EIGHT POINT WIND LLC

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1 GEOTECHNICAL INVESTIGATION REPORT EIGHT POINT WIND FARM SUBSTATION AND OPERATION AND MAINTENANCE FACILITY STEUBEN COUNTY NEW YORK PREPARED FOR EIGHT POINT WIND LLC 700 UNIVERSE BLVD. JUNO BEACH, FL PREPARED BY: FIRM LOGO KENNEY GEOTECHNICAL ENGINEERING SERVICES PLLC August 17, 2017 Job Number Kenney Geotechnical Engineering Services PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

2 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY TABLE OF CONTENTS INTRODUCTION... 1 AUTHORIZATION... 1 PROJECT DESCRIPTION... 1 AREA PHYSIOGRAPHY... 2 GEOLOGIC CONDITIONS... 2 SEISMIC CONDITIONS... 3 SUBSURFACE EXPLORATION.3 SUBSURFACE CONDITIONS ENCOUNTERED 4 GROUNDWATER CONDITIONS ENCOUNTERED. 5 LABORATORY TESTING.6 ELECTRICAL RESISTIVITY TESTING..6 SEISMIC CONDITIONS..6 GEOTECHNICAL ANALYSIS... 7 FOUNDATIONS... 7 ACCESS ROADS AND EARTHWORK...8 GROUNDWATER SEEPAGE AND MANAGEMENT.10 LOCAL CONSTRUCTION MATERIAL SOURCES LIMITATIONS...10 Attachments Site Plan with Boring Locations and Electrical Resistivity Traverse Boring Logs Rock Core Photographs Electrical Resistivity Testing Results Page1 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

3 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY INTRODUCTION This report presents the findings of the geotechnical investigation performed at the substation and operation/maintenance facilty site for the proposed Eight Points Wind Farm and Transmission Line. This report presents an analysis of the available geotechnical data and recommendations for the proposed site development. This report has been prepared for NextEra Energy Resources, Inc. (NextEra). No environmental services are included in this study. No conclusions have been drawn regarding environmental conditions of the site, potential contaminants, potential special treatment or disposal of site materials, or other environmental considerations. AUTHORIZATION Our services for this project were authorized by Eight Point Wind LLC Purchase Order dated May 12, Our scope of work was developed by Sargent and Lundy LLC in the document entitled Eight Point Wind Substation Geotechnical Investigation Work & Specification Detail, Revision A, dated July 13, PROJECT DESCRIPTION The proposed Substation will be constructed in an open field on the north site of King Hill Road, east of the intersection of King Hill Road and Christian Hollow Road, approximately three miles northwest of Rexville, New York. The ground surface slopes downward to the west in this areas, with surface elevations ranging from approximately El feet to El feet. It is our understanding that facilities planned for the Eight Point Substation will include electrical structures supported on either spread footing or drilled caisson foundations of adequate size and depth for supporting anticipated loads. Drilled caisson foundations are preferred for the substation where soil conditions will allow. The substation will also include large oil filled equipment which is anticipated to be placed on slab foundations and impose a maximum axial dead load of approximately 10 kips. Overturning loads are anticipated to exceed moments of 300 kip-feet and an associated shear force at ground line of 5 kips. Page2 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

4 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY AREA PHYSIOGRAPHY The project site is located within south central part of New York State in the glaciated portion of the Allegheny Plateau physiographic section of the Appalachian Plateau physiographic province as seen in Appendix A. Major topographic and geologic features in this area were formed during the last glacial advance and retreat, which ended approximately 12,000 years ago. The site is located just south of the most recent glacial maximum advance. GEOLOGIC CONDITIONS Publically available surficial geology mapping suggests that site soils consist of glacial till. Publically available geologic mapping suggests that Oswayo and Cattaraugus formation shale, siltstone and sandstone underlies soils at the site. The transition to bedrock from the overlying glacial till is chaotic in the project area. During glaciation large sections of rock were moved short distances or not at all but were detached from the bedrock below. When they weathered, they settled and tilted. Sometimes just the layers that are chemically weaker weather (iron rich, mica rich, feldspars or layers that are cemented with calcite). The rock pops open along bedding planes and clay rich minerals swell, mechanically breaking down the rock. This allows more surface area for chemical weathering creating void and allowing sediment from above to wash into the open voids over the past thousand years. The result is that soil zones are encountered below what appears to be solid bedrock. Oil and natural gas wells are located in the vicinity of the project site. The local oil and gas wells typically draw from bedrock formations located 4000 to 5000 feet below the ground surface. SUBSURFACE EXPLORATION The subsurface exploration program performed at the site was specified by Sargent & Lundy LLC and consisted of: Six test borings, designated as B-1 to B-6, performed within the footprint of substation; Two test borings, designated as OM-1 and OM-2, performed within the footprint of the Operations and Maintenance Building; An electrical resistivity survey across the site Page3 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

