A&A CONSULTANTS, INC Pine Hollow Road McKees Rocks, PA 15136

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1 A&A CONSULTANTS, INC Pine Hollow Road McKees Rocks, PA Telephone: (412) Fax: (412) Civil, Geotechnical & Structural Engineers Ms. Lisa L. Cessna, Executive Director Washington County Planning Commission West Beau Street, Suite 701 Washington, PA February 18, 2016 Subject: Washington County Fairgrounds Entrance Upgrade Geotechnical Summary Report Chartiers Township, Washington County, Pennsylvania A&A Project No Dear Ms. Cessna: A&A Consultants, Inc. (A&A) is pleased to present our Geotechnical Summary Report for the subject project. This report has been prepared in accordance with Contract No RFP-A/E. This report summarizes the test borings, laboratory soil tests, preliminary engineering analyses performed for the proposed structure and presents our findings, conclusions and preliminary recommendations. A&A thanks the Washington County Planning Commission for the opportunity to participate on this project. If you have any questions or require any further assistance, please do not hesitate to contact the undersigned at (412) Very truly yours, A&A Consultants, Inc. Jack T. Roseman, P.E. Senior Geotechnical Engineer Peter M. Dawida, E.I.T. Geotechnical Engineer 1

2 Washington County Fairgrounds Entrance Upgrade Washington County, Pennsylvania Contract # RFP-A/E Geotechnical Summary Report February 18, 2016 Prepared for: Washington County Planning Commission West Beau Street, Suite 701 Washington, PA Prepared by: A&A Consultants, Inc Pine Hollow Road McKees Rocks, PA A&A Project No

3 Table of Contents 1. Scope Geologic Conditions Test Boring Summary Water, Soil and Rock Testing Data Allowable Foundation Types 2 6. Requirements for Future Investigations Necessary to Obtain Foundation Approval... 2 List of Appendices: Appendix A: Engineer s Boring Logs and Core Box Photographs Appendix B: Laboratory Testing Results

4 Geotechnical Summary Report Washington County Fairgrounds Entrance Upgrade Washington County, Pennsylvania Contract # RFP-A/E 1. Scope This report is limited to the preparation of basic subsurface information for the design of the Washington County Fairgrounds Entrance Upgrade, sponsored by the Washington County Planning Commission. The proposed upgrade includes the replacement of an existing bridge structure over an unnamed tributary of Chartiers Creek. The existing bridge superstructure (the bridge deck and raillings) is of a narrow width that becomes a congested pedestrian traffic area during large events at the Fairgrounds. The proposed replacement structure will have a wider deck for better pedestrian capacity. The existing deck will be removed, and the existing substructure (abutments and footings) will remain in place and be reconfigured for the new deck. New substructure will be built upstream of the existing, with the new superstructure extending the full width of the older and newer portions of the substructure. The Geotechnical information will support the new bridge design 2. Geologic Conditions Pittsburgh Formation, Published Information: The Pittsburgh Formation consists of light gray to gray sandstone with medium gray shale and siltstone. It is a Pennsylvanian Age rock that occurs in the Monongahela Group and above the Pittsburgh Coal Seam. Excavation is expected to be difficult. Foundation stability is expected to be good. Weathered rock should be excavated to sound material. There may be a need for under drainage. Field Observations: No scour or other geologic features were noted that will impact the foundation design or construction. Mining Conditions: The Pittsburgh Coal seam has been identified as occurring at a depth of 70 feet beneath the site. Whether the site has been undermined could not be identified from the WPA Mine maps. 3. Test Boring Summary Table 1: Summary of Test Boring Information Boring No. Estimated Ground Surface Elev.¹ (Feet) Depth to Top of Rock (TOR) (Feet) Estimated TOR Elevation (Feet) Average SPT N60 First 10 Ft. Average SPT N60 ² 10 Ft. to 20 Ft. (or TOR) Average Core Recovery Average Core RQD Estimated 0-Hour Ground Water Elevation Estimated 24-Hour Ground Water Elevation B NR B NR 1 The Estimated Ground Surface Elevation is for general information only and is not to be used for design or construction. Elevations were estimated using nearby surveyed values. 2 N-values do not include split-barrel sampler refusal at the top of rock, NR Not recorded, grouted upon completion. 1

