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GEOTECHNICAL INVESTIGATION

LAFAYETTE COUNTY BUSINESS CENTER AND ARENA

OXFORD, MISSISSIPPI

REPORT DATE:

OCTOBER 26, 2017

PREPARED FOR:

ELLIOTT AND BRITT ENGINEERING PAPRECISION ENGINEERING JOB NO. 17214

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Geotechnical Engineering Hydraulic Engineering Civil Engineering Surveying

Land Planning/Subdivisions Road and Bridge Design

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276 County Road 101 Oxford, MS 38655

Phone 662-234-8539 Fax 662-234-8639PRECISION ENG SNEERS MG

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October 26, 2017

Elliott and Britt Engineering PA Attn: Larry Britt 823 North Lamar Boulevard Oxford, Mississippi 38655

RE: GEOTECHNICAL INVESTIGATIONLAFAYETTE COUNTY BUSINESS CENTER AND ARENA OXFORD, MISSISSIPPI PROJECT NUMBER 17214

Dear Mr. Britt:

Precision Engineering Corporation appreciates the opportunity to serve as your geotechnical consultant on the referenced project. Submitted here are the results of our geotechnical investigation. Should the scope of work be altered, we respectfully request an opportunity to assess this geotechnical investigation to verify the recommendations are applicable for the new scope. This investigation was performed following procedures developed by our firm and common to the local area. All field and laboratory procedures have been accomplished in general accordance with applicable ASTM standard specifications.

If you have any questions regarding your geotechnical investigation or need additional services please feel free to contact us.

Sincerely,Precision Engineering Corporation

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Brian P. Byars, P.E., PS. Geotechnical Engineer


Table of ContentsINTRODUCTION 1

FIELD INVESTIGATION 1

LABORATORY ANALYSIS 2

SUBSURFACE CONDITIONS 2

SITE GEOLOGY 2

SOIL CONDITIONS 2

SEISMIC CLASSIFICATION 3

SITE PREPARATION 3

FOUNDATION RECOMMENDATIONS 4

LIMITATIONS AND RESTRICTIONS 4

APPENDIX

A. SITE VICINITY MAP

B. BORING LOCATION PLANS

C. BORING LOGS

D. LABORATORY ANALYSIS

Precision Engineering Corporation Oxford, Mississippi

Geotechnical Investigation Lafayette County Business Center and Arena

INTRODUCTION

Precision Engineering Corporation was retained by Elliott and Britt Engineering PA to perform a geotechnical investigation at the site of proposed construction. The intent of this investigation is to determine the general subsurface conditions and provide recommendations for construction and foundation design. The scope of this report was developed in conjunction with Elliott and Britt Engineering PA and Alger Design Studio and includes the following:

Site Reconnaissance: We observed site conditions and reviewed available topographic maps and aerial photographs.Soil Borings: Our drill crew advanced soil borings within the proposed construction and collected samples for laboratory analysis.Laboratory Analysis: Our trained technicians performed laboratory analysis on representative samples to determine the engineering properties of the soils.Evaluation of Data: Our geotechnical engineer evaluated the data compiled during field exploration and laboratory analysis.Preparation of Report: We provided recommendations for construction and foundation design in a clear and concise report.

Elliott and Britt Engineering PA is currently planning the construction of several buildings to serve as a new business center and arena located in Oxford, Mississippi. According to the Public Land Survey System, the site is located in the northwest quarter of Section 26, Township 8 South, Range 3 West in Lafayette County, Mississippi. The site was mass graded prior to our investigation. The site drains to the south and east. Predominate groundcover on the site consists of grass. Proposed improvements include 4 metal buildings in the business center and one large metal building to serve as the arena.

FIELD INVESTIGATION

Field investigation consisted of drilling 19 borings within the proposed project limits. Each boring was advanced by dry augering to the completion depth utilizing a CME 55 truck mounted drill. Borings located within the building footprint were advanced to depths ranging from 15 to 35 feet. Boring locations were field located by Elliott and Britt Engineering PA. Boring locations have been plotted on the Boring Location Plan in Appendix B. After completion, the boreholes were then backfilled using soil cutting.

