APPENDIX E SOILS TEST REPORTS

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1 Otsego County, NY Site Work Specifications APPENDIX E SOILS TEST REPORTS Blue Wing Services, Inc. July 1, 2010

4 Blue Wing Services May 20, 2010 Page 2 the site, was not made available to Empire at this time, and accordingly is not included in this report. The test borings were made using a Central Mine Equipment model 550X allterrain tire mounted drill rig using hollow stem auger and/or split spoon sampling techniques. Test boring C-1 was advanced in soil to a depth of 52.0 feet below the existing ground surface, where it was subsequently terminated. Test boring C-2 was advanced in soil to a depth of 20.0 feet and terminated. At test boring location C-1, split spoon samples and Standard Penetration Tests (SPTs) were taken continuously from the ground surface to a depth of 40 feet, and then in standard intervals of 5 feet or less until the boring was terminated at 52 feet. At test boring location C-2, split spoon samples and SPTs were taken in standard intervals of 5 feet or less, from the ground surface until the boring was terminated. The split spoon sampling and SPTs were completed in general accordance with ASTM D Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils. A geologist from SJB prepared the test boring logs based on visual observation of the recovered soil samples and review of the driller s field notes. The soil samples were described based on visual/manual estimation of the grain size distribution, along with characteristics such as color, relative density, consistency, moisture, etc. The test boring logs are presented in Attachment A, along with general information and a key of terms and symbols used to prepare the logs. SUBSURFACE CONDITIONS At test boring location C-1, fill soil consisting of brown-black sandy clayey silt was encountered at the ground surface and found to extend a depth of about 2 feet Beneath the fill at this location, and from the surface of boring C-2, indigenous soils were encountered which consist of predominately brown and brown-gray loose to firm sand and gravel deposits, containing varying amounts of silt. These soils were found to extend to the depths explored at the two boring locations. The SPT N values obtained in these soils ranged from 4 to 29, indicating their relative density is loose to firm. Bedrock was not encountered within the depths explored by the test borings. Freestanding water was present in boring C-1 at a depth of 38.3 feet at completion of drilling. Freestanding water was not apparent within test boring C-2 following the completion of drilling/soil sampling. It is possible that groundwater might not have had sufficient time to accumulate/stabilize in the boreholes within the time that had elapsed from the completion of drilling and the time of measurement.

5 Blue Wing Services May 20, 2010 Page 3 A loose, moist to wet sand soil zone was present in boring C-1 at a depth of about 13 to 19 feet, suggesting that some localized groundwater may be trapped or perched at that location and depth. It should be expected that groundwater conditions could vary with location and with changes in soil conditions, precipitation and seasonal conditions. GEOTECHNICAL EVALUATION AND RECOMMENDATIONS General Based on the subsurface conditions encountered in the test borings, it is recommended that the proposed communication tower foundations (i.e. spread foundations) bear in the relatively firm gravel and sand soil stratum between a depth of 5 feet and 9 feet. A relatively loose soil zone was encountered in boring C-1 between a depth of about 11 feet and 20 feet and should be avoided as the foundation bearing zone. Spread Foundation Design As stated above the spread foundations for supporting the tower structure, should bear on the firm gravel and sand soil stratum between a depth of 5 feet and 9 feet. The spread foundations can be sized based on a maximum net allowable bearing pressure of 3,000 pounds per square foot (psf). However, if the foundations would need to bear deeper than 9 feet, then further evaluation by Empire along with a reduced net allowable bearing capacity will be necessary. Isolated footings, with pedestals extending to the surface, should be at least 4 feet in width. In all cases a minimum embedment of 4 feet below final grades should be maintained for frost protection. It is estimated that the spread foundation, which are sized and constructed in accordance with our recommendations will undergo total settlement of around ¾- inch or less. Resistance to Lateral and Uplift Loads The tower foundations should be designed for a factor of safety of 1.5 (F.S.=1.5) against movement, under transient lateral and uplift loading conditions.

