevard, to the north by W. Huntingdon Street, and to the east by Ell Street. Purposes of Exploration The purposes of this study were to explore the soil and groundwater conditions at the site and to develop engineering recommendations to guide design of the proposed project. We accomplished the purposes of the study by:

1. Reviewing the available publications concerning local geology of the site and performing a general site reconnaissance;

Family Dollar – MLK Blvd ECS Project No. 23:2325 Page 2

2. Drilling borings/soundings to explore the subsurface soil and groundwater conditions;

3. Performing laboratory tests on selected representative soil samples from the

borings to evaluate pertinent engineering properties;

4. Evaluating the field, laboratory, and background data to develop appropriate engineering recommendations.

FIELD AND LABORATORY EXPLORATION Subsurface Exploration To explore the soil and groundwater conditions at this site a total of nine (9) Cone Penetration Test (CPT) soundings and one (1) continuous soil sample (Geoprobe®) were performed at select locations across the site. The CPT soundings were performed to termination depths of 10 to 50 feet below existing grade in the proposed building pad and pavement areas. The Geoprobe® was performed to a depth of 15 feet below existing grade adjacent to a select CPT sounding. The approximate boring/sounding locations are shown on the attached Boring Location Plan (Figure 2). All borings were located in the field based on existing site features. In the CPT sounding procedure (ASTM D5778), an electronically instrumented cone penetrometer is hydraulically advanced through the soil to measure point resistance, pore water pressure, and sleeve friction. These values are recorded continuously as the cone is pushed to the desired depth. Stratification lines on the CPT sounding logs represent approximate boundaries between soil behavior types. Soil behavior types are calculated based on empirical relationships between cone penetrometer tip resistance, sleeve friction, and pore water pressure. In the Geoprobe® procedure, an acetate tube inside a thin-walled tube sampler is advanced through the soil to collect continuous five-foot section samples of the subsurface material. The acetate tubes are removed from the thin-wall sampler and logged. Representative samples are sealed and returned to our laboratory in Savannah, Georgia. Groundwater levels in the CPT soundings were recorded during hydraulic advancement of the cone penetrometer. Groundwater levels in the borings were checked after boring completion. Laboratory Testing Program Representative soil samples were selected and tested in our laboratory to check field classifications and to determine pertinent engineering properties. The laboratory testing program included visual classifications of soil samples, natural moisture content, and wash No. 200 sieve analysis.


Each soil sample was classified on the basis of visual texture and plasticity in accordance with the Unified Soil Classification System. The various soil types were grouped into the major zones noted on the boring logs. The stratification lines designating the interfaces between materials on the boring logs are approximate; in-situ, the transitions may be gradual. The soil samples will be retained in our laboratory for a period of 60 days, after which, they will be discarded unless otherwise instructed.

SUBSURFACE CONDITIONS Regional Geology and Soils The site is located within Georgia’s Coastal Plain Geologic Province. The soils of the Southern Coastal Plain Physiographic Province of Georgia are primarily composed of Pleistocene to Holocene age deposits. The soils in the coastal plain are the result of sediment deposition in a former marine environment during a time when sea level was much higher than at present. The Pleistocene-Holocene deposits are generally composed of alternating sands, silts, and clays, which correspond to fluctuations in sea-level and migrations of river channels over several million years. The shallow groundwater table in the coastal region can fluctuate several feet with seasonal rainfall. Seasonal high groundwater levels are typically found at shallow depths in the flood plains with a reasonable probability of flooding in winter and spring. Seasonal high groundwater can be found at the surface in poorly draining areas. The groundwater table can exhibit some distortions due to differences in vertical and lateral permeability. Soil Conditions Data from the subsurface exploration is included in the Appendix. The subsurface conditions discussed in the following paragraphs and those shown on the sounding and boring logs represent an estimate of the subsurface conditions based on interpretation of the data using normally accepted geotechnical engineering judgments. We note that the transition between soil strata is usually less distinct than those shown on the sounding and boring logs. The CPT soundings conducted for this exploration recorded similar soil behavior types across the site. The soundings generally recorded layers of Sand, Silty Sand, Clay, and Silty Clay to planned sounding termination depths of 10 to 50 feet below existing grade. Please note that fine grained material was recorded at approximately 35 to 50 feet below existing grade. The Geoprobe® encountered approximately 2 inches of asphalt at the surface. Below the surficial material, the Geoprobe® encountered Slightly Clayey Sand (SP-SC, possible FILL) underlain by Slightly Clayey SAND (SP-SC) to sampling termination depths of approximately 15 feet below existing grade.