Representative samples were collected from auger cuttings or a 2-inch outside diameter split barrel sampler. Samples were collected continuously for the first 6 feet and at a maximum of 5-foot intervals to boring termination. Additionally, Standard Penetration Resistance values (See ASTM D 1586) were determined and recorded on the boring logs for the various soils encountered. The Standard Penetration Resistance, or “N” value, is the number of blows required to drive an 18-inch standard split barrel sampler the final 12 inches utilizing a 140-pound hammer and a free fall height of 30 inches. An automatic hammer was utilized during Standard Penetration Testing. As the samples were collected, they were field classified (see ASTM D 2488) and immediately placed in airtight containers for future testing and classification.

Page 1



LABORATORY ANALYSIS

Laboratory work included grain-size analysis, moisture content determination, Atterberg Limit determination and Unified Soil Classification of select samples. Results of laboratory testing are shown on the boring logs and laboratory data sheets located in the Appendix. A geotechnical engineer prepared the final boring logs from field logs, collected samples and laboratory test results.

To aid in the general interpretation of the soil conditions at the project site, in-situ moisture contents (See ASTM D 2216 and 4643) were determined within the various soil strata. This determination was made possible by placing extracted samples in sealed containers immediately upon removal from the subsurface.

Atterberg limits were conducted in an effort to estimate the susceptibility of the cohesive soils encountered to shrink and swell with changes in moisture content. Liquid and plastic limit tests (See ASTM D 4318) were conducted on selected representative samples taken from the various soil strata encountered. The liquid limit (LL) is the moisture content above which a soil behaves as a viscous fluid, whereas the plastic limit (PL) is the moisture content below which the soil behaves as a solid. The plasticity index (PI) is the numerical difference between the liquid and plastic limit and is indicative of the relative activity of a cohesive soil.

Soils exhibiting a low plasticity index are relatively inactive and are ordinarily suitable as a foundation material. Conversely, soils having a high plasticity index are susceptible to varying degrees of volume change (i.e. shrinkage and swelling) with fluctuations in moisture content.

Grain size analyses (See ASTM D 422) were conducted on representative samples of the various soils encountered to determine the particle size distribution of materials comprising the strata. Results of these tests can be utilized in classifying the soils in accordance with the Unified Soil Classification System (See ASTM D 2487).

For your convenience, a listing of the symbols recognized by the Unified Soil Classification System and their meaning is provided with the boring logs (See Appendix C).

SUBSURFACE CONDITIONS

Site GeologyBased on geologic mapping and soils encountered the site is situated in the Tallahatta formation. This formation is of the Eocene Age. The Tallahatta formation is made up of sand, locally glauconitic containing claystone and clay lenses and abundant clay stringers.

Soil ConditionsDetails of subsurface conditions encountered by the soil borings are shown on the boring logs located in Appendix C. The boring logs represent our interpretation of the subsurface conditions based upon examination of the collected samples and laboratory testing of selected samples. Stratification lines on the boring logs represent approximate boundaries between soil types; however, the actual transition between soil types may be gradual. The general soil conditions and their pertinent characteristics are discussed below.

The borings generally encountered clayey sand and silty sand at the surface underlain by poorly graded sands. A few borings encountered clays near the surface. The site had been mass graded prior to our investigation.

Page 2



Seismic ClassificationBased on soil types, site geology and results of laboratory and field tests the site is classified under the 2006 International Building Code as Seismic Site Class D.

SITE PREPARATIONBased on site plans provided, the structures will have finished floor elevations near existing grade. The site will require minimal grading to reach planned subgrade. Boring Nos. 7 & 9 encountered relatively loose sand and soft clay within the foundation zone of influence. Remedial work will be required in the upper 3-4 feet at those locations to support the anticipated loads. Remedial work should include undercut to firm stable soils and backfill with structural fill. Undercut should extend 5 feet outside the building footprint. The limits of undercut will have to be field verified, but should result in removal and replacement of the extent of compressible soils in this area. The adjacent borings did not encounter compressible soils. We anticipate the depth of undercut will be limited to 4 feet.