6 Blue Wing Services May 20, 2010 Page 4 Passive lateral soil resistance, for spread foundations, which are backfilled using a Structural Fill, as recommended below, can be computed based on a passive earth pressure coefficient (K p ) of 3.2, along with a moist soil unit weight of 130 pounds per cubic foot (pcf) and a submerged soil unit weight of 65 pcf. In addition to the passive soil resistance, sliding resistance can be computed based on a bedrock subgrade/foundation interface friction factor of Uplift design, for spread foundations, should be based on the uplift resistance of the backfill soils and the foundation structure. The weight of the soil column above the foundation, extending out at a maximum angle of 20 degrees, from the vertical line above the edge of the footing, can be added to the weight of the foundation when computing the uplift resistance. The weight of the soil column may be computed based on a moist soil unit weight of 130 pcf and a submerged soil unit weight of 65 pcf, provided the backfill is a Structural Fill, which is placed and compacted in accordance with our recommendations below. For design purposes, we recommend that temporary perched groundwater conditions be assumed at a depth of 5 feet below the ground surface. Accordingly, submerged (i.e. buoyant) soil unit weights should be used for computing both the soil passive earth pressure and uplift resistance below a depth of 5 feet. Seismic Design Criteria Based on the subsurface conditions encountered in the test borings, it is Empire s opinion that the upper 100 feet of the site should be classified as Seismic Site Class D in accordance with the criteria presented on Table of the Building Code of New York State (dated August 2007). The spectral accelerations for the project site were obtained by Empire from the United States Geological Survey (USGS) web site ( These accelerations are based on 2003 NEHRP mapping, as published in the Building Code of NYS, dated August 2007, and were obtained by using the Zip Code for the Cooperstown, New York area. The spectral response accelerations in the Cooperstown, New York area (Zip Code 13326) for the Seismic Site Class D classifications are as follows: Short Period Response (S MS ) g 1 Second Period Response (S M1 ) g

7 Blue Wing Services May 20, 2010 Page 5 The corresponding five percent damped design spectral response accelerations (S DS and S D1 ) are as follows: S DS g S D g Spread Foundation Construction Construction dewatering should be required for surface water control and for any excavations, which may encounter groundwater seepage. Surface water should be diverted away from open excavations and prevented from accumulating on exposed subgrades. It is possible that some localized trapped or perched groundwater could be present at various times and locations and could be encountered in the excavations, depending on the excavation location, depth, the permeability of the soils encountered and the actual groundwater conditions at the time of construction. It is anticipated that diversion berms, proper site grading, cutoff trenches, and sump and pump methods of dewatering will generally be sufficient to control groundwater conditions. Excavation for the foundations should be performed using methods, which minimize disturbance to the bearing subgrades. All fill, organics, and any soft, loose, wet or otherwise deleterious indigenous soil material, beneath the proposed foundation bearing grades, should be undercut and removed. Following excavation, the prepared soil bearing grades should be observed and evaluated by a representative of Empire. Placement of some compacted Structural Fill beneath the foundation, following observation of the bearing grade, may be desirable to level the bearing grade and provide a working surface for setting the reinforcing and constructing the foundation. After completion of the foundation construction, the foundation excavations should be backfilled as soon as possible and prior to construction of the superstructure. It is recommended that the foundation excavations be backfilled with a Structural Fill as recommended below.