5 4. Water, Soil and Rock Testing Data Table 2: Summary of Laboratory Testing of Soil Boring Classification No. Sample Depth (Feet) Origin of Sample AASHTO USCS Natural Moisture Content LL PL B Residual A-2-4(0) SC B Residual A-7-6(15) CL Table 3: Summary of Unconfined Compressive Strength of Rock Boring Core Run Rock Type Depth (Feet) Failure Type No. Number B-1 R-2 Clayshale Perpendicular 2,903 Uniaxial Compressive Strength, Co (psi) PI 5. Allowable Foundation Types General Discussion: Spread footings bearing on existing fill, high plasticity soils, coal or slaking bedrock are not allowable for any substructure unit. a. Spread footings on soil: allowable but existing fill must be over-excavated and replaced with structural fill. b. Spread footings on rock: feasible, but bedrock may be too deep c. Drilled Shafts: allowable d. Point or End Bearing Piles Driven to Rock: allowable, PDA required for test piles e. Friction Piles: allowable, PDA required for test piles f. Micropiles to Rock: allowable 6. Requirements for Future Investigations to Obtain Foundation Approval No additional testing is to be required for foundation approval. 2

6 Appendix A Sketch of Boring Locations Typed Engineer s Logs

7 COUNTY FAIRGROUNDS BORE LOCATIONS AT WHITE STAKES TROLLEY MUSEUM WASHINGTON COUNTY FAIRGROUNDS ENTRANCE PROJECT GEOTECHNICAL BORING LOCATIONS A&A CONSULTANTS

8 PENNDOT ENGINEER'S LOG - PENNDOT GINT GDT - 2/16/16 16:07 - P:\_P\433 WASHINGTON FAIRGROUNDS\GEOTECH\WASHINGTON FAIRGROUNDS LOGS.GPJ Boring B-1 ECMS District: 12 County: Washington SR County Fairgrounds Section Baseline: Sta. Offset Segment Offset Coordinates: Lat. Long. N E Ground Elev ft. Water Level Elev./Elapsed Time: Initial ft. Elapsed 0.0 hr. Final NR Elapsed NR Driller: Dustin Earlywine Company: Test Boring Services, Inc. ELEV GRAPHIC MATERIAL DESCRIPTION COMMENTS - OBSERVATIONS ASPHALT. 0.5'/El SILT, some Sand, contains rock fragments, stiff, moist, homogeneous, brown, fill. 9.0'/El CLAY and SAND, some Gravel, little Silt, soft to stiff, wet to moist, homogeneous, gray, residuum. 12.0'/El CLAY, trace Sand, trace Silt, contains rock fragments, dense to very dense, moist to dry, homogeneous, gray, residuum. ENGINEER'S LOG Drilling Start: 01/12/ :00 am Drilling Complete: 01/12/ :00 pm Grouting Complete: Rig: Track Rig w/safety Hammer Hammer Type: Safety SPT Hammer Efficiency: Assumed 0.6 Hammer Calibration Date: Hole Type: Continuous SPT - Rock Core Casing Type: Hollow Stem Auger Casing I.D.: 3.25 in. Casing Depth: 13.5 ft. Dble Tube Wire Ln-NQ Rock Core Method: Inspector: Peter Dawida Inspector Cert. No '/El AASHTO / USCS a-4 / ml A-2-4 / SC Measured DEPTH SAMPLE No. A- S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 A- S-10 R-1 BLOW COUNTS (Blows/ 0.5ft) /.4' 50/.4' Final Log Checked and Approved By: Jack Roseman Date: 1/21/ % Sheet 1 of 2 PG/PE Seal, Signature and Date NOTE: N values and all graphical plots are for information only. N RQD % REC (ft.) REC RQD % Soil/Rock Rec.% SPT (N)

9 ENGINEER'S LOG Boring B-1 ECMS District: 12 County: Washington SR County Fairgrounds Section Sta. Offset Sheet 2 of 2 NOTE: N values and all graphical plots are for information only. ELEV. GRAPHIC MATERIAL DESCRIPTION COMMENTS - OBSERVATIONS CLAYSTONE interbedded with SHALE, gray, soft to medium hard, moderately weathered to slightly weathered, moderate to medium bedding with flat dip, (RQD=31%). AASHTO / USCS DEPTH 15 SAMPLE No. R-1 BLOW COUNTS (Blows/ 0.5ft) N RQD % 44% REC (ft.) 3.0 REC RQD % Soil/Rock Rec.% SPT (N) (Layer continued from the previous page.) PENNDOT ENGINEER'S LOG - PENNDOT GINT GDT - 2/16/16 16:07 - P:\_P\433 WASHINGTON FAIRGROUNDS\GEOTECH\WASHINGTON FAIRGROUNDS LOGS.GPJ Bottom of boring. 23.9'/El R-2 R-3 34% 15%