If required, structural fill material should be a silty sand, clayey sand or lean clay (Unified Classification SM, SC or CL) type soil. On-site soils are suitable for use as structural fill; undercut may be reused as structural fill but will require processing. The plasticity index of fill should be a maximum of 20 and have a maximum liquid limit of 40. If material of this type is not locally available, an alternate material may be selected upon approval of the geotechnical engineer. Materials should be compacted to a minimum of 95% of maximum dry density per Standard Proctor (ASTM D 698) under areas which will support structures or pavements. Compaction should be achieved prior to placing subsequent lifts. Fill soils should be placed in maximum loose lifts of 8 inches at a moisture content comparable (± 3.0%) to the optimum moisture content established in the laboratory. Structural fill should extend a minimum of 5 feet outside the building footprint. Compaction may be accomplished by steel-wheel rollers or other approved equipment well suited to the soil being compacted.

Prior to placing fill or construction of any structures any topsoil, vegetation, abandoned utilities and old foundations should be removed from areas receiving fill, foundations, slabs or pavements. During construction and grading any unstable areas identified by excessive movement under equipment or “pumping” of the soils should be undercut and the area backfilled with structural fill as outlined in this section. Areas receiving fill should be in a moist (± 2.0% above optimum moisture) condition. Fill adjacent to existing slopes shall be stepped or benched into the existing slopes a minimum two horizontal feet for each lift of fill material. No material should be placed on surfaces that are muddy, frozen or that contain frost.

In order to verify that compaction and moisture requirements are satisfied, it is imperative that competent laboratory personnel conduct sufficient field density tests. We recommend 1 density test per 2,500 square feet per lift within the building footprint and 1 density test per 5,000 square feet per lift under pavements.

Final grading should be such that surface water and stormwater—including discharge from roof drains, landscape beds, and irrigation systems—is expediently removed from the proximity of the structures.

Groundwater was not encountered during our drilling activities in the building area, groundwater levels may fluctuate seasonally, with changes in rainfall. Groundwater levels can also be affected by changes in site development, excavations.

Be advised that

It is not anticipated to encounter groundwater during foundation

Page 3



FOUNDATION RECOMMENDATIONS

Based upon our analysis and adherence to our recommendations outlined in SITE PREPARATION, the proposed structure can be supported by a conventional shallow foundation system consisting of continuous footings, turned down footings or grade beams under load bearing walls and isolated reinforced concrete spread footings beneath columns. Any required earthwork should be accomplished in strict accordance with the criteria stipulated under SITE PREPARATION.

Business CenterContinuous footings should bear a minimum of 18 inches below the finish subgrade elevation and have a minimum width of 18 inches. Continuous footings may be designed for an allowable bearing capacity of2.500 psf. Reinforced concrete spread footings may be designed for an allowable bearing capacity of 2,500 psf bearing a minimum of 18 inches below the finish subgrade. Spread footings should have a minimum width of 24 inches. Interior grade beams should bear a minimum of 12 inches below finished grade and have a minimum width of 12 inches. Interior grade beams may be designed for an allowable bearing capacity of1.500 psf. Size and location of reinforcing steel should be determined by the structural consultant.

ArenaContinuous footings should bear a minimum of 18 inches below the finish subgrade elevation and have a minimum width of 18 inches. Continuous footings may be designed for an allowable bearing capacity of 3,000 psf. Reinforced concrete spread footings may be designed for an allowable bearing capacity of 3,000 psf bearing a minimum of 18 inches below the finish subgrade. Spread footings should have a minimum width of 24 inches. Interior grade beams should bear a minimum of 12 inches below finished grade and have a minimum width of 12 inches. Interior grade beams may be designed for an allowable bearing capacity of1,500 psf. Size and location of reinforcing steel should be determined by the structural consultant.

Floor slabs can be designed utilizing a modulus of subgrade reaction (ks) of 100 pci (pounds per square inch of contact area per inch of deflection). A granular material (State Aid Specification Class 9 Group B) may be utilized for leveling and as a capillary break beneath the floor slabs. Additionally, a minimum 6 mil vapor barrier should be used beneath the slab.

Footing excavations should not be left open for extended periods of time. If a delay in placement of structural concrete is expected, a 2 to 3 inch “mud mat” should be placed in the excavation. Any loose soils should be removed from the excavation prior to placement of a “mud mat” or structural concrete.

The bearing capacities recommended are applicable for structural fill provided the fill material meets the requirements described under SITE PREPARATION.

