2.0 METHOD OF INVESTIGATION

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2 The site currently serves as an athletic field for Beacon High School. As we understand it, the project entails miscellaneous improvements to the existing athletic field, to include a new artificial turf playing surface and bleachers, along with stormwater drainage and lighting upgrades. After the existing field is cleared, grubbed and topsoil is removed, the majority of the new field will be constructed on clean/draining imported fill. It is assumed the new lighting will be fixed upon new mast or tower type supports. Topographic mapping by others furnished for our use indicates that existing grades across the athletic field are relatively flat, between elevations of about 166 and 168 feet, and that no appreciable grade changes are planned in association with the proposed artificial turf field (with proposed finished grade between elevations of and feet, it appears cuts and fills will not exceed two to three feet). Overall drainage in the vicinity of the high school appears to be to the southwest. 2.0 METHOD OF INVESTIGATION Test Borings Subsurface conditions at the site were investigated through the completion of 12 test borings. These included four conventional test borings in the general vicinity of proposed light poles and bleachers (B-series), and eight which were performed in the existing/ proposed field area for infiltration testing (I-series). The test locations were selected by Rhinebeck Architecture and/or others and were staked in the field by Empire (within the limitations of access and any underground/overhead utilities). The approximate as-drilled locations of the test borings are shown on the subsurface investigation plan (Figure 2). Existing ground surface elevations at the borehole locations were estimated from the topographic mapping provided and should be considered approximate. The test borings were completed between March 27 and 30, 2018 by Empire s affiliated drilling and materials testing company, SJB Services, Inc., using a CME-550X ATVmounted drill rig equipped with hollow-stem augers. As the augers were advanced, split spoon samples and Standard Penetration Tests (SPTs) were taken on a continuous basis to a depth of eight feet, and at standard five foot intervals beyond the zone of continuous sampling where applicable. The split spoon sampling and SPTs were completed in general accordance with ASTM D1586 Standard Test Method for Penetration Test and Split- Barrel Sampling of Soils. The boreholes were thus advanced to their planned termination depth or to the depth of refusal. Total depths were between 8.0 and 21.0 feet below the existing ground surface (bgs). A geotechnical engineer prepared individual subsurface logs based on visual/manual classification of the recovered soil samples and review of the driller s field notes. The samples were described based on estimation of grain size distribution, and characteristics Empire Geo-Services Project No.: AE Beacon High School - Beacon, NY Page 2 of 11

3 such as color, relative density or consistency, moisture condition, etc. The subsurface logs are presented in Attachment A, together with a summary sheet and key which explains the terms and symbols used in their preparation. Field Infiltration Tests A total of eight field infiltration tests were performed, one immediately adjacent to each of the I-series boreholes and correspondingly designated. The infiltration tests were performed in general accordance with the procedure outlined in the New York State Stormwater Management Design Manual. At each location, this involved the installation of temporary four-inch diameter casing to a target depth approximately six feet below grade, and filling the casing with water to allow for a period of presoak. After the presoak period, the casing was re-filled with water as necessary to produce a standing water column of approximately 24 inches inside the pipe, and the drop in head was measured after a period of one hour. The casing was again refilled and the process was repeated three times, for a total of four cycles at each location. The stabilized infiltration rate is taken as the average observed drop in head inside the casing over the four timed intervals, or the observed drop in head over the last timed interval. The infiltration rate averaged over the four timed intervals was found to range from nil to 1.5 inches per hour (in/hr) at the locations tested, while the infiltration rate over the last timed interval was nil at each location. Infiltration test results are presented for your use in Attachment B of this report. Note that field conditions were seasonally wet at the time of investigation. Laboratory Testing Selected soil samples were submitted for geotechnical laboratory testing to confirm the visual classifications and provide soil index properties for use in our analysis. Laboratory testing was performed by the following standard methods: Moisture content by ASTM D2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass Grain size by ASTM C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates Organic content by ASTM D2974 Standard Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils Atterberg limits by ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils Results of the laboratory testing are presented in Attachment C, and are discussed elsewhere herein where referenced and as appropriate. Empire Geo-Services Project No.: AE Beacon High School - Beacon, NY Page 3 of 11