5 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY The test borings were advanced to depths of up to 50 feet using a Geoprobe 7822DT drilled rig equipped with an automatic sampling hammer, hollow stem augers, and NQ double-tube diamond core barrels. Standard penetration testing (ASTM D1586) was performed during advancement of the augers through overburden. Coring was performed after auger refusal occurred. Soil samples obtained during the subsurface investigation were classified by a Geotechnical Engineer using the Unified Soil Classification System. Boring logs documenting the subsurface conditions encountered are attached. The boring logs and related information depict subsurface conditions only at the specific locations and times indicated. Subsurface conditions and water levels at other locations may differ from conditions at the locations where sampling was conducted. The passage of time also may result in changes in the conditions interpreted to exist at the locations where sampling was performed. SUBSURFACE CONDITIONS ENCOUNTERED The following interpretation of subsurface conditions is based on our review of the recovered samples, the boring logs, drilling observations, laboratory testing results, and our professional experience The three primary strata encountered during the subsurface investigation included: Stratum A Glacial Till Stratum B Transition Zone, and Stratum C Bedrock Stratum A Glacial Till was encountered from the ground surface to depths ranging from 10 to 20 feet and consisted of very stiff to hard sandy lean clay with cobbles and boulders. With the exception of the uppermost two feet, which was softened by weathering, Standard Penetration Testing N values in this stratum typically ranged between 20 to 100 blows per foot. Stratum B Transition Zone was encountered at the interface of Strata A and C and was approximately 26 to 31 feet in thickness. Stratum B consisted of large slabs of detached bedrock with interbedded soil zones. The detached bedrock typically consisted of the local sandstone and siltstone. In bedrock exposures in nearby creeks the detached rocks are larger than automobiles. The interbedded soil zones typically consisted of red clay with angular green sandstone fragments the size of gravel. The red clay was derived from the weathering of the local red shale. This stratum had to be cored for sample recovery. Photographs of the recovered core are included with the boring logs. The following table summarizes Stratum B Page4 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

6 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY thickness, Rock Quality Designation, Recovery %, and unconfined compressive strength: Surface Elevation (feet) From (Elevation) To (Elevation) RQD (%) Recovery (%) Unconfined Compressive Strength of Rock (psi) Boring B to to 100 4,210 B to to 89 11,480 B to to ,540 B to to 93 8,550 B to to 84 2,930 B to ,900 OM ,510 OM ,510 Please note that borings B-2, B-5, OM-1 and OM-2 did not penetrate the full depth of Stratum B. Stratum C-Bedrock was encountered below Stratum B approximately 26 feet to 31 feet below the ground surface. The bedrock encountered consisted of sandstone, siltstone, conglomerate, shale and slate. The following table summarizes the Stratum C- bedrock surface elevation, RQD, and recovery percentage. Ground Surface Elevation (feet) Stratum C Surface (Elevation) RQD (%) Recovery (%) Boring B to B to B B to The recovered bedrock was typically fresh, medium hard to hard rock with horizontal bedding planes. GROUNDWATER CONDITIONS ENCOUNTERED A true groundwater table was not encountered during the subsurface investigation. Available public data indicates the groundwater table is located in bedrock approximately 70 feet or more below the ground surface in the project area. The Page5 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

7 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY depth of groundwater will vary with changes in precipitation patterns and other factors. No long term groundwater monitoring was performed as part of this study. Water was present in the borehole following drilling at depths of 27 to 33 feet below the ground surface. However, water was introduced into the borehole during coring operations and it is not possible to distinguish between water remaining from coring operations and possible perched groundwater at the transition zone/bedrock interface. Glacial till samples recovered during drilling typically exhibited low moisture content and it did not appear that a perched groundwater table was present within the till at the time of drilling. However, the glacial till will have a low in-situ permeability and it is possible that water will collect in backfill surrounded by the till. LABORATORY TESTING Laboratory testing performed for this investigation consisted of unconfined compressive strength testing of rock core (ASTM Standard D7012 Standard Test Method for Compressive Strength and Elastic Moduli of Intact Rock Core Specimens ). Test results are presented on the rock core photographs. ELECTRICAL RESISTIVITY TESTING Electrical resistivity testing was performed at the substation site using the Wenner four point method. Testing was performed at pin spacings up to 450 feet in a northsouth and east-west orientation in accordance with the project specifications. Testing results are attached to this report. SEISMIC CONDITIONS The project site is located in an area of relatively low seismic activity. USGS Seismic Hazards database indicates a 0.74% chance of a magnitude 5.0 earthquake occurring in the next 50 years. The site has a dense soil cover and will not provide significant amplification of seismic waves. The available data suggests that Site Class C is appropriate for this site. The estimated design spectral response acceleration parameters are S DS =.101g and S D1 =.060g. Liquefaction, surface rupture from faulting or lateral spreading is estimated to have a low probability of occurrence given the soil conditions encountered and typical regional seismicity. Page6 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