LIMITATIONS AND RESTRICTIONSThe analysis and recommendations provided in this report are based on data obtained from the boreholes shown on the boring location plan. It is assumed that these borings are representative of conditions throughout the site. If site conditions are determined to be different than those described in this report or the scope of the project changes this office should be promptly notified. Precision Engineering Corporation will, if necessary, re-evaluate the recommendation in this report.

Page 4



This report is intended for the specific project and location described in the INTRODUCTION. The recommendations in this report are not necessarily valid for other projects or other project locations. This report is intended for use by professional personnel competent to evaluate the significance and limitations of its contents and responsible for the application of the information and recommendations presented. Precision Engineering Corporation has used a standard of care and skill commonly accepted by geotechnical engineers in the local area. No other warranty is expressed or implied.

The geotechnical engineer should be retained to review final plans and specifications to verify that recommendations in this report are properly interpreted and incorporated in the design. Should testing and observation services during construction be provided by others, Precision Engineering Corporation will cease to be the Geotechnical Engineer of Record. Precision Engineering Corporation is not responsible for misuse or misinterpretation of our report by others.

Page 5

Appendix A

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Appendix B

Appendix C

DESCRIPTIVE TERMINOLOGY INCLUDED ON BOR INC, LOGS

MOISTURE CONDITIONFmëGrâmëaSÔïïs Côârsë-Grâmëdsoils

Dry Seems dry, but contains some moisture

Moisture below the plastic limit

Coataias no noticeable moistureContains a noticeable amount of moisture, but no appreciable free water___________

Moist

Moisture above the plastic limit but below the liquid limit_______________________

Very Moist

Contains free water, but voids are not water-filled

Moisture may approach the liquid limitWet

Moisture is frequently above the liquid limit

Soil voids are water-filled or nearly soSaturated

STANDARD PENETRATION RESISTANCESANDS

(Cohesionless Soils)mîïSAM)CLAŸS

(Cohesive Soils)# of Blows (N) Relative Density # of Blows (N) Relative Consistency0-4 0-1 Very SoftVery Loose5-10 2-4 SoftLoose11-30 Firm (Medium) 5-8 Firm (Medium)31-50 9-15 StiffDenseOver 50 16-30 Very StiffVery Dense

31-50 HardOver 50 Very Hard

RELATIVE PROPERTIESTermTraceLittleSomeWithAnd

RangeLess than 10% 10%-20%

20%-30% 30%-40% 40%~50%

UNIFIED SOIL CLASSIFICATION SYSTEMMafor'DTvisibhs GroupSymboT "Group Name

GW well-graded gravel, fine to coarse gravelClean GravelGravel - More Than 50% of

Coarse Fraction Retained on No. 4 Sieve

GP poorly-graded gravelGM silty grave!Coarse Grained

Soils - More than 50% Retaini ned on No. 200 Sieve

Gravel with Fines GC clayey gravelSW well-graded sand, fine to coarse sand

Clean SandSand - More Than 50% of Coarse Fraction Passes No. 4 Sieve

SP poorly-graded sandSM silty sand

Sand with Fines SC clayey sandSilt and Clay with Liquid Limit Less Than 50 (Low Plasticity)

siltMLInorganic (see chart) CL clayFine Grained

Soils - More than 50% Passes No, 200 Sieve

OL organic silt, organic clayOrganicSilt and Clay with Liquid Limit of 50 or More (High

silt of high plasticity, elastic siltMHInorganic (see chart) CH clay of high plasticity, fat clay

Plasticity) OH organic clay, organic siltOrganicHighly Organic Soils PT peat

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XCL 2Brown sandy lean clay moist, firm 3 23

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2X 3 16 194 72X 3 153 6

XCL 3Reddish brown sandy lean clay moist, firm5 — 3 18

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6X 3 144 7

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22 143 52Dark brown sandy lean clay

moist, soft to firm 2 192 42X 5 184 92X5 — 3 194 7

SM 4X Gray silty sand trace topsoil moist, firm

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DATE: 9/27/2017LOGGER:

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2X 3 102 53X 4 75 92X 3 43 63X5 — 2 104 6

xsp 3Reddish yellow poorly graded sand moist, loose 3 4

3 6— 10

7X 9 412 21— 15

7X 10 613 23


— 25 —




iPfesnXiLIO!.: iCii üLïWSi







Cla

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- 200

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Poc

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(to

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f) M

oist

ure

Con

tent

-(%)