8 Blue Wing Services May 20, 2010 Page 6 Structural Fill Material Structural Fill, which is placed as foundation backfill, should consist of a crusher run stone or crushed gravel and sand, free of clay, organics and friable or deleterious particles. As a minimum, the crusher run stone or crushed gravel and sand should meet the requirements of New York State Department of Transportation, Standard Specifications, Item M Type 4 Subbase, with the condition that if a gravel and sand product is used (vs. a crusher run stone), the gravel should be a crushed gravel material. Accordingly, the Structural Fill should have the following gradation requirements. Sieve Size Percent Finer Distribution by Weight 2 inch 100 ¼ inch No No The Structural Fill should be compacted to a minimum of 95 percent of the maximum dry density as measured by the modified Proctor test (ASTM D1557). Placement of the fill should not exceed a maximum loose lift thickness of 6 to 8 inches. It may be necessary to reduce the loose lift thickness depending on the type of compaction equipment used so that the required density is attained. The Structural Fill should have a moisture content within two percent of its optimum moisture content at the time it is compacted. CONCLUDING REMARKS This report was prepared to assist in the planning and design of the proposed communication tower planned off of 172 County Highway, Route 33 W in Cooperstown, New York. The report has been prepared for the exclusive use of Blue Wing Services and other members of the design team, for specific application to this site and this project only. The investigation program, geotechnical evaluation and recommendations were completed based on Empire Geo-Services, Inc. s understanding of the proposed project, as described herein, and through the application of generally accepted soils and foundation engineering practices. No warranties, expressed or inferred, are made by the conclusions, opinions, recommendations or services provided.

10 ATTACHMENT A SUBSURFACE EXPLORATION LOGS

13 DATE START 5/11/2010 SJB SERVICES, INC. HOLE NO. C-1 FINISH 5/11/2010 SUBSURFACE LOG SURF. ELEV SHEET 1 OF 2 G.W. DEPTH See Notes PROJECT: PROPOSED CELL TOWER SITE LOCATION: 172 COUNTY HIGHWAY, ROUTE 33W PROJ. NO.: BE C COOPERSTOWN, NEW YORK DEPTH SMPL BLOWS ON SAMPLER SOIL OR ROCK NOTES FT. NO. 0/6 6/12 12/18 N CLASSIFICATION Brown-Black Clayey SILT, some f-c Sand, tr.gravel (moist, FILL) Brown f-c GRAVEL and f-c Sand, little Silt (moist, firm, GM) (loose) Brown f-c SAND, tr.-little Silt (moist-wet, v.loose, SW) Brown Fine SAND, tr.-little Silt, tr.gravel (moist, firm, SP-SM) (moist-wet, loose) Brown Fine SAND, little-some Silt (moist, firm, SM) Brown-Grey Fine SAND, little Silt, little f-c Gravel (moist, firm, SM) Contains occasional Silt partings and seams Brown Fine SAND, tr.-little Silt (wet, firm, SP-SM) Contains little Silt (SM) No Recovery Sample #7 N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFIED BY: Geologist DRILLER: K. FULLER DRILL RIG TYPE : CME 550X METHOD OF INVESTIGATION ASTM D-1586 USING HOLLOW STEM AUGERS

14 DATE START 5/11/2010 SJB SERVICES, INC. HOLE NO. C-1 FINISH 5/11/2010 SUBSURFACE LOG SURF. ELEV SHEET 2 OF 2 G.W. DEPTH See Notes PROJECT: PROPOSED CELL TOWER SITE LOCATION: 172 COUNTY HIGHWAY, ROUTE 33W PROJ. NO.: BE C COOPERSTOWN, NEW YORK DEPTH SMPL BLOWS ON SAMPLER SOIL OR ROCK NOTES FT. NO. 0/6 6/12 12/18 N CLASSIFICATION WOH Becomes Brown-Grey (loose) WOH = Weight of Hammer and Rods Boring Complete at 52.0' Free standing water recorded at 38.3' at boring completion. 60 Ground Rod installed at completion N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFIED BY: Geologist DRILLER: K. FULLER DRILL RIG TYPE : CME 550X METHOD OF INVESTIGATION ASTM D-1586 USING HOLLOW STEM AUGERS