8 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY GEOTECHNICAL ANALYSIS Foundations The available information suggests that the substation and operation/maintenance facility will generally be underlain by hard glacial till to a depth of approximately 10 feet to 20 feet and transition zone bedrock with soil infill below those depths. It is therefore anticipated that the substation can utilize a shallow foundation system or drilled piers. Design frost depth is four feet in the project area, and foundations must bear below this depth to prevent movement due to frost heave. The glacial till typically provides high bearing strength and good short term excavation stability if it is left undisturbed. The glacial till contains a significant percentage of silt and clay and loses strength rapidly if saturated and subjected to dynamic loading such as that imparted by construction equipment. Assuming the foundation excavations are properly managed during construction, a allowable bearing pressure of 5,000 pounds per square foot is appropriate for shallow foundations bearing on undisturbed glacial till. An allowable bearing pressure of 6,500 pounds per square foot is estimated for foundations bearing on Stratum B-Transition Zone materials. Total settlements of less than one inch, and differential settlement of less than one-half inch, is anticipated at these bearing pressures. A coefficient of friction of 0.35 is recommended. Drilled piers can be utilized to support site structures, although it may be necessary to core through boulders, detached rock slabs, and hard bedrock. The following geotechnical parameters are suggested for the geomaterials countered at the site: Stratum Avg Thickness (ft) Unit Weight (pcf) φ ' Effective Cohesion (psf) E d Modulus (ksi) k (pci) ε50 Allow. Skin Friction (ksf) Stratum A - Glacial Till n/a Stratum B - Transition Zone Stratum C - Bedrock n/a The estimated parameters assume proper management of geomaterials during construction. Kp UCS (psi) RQD Page7 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

9 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY Access Roads and Earthwork The glacial soils anticipated to be encountered contain significant percentages of silt and clay, may be saturated during wetter periods, and will be subjected to freezethaw cycles during the winter months. The design of unpaved access roads for this project will require careful consideration of these factors. It has been our experience that it is often necessary to reinforce unpaved access roads in the glacial soils with geosynthetic materials for stabilization. Proper drainage of roads and excavations will be essential to maintaining their stability. The glacial soils have generally acceptable engineering properties for the proposed construction. However, moisture control of soils will be critical during earthwork for this project. Glacial soils that are exposed to the elements will saturate and lose strength rapidly. Cut slopes in glacial soils will lose strength over time. Cut or fill slopes using the glacial till should be designed for a final grade no greater than 3H:1V (33%). We anticipate that temporary excavations can be open cut. Excavation at the site will require large hydraulic excavators with rock teeth. Large hoe rams may be necessary to remove boulders and rock slabs. Small excavation in bedrock could require blasting. Temporary excavation slopes must be evaluated by the Contractor s on-site Responsible Person. We anticipate soil above the groundwater table will be classified as Type B. Type B materials must be graded to slopes no greater than 1:1 (horizontal to vertical). The Contractors on-site Responsible Person should periodically review excavations for signs of movement or distress. Excavation sidewalls should be periodically raked to remove loose particles. Earthwork must be performed using methods that will result in a stable excavations and fills. Typical temporary earthwork measures such as temporary drainage swales, stabilized haul roads, and the use of protective layers of crushed stone can be employed at this site. It is recommended that earthwork is observed by geotechnical personnel to ensure that all organic material is removed from beneath structures and roadways. Additional recommendations are as follows: Strip existing topsoil, pavement, roots and organics from all areas that will receive new construction to establish subgrade. Proof-roll exposed slab-on-grade subgrade with a fully loaded dump truck, or accepted alternative equipment, under the observation of geotechnical personnel. Areas that rut, weave, or deflect should be over-excavated and replaced with compacted structural fill (see below for structural fill characteristic requirements). Page8 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

10 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY Utilize structural fill to raise site grades to the desired elevation. Structural fill should consist of imported granular material conforming to NYSDOT Subbase Course (2 minus) or approved equal. Existing on-site soil can potentially be re-utilized as structural fill provided that proper moisture control is performed during earthwork. Field moisture contents for structural fill should be maintained within 2 percentage points of the optimum moisture content established by laboratory testing to provide adequate compaction. All fill should be placed in level lifts having a loose thickness no greater than 12 inches and should be compacted with vibratory rollers to at least the following minimum percentages of the Modified Proctor (ASTM D-1557) maximum dry density: Below footings: 95% Beneath slab-on-grade or access roads: 95% Utility trench backfill: 95% Beneath landscape areas: 90% Beneath sidewalks and exterior slabs: 95% Bulk samples of proposed structural fill materials should be delivered to our testing laboratory at least two weeks prior to the initiation of earthwork. In-place density testing should be performed at a frequency of one test per 500 square feet per lift in open areas and one test per 25 feet per lift in trenches. If the structure is to be constructed during the winter months, or if the building interiors will be subjected to freezing temperatures after footer construction, adequate frost cover and protection must be provided. Earthwork cannot be performed with frozen material. Permanent slopes should be graded no steeper than 3 horizontal: 1 vertical. In utility trenches, or other confined areas, small compaction equipment may be necessary such as a vibratory plate, jumping jack or walk-behind vibratory roller. In-place density testing should be performed at a frequency of one test per 25 feet per lift in trenches. Utility trench fill should be placed in level lifts no greater than 8 inches in thickness and should be compacted to at least 95%the Modified Proctor (ASTM D-1557) maximum dry density. Structural fill should consist of imported granular material such as NYSDOT Subbase (2 minus) or approved equal. Adequate frost cover and protection must Page9 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