10 PENNDOT ENGINEER'S LOG - PENNDOT GINT GDT - 2/16/16 16:07 - P:\_P\433 WASHINGTON FAIRGROUNDS\GEOTECH\WASHINGTON FAIRGROUNDS LOGS.GPJ Boring B-2 ECMS District: 12 County: Washington SR County Fairgrounds Section Baseline: Sta. Offset Segment Offset Coordinates: Lat. Long. N E Ground Elev ft. Water Level Elev./Elapsed Time: Initial ft. Elapsed 0.0 hr. Final NR Elapsed NR Driller: Dustin Earlywine Company: Test Boring Services, Inc. ELEV GRAPHIC MATERIAL DESCRIPTION COMMENTS - OBSERVATIONS Crushed Stone (Subbase). 1.5'/El SILT, some Sand, little Clay, stiff, moist, homogeneous, brown, fill. 6.0'/El CLAY and SILT, little Sand, soft to stiff, wet, homogeneous, gray, residuum. 7.8'/El CLAY, contains rock fragments, very dense, dry, homogeneous, gray, residuum. 8.5'/El CLAYSTONE interbedded with SHALE, gray, soft to medium hard, weathered to slightly weathered, moderate to medium bedding with flat dip, (RQD=39%). ENGINEER'S LOG Drilling Start: 01/12/2016 8:00 am Drilling Complete: 01/12/ :00 am Grouting Complete: Rig: Track Rig w/safety Hammer Hammer Type: Safety SPT Hammer Efficiency: Assumed 0.6 Hammer Calibration Date: Hole Type: Continuous SPT - Rock Core Casing Type: Hollow Stem Auger Casing I.D.: 3.25 in. Casing Depth: 9 ft. Dble Tube Wire Ln-NQ Rock Core Method: Inspector: Peter Dawida Inspector Cert. No AASHTO / USCS a-1-a / gp a-4 / ml A-7-6 / CL Measured DEPTH SAMPLE No. S-1 S-2 S-3 S-4 S-5 S-6 S-7 R-1 R-2 BLOW COUNTS (Blows/ 0.5ft) /.2' Final Log Checked and Approved By: Jack Roseman Date: 1/21/ % 31% Sheet 1 of 2 PG/PE Seal, Signature and Date NOTE: N values and all graphical plots are for information only. N RQD % REC (ft.) REC RQD % Soil/Rock Rec.% SPT (N)

11 ENGINEER'S LOG Boring B-2 ECMS District: 12 County: Washington SR County Fairgrounds Section Sta. Offset Sheet 2 of 2 NOTE: N values and all graphical plots are for information only. ELEV. GRAPHIC MATERIAL DESCRIPTION COMMENTS - OBSERVATIONS CLAYSTONE interbedded with SHALE, gray, soft to medium hard, weathered to slightly weathered, moderate to medium bedding with flat dip, (RQD=39%). AASHTO / USCS DEPTH 15 SAMPLE No. R-2 BLOW COUNTS (Blows/ 0.5ft) N RQD % 31% REC (ft.) 5.0 REC RQD % Soil/Rock Rec.% SPT (N) (Layer continued from the previous page.) PENNDOT ENGINEER'S LOG - PENNDOT GINT GDT - 2/16/16 16:07 - P:\_P\433 WASHINGTON FAIRGROUNDS\GEOTECH\WASHINGTON FAIRGROUNDS LOGS.GPJ Bottom of boring. 19.7'/El R-3 37% 2.2