15 DATE START 5/12/2010 SJB SERVICES, INC. HOLE NO. C-2 FINISH 5/12/2010 SUBSURFACE LOG SURF. ELEV SHEET 1 OF 1 G.W. DEPTH See Notes PROJECT: PROPOSED CELL TOWER SITE LOCATION: 172 COUNTY HIGHWAY, ROUTE 33W PROJ. NO.: BE C COOPERSTOWN, NEW YORK DEPTH SMPL BLOWS ON SAMPLER SOIL OR ROCK NOTES FT. NO. 0/6 6/12 12/18 N CLASSIFICATION Brown SILT, little-some fine Sand, tr.gravel (moist, loose, ML) Brown f-c GRAVEL and f-c Sand, little Silt (moist, firm, GM) Brown f-c SAND, some f-c Gravel, little Silt (moist, firm, SM) No Recovery Sample # Brown Fine SAND, little-some Silt (moist, firm, SM) 25 Boring Complete at 20.0' No free standing water encountered at boring completion. Ground Rod installed at completion N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFIED BY: Geologist DRILLER: K. FULLER DRILL RIG TYPE : CME 550X METHOD OF INVESTIGATION ASTM D-1586 USING HOLLOW STEM AUGERS

16 ATTACHMENT B GEOTECHNICAL REPORT LIMITATIONS

17 GEOTECHNICAL REPORT LIMITATIONS Empire Geo-Services, Inc. (Empire) has endeavored to meet the generally accepted standard of care for the services completed, and in doing so is obliged to advise the geotechnical report user of our report limitations. Empire believes that providing information about the report preparation and limitations is essential to help the user reduce geotechnical-related delays, cost over-runs, and other problems that can develop during the design and construction process. Empire would be pleased to answer any questions regarding the following limitations and use of our report to assist the user in assessing risks and planning for site development and construction. PROJECT SPECIFIC FACTORS: The conclusions and recommendations provided in our geotechnical report were prepared based on project specific factors described in the report, such as size, loading, and intended use of structures; general configuration of structures, roadways, and parking lots; existing and proposed site grading; and any other pertinent project information. Changes to the project details may alter the factors considered in development of the report conclusions and recommendations. Accordingly, Empire cannot accept responsibility for problems which may develop if we are not consulted regarding any changes to the project specific factors that were assumed during the report preparation. SUBSURFACE CONDITIONS: The site exploration investigated subsurface conditions only at discrete test locations. Empire has used judgement to infer subsurface conditions between the discrete test locations, and on this basis the conclusions and recommendations in our geotechnical report were developed. It should be understood that the overall subsurface conditions inferred by Empire may vary from those revealed during construction, and these variations may impact on the assumptions made in developing the report conclusions and recommendations. For this reason, Empire should be retained during construction to confirm that conditions are as expected, and to refine our conclusions and recommendations in the event that conditions are encountered that were not disclosed during the site exploration program. USE OF GEOTECHNICAL REPORT: Unless indicated otherwise, our geotechnical report has been prepared for the use of our client for specific application to the site and project conditions described in the report. Without consulting with Empire, our geotechnical report should not be applied by any party to other sites or for any uses other than those originally intended. CHANGES IN SITE CONDITIONS: Surface and subsurface conditions are subject to change at a project site subsequent to preparation of the geotechnical report. Changes may include, but are not limited to, floods, earthquakes, groundwater fluctuations, and construction activities at the site and/or adjoining properties. Empire should be informed of any such changes to determine if additional investigative and/or evaluation work is warranted. MISINTERPRETATION OF REPORT: The conclusions and recommendations contained in our geotechnical report are subject to misinterpretation. To limit this possibility, Empire should review project plans and specifications relative to geotechnical issues to confirm that the recommendations contained in our report have been properly interpreted and applied. Subsurface exploration logs and other report data are also subject to misinterpretation by others if they are separated from the geotechnical report. This often occurs when copies of logs are given to contractors during the bid preparation process. To minimize the potential for misinterpretation, the subsurface logs should not be separated from our geotechnical report and the use of excerpted or incomplete portions of the report should be avoided. OTHER LIMITATIONS: Geotechnical engineering is less exact than other design disciplines, as it is based partly on judgement and opinion. For this reason, our geotechnical report may include clauses that identify the limits of Empire s responsibility, or that may describe other limitations specific to a project. These clauses are intended to help all parties recognize their responsibilities and to assist them in assessing risks and decision making. Empire would be pleased to discuss these clauses and to answer any questions that may arise.