11 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY be provided during winter weather construction. Earthwork cannot be performed with frozen material. Groundwater Seepage and Management Groundwater was not encountered during drilling within the anticipated depths of excavation. As previously noted, the glacial till has a low in-situ permeability and a bathtub effect may occur around structures placed and backfilled within the glacial till. We anticipate that temporary dewatering measures, such as sump and pump methods, will be adequate to control groundwater and allow construction to proceed in the dry. All dewatering discharge should be to a temporary dewatering basin constructed consistent with NYDEC construction stormwater and/or dewatering treatment Best Management Practices (BMPs). LOCAL SOURCES OF CONSTRUCTION MATERIALS Concrete for foundations and aggregate for unpaved roadways can be obtained in Allegheny and Steuben Counties. Ready-mix concrete is available in a variety of strengths from: Hanson Aggregates, Alfred Station, NY (607) Coots Concrete, Bath, NY (607) Gravel and crushed stone can also be obtained from these producers. The subbase material most commonly specified in this area is referred to as Item 4 sand and gravel. This is a crushed gravel or crushed rock product engineered to meet the the gradation NYS DOT Type 2 subbase. LIMITATIONS The recommendations presented in this report are predicated on the performance of construction observation and testing by qualified geotechnical personnel. We request continued involvement with this project so that we may assess subsurface conditions exposed during construction to determine if modifications to our recommendations are necessary. REFERENCES Surficial Geologic Map of New York Central New York Sheet, New York State Museum, Page10 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

12 Geotechnical Investigation Report Eight Point Wind Farm Substation Steuben County, NY Bedrock Map of New York Central New York Sheet, New York State Museum, Soil Survey of Steuben County, USDA, 1973 FAD Tools FAD 5.1 Users Guide, Revision 0, December 2015 Hazard Analysis Report, Steuben County, New York, Steuben County Office of Emergency Services, April 1, 2014 Page11 Job Number: Kenney Geotechnical Engineering Services, PLLC P.O. Box 117 Warners, NY, 13164, Phone (315) , Fax (315) ,

13 EIGHT POINT SUBSTATION GEOTECHNICAL INVESTIGATION WORK & SPECIFICATION DETAIL EIGHT POINT WIND, LLC SPECIFICATION NO X 8 APPENDIX A. - BORING LOCATIONS This document contains confidential or proprietary information. It shall not be reproduced, discussed, reviewed, or released, in whole or in part, to any party other than the intended recipient(s) and their agents with a need to know such information unless Sargent & Lundy, L.L.C. has provided written permission otherwise. Sargent & Lundy, L.L.C

14 EIGHT POINT SUBSTATION GEOTECHNICAL INVESTIGATION WORK & SPECIFICATION DETAIL EIGHT POINT WIND, LLC SPECIFICATION NO X 9 APPENDIX B - SOIL RESISTIVITY TEST REPORT Site Data: Location: Date: Weather (recent days): Brief Description of Terrain: Further Remarks: This document contains confidential or proprietary information. It shall not be reproduced, discussed, reviewed, or released, in whole or in part, to any party other than the intended recipient(s) and their agents with a need to know such information unless Sargent & Lundy, L.L.C. has provided written permission otherwise. Sargent & Lundy, L.L.C

15 EIGHT POINT SUBSTATION GEOTECHNICAL INVESTIGATION WORK & SPECIFICATION DETAIL EIGHT POINT WIND, LLC SPECIFICATION NO X 10 Test Configuration: Ranges 2Ω 20Ω 200Ω 2000Ω 20kΩ Resolution 1 mω 10 mω 0.1Ω 1Ω 10Ω Recommended 10 ma or 2 ma, 10 ma, 2 ma 2 ma current ranges 50 ma 50 ma 10 ma 10 ma ρ = 1.92 x R x A X = C1 A = distance between electrodes in feet Xy = P1 R = Ω reading obtained on Model 4500 Y = P2 ρ = resistivity in Ω * meter Z = C2 This document contains confidential or proprietary information. It shall not be reproduced, discussed, reviewed, or released, in whole or in part, to any party other than the intended recipient(s) and their agents with a need to know such information unless Sargent & Lundy, L.L.C. has provided written permission otherwise. Sargent & Lundy, L.L.C

16 ELECTRICAL RESISTIVITY SURVEY (WENNER METHOD ASTM G57) PROJECT: EIGHT POINTS WIND FARM LOCATION: SUBSTATION DATE: 8/10/2017 PIN SPACING (FT) OHMS (N-S) OHMS (W-E) APPARENT RESISTIVITY (OHM FEET) ELECTRICAL RESISTIVITY VS. DEPTH APPARENT RESISTIVITY (OHM FEET) APPARENT RESISTIVITY (OHM0METER) DEPTH (FEET)