It should be noted that across the site, asphalt, gravel, and brick material was observed at the surface. This surficial material was not encountered below grade in our Geoprobe® borings. The generalized subsurface conditions are summarized in the following table:

Table 2: Generalized Soil Conditions

Depth (feet)

Soil Behavior Type Average qc

(tsf) Relative

Density/Consistency* Geoprobe® Log

(0-15 feet) USCS

Classification

0-2 Sand to Silty Sand 50-225 Medium Dense to Dense Slightly Clayey SAND (FILL)

SP-SC

2-15 Sand to Silty Sand 25-275+ Medium Dense to Very

Dense Slightly Clayey

SAND SP-SC

15-35 Sand to Silty Sand 200-275+ Dense to Very Dense N/A N/A

35-50 Clay to Silty Clay 15-100 Medium Stiff to Stiff

*Relative Density based upon CPT N60 values. Groundwater Conditions Based on pore water pressure measurements, groundwater was calculated in the CPT soundings at depths ranging from approximately 13 to 13.5 feet below existing grade at the time of sounding. Groundwater was observed in the Geoprobe® at a depth of approximately 13 feet below existing grade at the time of sampling. Please note that groundwater levels in coastal geology fluctuate with tidal, seasonal, and climatic variations, and may be significantly different at other times. The groundwater levels should be checked prior to construction to assess its effects on grading operations and other activities.

EVALUATIONS AND RECOMMENDATIONS General The following engineering recommendations are based on our understanding of the proposed construction, the data obtained in the soil test borings/soundings performed, our site reconnaissance, and our experience with soils and subsurface conditions similar to those encountered at this site. It is our opinion that the proposed structure can be supported on conventional shallow spread or continuous foundations with slabs-on-grade provided the criteria in the sections entitled “Subgrade Preparation” and “Recommended Earthwork Specifications” are met.


Depending on planned finished grades, unsuitable existing material may need to be “demucked” or over-excavated as to provide a minimum 2 foot “cushion” of suitable material in the pavement pad areas. Detailed evaluations and recommendations in the following sections should be read in full. Dewatering Groundwater levels should be checked immediately prior to any earthwork operations. Based on groundwater levels encountered during our geotechnical exploration and our understanding of the proposed project, the potential for required dewatering operations is low. If groundwater is found within 3 feet of final construction grade prior to earthwork operations, remedial dewatering may be necessary. The remedial dewatering operations could consist of installing a well point system, perimeter rim ditches and if necessary secondary rim-ditches to withdraw groundwater. Temporary dewatering will not only help lower the natural moisture content of the subgrade soils but will also allow heavy construction equipment to gain access to portions of the site. The groundwater table should be controlled at least 3 feet below the compacted or excavated elevations. Subgrade Preparation The subgrade preparation should consist of stripping all vegetation, rootmat, topsoil, and any other soft or unsuitable material from the building and pavement areas. We recommend earthwork clearing be extended a minimum of 10 feet beyond the building and 5 feet beyond pavement limits. Stripping limits should be extended an additional 1 foot for each foot of fill required at the building areas exterior edge. This would include the removal of any abandoned utilities or existing structure foundations. Depending on planned finished grades, any unsuitable existing material should be “demucked” or over-excavated as to allow for a minimum 2 foot “cushion” of suitable material in the building and pavement areas. The “cushion” is understood to extend from below the building slab granular base material (if needed), or below roadway graded aggregate base material. Unsuitable soil materials are defined as those complying with ASTM D2487 soil classification groups ML, MH, CH, CL, OL, OH and PT. Additionally, soil materials defined as those complying with ASTM D2487 soil classification groups SC or SM may be deemed unsuitable during subgrade inspection due to the natural moisture content, consistency, or fines content of the material. Any material judged as unsuitable by an authorized site representative should be replaced with approved structural fill as defined in the following section “Recommended Earthwork Specifications”. After stripping, “demucking”, or over-excavating to the desired grade, and prior to fill placement, the exposed surface should be observed by an experienced geotechnical engineer from ECS or his authorized representative. For building and pavement areas, the subgrade should be