Liqu

id Li

mit

N -

Valu

e

IdS

Wat

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Latitude:Longitude:



0 10 20 30

&


0

r Red sandy lean clay moist, firm

54 214 8

ML 3Reddish brown sandy silt moist, stiffX 4 23 28 4 98

7 113X 5 207 12r 3Reddish brown clayey sand

moist, loose5 — 5 155 10

SM 4X Red silty sand moist, firm 6 13

6 12— 10

r 4Light pink poorly graded sand moist, firm 6 9

8 14— 15

6X 8 511 19

— 20





iPfesnXiLIO?.: iCii üLïWSi

logger: Welch DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:

Rig: CME 55eC'ï"-po;->AT'ô! s Shelby Tube (A$m D 1587) initial Water Level

v Delayed Water Level


j,"- Xl Test (ASTM D1586}


Cla

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-(%)

Liqu

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N -

Valu

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IdSWat

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eve

Latitude:Longitude:



0 10 20 30 40

&

8

SS

55

SS

SS


0

r Red clayey sand moist, firm

714 1013 27

SM Light brown silty sand moist, dense

4X 14 819 3311X 19 819 38r Light pink poorly graded sand

moist, firm85 — 8 3

11 19

8X 9 211 20

— 10

9X 11 216 27— 15

10X 13 314 27

— 20

L^gFfBrôwr7"p"oô^^ÿ"gr"a"Jë3"sând"wTtF^nte"rBe'c^Jë3, elastic silt moist, firm




A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 14pF logger: Welch DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:

Rig: CME 55eC'«PO>->AT'ô! sShelby Tube fASTMD 15875 initiai Water Level

■w Delayed Water Level


j,"- Xl Test (ASTM D1586}

tBackfill Method: CuttingsIV FeetBoring Depth:

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Liqu

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Latitude:

Longitude:


Automatic


0 10 20 30

«

si

s


0

r Red clayey sand moist, loose

44 136 103X 3 15 28 9 416 9

SM 6Light brown silty sand moist, firmX 9 13

10 19r 7Yellowish brown poorly graded sand moist, firm5 — 10 3

11 21

6X 13 318 31

— 10

Lig Ft" pTn R "pôô rly~g rad ëd's 1 nef moist, firm

9X 9 312 21

— 15

3X 5 86 11

— 20

SM 3X Reddish brown silty sand moist, firm 8 17

12 20— 25




client: Elliott and Britt Engineering PA BORING NO: 15pFs-tsfestL.'iiLiOt.: ic;i


Rig: CME 55eC'ï"-po;->.AT:ô! sShelby Tube fASTMD 15875





IVFeetBoring Depth:

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Latitude:Longitude:



0 10 20 30

Si

IS


continued from page 1 Reddish brown silty sand

moist, firm

— 25 — SM

8

X 10 1916 26— 30

Light brown silty sand with interbedded elastic silt moist, firm

3

X 5 266 11— 35 Boring terminated at 35 feet.

— 40 —

— 45 —

— 50 —

sN - Value ssMoisture


A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA 15 cont.BORING NO:pF

s-tsfestL.'iiLiot.: sc-t


Rig: CME 55eC'«po;-xAT;ô! sfc •- ^:v si Shelby Tube

fASTMD 15875 x; initial Water Level yr Delayed Water Level





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Liqu

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Wat

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Latitude:Longitude:



0 10 20 30

&

is


0

rrRed sandy lean clay

moist, stiff34 105 93Red clayey sand

moist, loose to firm 3 224 72X 5 165 105X5 — 9 97 16

3X 4 145 9

— 10

r 2Pink poorly graded sand moist, loose 3 5

4 7— 15

4X 4 65 9

— 20


s* N - Value ssMoisture



s-tsfestL.'iiLiOt.: ic:s


Rig: CME 55eC'!"-po;-xAT;ô! sShelby Tube fASTMD 15875






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Latitude:Longitude:



