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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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PRECISION ENGINEERING'^CORPORATION J7
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Geotechnical Engineering Hydraulic Engineering Civil Engineering Surveying
Land Planning/Subdivisions Road and Bridge Design
Utility System Design Materials Testing
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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
LAFAYETTE COUNTY BUSINESS CENTER AND ARENA
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
Precision Engineering Corporation Oxford, Mississippi
Geotechnical Investigation Lafayette County Business Center and Arena
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
Precision Engineering Corporation Oxford, Mississippi
Geotechnical Investigation Lafayette County Business Center and Arena
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
Precision Engineering Corporation Oxford, Mississippi
Geotechnical Investigation Lafayette County Business Center and Arena
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
Precision Engineering Corporation Oxford, Mississippi
Geotechnical Investigation Lafayette County Business Center and Arena
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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DRAWING NO.: 17214
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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Automatic
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0 10 20 30
&
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Notes: Groundwater was not encountered in the borehole.
0
r Reddish brown poorly graded sand moist, firm
13 59 121X 3 5 NP 37 105Xsc 10 8Reddish brown clayey sand
moist, firm 8 185X5 — 4 103 7
SM 3X Red silty sand moist, loose 3 10
4 7— 10
R"ed3isFFrown "silty'sand' moist, loose
4X 4 86 10
— 15
r 5Yellowish brown poorly graded sand moist, firm 6 7
10 16— 20 Boring terminated at 20 feet.
— 25 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 1pF
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logger: Byars DATE: 9/26/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55Shelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
\Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}
.■:i Standard Penetration j,-- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth: 20
Cla
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Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
Si
Si
Si
Notes: Groundwater was not encountered in the borehole.
0
r Brown clayey sand with a trace of topsoil moist, loose
13 134 7
R"e d3 ish" Frown "cl âÿëy" s à ncT ' moist, firm
7X 9 118 174X 3 104 7
SM 3Light brown silty sand moist, looseX5 — 3 10
3 6
4X 4 104 8
— 10
3X 6 117 13— 15 Boring terminated at 15 feet.
— 20 —
— 25 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 2pF
s-tsfestL.-iiLiOt.: sc-t
logger: Byars DATE: 9/28/2017
driller: Weeks SURFACE ELEVATION:Rig: CME 55eC'ï"-po;->AT;ô! s
Shelby Tube fASTMD 15875
x; initial Water Levet yr Delayed Water Level
\Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}
.■:i Standard Penetration j,"- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth: 15
Cla
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(to
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Liqu
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Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
m
Notes: Groundwater was not encountered in the borehole.
0
rrBrown sandy lean clay 3
6 238 143Brown clayey sand
lost sample from split spoon moist, firm
47 115X 8 89 177X5 — 9 12
12 21
6X 6 129 15
— 10
r 3Yellowish brown poorly graded sand with reddish brown silty sand in tip of sample 9 7
9 18— 15 Boring terminated at 15 feet.
— 20 —
— 25 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 3pF
iPfesnXiLIOI.: iCil üLïWSi
logger: Byars DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55Shelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}.■:i Standard Penetration
j,"- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth: 15
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
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(to
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Liqu
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Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
si
Si
s
Si
Notes: Groundwater was not encountered in the borehole.
0
r Reddish brown clayey sand moist, loose to firm
13 145 84X 5 126 113X 2 144 64X5 — 6 158 14
5X 6 127 13
— 10
3X SM 7 9Yellowish brown silty sand moist, firm 6 13— 15 Boring terminated at 15 feet
— 20 —
— 25 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 4pF
s-tsfestL.'iiLiOt.: sc-t
logger: Byars DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55eC'sn-po;->AT;ô! sShelby Tube fASTMD 15875
x: initial Water Level ■w Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}.■:i Standard Penetration
j,-- Xi Test (ASTM D1586}
tBackfill Method: Cuttings
IVFeetBoring Depth: 15
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
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(to
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-(%)
Liqu
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IdS
Wat
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Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
Si
Notes: Groundwater was not encountered in the borehole.