50 Blue Wing Services May 20, 2010 Page 2 locations/orientation on the site, was not made available to Empire at this time, and accordingly is not included in this report. The test borings were made using a Central Mine Equipment model 550X allterrain tire mounted drill rig using hollow stem auger and/or split spoon sampling techniques. Both test borings were advanced in soil and weathered shale and sandstone rock to a depth of about 10 feet below the existing ground surface where auger refusal (more competent bedrock refusal) was encountered. Split spoon samples and Standard Penetration Tests (SPTs) were taken continuously from the ground surface to a depth of about 10 feet where auger refusal was met. The split spoon sampling and SPTs were completed in general accordance with ASTM D Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils. The auger refusal material encountered in both test borings was cored using a NQ size double tube core barrel in accordance with ASTM D 2113 Standard Practice for Rock core Drilling and Sampling of Rock for Site Investigation. Fifteen (15) feet and ten (10) feet of the refusal material was cored after reaching auger refusal at boring locations OT-1 and OT-2, respectively. A geologist from SJB prepared the test boring logs based on visual observation of the recovered soil and rock core samples and review of the driller s field notes. The soil samples were described based on visual/manual estimation of the grain size distribution, along with characteristics such as color, relative density, consistency, moisture, etc. The rock core samples were also described, including characteristics such as color, rock type, hardness, weathering, bedding thickness, core recovery and rock quality designation (RQD). The test boring logs are presented in Attachment A, along with general information and a key of terms and symbols used to prepare the logs. SUBSURFACE CONDITIONS Fill soils were not apparent at the surface of either test boring. Accordingly, the indigenous soils, beginning at the ground surface, consisted of a relatively thin upper stratum of red-brown silt and gravely silty sand soil deposits extending to a depth of about 2 feet. These soils are classified as ML and SM group soils using the Unified Soil Classification System (USCS). This stratum is followed by a zone of highly weathered shale and sandstone rock, which extends to a depth about 10 feet and then grades to a more competent Sandstone bedrock, as indicated by the auger refusal and subsequent bedrock cores. The SPT N values obtained in the highly weathered shale and sandstone

51 Blue Wing Services May 20, 2010 Page 3 rock were generally REF (Sample spoon refusal 50 blows or more to advance the sample spoon with less than 6-inches of penetration), indicating this matrix is of a very compact or very hard density/consistency. As mentioned above, auger refusal was encountered in each of the test borings at depths of 10.3 feet and 10.0 feet below the existing site grades. After reaching auger refusal at test boring OT-1 and OT-2, a total of 15 feet and 10 feet of bedrock was cored, respectively. The bedrock was cored in three sections at test boring OT-1 and two sections at OT-2, each section consisting of a five feet long core run. The bedrock encountered at both boring locations consisted of red-brown medium hard, sound, bedded to thickly bedded Sandstone bedrock. Core recoveries ranged from 85% to 100% and the rock quality designation (RQD) values ranged from 65% to 75%, indicating the recovered rock core has a fair rock mass quality. Freestanding water was not apparent within the test borings immediately following the completion of overburden drilling/soil sampling. We note that, groundwater, if present, might not have had sufficient time to accumulate in the boreholes within the time that had elapsed from the completion of drilling and the time of measurement. It should be expected that groundwater conditions could vary with location and with changes in soil conditions, precipitation and seasonal conditions. GEOTECHNICAL EVALUATION AND RECOMMENDATIONS General Based on the subsurface conditions encountered in the test borings, the proposed communication tower can be supported on a spread foundation system bearing within the upper highly weathered shale and sandstone rock encountered at and below a depth of about 2 to 3 feet, or on the underlying more competent Sandstone bedrock, present below a depth of 10 feet. The upper highly weathered shale and sandstone rock appears should be rippable using a large excavator equipped with a rock teeth bucket, although this effort could be difficult in some cases, particularly as the excavation depth in this stratum increases. The underlying more competent Sandstone bedrock most likely will require the use of a hydraulic/pneumatic breaker to loosen the bedrock prior to excavation if the foundation excavations would extend into this material. Accordingly, the Contractor should be prepared to handle such conditions.