12 Appendix B Laboratory Testing Results

13 PARTICLE-SIZE ANALYSIS OF SOILS - ASTM D422 Client A&A Consultants, Inc. Boring B-1 Client Project Washington County Fairgrounds Depth 10.5'-12.0' Project No Sample S-8 Lab Sample Sample Color: OLIVE BROWN USCS Group Name: CLAYEY SAND WITH GRAVEL USCS Group Symbol: SC USDA: SANDY LOAM AASHTO: A-2-4 (0) MECHANICAL SIEVE Total Sample Sieve Nominal Dry Split Normalized Project Total Sample Wet Wt, gm (-3") 412 Size Opening, mm Wt, gm % Retained % Finer Specifications Sample Split on Sieve No. 4 3" %.0% Coarse Washed Dry Sample, gm /2" %.0% Wet Wt Passing Split, gm 308 2" %.0% Dry Wt. Passing Split, gm /2" %.0% Total Sample Dry Wt, gm 362 1" %.0% % 3/4" % 91.9% Split Sample - Passing No. 4 1/2" % 84.2% Tare No /8" % 81.2% Tare + WS., gm No % 71.2% Tare + DS., gm No % 61.6% Tare, gm No % 50.5% Water Content of Split Sample 19.5% No % 44.7% Wt. of DS., gm No % 39.9% No % 30.6% Wt. of +#200 Sample, gm No % 28.1% HYDROMETER (-#200) Tare No. 542 Wt. Dispers., gm 5 Specific Gravity 2.7 Wt. Tare + DS., gm Wt. Dry Soil, gm (-#200 ) Assumed Wt. Tare, gm #10 Dispersed 1min in Hamilton Beach Mixer a Factor Elapsed R Temp Composite R Percent Particle Adjusted Time Measured *C Correction Corrected K Factor Finer Diameter % Finer (min.) (mm) % % % % % % % USCS SOIL CLASSIFICATION USDA CLASSIFICATION Corrected For % Passing a 3" Sieve % Gravel (-3" & +#4) 28.8 Silt=15.1% Clay=13% Particle Percent Percent of Corrected Coarse=8.1; Fine=20.7 D60, mm NA Size Finer Each Component Percent of % Sand (-#4 & +#200) 43.1 D30, mm NA (mm) (Material) -2.0 mm Coarse=9.6; Medium=16.9; Fine=16.5 D10, mm NA Material % Fines (-#200) 28.1 Cc NA for USDA % Plus #200 (-3") 71.9 Cu NA Gravel USCS Description CLAYEY SAND WITH GRAVEL Sand USCS Group Symbol Atterberg Limits Group Symbol SC CL - LEAN CLAY Silt Auxiliary Information Wt Ret, gm % Retained % Finer " Sieve mm Clay " Sieve mm USDA Classification 3" Sieve - 75 mm SANDY LOAM Input Validation Yes Reviewed By: SVG Date Tested 1/14/2016 COPYRIGHT 2015 GEOTECHNICAL TESTING SERVICES INC

14 Plasticity Index Water Content PI = 10 LIQUID LIMIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF SOILS ASTM D 4318 Client A&A Consultants, Inc. Boring B-1 Client Project Washington County Fairgrounds Depth 10.5'-12.0' Project No Sample S-8 Lab Sample Soil Description: OLIVE BROWN LEAN CLAY (-#40 Fraction) AS-RECEIVED W.C. SAMPLE SUMMARY Activity Index = 1.12; Liquidity Index = -.15 Tare Number 2011 Liquid Limit (LL), % 31 Wt. Tare & WS, gm Plastic Limit (PL), % 21 Wt. Tare & DS, gm Plasticity Index (PI) 10 Wt. Tare, gm USCS Group Symbol (-#40 Fraction ) CL Water Content, % 19.5 USCS Group Name (-#40 Fraction ) LEAN CLAY Sample Color: OLIVE BROWN PLASTIC LIMIT LIQUID LIMIT Points Run Tare Number Points Point Wt. Tare & WS, gm Wt. Tare & DS, gm Wt. Tare, gm Water Content, % # of Blows pt adj. WC 31.5 PLASTICITY CHART FLOW CURVE 60 YES NO NO Blows Log WC YES CH - Fat YES Clay YES 1 Pt = wc*(blow LL = pt avg CL Lean Clay LL 31 Slope #DIV/0! PL = Intercept 21 #DIV/0! Blows 25 NMC = MH - Elastic Silt CL-ML ML - Silt Liquid Limit No. of Blows Input Validation: Yes Reviewed By: SVG Date Tested: 1/14/2016 COPYRIGHT 2015 GEOTECHNICAL TESTING SERVICES INC