densified with a large vibratory roller to achieve a uniform subgrade. In areas with minimal fill planned (less than 2 feet), the existing subgrade should consist of suitable soils such as those defined by ASTM D2487 soil classification groups GW, GP, GM, SC, SM, SW, SP-SC, and SP. After the completion of densification, proofrolling using a loaded dump truck having an axle weight of at least 10 tons should be used to aid in identifying localized soft or unsuitable material. Any soft or unsuitable materials encountered during this proofrolling should be removed and replaced with an approved backfill compacted to the criteria given below. ECS can provide alternative options such as using geogrid and/or geotextile to stabilize the subgrade at the time of construction, if necessary. Generally, the existing surficial material onsite appears suitable as subgrade material in the proposed building pad and pavement areas. Recommended Earthwork Specifications Fill in structural areas should be placed over a stable subgrade. Soils used for structural fill shall have a PI (Plasticity Index) of less than 10, and a LL (Liquid Limit) of less than 30. The soils to be used as structural fill in the building pad areas and below the top 2 feet in pavement areas should be inorganic, non-plastic granular soil containing less than 25% fines passing the No. 200 sieve. The soils to be used as structural fill within the top 2 feet below pavement areas should be inorganic, non-plastic granular soil containing less than 15% fines passing the No. 200 sieve. The structural fill depths are understood to extend from below the building slab granular base material (if needed) or roadway graded aggregate base material. The existing surficial material generally appears suitable for re-use as structural fill in the building pad and pavement areas. The structural fill should be placed in level lifts not exceeding 12 inches in loose thickness and compacted to at least 95% of the maximum dry density obtained in accordance with ASTM Specification D1557, Modified Proctor Method. Fill placed within the top 24 inches in pavement areas should be compacted to at least 98% of the maximum dry density obtained in accordance with ASTM Specification D1557, Modified Proctor Method. In-place density tests shall be performed by an experienced engineering technician working under the direction of a licensed geotechnical engineer. We recommend a minimum of 1 test per 2,500 square feet of fill area for each lift of fill placed be taken by a qualified engineering technician. The elevation and location of the tests should be clearly identified and recorded at the time of fill placement. The moisture content of the fill at the time of placement shall be within +/- 3% (wet or dry) of the optimum moisture content, as determined by the appropriate proctor compaction tests. Moisture contents may be controlled by disking or other approved chemical or mechanical means to achieve the desired moisture content and density specification.


Foundation Recommendations No structural loading or grading information was available at the time this report was published. We assume the maximum interior isolated column loads to be 30 kips and the maximum exterior wall loads to be 3 kips per linear foot. We have assumed that nominal fill (less than two feet) will be required to bring the site to construction grade. We recommend that the proposed structures be supported on conventional shallow spread or continuous footing foundations, provided the criteria in the previous sections entitled “Subgrade Preparation” and “Recommended Earthwork Specifications” are met. We recommend foundations be designed for a net allowable soil bearing pressure of 2,500 pounds per square foot (psf). For footings constructed in accordance with the requirements outlined in this report, maximum total settlement is expected to be less than 1 inch (plus any consolidation settlement from new fill loads). Maximum differential settlement between adjacent columns is expected to be half the total settlement. To reduce the risk of foundation bearing failure and excessive settlement due to local shear or "punching" action, we recommend that continuous footings have a minimum width of 1.5 feet and that isolated column footings have a minimum lateral dimension of 2.5 feet. For this site, we recommend footing bottoms be placed at a minimum depth of 1.5 feet below lowest adjacent finished grade. These recommendations are based on our engineering experience with similar soil conditions and the anticipated structural loading. Seismic Parameters From site-specific test boring data, the Site Class was determined from Table 1615.1.1 of the IBC 2006. The data used to determine the Site Class typically includes soil test borings to determine Standard Penetration resistances (N-values). Based on estimated average N60-values in the upper 100 feet of soil profile, we calculated an Nbar. The results of the seismic evaluation are as follows:

• Latitude: 32.070, Longitude: -81.100 S Ss = 40.2%g, 1 = 12.2%g * • • F a = 1.479, F v = 2.313