52 Blue Wing Services May 20, 2010 Page 4 Spread Foundation Design Spread foundations for supporting the tower structure, should bear on the highly weathered shale and sandstone rock, or on the underlying more competent Sandstone bedrock. The bearing grade surface should be free of all soil and loose rock particles. It may be desirable to level the bearing surface with a lean concrete (f c > 500 psi) mud mat, prior to construction of the foundations. Spread foundations bearing on the upper highly weathered shale and sandstone rock above a depth of 10 feet should be sized based on a maximum net allowable bearing pressure of 5,000 pounds per square foot (psf). Spread foundations bearing on the more competent Sandstone bedrock below a depth of 10 feet can be sized based on a maximum net allowable bearing pressure of 10,000 pounds per square foot (psf). In both cases, isolated footings, with pedestals extending to the surface, should be at least 4 feet in width. In addition a minimum embedment of 4 feet below final grades should be maintained for frost protection. It is estimated that the spread foundation, which are sized and constructed in accordance with our recommendations will undergo total settlement of around ¼- inch or less on the upper highly weathered shale and sandstone rock and insignificant total settlement if bearing on the more competent Sandstone bedrock below a depth of 10 feet. Resistance to Lateral and Uplift Loads The tower foundations should be designed for a factor of safety of 1.5 (F.S.=1.5) against movement, under transient lateral and uplift loading conditions. Passive lateral soil resistance, for spread foundations, which are backfilled using a Structural Fill, as recommended below, can be computed based on a passive earth pressure coefficient (K p ) of 3.2, along with a moist soil unit weight of 130 pounds per cubic foot (pcf) and a submerged soil unit weight of 65 pcf. In addition to the passive soil resistance, sliding resistance can be computed based on a subgrade/foundation interface friction factor of Uplift design, for spread foundations, should be based on the uplift resistance of the backfill soils and the foundation structure. The weight of the soil column above the foundation, extending out at a maximum angle of 20 degrees, from the vertical line above the edge of the footing, can be added to the weight of the foundation when

53 Blue Wing Services May 20, 2010 Page 5 computing the uplift resistance. The weight of the soil column may be computed based on a moist soil unit weight of 130 pcf and a submerged soil unit weight of 65 pcf, provided the backfill is a Structural Fill, which is placed and compacted in accordance with our recommendations below. For design purposes, we recommend that temporary perched groundwater conditions be assumed at a depth of 5 feet below the ground surface. Accordingly, submerged (i.e. buoyant) soil unit weights should be used for computing both the soil passive earth pressure and uplift resistance below a depth of 5 feet. Seismic Design Criteria Based on the subsurface conditions encountered in the test borings, it is Empire s opinion that the upper 100 feet of the site should be classified as Seismic Site Class B in accordance with the criteria presented on Table of the Building Code of New York State (dated August 2007). The spectral accelerations for the project site were obtained by Empire from the United States Geological Survey (USGS) web site ( These accelerations are based on 2003 NEHRP mapping, as published in the Building Code of NYS, dated August 2007, and were obtained by using the Zip Code for the Otego, New York area. The spectral response accelerations in the Otego, New York area (Zip Code 13825) for the Seismic Site Class B classifications are as follows: Short Period Response (S MS ) g 1 Second Period Response (S M1 ) g The corresponding five percent damped design spectral response accelerations (S DS and S D1 ) are as follows: S DS g S D g Spread Foundation Construction Construction dewatering should be required for surface water control and for any excavations, which may encounter groundwater seepage. Surface water should be diverted away from open excavations and prevented from accumulating on