0
r Brown clayey sandmoist, firm to loose
23 178 113X 2 163 5
XCL 2Brown sandy lean clay moist, firm 3 23
3 62
X5 — 3 224 7
2X 3 213 6
— 10
X 13
— 15
r5Reddish brown clayey sand
moist, firm 7 137 14
— 20
SM 5X Reddish brown silty sand moist, firm 6
6 12— 25 Boring terminated at 25 feet.
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 5pF
s-tsfestL.'iiLiOt.: sc-t
logger: Byars DATE: 9/27/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55eC'ï"-po;->AT;ô! sShelby Tube fASTMD 15875
x: initial Water Level ■w Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}.■:i Standard Penetration
j,"- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth: 25
Cla
ssifi
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n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
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(to
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Liqu
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Latitude:
Longitude:
Visual Classification - Remarks
Automatic
Plastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
s
ss
&
Notes: Groundwater was not encountered in the borehole.
0 SM Reddish yellow silty sand moist, loose
2X 2 133 5
R"ed3ish"Frown "silty'sand' moist, loose
2X 3 16 194 72X 3 153 6
XCL 3Reddish brown sandy lean clay moist, firm5 — 3 18
4 7
6X 3 144 7
— 10
2X 3 184 7
— 15 Boring terminated at 15 feet.
— 20 —
— 25 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 6pF
iPfesnXiLIOI.: iCil üLïWSi
logger: Haney DATE: 9/27/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55Shelby Tube fASTMD 15875
x; initial Water Level yr Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}
.■:i Standard Penetration j,"- Xi Test (ASTM D1586}
tBackfill Method: Cuttings
IVFeetBoring Depth: 15
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
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(to
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Con
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-(%
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Liqu
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IdS
Wat
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Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
si
&
ss
s
Notes: Groundwater was not encountered in the borehole.
0 rr
Red clayey sand moist, loose
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
8 106 14
— 10
2X 2 104 6— 15
r 3Reddish yellow poorly graded sand moist, loose 4 12
5 9— 20 Boring terminated at 20 feet.
— 25 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 7pF
s-tsfestL.'iiLiOt.: ic;i
logger: Byars DATE: 9/27/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55Shelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}.■:i Standard Penetration
j,"- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth: 20
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
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(to
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f) M
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-(%)
Liqu
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Latitude:
Longitude:
Visual Classification - Remarks
Automatic
Plastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
ss
«
s
«
Notes: Groundwater was not encountered in the borehole.
0
r Reddish brown clayey sand moist, loose
33 8
SM 5 8Light brown silty sand moist, loose 3X 3 3
4 7R"ed3ish"Frown "silty'sand'
moist, loose2X 3 62 53X5 — 2 63 5
3X 3 83 6
— 10
3X 3 4coarse4 7
— 15 Boring terminated at 15 feet.
— 20 —
— 25 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 8pF
iPfesnXiLIO!.: iCii üLïWSi
logger: Haney DATE: 9/27/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55Shelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}
.■:i Standard Penetration j,-- Xi Test (ASTM D1586}
tBackfill Method: Cuttings
IVFeetBoring Depth: 15
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%
)
Liqu
id Li
mit
N -
Valu
e
IdS
Wat
er L
eve
Latitude:
Longitude:
Visual Classification - Remarks
Automatic
Plastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
ss
Notes: Groundwater was not encountered in the borehole.
0
r Reddish brown clayey sand moist, loose to very loose
43 103 62X 2 162 42X 2 132 42X5 — 2 164 6
SM 4X Brown silty sand moist, loose 4 10
3 7— 10
r 4Light pink poorly graded sand moist, firm 6 8
7 13— 15 Boring terminated at 15 feet.
— 20 —
— 25 —
ss N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214J
client: Elliott and Britt Engineering PA BORING NO: 9pFiPfesnXiLIO!.: iCii üLïWSi
logger: Haney DATE: 9/27/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55Shelby Tube (A$m D 1587) initial Water Levet
v Delayed Water Level
\Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}
.■:i Standard Penetration j,"- Xi Test (ASTM D1586}
ÎBackfill Method: CuttingsIV FeetBoring Depth: 15
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
Pock
et P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Val
ue
IdS
Wat
er L
eve
Latitude:
Longitude:
Visual Classification - Remarks
Automatic
Plastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
ss
Notes: Groundwater was not encountered in the borehole.