S• MSS = 59.4%g, 1M = 28.2%g • DSS = 39.6%g, 1DS = 18.8%g • Site Class = D

*The spectral accelerations were determined from USGS 2002 National Seismic Hazard Maps. The software application LiquefyPro was used to analyze the soils encountered at the site for potential liquefaction induced failure. Liquefaction can result in settlement, loss of bearing capacity, and lateral spreading of the ground surface during earthquake induced ground


motions. A liquefaction analysis was performed using site-specific probabilistic earthquake magnitude and peak ground acceleration (PGA) data obtained from the USGS and CPT sounding data obtained from our subsurface exploration. Sounding CPT-1 was thought representative of potentially liquefiable soils on the site and was chosen for test data. Based on our calculations, experience in the area, and depth to potentially liquefiable soils, it is our opinion that the potential for failure or collapse of soils is low. Results of the liquefaction analysis are included in the Appendix. Pavement Recommendations Based on information provided, a typical minimum pavement section is shown below. We understand the following:

1. California Bearing Ratio (CBR) samples were not obtained for the proposed subgrade soils at these sites. Our pavement design analyses are based on assumed CBR values.

2. Our pavement design analysis is based on assumed traffic information.

3. We assume that the top 24 inches of the proposed roadway subgrade will consist of

select material containing less than 15% passing the No. 200 sieve.

4. We assume that the top 24 inches of the proposed roadway subgrade will be compacted to at least 98% of maximum dry density in accordance with ASTM D1557, Modified Proctor Method.

5. We assume that criteria from our previous sections entitled “Subgrade Preparation” and

“Recommended Earthwork Specifications” will be followed.

6. We assume a minimum separation of 24 inches between the base course material and the high groundwater table. Underdrains may be used to provide this separation.

Typical Flexible Pavement Section

Material Type Parking Stalls and Driveways Heavy Duty Truck Driveways

AC Surface Course HMA Superpave – 9.5mm 2.0 inches 1.0 inch

AC Base Course HMA Superpave – 12.5mm - 2.0 inches

Graded Aggregate Base (GAB) 6.0 inches 8.0 inches


All aggregate material used as base course must comply with the gradation requirements established by the GDOT. Aggregate material should be compacted to at least 98% of the maximum dry density obtained in accordance with ASTM D1557, Modified Proctor Method. The flexible pavement specifications used in roadways and parking stalls may not be adequate for a trash compactor/dumpster pick-up area due to the heavy point loads anticipated. We recommend that a rigid concrete pavement section be provided for those areas. The concrete section should be at least 6 inches thick and should consist of concrete having a minimum 28-day compressive strength of 4,000 pounds per square inch (psi). A minimum of 4 inches of compacted graded aggregate base should be placed beneath all rigid concrete pavements. For dumpster storage areas, the concrete slab area should be large enough to support both the dumpster and the truck used to unload the dumpster. An important consideration with the design and construction of pavements is surface and subsurface drainage. Where standing water develops, either on the pavement surface or within the base course layer, softening of the subgrade and other problems related to the deterioration of the pavement can be expected. Furthermore, good drainage should minimize the risk of the subgrade materials becoming saturated over a long period of time. Floor Slab Design It is generally recommended that the floor slab be isolated from the intermediate column footings so that differential settlement of the structure will not induce shear stresses on the floor slab. Also, in order to minimize the crack width of any shrinkage cracks that may develop near the surface of the slab, we recommend shrinkage steel reinforcement be included in the design of the floor slab. The concrete floor slab may be designed as a “beam on elastic foundation” using a modulus of subgrade reaction of 150 pounds per cubic inch (pci). We recommend the slabs-on-grade be underlain by either a minimum of 4 inches of washed gravel or graded aggregate base (GAB) material having a maximum aggregate size of 1.5 inches and no more than 10 percent fines or 6 inches of soil containing less than 15 percent fines passing the No. 200 sieve. The GAB or suitable soils as previously defined above should be compacted to at least 95 percent of the maximum dry density obtained in accordance with ASTM Specification D1557, Modified Proctor Method and will facilitate the fine grading of the subgrade and help to prevent the rise of water vapor through the floor slab. Prior to placing the granular material, the floor subgrade soil should be properly compacted, proofrolled, and free of standing water and mud. Before the placement of concrete, a vapor barrier may be placed on top of the granular material to provide additional moisture protection. However, special attention should be given to the surface curing of the slab in order to minimize uneven drying of the slab and associated cracking. If a vapor barrier is placed and the building area is supported on fill above original grade, the granular layer detailed in this section would not be required.