15 Percent Finer PARTICLE-SIZE ANALYSIS OF SOILS - ASTM D422 Client A&A Consultants, Inc. Boring B-1 Client Project Washington County Fairgrounds Depth 10.5'-12.0' Project No Sample S-8 Lab Sample Sample Color: OLIVE BROWN USCS Group Name: CLAYEY SAND WITH GRAVEL USCS Group Symbol: SC USDA: SANDY LOAM AASHTO: A-2-4 (0) % 90% 80% 70% 60% 50% 40% 30% 20% 10% 0% 10 USCS SOIL CLASSIFICATION Corrected For % Passing a 3" Sieve US Std. Particle Percent Sieve Diameter Finer Size (mm) 3" 75.0% 2-1/2" 63.0% 2" 50.0% 1-1/2" % 1" 25.0% 3/4" % 1/2" % 3/8" % No % No % No % No % No % No % No % NA % NA % NA % NA % NA % NA % NA % USDA CLASSIFICATION % Gravel (-3" & +#4) 28.8 Silt=15.1% Clay=13% Particle Percent Percent of Corrected Coarse=8.1; Fine=20.7 D60, mm NA Size Finer Each Component Percent of % Sand (-#4 & +#200) 43.1 D30, mm NA (mm) (Material) -2.0 mm Coarse=9.6; Medium=16.9; Fine=16.5 D10, mm NA Material % Fines (-#200) 28.1 Cc NA for USDA % Plus #200 (-3") 71.9 Cu NA Gravel USCS Description CLAYEY SAND WITH GRAVEL Sand USCS Group Symbol Atterberg Limits Group Symbol SC CL - LEAN CLAY Silt Auxiliary Information Wt Ret, gm % Retained % Finer " Sieve mm Clay " Sieve mm " Sieve - 75 mm Diameter, mm USDA Classification SANDY LOAM COPYRIGHT 2015 GEOTECHNICAL TESTING SERVICES INC

16 USDA CLASSIFICATION CHART Client A&A Consultants, Inc. Boring B-1 Client Project Washington County Fairgrounds Depth 10.5'-12.0' Project No Sample S-8 Lab Sample Sample Color: OLIVE BROWN USCS Group Name: CLAYEY SAND WITH GRAVEL USCS Group Symbol: SC USDA: SANDY LOAM AASHTO: A-2-4 (0) Corrected for 0% gravel Sand Subsizes Percent Gravel, % 0.0 Corrected Percentages Percent Sand, % 57.6 Very Coarse Sand; Percent Silt, % 27.9 Coarse Sand; Percent Clay, % 14.5 Medium Sand; Fine Sand; Very Fine Sand; Total 57.6 % Clay 0 % Silt % CLAY % SILT 50 % Clay SANDY CLAY SANDY CLAY LOAM CLAY CLAY LOAM SILTY CLAY SILTY CLAY LOAM 50 % Silt SANDY LOAM LOAM SILT LOAM SAND LOAMY SAND SILT % Silt % Sand % SAND 50 % Sand 0 % Sand COPYRIGHT 2015 GEOTECHNICAL TESTING SERVICES INC