0 SM Reddish brown silty sand moist, loose to firm
3X 3 53 64X 3 83 63X 3 114 74X5 — 4 65 9
8X 5 57 12
— 10
5X 7 87 14
— 15
xsp 6Light brown poorly graded sand moist, firm 8 8
8 16— 20 Boring terminated at 20 feet.
— 25 —
ss N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214J
client: Elliott and Britt Engineering PA BORING NO: 10pFiPfesnXiLIO!.: iCii üLïWSi
logger: Byars DATE: 9/27/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55Shelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}.■:i Standard Penetration
j,-- Xi Test (ASTM D1586}
ÎBackfill Method: CuttingsIV FeetBoring Depth: 20
Cla
ssifi
catio
n
Sam
ple
(D WQ
- 200
%Pl
astic
ity In
dex
Pock
et P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Val
ue
IdS
Wat
er L
eve
Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
ss
«
s
«
Notes: Groundwater was not encountered in the borehole.
0 SM Reddish yellow silty sand moist, loose
4X 3 84 73X 2 43 52X 4 55 94X5 — 3 46 9
xsp 5Yellowish brown poorly graded sand moist, firm 7 4
7 14— 10
5X 7 410 17— 15 Boring terminated at 15 feet.
— 20 —
— 25 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 11pF
iPfesnXiLIOI.: iCil üLïWSi
DATE: 9/27/2017LOGGER:
driller: Weeks SURFACE ELEVATION:Rig: CME 55
Shelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}.■:i Standard Penetration
j,"- Xi Test (ASTM D1586}
tBackfill Method: Cuttings
IVFeetBoring Depth: 15
Cla
ssifi
catio
n
Sam
ple
.C(D Wo
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Valu
e
IdS
Wat
er L
eve
Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
m
«
Notes: Groundwater was not encountered in the borehole.
0 SM Reddish brown silty sand moist, loose
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
— 20 Boring terminated at 20 feet.
— 25 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 12pF
iPfesnXiLIO!.: iCii üLïWSi
logger: Byars DATE: 9/27/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55Shelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
\Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}
.■:i Standard Penetration j,-- Xi Test (ASTM D1586}
ÎBackfill Method: CuttingsIV FeetBoring Depth: 20
Cla
ssifi
catio
n
Sam
ple
a> wQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Valu
e
IdS
Wat
er L
eve
Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
Notes: Groundwater was not encountered in the borehole.
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
5X 7 511 18— 25 Boring terminated at 25 feet.
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 13pF
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
I Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}.■:i Standard Penetration
j,"- Xl Test (ASTM D1586}
ÎBackfill Method: CuttingsIV FeetBoring Depth: 25
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Valu
e
IdSWat
er L
eve
Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30 40
&
8
SS
55
SS
SS
Notes: Groundwater was not encountered in the borehole.
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
5X 8 411 19— 25 Boring terminated at 25 feet.
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
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
I Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}.■:i Standard Penetration
j,"- Xl Test (ASTM D1586}
tBackfill Method: CuttingsIV FeetBoring Depth:
Cla
ssifi
catio
n
Sam
ple
.C(D Wo
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Valu
e
IdS
Wat
er L
eve
Latitude:
Longitude:
Visual Classification - Remarks
Automatic
Plastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
«
si
s
Notes: Groundwater was not encountered in the borehole.
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
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214J
client: Elliott and Britt Engineering PA BORING NO: 15pFs-tsfestL.'iiLiOt.: ic;i
logger: Welch DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55eC'ï"-po;->.AT:ô! sShelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
\Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}
.■:i Standard Penetration j,-- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth:
Cla
ssifi
catio
n
Sam
ple
a> wQ
- 200
%Pl
astic
ity In
dex
Pock
et P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Val
ue
IdS
Wat
er L
eve
Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
Si
IS
Notes: Groundwater was not encountered in the borehole.
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
-Liquid Limit -Plastic Limit
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
logger: Welch DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55eC'«po;-xAT;ô! sfc •- ^:v si Shelby Tube
fASTMD 15875 x; initial Water Level yr Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}.■:i Standard Penetration
j,-- Xi Test (ASTM D1586}
tBackfill Method: Cuttings
IVFeetBoring Depth: 35
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Valu
e
IdS
Wat
er L
eve
Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
is
Notes: Groundwater was not encountered in the borehole.