For slabs constructed below original site grades, groundwater control and related damp proofing/waterproofing issues must be addressed by the designer. Utility Recommendations No invert elevations of the proposed utility lines have been provided. In general, before placement of utilities, the trench excavation bottom should be visually approved by an ECS representative. It may be necessary to undercut areas that are extremely soft or yielding. The bottom of the excavations may be very wet in some areas. This could prevent proper compaction of backfill materials. Gravel (#57 stone) can be used as a bedding material beneath pipe and structures to provide a stable working platform. A proper dewatering and/or water barrier system (such as well points, deep wells, sump pumps, sock drains, sheet piling, etc.) should be installed as needed during construction. The groundwater level should be maintained at a depth of at least 2 to 3 feet below the exposed subgrade at all times during utility construction, and through backfilling operations. The dewatering system should be functioning prior to beginning excavation. After checking all excavations and provided that the recommended earthwork procedures are performed, the resulting excavation bottoms should be capable of supporting the utility. Excavation bracing or laying back of side slopes will be required during construction due to the depth of the proposed excavations. Typical excavation systems such as sheet piling, trench box, wales, or rakers may be used. The shoring system should be designed by a Professional Structural Engineer or a certified trench box system should be used. Excavated material should be stockpiled away from the excavations, or the bracing system be designed for this additional load. The method of trench excavation support design should be the decision of the contractor. As an alternative to a shoring system, the sides of the trench excavation may be temporarily sloped to 2H:1V or flatter provided that prevailing groundwater seepage is adequately controlled. Further flattening of the slopes may be required in areas that have seepage, may appear unstable, and where extremely soft subsurface soils are exposed in the side slopes. All run-off and drainage water should be directed away from the construction area. Utility trench backfill materials should consist of an approved material free of organic matter and deleterious debris, with no rocks or lumps greater than 6 inches in diameter. Acceptable materials include soils complying with ASTM D2487 soil classification groups GW, GP, GM, GC, SC, SM, SW, and SP. Unacceptable soil materials are those complying with ASTM D2487 soil classification groups ML, MH, CL, CH, OL, OH, and PT. Additionally, any soils for the top 2 feet of pavement subgrade should have no more than 15 percent passing the No. 200 sieve. Excess water in soil materials can cause soil to be deemed unacceptable regardless of normal classification. Unsuitable materials removed during earthwork operations should be either stockpiled for later use in landscaped areas, or placed in approved disposal areas either on site or off site. Structural backfill materials should be placed in continuous lifts not exceeding 12 inches in loose thickness and moisture conditioned to within +/- 3 percent points of the optimum moisture content to


facilitate proper compaction. Utility trench backfill materials should be compacted to a minimum of 95 percent of the maximum dry density obtained in accordance with ASTM Specification D1557, Modified Proctor Method. Soils located in the top 24 inches under paved areas, curb and gutter, sidewalks, building slabs and within 10 feet of buildings should be compacted to a minimum of 98 percent of the maximum dry density obtained in accordance with ASTM Specification D1557, Modified Proctor Method. Additional Considerations Positive site drainage should be maintained during earthwork operations, which should help maintain the integrity of the soil. Placement of fill on the near surface soils, which have become saturated, may be very difficult. When wet, these soils will degrade quickly with disturbance from contractor operations and will be extremely difficult to stabilize for fill placement. The surficial soils contain fines, which are considered moderately erodible. All erosion and sedimentation shall be controlled in accordance with Best Management Practices and current County requirements. At the appropriate time, we would be pleased to provide a proposal for NPDES monitoring and construction materials testing related services.

CLOSING Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. This report is provided for the exclusive use of JDH Capital, LLC, Family Dollar, and their project specific design team. The report is not intended to be used or relied upon in connection with other projects or by other third parties. ECS disclaims liability for any such third party use or reliance without express written permission. The scope of services for this study does not include environmental assessment or investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil or groundwater within or beyond the site studied. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of our client.

APPENDIX I

SITE VICINITY MAPApproximate

N

Approximate Site Location

Report of Geotechnical ExplorationFamily Dollar - MLK BlvdSavannah, Georgia

Scale: See Scale BarProject No.: 23:2325Reference: Google EarthFigure No.: 1

feet

0 750 1500

BORING LOCATION PLAN

.