54 Blue Wing Services May 20, 2010 Page 6 exposed subgrades. It is possible that some localized trapped or perched groundwater could be present at various times and locations and could be encountered in the excavations, depending on the excavation location, depth, the permeability of the soils and bedrock encountered and the actual groundwater conditions at the time of construction. It is anticipated that diversion berms, proper site grading, cut-off trenches, and sump and pump methods of dewatering will generally be sufficient to control groundwater conditions. Excavation of the highly weathered shale and sandstone rock and the more competent Sandstone bedrock, should be performed using methods, which minimize disturbance to the foundation bearing grades. All soil and any loose rock material should be removed from the foundation bearing grades. Following excavation, the prepared bearing grades should be observed and evaluated by a representative of Empire. Placement of a lean concrete (f c > 500 psi) mud mat, following observation of the bearing grade may be desirable to level the bearing grade and provide a working surface for setting the reinforcing and constructing the foundation. After completion of the foundation construction, the excavations should be backfilled as soon as possible and prior to construction of the superstructure. It is recommended that the foundation excavations be backfilled with a Structural Fill as recommended below. Structural Fill Material Structural Fill, which is placed as foundation backfill, should consist of a crusher run stone or crushed gravel and sand, free of clay, organics and friable or deleterious particles. As a minimum, the crusher run stone or crushed gravel and sand should meet the requirements of New York State Department of Transportation, Standard Specifications, Item M Type 4 Subbase, with the condition that if a gravel and sand product is used (vs. a crusher run stone), the gravel should be a crushed gravel material. Accordingly, the Structural Fill should have the following gradation requirements. Sieve Size Percent Finer Distribution by Weight 2 inch 100 ¼ inch No No

56 ATTACHMENT A SUBSURFACE EXPLORATION LOGS

59 DATE START 5/12/2010 SJB SERVICES, INC. HOLE NO. OT-1 FINISH 5/12/2010 SUBSURFACE LOG SURF. ELEV SHEET 1 OF 1 G.W. DEPTH See Notes PROJECT: CELL TOWER INVESTIGATION - ROCKDALE LOCATION: 107 DUNCAN LANE PROJ. NO.: BE D OTEGO, NEW YORK DEPTH SMPL BLOWS ON SAMPLER SOIL OR ROCK NOTES FT. NO. 0/6 6/12 12/18 N CLASSIFICATION /0.4 REF /0.4 REF Red-Brown SILT, tr.sand, tr.clay (moist, compact, ML) Red-Brown Highly Weathered SHALE and Sandstone Rock (moist) REF = Sample Spoon Refusal 4 50/0.4 REF /0.3 REF 6 50/0.3 REF Red-Brown SANDSTONE rock, medium hard, sound, bedded to thickly bedded, contains occasional Shale partings and seams NQ '2' Size Rock Core RUN #1: 10.3' ' REC = Approx. 95% RQD - Approx. 70% 20 RUN #2: 15.3' ' REC = Approx. 85% RQD - Approx. 75% 25 RUN #3: 20.3' ' REC = Approx. 90% RQD - Approx. 65% 30 Boring Complete at 25.3' No free standing water reading obtained at boring completion N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFIED BY: Geologist DRILLER: K. FULLER DRILL RIG TYPE : CME 550X METHOD OF INVESTIGATION ASTM D-1586 USING HOLLOW STEM AUGERS

60 DATE START 5/13/2010 SJB SERVICES, INC. HOLE NO. OT-2 FINISH 5/13/2010 SUBSURFACE LOG SURF. ELEV SHEET 1 OF 1 G.W. DEPTH See Notes PROJECT: CELL TOWER INVESTIGATION - ROCKDALE LOCATION: 107 DUNCAN LANE PROJ. NO.: BE D OTEGO, NEW YORK DEPTH SMPL BLOWS ON SAMPLER SOIL OR ROCK NOTES FT. NO. 0/6 6/12 12/18 N CLASSIFICATION Red-Brown f-c SAND, some f-c Gravel, some Silt REF = Sample Spoon (moist, firm, SM) Refusal /0.4 REF Red-Brown Highly Weathered SANDSTONE Rock (moist) / /0.3 REF No Recovery Sample #5 5 50/0.3 REF 10 NQ '2' Size Rock Core 15 Red-Brown SANDSTONE rock, medium hard, sound, bedded to thickly bedded RUN #1: 10.0' ' REC = Approx. 95% RQD - Approx. 75% 20 RUN #2: 15.0' ' REC = Approx. 100% RQD - Approx. 70% Boring Complete at 20.0' N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW CLASSIFIED BY: Geologist DRILLER: K. FULLER DRILL RIG TYPE : CME 550X METHOD OF INVESTIGATION ASTM D-1586 USING HOLLOW STEM AUGERS