0 10 20 30

si

Si

K


0

rrRed sandy lean clay

moist, stiff37 156 132Red clayey sand

moist, loose 3 83 63X 3 94 74X5 — 4 134 8

SM 4X Pink silty sand moist, loose 4 11

4 8— 10

3X 4 84 8— 15

r 6Red clayey sand moist, firm 5 14

6 11— 20

SM 5Light pink silty sand with interbedded elastic silt moist, firmX 7 12





s-tsfestL.'iiLiOt.: ic;i


Rig: CME 55eC'ï"-po;->.AT:ô! sShelby Tube fASTMD 15875






Cla

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Wat

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Latitude:Longitude:



0 10 20 30

&

Si

ss

ISii


0

r Red clayey sandmoist, firm to loose

45 106 114X 4 126 104X 4 124 8

SM 3Light reddish brown silty sand moist, loose to firmX5 — 4 15

5 9

4X 5 138 13

— 10

P7n R-s"iTt y- s â n cf " moist, firm

7X 10 813 23— 15

10X 13 1016 29

— 20

K"ed"silïÿ"san8~" moist, firm

9X 13 917 30— 25

ss N - Value ssMoisture




logger: Welch DATE: 9/28/2017

driller: Weeks SURFACE ELEVATION:Rig: CME 55eC'!"-po;-xAT;ô! s


x: initial Water Level yf Delayed Water Level

I Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}'■:i Standard Penetration




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Latitude:Longitude:



0 10 20 30

ss


continued from page 1 Red silty sand

moist, firm

— 25 —

P7n R-s"iTt y- s â n cf " moist, firm


— 35 —

— 40 —

— 45 —

— 50 —




client: Elliott and Britt Engineering PA 18 cont.BORING NO:pFiPfesnXiLIO!.: iCii üLïWSi

LOGGER: Welch DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:

Rig: CME 55eC'ï"-po;->AT'ô! s Shelby Tube (ASTMD 15875 initial Water Level

yr Delayed Water Level

\Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}




Cla

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- 200

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Liqu

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N -

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Wat

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eve

Latitude:

Longitude:


Automatic


0 10 20 30

&

ss

SS


0

r Red clayey sandmoist, firm to loose

45 136 113X 4 14 206 103X 4 135 94X5 — 5 206 11

r 4Brown sandy lean clay moist, firm 4 14

3 7— 10

r 4Reddish brown clayey sand moist, loose 5 14

4 9— 15

SM 5Light brown silty sand moist, firmX 7 14

12 19— 20

4X 7 208 15





client: Elliott and Britt Engineering PA BORING NO: 19pFiPfesnXiLIOI.: iCii üLïWSi


Rig: CME 55eC'ï"-po;->AT'ô! sShelby Tube fASTMD 15875






Cla

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■■fl Project: Lafayette County Business Center and Arena Client: Elliott and Britt Engineering, PA

Description: Reddish brown poorly gradedDate: 10/19/2017

Job No.: 17214Classification: SP_______

Boring No.:J________Depth: 1.5-3_____

Moisture: 5%

sandPRECsSsON

^CORPORATION/"Liquid Limit:___

Plastic Limit:___Plasticity Index: NP

Cu 3.0Cc 0.9

Sieve Analysis

No. 40 No. 60 No. 200No. 10No. 4100

90

10 1 0.1 0.01

Particle Size (mm) - Log Scale

oo

oo

oo

oo

00CO

LO

4̂

CO

K3

Perc

ent P

assi

ng


Description: Reddish brown sandy silt\Date: 10/19/2017

Job No.: 17214Classification: ML

Boring No.: 13 Depth: 1.5-3

Moisture: 23%

PRECsSsON^CORPORATION/"

Liquid Limit: Plastic Limit:

Plasticity Index:

28 Cu24 Cc

4

Sieve Analysis

No. 40 No. 60 No. 200No. 10No. 4100

«

90

80

70

60U)cV>V>reQ. 50c<DO<DQ. 40

30

20

10

010 1 0.1 0.01



Description: Red clayey sand____________Date: 10/19/2017

Job No.: 17214Classification: SC

Boring No.: 15 Depth: 1.5-3

Moisture: 15%

PRECsSsON^CORPORATION/"

Liquid Limit: Plastic Limit:

Plasticity Index:

28 Cu19 Cc

9

Sieve Analysis

No. 40 No. 60 No. 200No. 10No. 4100

90

80

70

60U)cV></>

\reQ. 50

\c<DO<DQ. 40

30

20

10

010 1 0.1 0.01


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