Scale: NTSProject No.: 23:2325Reference: Durban DevelopmentReceived: 5/3/2011Figure No.: 2

Approximate

Report of Geotechnical ExplorationFamily Dollar - MLK BlvdSavannah, Georgia

- CPT Sounding N

CPT-1

CPT-2

CPT-3

CPT-4

CPT-5

CPT-6

CPT-7

CPT-8

CPT-9

APPENDIX II

Silty sands, sand-silt mixtures

Peat, muck and other highly organic soils

Organic clays of medium to high plasticity

Inorganic clays of high plasticity, fat clays

Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts

Organic silts and organic silty clays of low plasticity

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

Inorganic silts, very fine sands, rock flour, silty or clayey fine sands

Clayey sands, sand-clay mixtures

Poorly graded sands and gravelly sands, little or no fines

Well-graded sands and gravelly sands, little or no fines

Clayey gravels, gravel-sand-clay mixtures

Silty gravels, gravel-sand-silt mixtures

Poorly graded gravels and gravel-sand mixtures, little or no fines

Well-graded gravels and gravel-sand mixtures, little or no fines

CH

Silts

or C

lays

Liqu

id li

mit

grea

ter t

han

50%

Highly organic soils Pt

OH

Coa

rse-

grai

ned

soils

Mor

e th

an 5

0% re

tain

ing

on N

o. 2

00 si

eve

Sand

sM

ore

than

50%

of c

oars

efr

actio

n pa

sses

No.

4 si

eve

Silts

or C

lays

Liqu

id li

mit

50%

or l

ess

Fine

gra

ined

soils

50%

or m

ore

pass

ing

No.

200

siev

e

CL

MH

OL

SW

SM

SP

ML

SC

Major DivisionG

rave

lsM

ore

than

50%

of c

oars

efr

actio

n re

tain

ed o

n N

o. 4

siev

e GW

GP

GM

GC

Group Symbol

UNIFIED SOIL CLASSIFICATION

SYSTEM

Fibrous organic matter; will char, burn, or glow

Plasticity chart for the classification of fine-grained soils.Tests made on fraction finer than No. 40 sieve.

20100

0

LIQUID LIMIT (LL)

40 5030 807060 90 100 110

Note: U-line represents approximate upper limit of LL and PI combinations for natural soils (empirically determined). ASTM-D2487

Less

than

5%

Pas

s No.

200

siev

eM

ore

than

12%

Pas

s No.

200

siev

e5%

to 1

2% P

ass N

o. 2

00 si

eve

Cla

ssifi

catio

n on

bas

is o

f per

cent

age

of fi

nes

PLA

STIC

ITY

IND

EX (P

I)

CL - ML

80

70

60

40

30

20

50

10

Unified Soil Classification System(ASTM Designation D-2487)

Typical Names

GW

, GP,

SW

, SP,

G

M, G

C, S

M, S

CB

orde

rline

cla

ssifi

catio

n re

quiri

ng u

se o

f dua

l sym

bol

Atterberg limits plot above "A" line and plasticity index greater than 7

Atterberg limits plot below "A" line or plasticity index less than 4

Not meeting both criteria for SW

C =D /D Greater than 6C =(D ) /(D xD ) Between 1 and 3

CL or OL

ML or OL

"U" L

INE

CH or OH

102

30

60 10U

Z 60

"A" L

INE

MH or OH

Atterberg limits plot above "A" line and plasticity index greater than 7

Atterberg limits plot below "A" line or plasticity index less than 4

Not meeting both criteria for GW

C =D /D Greater than 4C =(D ) /(D xD ) Between 1 and 3

Classification Criteria

102

60

30

10U

Z 60

REFERENCE NOTES FOR CONE PENETRATION TEST (CPT) SOUNDINGS

In the CPT sounding procedure (ASTM-D-5778), an electronically instrumented cone penetrometer is hydraulically advanced through soil to measure point resistance (q ), pore water pressure (U ), and sleeve friction (f ). These values are recorded continuously as the cone is pushed to the desired depth. CPT data is corrected for depth and used to estimate soil classifications and intrinsic soil parameters such as angle of internal friction, preconsolidation pressure, and undrained shear strength. The graphs below represent one of the accepted methods of CPT soil behavior classification (Robertson, 1990).