17 :5?-10ÿB>C?ÿ=,;;>8Aÿ65C48< ÿ8ÿÿ7 D?58E=C59-7-5/ÿF0C,< +,-./-01ÿ34/5ÿ ÿ:49,;50< =-<5ÿ=4-.ÿ3.>??-7-9><-40 =-<5ÿ3448/-0><5? GHIGJGHIKÿMNOPQNROSTNRUÿVWSUXSNYÿZTXP [\]S^]ÿWOSUS_P`ÿabcbÿ]R_RQXÿXRORÿRdRSUReUPÿSNÿGHHfg hgihfhjjklmÿnniooigfkp bsopÿzur``ÿzÿqÿrspqtÿupn`pÿbtsuÿrnxÿbtvoÿwt^xy MJMMJMMM D=z=E{84 -/5/ÿ},<C,< ==ÿ~hiigoÿy=b=ÿ~hiikgÿy=:=ÿ~hiihiÿy =ÿ~hihk ÿy=bÿ~hihjhÿy=:ÿ~hihohÿy TQÿSNvTQ ROSTNÿTNÿ]T\ÿO]PÿbbÿRNXÿbIÿdRUWP`ÿReTdPÿ]RdPÿePPNÿ^RU^WUROPXÿvQT ÿƒqteresus`os^ÿ[qs`x ORQYPOPXgÿRNX XPOPQ SNS`OS^ÿYQTWNXÿ TOSTN`ÿSNÿO]PÿXSQP^OSTNÿTvÿ R S W ÿ]tqs_tnoruÿqp`ƒtn`pmÿƒupr`pÿqpowqnÿotÿo]pÿrƒƒus^rostnÿrnx `PUP^OÿO]PÿrGHHjÿl wˆyÿewsuxsnyÿ^txpÿqpvpqpn^pÿxt^w PNOi UO]TWY]ÿO]S`ÿSNvTQ ROSTNÿS`ÿRÿƒQTXW^OÿTvÿO]PÿaibiÿcPTUTYS^RUÿbWQdPtmÿ\PÿƒQTdSXPÿNTÿ\RQQRNOtmÿP ƒqp``pxÿtqÿs ƒuspxmÿr`ÿotÿo]p R^^WQR^tÿTvÿO]PÿXRORÿ^TNORSNPXÿO]PQPSNiÿŠ]S`ÿOTTUÿS`ÿNTOÿRÿ`We`OSOWOPÿvTQÿOP^]NS^RUÿ`We P^O ROPQÿxNT\UPXYPi ÿ !7"99!#!97"$340$%003&$&5'&2#!97"(55))235%)$34%&4&#897*212

18 Kenney Geotechnical Services 7246 State Fair Blvd Baldwinsville, N.Y Telephone: Fax: CLIENT NEXTERA ENERGY PROJECT NUMBER LITHOLOGIC SYMBOLS (Unified Soil Classification System) CONGLOMERATE: Conglomerate ML: USCS Silt PROJECT NAME EIGHT POINTS WIND ENERGY PROJECT PROJECT LOCATION STEUBEN COUNTY, NY SAMPLER SYMBOLS Rock Core Standard Penetration Test KEY TO SYMBOLS MLS: USCS Sandy Silt SANDSTONE: Sandstone SC: USCS Clayey Sand SHALE: Shale KEY TO SYMBOLS - GINT STD US LAB.GDT - 8/18/17 08:05 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ LL PI W DD NP -200 PP SILTSTONE: Siltstone SLATE: Slate SM: USCS Silty Sand SWG: USCS Well-graded Gravelly Sand TILL: Glacial Till TOPSOIL: Topsoil -LIQUID LIMIT (%) -PLASTIC INDEX (%) - MOISTURE CONTENT (%) - DRY DENSITY (PCF) - NON PLASTIC - PERCENT PASSING NO. 200 SIEVE - POCKET PENETROMETER (TSF) ABBREVIATIONS WELL CONSTRUCTION SYMBOLS TV -TORVANE PID - PHOTOIONIZATION DETECTOR UC - UNCONFINED COMPRESSION ppm - PARTS PER MILLION Water Level at Time Drilling, or as Shown Water Level at End of Drilling, or as Shown Water Level After 24 Hours, or as Shown