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
3X 6 98 14— 25 Boring terminated at 25 feet.
s* N - Value ssMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 16pF
s-tsfestL.'iiLiOt.: ic:s
logger: Welch DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55eC'!"-po;-xAT;ô! sShelby Tube fASTMD 15875
x: initial Water Level ■w Delayed Water Level
\Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}
.■:i Standard Penetration j,-- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth: 25
Cla
ssifi
catio
n
Sam
ple
(D WQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Valu
e
IdS
Wat
er L
eve
Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
si
Si
K
Notes: Groundwater was not encountered in the borehole.
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
9 16— 25 Boring terminated at 25 feet.
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 17pF
s-tsfestL.'iiLiOt.: ic;i
logger: Welch DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55eC'ï"-po;->.AT:ô! sShelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}.■:i Standard Penetration
j,"- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth: 25
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Valu
e
IdS
Wat
er L
eve
Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
Si
ss
ISii
Notes: Groundwater was not encountered in the borehole.
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
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214Jclient: Elliott and Britt Engineering PA BORING NO: 18pF
s-tsfestL.'iiLiOt.: sc-t
logger: Welch DATE: 9/28/2017
driller: Weeks SURFACE ELEVATION:Rig: CME 55eC'!"-po;-xAT;ô! s
Shelby Tube fASTMD 15875
x: initial Water Level yf Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(ASTM D 1452}'■:i Standard Penetration
j,-- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth: 30
Cla
ssifi
catio
n
Sam
ple
a> wQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Valu
e
IdS
Wat
er L
eve
Latitude:Longitude:
Visual Classification - Remarks
AutomaticPlastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
ss
Notes: Groundwater was not encountered in the borehole.
continued from page 1 Red silty sand
moist, firm
— 25 —
P7n R-s"iTt y- s â n cf " moist, firm
8X 10 1413 23— 30 Boring terminated at 30 feet.
— 35 —
— 40 —
— 45 —
— 50 —
s* N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214J
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}
.■:i Standard Penetration j,"- Xi Test (ASTM D1586}
tBackfill Method: Cuttings
IVFeetBoring Depth: 30
Cla
ssifi
catio
n
Sam
ple
.C(D WQ
- 200
%Pl
astic
ity In
dex
Poc
ket P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Valu
e
IdS
Wat
er L
eve
Latitude:
Longitude:
Visual Classification - Remarks
Automatic
Plastic Limit / Moisture Liquid Limit / N - Value
0 10 20 30
&
ss
SS
Notes: Groundwater was not encountered in the borehole.
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
— 25 Boring terminated at 25 feet.
ss N - Value ssiMoisture
-Liquid Limit -Plastic Limit
A project: Lafayette County Business Center and Arena PROJECT NO: 17214J
client: Elliott and Britt Engineering PA BORING NO: 19pFiPfesnXiLIOI.: iCii üLïWSi
logger: Welch DATE: 9/28/2017driller: Weeks SURFACE ELEVATION:
Rig: CME 55eC'ï"-po;->AT'ô! sShelby Tube fASTMD 15875
x-' initial Water Level ■w Delayed Water Level
I Drilling Method: 3 1/4 HSA with SPT(A.STM D 1452}
.■:i Standard Penetration j,-- Xi Test (ASTM D1586}
ÎBackfill Method: Cuttings
IVFeetBoring Depth: 25
Cla
ssifi
catio
n
Sam
ple
a> wQ
- 200
%Pl
astic
ity In
dex
Pock
et P
ene.
(to
ns/s
f) M
oist
ure
Con
tent
-(%)
Liqu
id Li
mit
N -
Val
ue
IdS
Wat
er L
eve
JT
■■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
■■fl Project: Lafayette County Business Center and Arena Client: Elliott and Britt Engineering, PA
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
Particle Size (mm) - Log Scale
■■fl Project: Lafayette County Business Center and Arena Client: Elliott and Britt Engineering, PA
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
Particle Size (mm) - Log Scale
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