c 2

s

1. Sensitive, Fine Grained 6. Clean Sands to Silty Sands 2. Organic Soils-Peats 7. Gravelly Sand to Sand 3. Clays; Clay to Silty Clay 8. Very Stiff Sand to Clayey Sand 4. Clayey Silt to Silty Clay 9. Very Stiff Fine Grained 5. Silty Sand to Sandy Silt

The following table presents a correlation of corrected cone tip resistance (q c ) to soil consistency or relative density:

SAND SILT/CLAY Corrected Cone Tip Resistance (q c ) (tsf)

Relative Density Corrected Cone Tip Resistance (q ) (tsf) c

Relative Density

<20 Very Loose <5 Very Soft 20-40 Loose 5-10 Soft

10-15 Firm 40-120 Medium Dense 15-30 Stiff

120-200 Dense 30-60 Very Stiff 30-60 Hard <200 Very Dense <60 Very Hard

0 50 100 150 200 250qc [T/ft^2]

0

5.0

10.0

15.0

20.0

25.0

30.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:CPT-1

Project ID: Client:

Project:FD

Position:X: 0.00 ft, Y: 0.00 ft

Location: Ground level:0.00

Date:5/9/2011

Scale:1 : 58

Page: 1/2

Fig:

File: 1-1.003

U2

Sleeve area [cm2]: 150Tip area [cm2]: 10Cone No: 4048

Classification byRobertson 1990

Gravelly sand to sand (7)

Very stiff sand to clayey sand (8)

Clean sands to silty sands (6)

Silty sand to sandy silt (5)




13’

Location:

Client:

Project ID:

Savannah, Georgia 23:2325

Durban Development Group

Project:

Family Dollar – MLK Blvd

Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 1/2

CPT-1

0 50 100 150 200 250qc [T/ft^2]

35.0

40.0

45.0

50.0

55.0

60.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:CPT-1

Project ID: Client:

Project:FD



Date:5/9/2011

Scale:1 : 58

Page: 2/2

Fig:

File: 1-1.003

U2





Clays; clay to silty clay (3)

Clays; clay to silty clay (3)Clayey silt to silty clay (4)

Clays; clay to silty clay (3)Clayey silt to silty clay (4)Clays; clay to silty clay (3)



Clayey silt to silty clay (4)


Clayey silt to silty clay (4)Silty sand to sandy silt (5)Clays; clay to silty clay (3)Silty sand to sandy silt (5)

Location:

Client:

Project ID:



Project:


Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 2/2

CPT-1

Sounding Terminatedat 50 Feet

0 50 100 150 200 250qc [T/ft^2]

0

5.0

10.0

15.0

20.0

25.0

30.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:CPT-2

Project ID: Client:

Project:FD



Date:5/9/2011

Scale:1 : 58

Page: 1/1

Fig:

File: 2-1.003

U2




Very stiff sand to clayey sand (8)Gravelly sand to sand (7)




Silty sand to sandy silt (5)Clean sands to silty sands (6)


13’

Location:

Client:

Project ID:



Project:


Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 1/1

CPT-2


0 50 100 150 200 250qc [T/ft^2]

0

5.0

10.0

15.0

20.0

25.0

30.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:CPT-3

Project ID: Client:

Project:FD



Date:5/9/2011

Scale:1 : 58

Page: 1/1

Fig:

File: 3-1.003

U2



Gravelly sand to sand (7)Clean sands to silty sands (6)







13.5’

Location:

Client:

Project ID:



Project:


Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 1/1

CPT-3


0 50 100 150 200 250qc [T/ft^2]

0

5.0

10.0

15.0

20.0

25.0

30.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:CPT-4

Project ID: Client:

Project:FD



Date:5/9/2011

Scale:1 : 58

Page: 1/1

Fig:

File: 4-1.003

U2




Clean sands to silty sands (6)Very stiff sand to clayey sand (8)






13’

Location:

Client:

Project ID:



Project:


Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 1/1

CPT-4


0 50 100 150 200 250qc [T/ft^2]

0

5.0

10.0

15.0

20.0

25.0

30.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:CPT-5

Project ID: Client:

Project:FD



Date:5/9/2011

Scale:1 : 58

Page: 1/1

Fig:

File: 5-1.003

U2










13’