19 Project: EIGHT POINTS WIND ENERGY PROJECT Project Location: STEUBEN COUNTY, NY Project Number: Key to Soil Symbols and Terms TERMS DESCRIBING CONSISTENCY OR CONDITION COARSE-GRAINED SOILS (major portions retained on No. 200 sieve): includes (1) clean gravel and sands and (2) silty or clayey gravels and sands. Condition is rated according to relative density as determined by laboratory tests or standard penetration resistance tests. Descriptive Terms Relative Density SPT Blow Count Major Divisions Very loose Loose Medium dense Dense Very dense Typical Names < 4 4 to to to 50 > 50 FINE-GRAINED SOILS (major portions passing on No. 200 sieve): includes (1) inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings, SPT blow count, or unconfined compression tests. Unconfined Compressive Descriptive Terms Strength kpa SPT Blow Count Very soft Soft Medium stiff Stiff Very stiff Hard Group Symbols 0 to 15 % 15 to 35 % 35 to 65 % 65 to 85 % 85 to 100 % < to to to to 400 > 400 < 2 2 to 4 4 to 8 8 to to 30 > 30 GENERAL NOTES 1. Classifications are based on the United Soil Classification System and include consistency, moisture, and color. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate. 2. Surface elevations are based on topographic maps and estimated locations. 3. Descriptions on these boring logs apply only at the specific boring locations and at the time the borings were made. They are not guaranteed to be representative of subsurface conditions at other locations or times. Laboratory Classification Criteria Coarse-Grained soils (More than half the material is larger than No. 200 sieve size) Gravels (More than half of coarse fraction is larger than No. 4 sieve size) Sands (More than half of coarse fraction is smaller than No. 4 sieve size) Clean gravel (Little or no fines) Gravel with fines (Appreciable amount of fines) Clean sands (Little or no fines) Sands with fines (Appreciable amount of fines) GW GP d GM* u GC SW SP d SM* u SC Well-graded gravels, gravel-sand mixtures, little or no fines Poorly-graded gravels, gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-silt mixtures Well-graded sands, gravelly sands, little or no fines Poorly-graded sands, gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Determine percentages of sand and gravel from grain size curve, Depending on percentage of fines (fraction smaller than No. 200 sieve) coarse-grained soils are classified as follows: Less than 5 percent... GW, GP, SW, SP More than 12 percent... GM, GC, SM, SC 6 to 12 percent... Borderline case4s requiring dual symbols** C = U D 60 D 10 greater than 4; Not meeting all gradation requirements for GW Atterberg limits below "A" line or P.I. less than 4 Atterberg limits above "A" line or P.I. greater than 7 Not meeting all gradation requirements for SW Atterberg limits below "A" line or P.I. less than 4 Atterberg limits above "A" line or P.I. greater than 7 C C = ( D 30 ) 2 D10 x D 60 between 1 and 3 Above "A" line with P.I. between 4 and 7 are borderline cases requiring use of dual symbols D ( D = greater than 6; 30 ) 2 60 C C = between 1 and 3 U D C 10 D10 x D 60 Above "A" line with P.I. between 4 and 7 are borderline cases requiring use of dual symbols Particle Size Sieve sizes mm Material < #200 < Silt or clay Sand #200 to # to 0.42 Fine #40 to # to 2.00 Medium #10 to # to 4.76 Coarse Fine-Grained soils (More than half the material is smaller than No. 200 sieve size) * ** Silts and Clays (Liquid limit less than 60) Silts and Clays (Liquid limit greater than 60) Highly Organic Soils ML CL OL MH CH OH Pt Inorganic silts and very fine sands, rock floor, silty or clayey fine sands or clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or distomaceous fine sandy or silty soils, organic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silts Peat and other highly organic soils MH OR OH 10 7 CL-ML 4 ML OR OL LIQUID LIMIT (LL) Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg Limits: suffix d used when L.L. is 23 or less and the P.I. is 6 or less; the suffix is used when L.L. is greater than 26. Borderline classifications used for soils possessing characteristics of two groups are designated by combinations of groups symbols. For example; GW-GC, well-graded gravel-sand mixture with clay binder. PLASTICITY INDEX (PI) FOR CLARIFICATION OF FINE-GRAINED SOIL AND FINE-GRAINED FRACTION OF COARSE-GRAINED SOILS OR CL OL Plasticity Chart OR CH OH "U" LINE "A" LINE Particle Size Material mm Sieve Gravel Fine 4.76 to 19.1 #4 to 3/4 in. 3/4 in. to 3 in. 3 in. to 12 in. 12 in. to 36 in. Coarse 19.1 to to to Cobble Boulders

20 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. 1 NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) B-1 Sheet 1 of 2 LONGITUDE (degrees) (LABORATORY CLASSIFICATION) BROWN VERY LOOSE SILTY SAND WITH GRAVEL, MOIST DESCRIPTION OF MATERIALS PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS GLACIAL TILL CONSISTING OF BROWN VERY STIFF TO HARD SANDY LEAN CLAY WITH GRAVEL, MOIST LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ DATE 8/7/17 8/7/17 TIME 10:00 10:30 RUN ' TO 21.0' RECOVERY = 100%. RQD = 77.1% RUN ' TO 26.0' RECOVERY = 86%. RQD = 11.7% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~21.5 FEET Continued Next Page WATER LEVEL MEASUREMENTS SAMPLED BCR ACR CASING 31 OUT CAVE-IN Calibrated Penetrometer Unconfined Compression WATER DRY BORING STARTED BORING COMPLETED DRILLER DRAWN BY DRILLER NOTES POSSIBLE COBBLES AND BOULDERS 100TRANSITION TO BEDROCK MAY INCLUDE LARGE DISLODGED ROCK SLABS WITH HIGHLY WEATHERED ZONES BELOW 8/4/17 8/7/17 KGES RIG D. ALLEN 100 APPROVED 7822DT

21 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) B-1 Sheet 2 of 2 LONGITUDE (degrees) DESCRIPTION OF MATERIALS (LABORATORY CLASSIFICATION) PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS BCR 27.5 RUN ' TO 31.0' RECOVERY = 80%. RQD = 26.3% RUN ' TO 36.0' RECOVERY = 80%. RQD = 26.3% LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ FRESH SHALE FRESH SLATE RUN ' TO 41.0' RECOVERY = 100%. RQD = 53.3% FRESH SLATE RUN ' TO 46.0' RECOVERY = 100%. RQD = 57.5% FRESH SLATE FRESH SHALE RUN ' TO 50.0' RECOVERY = 100%. RQD = 0% FRESH SHALE FRESH SLATE End of 50 feet Calibrated Penetrometer Unconfined Compression