17 PARTICLE-SIZE ANALYSIS OF SOILS - ASTM D422 Client A&A Consultants, Inc. Boring B-2 Client Project Washington County Fairgrounds Depth 6.0'-7.5' Project No Sample S-5 Lab Sample Sample Color: DARK GRAYISH BROWN USCS Group Name: LEAN CLAY WITH SAND USCS Group Symbol: CL USDA: SILT LOAM AASHTO: A-7-6 (15) MECHANICAL SIEVE Total Sample Sieve Nominal Dry Split Normalized Project Total Sample Wet Wt, gm (-3") 310 Size Opening, mm Wt, gm % Retained % Finer Specifications Sample Split on Sieve No. 4 3" %.0% Coarse Washed Dry Sample, gm 2 2-1/2" %.0% Wet Wt Passing Split, gm 308 2" %.0% Dry Wt. Passing Split, gm /2" %.0% Total Sample Dry Wt, gm 242 1" %.0% % 3/4" %.0% Split Sample - Passing No. 4 1/2" %.0% Tare No /8" % 99.1% Tare + WS., gm No % 99.0% Tare + DS., gm No % 98.0% Tare, gm No % 97.3% Water Content of Split Sample 28.3% No % 96.5% Wt. of DS., gm No % 95.1% No % 86.2% Wt. of +#200 Sample, gm No % 79.9% HYDROMETER (-#200) Tare No. Q53 Wt. Dispers., gm 5 Specific Gravity 2.7 Wt. Tare + DS., gm Wt. Dry Soil, gm (-#200 ) Assumed Wt. Tare, gm #10 Dispersed 1min in Hamilton Beach Mixer a Factor Elapsed R Temp Composite R Percent Particle Adjusted Time Measured *C Correction Corrected K Factor Finer Diameter % Finer (min.) (mm) % % % % % % % USCS SOIL CLASSIFICATION USDA CLASSIFICATION Corrected For % Passing a 3" Sieve % Gravel (-3" & +#4) 1.0 Silt=47.8% Clay=31.9% Particle Percent Percent of Corrected Coarse=0; Fine=1 D60, mm NA Size Finer Each Component Percent of % Sand (-#4 & +#200) 19.2 D30, mm NA (mm) (Material) -2.0 mm Coarse=1; Medium=1.5; Fine=16.6 D10, mm NA Material % Fines (-#200) 79.9 Cc NA for USDA % Plus #200 (-3") 20.1 Cu NA Gravel USCS Description LEAN CLAY WITH SAND Sand USCS Group Symbol Atterberg Limits Group Symbol CL CL - LEAN CLAY Silt Auxiliary Information Wt Ret, gm % Retained % Finer " Sieve mm Clay " Sieve mm USDA Classification 3" Sieve - 75 mm SILT LOAM Input Validation Yes Reviewed By: SVG Date Tested 1/14/2016 COPYRIGHT 2015 GEOTECHNICAL TESTING SERVICES INC

18 Plasticity Index Water Content PI = 19 LIQUID LIMIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF SOILS ASTM D 4318 Client A&A Consultants, Inc. Boring B-2 Client Project Washington County Fairgrounds Depth 6.0'-7.5' Project No Sample S-5 Lab Sample Soil Description: DARK GRAYISH BROWN LEAN CLAY (-#40 Fraction) AS-RECEIVED W.C. SAMPLE SUMMARY Activity Index =.79; Liquidity Index =.33 Tare Number 2067 Liquid Limit (LL), % 41 Wt. Tare & WS, gm Plastic Limit (PL), % 22 Wt. Tare & DS, gm Plasticity Index (PI) 19 Wt. Tare, gm USCS Group Symbol (-#40 Fraction ) CL Water Content, % 28.3 USCS Group Name (-#40 Fraction ) LEAN CLAY Sample Color: DARK GRAYISH BROWN PLASTIC LIMIT LIQUID LIMIT Points Run Tare Number Points Points Wt. Tare & WS, gm Wt. Tare & DS, gm Wt. Tare, gm Water Content, % # of Blows PLASTICITY CHART FLOW CURVE YES YES YES Blows Log WC LL = 41 YES CH - Fat YES Clay YES 1 Pt = 40 wc*(blow pt avg CL Lean Clay MH - Elastic Silt LL 41 Slope Intercept Blows 25 PL = 22 NMC = 28.3 CL-ML ML - Silt Liquid Limit No. of Blows Input Validation: Yes Reviewed By: SVG Date Tested: 1/14/2016 COPYRIGHT 2015 GEOTECHNICAL TESTING SERVICES INC