Location:

Client:

Project ID:



Project:


Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 1/1

CPT-5


0 50 100 150 200 250qc [T/ft^2]

0

5.0

10.0

15.0

20.0

25.0

30.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:

Project ID: Client:

Project:

Position:Location: Ground level:

Date: Scale:1 : 58

Page: 1/1

Fig:

File: 6-1.003

U2



Gravelly sand to sand (7)Very stiff sand to clayey sand (8)Clean sands to silty sands (6)Silty sand to sandy silt (5)




Location:

Client:

Project ID:



Project:


Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 1/1

CPT-6


0 50 100 150 200 250qc [T/ft^2]

0

5.0

10.0

15.0

20.0

25.0

30.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:

Project ID: Client:

Project:


Date: Scale:1 : 58

Page: 1/1

Fig:

File: 7-1.003

U2



Gravelly sand to sand (7)Very stiff sand to clayey sand (8)Clean sands to silty sands (6)





Location:

Client:

Project ID:



Project:


Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 1/1

CPT-7


0 50 100 150 200 250qc [T/ft^2]

0

5.0

10.0

15.0

20.0

25.0

30.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:

Project ID: Client:

Project:


Date: Scale:1 : 58

Page: 1/1

Fig:

File: 8-1.003

U2





Location:

Client:

Project ID:



Project:


Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 1/1

CPT-8


0 50 100 150 200 250qc [T/ft^2]

0

5.0

10.0

15.0

20.0

25.0

30.0

Dep

th [f

t]

0 0.5 1.0 1.5 2.0 2.5fs [T/ft^2]

-1.0 -0.5 0 0.5 1.0u2 [T/ft^2]

0 10 20 30 40 50N60 []

Test no:

Project ID: Client:

Project:


Date: Scale:1 : 58

Page: 1/1

Fig:

File: 9-1.003

U2







Location:

Client:

Project ID:



Project:


Ground Elev.:

Date:

Test No.:

Page.:

5/9/11 1/1

CPT-9


ECS SOUTHEAST, LLCSavannah, Georgia

Laboratory Testing SummaryDate: 5/19/2011

Project Number: 23:2225 Project Name: Family Dollar - MLK Blvd

Project Engineer: JWS Principal Engineer: SB Summary By: JWS

Percent CompactionBoring Sample Depth Moisture Liquid Plastic Plasticity Passing Maximum Optimum CBR OtherNumber Number (feet) Content USCS Limit Limit Index No. 200 Density Moisture Value

(%) Sieve (pcf) (%)CPT-1 1 0-2 8.7 SP-SC 11.0

Summary Key:SA = See Attached Hyd = Hydrometer UCS = Unconfined Compression Soil NP = Non PlasticS = Standard Proctor Con = Consolidation UCR = Unconfined Compression RockM= Modified Proctor DS = Direct Shear LS = Lime StabilizationV = Virginia Test Method GS = Specific Gravity CS = Cement StabilizationOC = Organic Content

Slightly Clayey SAND

CLAY

Liqu

efyP

ro

C

ivilT

ech

Sof

twar

e U

SA

w

ww

.civ

iltec

h.co

m

ECS Southeast, LLC

LIQUEFACTION ANALYSISFamily Dollar - MLK Blvd

23:2325 Liquefaction

Hole No.= Water Depth=13 ft Magnitude=7.3Acceleration=0.183g

(ft)0

10

20

30

40

50

60

70

Shear Stress Ratio

CRR CSR fs1Shaded Zone has Liquefaction Potential

0 1Soil DescriptionFactor of Safety

0 51Settlement

Wet DryS = 0.35 in.

0 (in.) 1

fs1=1

Source: http://eqint.cr.usgs.gov/deaggint/2002/index.php

Seismic Hazard Geographic Deaggregation

ECS Project Name: ECS Project Number:

For 0.00-s Spectral Accel, gPGA Exceedance Return Time: 2475 yearsMax. significant source distance km.View angle is 35 degrees above horizonGridded-source hazard accum. In 5° intervalsRock site. Average Vs=760 m/s top 30 m

0.183

256

Family Dollar – MLK Blvd23:2325

APPENDIX III

REPORT OF GEOTECHNICAL EXPLORATION FAMILY DOLLAR – MLK ... · REPORT OF GEOTECHNICAL EXPLORATION...

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