22 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. 1 2 NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) B-2 Sheet 1 of 1 LONGITUDE (degrees) DESCRIPTION OF MATERIALS (LABORATORY CLASSIFICATION) GLACIAL TILL CONSISTING OF GRAY-BROWN SOFT TO HARD SANDY LEAN CLAY WITH GRAVEL, MOIST PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS GLACIAL TILL CONSISTING OF BROWN VERY STIFF TO HARD SANDY LEAN CLAY WITH GRAVEL, MOIST DRILLER NOTES POSSIBLE COBBLES AND BOULDERS LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ BCR DATE /1/17 8/1/17 TIME 10:00 10:30 RUN ' TO 26.5' RECOVERY = 70%. RQD = 20.8% RUN ' TO 31.0' RECOVERY = 89%. RQD = 39.4% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~28.5 FEET End of 31 feet WATER LEVEL MEASUREMENTS SAMPLED BCR ACR CASING 31 - CAVE-IN Calibrated Penetrometer Unconfined Compression WATER 28.5 DRY BORING STARTED BORING COMPLETED DRILLER DRAWN BY 8/1/17 8/1/17 KGES RIG D. ALLEN 100 APPROVED TRANSITION TO BEDROCK MAY INCLUDE LARGE DISLODGED ROCK SLABS WITH HIGHLY WEATHERED ZONES BELOW 7822DT

23 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. 1 NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) B-3 Sheet 1 of 2 LONGITUDE (degrees) (LABORATORY CLASSIFICATION) GLACIAL TILL CONSISTING OF BROWN MEDIUM STIFF TO HARD SANDY LEAN CLAY WITH GRAVEL, MOIST DESCRIPTION OF MATERIALS PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ DATE 8/8/17 8/8/17 TIME 10:00 10:30 RUN ' TO 17.0' RECOVERY = 67%. RQD = 19.4% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~16 FEET RUN ' TO 22.0' RECOVERY = 20%. RQD = 0% RUN ' TO 27.0' RECOVERY = 90%. RQD = 25.8% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~26.5 FEET Continued Next Page WATER LEVEL MEASUREMENTS SAMPLED BCR ACR CASING 37 - CAVE-IN Calibrated Penetrometer Unconfined Compression WATER DRY BORING STARTED BORING COMPLETED DRILLER DRAWN BY 8/7/17 8/8/17 KGES RIG D. ALLEN 100 APPROVED DRILLER NOTES POSSIBLE COBBLES AND BOULDERS TRANSITION TO BEDROCK MAY INCLUDE LARGE DISLODGED ROCK SLABS WITH HIGHLY WEATHERED ZONES BELOW 7822DT

24 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) B-3 Sheet 2 of 2 LONGITUDE (degrees) DESCRIPTION OF MATERIALS (LABORATORY CLASSIFICATION) PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS 27.5 RUN ' TO 32.0' RECOVERY = 100%. RQD = 0% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~29 FEET BCR 32.5 RUN ' TO 37.0' RECOVERY = 100%. RQD = 16.7% LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ FRESH SHALE FRESH SLATE RUN ' TO 42.0' RECOVERY = 100%. RQD = 48.8% FRESH SLATE RUN ' TO 47.0' RECOVERY = 100%. RQD = 46.7% FRESH SLATE FRESH SHALE RUN ' TO 50.0' RECOVERY = 100%. RQD = 0% FRESH SHALE End of 50 feet Calibrated Penetrometer Unconfined Compression

25 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. 1 2 NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) B-4 Sheet 1 of 1 LONGITUDE (degrees) (LABORATORY CLASSIFICATION) GLACIAL TILL CONSISTING OF BROWN MEDIUM STIFF TO HARD SANDY LEAN CLAY WITH GRAVEL, MOIST DESCRIPTION OF MATERIALS PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ BCR DATE /2/17 8/2/17 TIME 10:00 10:30 RUN ' TO 21.0' RECOVERY = 62%. RQD = 14.2% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~19 FEET RUN ' TO 26.0' RECOVERY = 24%. RQD = 0% RUN ' TO 30.0' RECOVERY = 93%. RQD = 35.4% End of 30 feet WATER LEVEL MEASUREMENTS SAMPLED BCR ACR CASING 30 - CAVE-IN Calibrated Penetrometer Unconfined Compression WATER DRY BORING STARTED BORING COMPLETED DRILLER DRAWN BY 8/1/17 8/2/17 KGES RIG D. ALLEN 100 APPROVED TRANSITION TO BEDROCK MAY INCLUDE LARGE DISLODGED ROCK SLABS WITH HIGHLY WEATHERED ZONES BELOW 7822DT