19 Percent Finer PARTICLE-SIZE ANALYSIS OF SOILS - ASTM D422 Client A&A Consultants, Inc. Boring B-2 Client Project Washington County Fairgrounds Depth 6.0'-7.5' Project No Sample S-5 Lab Sample Sample Color: DARK GRAYISH BROWN USCS Group Name: LEAN CLAY WITH SAND USCS Group Symbol: CL USDA: SILT LOAM AASHTO: A-7-6 (15) % 90% 80% 70% 60% 50% 40% 30% 20% 10% 0% 10 USCS SOIL CLASSIFICATION Corrected For % Passing a 3" Sieve US Std. Particle Percent Sieve Diameter Finer Size (mm) 3" 75.0% 2-1/2" 63.0% 2" 50.0% 1-1/2" % 1" 25.0% 3/4" 19.0% 1/2" % 3/8" % No % No % No % No % No % No % No % NA % NA % NA % NA % NA % NA % NA % USDA CLASSIFICATION % Gravel (-3" & +#4) 1.0 Silt=47.8% Clay=31.9% Particle Percent Percent of Corrected Coarse=0; Fine=1 D60, mm NA Size Finer Each Component Percent of % Sand (-#4 & +#200) 19.2 D30, mm NA (mm) (Material) -2.0 mm Coarse=1; Medium=1.5; Fine=16.6 D10, mm NA Material % Fines (-#200) 79.9 Cc NA for USDA % Plus #200 (-3") 20.1 Cu NA Gravel USCS Description LEAN CLAY WITH SAND Sand USCS Group Symbol Atterberg Limits Group Symbol CL CL - LEAN CLAY Silt Auxiliary Information Wt Ret, gm % Retained % Finer " Sieve mm Clay " Sieve mm " Sieve - 75 mm Diameter, mm USDA Classification SILT LOAM COPYRIGHT 2015 GEOTECHNICAL TESTING SERVICES INC

20 USDA CLASSIFICATION CHART Client A&A Consultants, Inc. Boring B-2 Client Project Washington County Fairgrounds Depth 6.0'-7.5' Project No Sample S-5 Lab Sample Sample Color: DARK GRAYISH BROWN USCS Group Name: LEAN CLAY WITH SAND USCS Group Symbol: CL USDA: SILT LOAM AASHTO: A-7-6 (15) Corrected for 0% gravel Sand Subsizes Percent Gravel, % 0.0 Corrected Percentages Percent Sand, % 24.4 Very Coarse Sand; Percent Silt, % 51.1 Coarse Sand; Percent Clay, % 24.5 Medium Sand; Fine Sand; Very Fine Sand; Total 24.4 % Clay 0 % Silt % CLAY % SILT 50 % Clay SANDY CLAY SANDY CLAY LOAM CLAY CLAY LOAM SILTY CLAY SILTY CLAY LOAM 50 % Silt SANDY LOAM LOAM SILT LOAM SAND LOAMY SAND SILT % Silt % Sand % SAND 50 % Sand 0 % Sand COPYRIGHT 2015 GEOTECHNICAL TESTING SERVICES INC

21 Unconfined Compressive Strength of Intact Rock Core Specimens ASTM D 7012(D 2938 C) / D 4543 Client A&A Consultants, Inc. Boring B-1 Client Project Washington County Fairgrounds Depth 21.3'-21.6' Project Number Sample R-2 Lab ID number Description: Gray Shale As-Received Condition Sample Preparation: Useable L/D < 2 Moisture Preserved Diamond saw blade cut, surface ground flat ASTM D 4543; Section 4.2 & 5.6 Test Parameters Length, in Test Temperature Room Mid Height Diameter #1, in Moisture Condition As-Received Mid Height Diameter #2, in Sample Weight, gms 387 Average Mid. Height Diameter, in Sample Volume, cc 140 Sample Area, in^ Wet Density, pcf 173 L/D Ratio ( ) 1.40 Time to Failure, min 1.42 Loading Rate, psi / sec 35 ASTM D 4543; Section S1 Load Application in Relation to Lithology: Perpendicular Straightness of Specimen Length Peak Load, lbs 9,404 Maximum Gap, in <0.02 Tolerance (<0.02 in) Unconfined Compressive Strength, psi 3,053 Note: L/D does not meet ASTM Requirements ASTM D 4543; Section FP-1 (Flatness and Parallelism) PennDot Specified Correction Factor = ~Distance Reading, " PennDot Specified Corrected Strength = 2,903 along Diameter End 1 D1 End 1 D2 End 2 D1 End 2 D2 Specimen Failure Photo Flatness Pass/Fail Pass Pass Pass Pass End Parallelism Angles Angular difference between End 1 and End 2 - D <0.25* Pass Angular difference between End 1 and End 2 - D <0.25* Pass ASTM D 4543; Section P-2 (End Perpendicularity) Top Bottom Maximum Gap, in 0 0 Angle, * Angle Error (<0.25*) <0.25* Pass <0.25* Pass Input Validation AJD Reviewed By AJD Date Tested 1/26/2016 Copyright 2013 Geotechnical Testing Services, Inc