61 ATTACHMENT B GEOTECHNICAL REPORT LIMITATIONS

62 GEOTECHNICAL REPORT LIMITATIONS Empire Geo-Services, Inc. (Empire) has endeavored to meet the generally accepted standard of care for the services completed, and in doing so is obliged to advise the geotechnical report user of our report limitations. Empire believes that providing information about the report preparation and limitations is essential to help the user reduce geotechnical-related delays, cost over-runs, and other problems that can develop during the design and construction process. Empire would be pleased to answer any questions regarding the following limitations and use of our report to assist the user in assessing risks and planning for site development and construction. PROJECT SPECIFIC FACTORS: The conclusions and recommendations provided in our geotechnical report were prepared based on project specific factors described in the report, such as size, loading, and intended use of structures; general configuration of structures, roadways, and parking lots; existing and proposed site grading; and any other pertinent project information. Changes to the project details may alter the factors considered in development of the report conclusions and recommendations. Accordingly, Empire cannot accept responsibility for problems which may develop if we are not consulted regarding any changes to the project specific factors that were assumed during the report preparation. SUBSURFACE CONDITIONS: The site exploration investigated subsurface conditions only at discrete test locations. Empire has used judgement to infer subsurface conditions between the discrete test locations, and on this basis the conclusions and recommendations in our geotechnical report were developed. It should be understood that the overall subsurface conditions inferred by Empire may vary from those revealed during construction, and these variations may impact on the assumptions made in developing the report conclusions and recommendations. For this reason, Empire should be retained during construction to confirm that conditions are as expected, and to refine our conclusions and recommendations in the event that conditions are encountered that were not disclosed during the site exploration program. USE OF GEOTECHNICAL REPORT: Unless indicated otherwise, our geotechnical report has been prepared for the use of our client for specific application to the site and project conditions described in the report. Without consulting with Empire, our geotechnical report should not be applied by any party to other sites or for any uses other than those originally intended. CHANGES IN SITE CONDITIONS: Surface and subsurface conditions are subject to change at a project site subsequent to preparation of the geotechnical report. Changes may include, but are not limited to, floods, earthquakes, groundwater fluctuations, and construction activities at the site and/or adjoining properties. Empire should be informed of any such changes to determine if additional investigative and/or evaluation work is warranted. MISINTERPRETATION OF REPORT: The conclusions and recommendations contained in our geotechnical report are subject to misinterpretation. To limit this possibility, Empire should review project plans and specifications relative to geotechnical issues to confirm that the recommendations contained in our report have been properly interpreted and applied. Subsurface exploration logs and other report data are also subject to misinterpretation by others if they are separated from the geotechnical report. This often occurs when copies of logs are given to contractors during the bid preparation process. To minimize the potential for misinterpretation, the subsurface logs should not be separated from our geotechnical report and the use of excerpted or incomplete portions of the report should be avoided. OTHER LIMITATIONS: Geotechnical engineering is less exact than other design disciplines, as it is based partly on judgement and opinion. For this reason, our geotechnical report may include clauses that identify the limits of Empire s responsibility, or that may describe other limitations specific to a project. These clauses are intended to help all parties recognize their responsibilities and to assist them in assessing risks and decision making. Empire would be pleased to discuss these clauses and to answer any questions that may arise.

Civil Engineering, Surveying and Environmental Consulting WASP0059.ltr.JLS.Mich Ave Bridge Geotech.docx

Civil Engineering, Surveying and Environmental Consulting WASP0059.ltr.JLS.Mich Ave Bridge Geotech.docx 2365 Haggerty Road South * Canton, Michigan 48188 P: 734-397-3100 * F: 734-397-3131 * www.manniksmithgroup.com August 29, 2012 Mr. Richard Kent Washtenaw County Parks and Recreation Commission 2330 Platt