26 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. 1 NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) B-5 (LABORATORY CLASSIFICATION) BROWN SOFT SANDY SILT, MOIST Sheet 1 of 1 LONGITUDE (degrees) DESCRIPTION OF MATERIALS PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ DATE TIME GLACIAL TILL CONSISTING OF BROWN VERY STIFF TO HARD SANDY LEAN CLAY WITH GRAVEL, MOIST RUN ' TO 15.0' RECOVERY = 82%. RQD = 8.3% RUN ' TO 20.0' RECOVERY = 84%. RQD = 33.8% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~19.7 FEET RUN ' TO 25.0' RECOVERY = 22%. RQD = 0% RUN ' TO 30.0' RECOVERY = 42%. RQD = 0% End of 30 feet WATER LEVEL MEASUREMENTS SAMPLED CASING CAVE-IN Calibrated Penetrometer Unconfined Compression WATER 7/31/17 10:00 WD 10 DRY BORING STARTED BORING COMPLETED DRILLER DRAWN BY 7/31/17 7/31/17 KGES RIG D. ALLEN APPROVED TRANSITION TO BEDROCK MAY INCLUDE LARGE DISLODGED ROCK SLABS WITH HIGHLY WEATHERED ZONES BELOW 7822DT

27 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. 1 NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) B-6 (LABORATORY CLASSIFICATION) BROWN MEDIUM STIFF SANDY SILT, MOIST Sheet 1 of 1 LONGITUDE (degrees) DESCRIPTION OF MATERIALS PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS GLACIAL TILL CONSISTING OF BROWN VERY STIFF TO HARD SANDY LEAN CLAY WITH GRAVEL, MOIST LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ BCR DATE /2/17 8/2/17 TIME 13:00 13:30 RUN ' TO 23.3' RECOVERY = 100%. RQD = 55.0% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~20.5 FEET RUN ' TO 28.3' RECOVERY = 100%. RQD = 50.8% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~24 FEET RUN ' TO 30.3' RECOVERY = 100%. RQD = 34.4% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~29 FEET End of 30.3 feet WATER LEVEL MEASUREMENTS SAMPLED BCR ACR CASING 28 - CAVE-IN Calibrated Penetrometer Unconfined Compression WATER 27.2 DRY BORING STARTED BORING COMPLETED DRILLER DRAWN BY 8/2/17 8/2/17 KGES RIG D. ALLEN APPROVED TRANSITION TO BEDROCK MAY INCLUDE LARGE DISLODGED ROCK SLABS WITH HIGHLY WEATHERED ZONES BELOW 7822DT

28 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. 1 NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) OM-1 Sheet 1 of 1 LONGITUDE (degrees) DESCRIPTION OF MATERIALS (LABORATORY CLASSIFICATION) BROWN MEDIUM DENSE SILTY SAND WITH GRAVEL, MOIST PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS GLACIAL TILL CONSISTING OF BROWN VERY STIFF TO HARD SANDY LEAN CLAY WITH GRAVEL, MOIST LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ BCR DATE 6 7 8/3/17 8/3/17 TIME 11:00 11:30 RUN ' TO 20.2' RECOVERY = 100%. RQD = 47.1% FRESH CONGLOMERATE End of 20.2 feet WATER LEVEL MEASUREMENTS SAMPLED BCR ACR CASING 15 - CAVE-IN Calibrated Penetrometer Unconfined Compression WATER 14.7 DRY BORING STARTED BORING COMPLETED DRILLER DRAWN BY 8/3/17 8/3/17 KGES RIG D. ALLEN 100 APPROVED TRANSITION TO BEDROCK MAY INCLUDE LARGE DISLODGED ROCK SLABS WITH HIGHLY WEATHERED ZONES BELOW 7822DT

29 Kenney Geotechnical Services Job No CLIENT ENGINEER DEPTH SAMPLE NO. 1 NEXTERA ENERGY SARGENT AND LUNDY, LLC SAMPLER TYPE RECOVERY GRAPHIC LOG BORING NUMBER SURFACE ELEVATION LATITUDE (degrees) OM-2 (LABORATORY CLASSIFICATION) BROWN STIFF SANDY SILT W/ GRAVEL, MOIST Sheet 1 of 1 LONGITUDE (degrees) DESCRIPTION OF MATERIALS PROJECT LOCATION EIGHT POINTS WIND ENERGY PROJECT PL STEUBEN COUNTY, NY Unconfined Compressive Strength, tons/ft. 2 MC N VALUE, blows/ft LL REMARKS GLACIAL TILL CONSISTING OF BROWN VERY STIFF TO HARD SANDY LEAN CLAY WITH GRAVEL, MOIST LOG A GNGN03 - LOG A GNGN03.GDT - 8/18/17 08:03 - C:\PROGRAM FILES (X86)\GINT\PROJECTS\ NEXTERA 8 POINTS.GPJ BCR DATE 6 7 8/3/17 8/3/17 TIME 13:00 13:30 RUN ' TO 19.5' RECOVERY = 62%. RQD = 0% NATURAL DISCONTINUITY WITH CLAY INFILL AT ~16 FEET End of 19.5 feet WATER LEVEL MEASUREMENTS SAMPLED BCR ACR CASING 13 - CAVE-IN Calibrated Penetrometer Unconfined Compression WATER 11.4 DRY BORING STARTED BORING COMPLETED DRILLER DRAWN BY 8/3/17 8/3/17 KGES RIG D. ALLEN 100 APPROVED DRILLER NOTES POSSIBLE COBBLES AND BOULDERS TRANSITION TO BEDROCK MAY INCLUDE LARGE DISLODGED ROCK SLABS WITH HIGHLY WEATHERED ZONES BELOW 7822DT

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