4 3.0 SUBSURFACE CONDITIONS The individual subsurface logs should be referenced for the conditions encountered at each test boring location. A summary of these conditions by stratum is provided below. Surface and Fill Materials Topsoil was present at the ground surface at each borehole location, at estimated thicknesses between roughly 0.3 and 0.7 feet. Note the estimated topsoil thicknesses are based on cursory observation/measurement at the boreholes as opposed to any rigorous examination and should not be relied upon for construction quantity estimates. Contractors should be encouraged to perform their own topsoil measurements for bidding purposes. Beneath the topsoil, obvious indications of fill (i.e., foreign or man-made materials) were absent in the recovered samples, although it is possible some of the upper soils have been reworked. Indigenous Soils Underlying the topsoil were apparently native overburden soils comprised for the most part of interbedded silts and sands with lesser amounts of clay and gravel. These soils were typically loose in relative density. Cobbles and boulders were also occasionally present. Note that a layer of organic silt of limited thickness (about 6 to 12 inches) was revealed at a depth of about seven feet at borehole B-1 and six feet at B-4. Slightly organic silt was also noted between the depths of seven and eight feet at borehole I-8. Laboratory testing revealed the organic matter content of this material at B-1 to be 6.0 percent. With depth, the soils tended to became more penetration resistant, grading to firm to compact silts and/or sands with weathered rock fragments, collectively exhibiting the characteristics of glacial till. The glacial till was found to be shallowest at borehole B-3, where it was encountered at a depth of approximately six feet bgs. At boreholes B-1, B-2 and B-4, the glacial till was encountered between the depths of about 9 and 13 feet. Bedrock Bedrock was not penetrated within the depths explored, although the auger refusal met at boreholes B-1 and B-3 (depths of 17.9 and 10.2 feet, respectively) may be an indication the bedrock surface was reached or nearly reached at these locations. No rock coring was performed to confirm this. For information purposes, the Geologic Map of New York - Lower Hudson Sheet (New York State Education Department, 1970) indicates bedrock beneath the project area consists of graywacke and shale of the Austin Glen formation. Groundwater Conditions Based on the recovery of wet soil samples and water level measurements in the boreholes, Empire Geo-Services Project No.: AE Beacon High School - Beacon, NY Page 4 of 11

5 it appears that groundwater was present between the depths of about three and four feet bgs at the time of investigation. As indicated previously, the investigation took place in the spring after snowmelt when the ground was especially wet and soft (it was necessary to lay down plywood to move the drill rig from borehole-to-borehole so as not to damage the field). In general, it appears the groundwater is perched or trapped atop relatively impermeable glacial till and/or bedrock at depth. Perched groundwater may be more prevalent during seasonally wet periods and following heavy or extended periods of precipitation. It should be expected that groundwater conditions, and the extent of any perched water, will vary with location and with seasonal fluctuations in precipitation and runoff. 4.0 CONCLUSIONS AND RECOMMENDATIONS The site is considered suitable for the planned construction, although relatively shallow groundwater (and possibly bedrock in places) will be a consideration in planning for design and construction. The limited presence of organic soils should also be taken into account. Based on the conditions disclosed by our investigation, we offer the following general conclusions, which are followed by more specific recommendations in the subsequent report sections. 1) New foundations may be supported on undisturbed native soils, or on imported structural fill which is placed over the native soils after all topsoil is removed, along with any organic soils, existing fill or otherwise unsuitable materials which may be found. 2) Cognizant that bedrock may be relatively shallow in places, some rock excavation may be necessary to seat light pole foundations at sufficient depth. 3) It is expected that soils which are excavated for foundation construction will be variable in composition and in general excessively silty. We therefore recommend the use of imported granular fill for foundation backfill. Excavated onsite soils should be separated and wasted, or reused in landscape areas only. 4) Some groundwater will likely be encountered in foundation excavations. We expect that for the most part, it will occur as relatively slow seepage and be of limited volume, and that standard sump and pump methods will be adequate to dewater shallow excavations during construction. However, deeper excavations or those situated in sandier soils may yield more substantial amounts of water, potentially requiring more rigorous means of dewatering (e.g., the use of well points). Thorough dewatering will be necessary to provide safe and stable excavation conditions. Groundwater will also be a consideration in the design and construction of drilled shafts, as discussed further herein in section Foundation Design Spread Foundations Conventional spread foundations may be proportioned for a maximum net allowable soil Empire Geo-Services Project No.: AE Beacon High School - Beacon, NY Page 5 of 11

6 bearing pressure of 1,500 pounds per square foot (psf). Continuous foundations should have a minimum width of two feet, and individual foundations should have a minimum width of three feet. All exterior foundations should be seated at least four feet below final adjacent grades for frost protection. Interior foundations (beneath heated spaces, if any) should bear at a nominal depth of two feet or greater below finished floor to develop adequate bearing capacity. Foundations may be seated directly on undisturbed native soils, or on imported structural fill which is placed over the native soils after all existing topsoil is removed, along with any organic soils, existing fill or otherwise unsuitable materials which may be found. Bearing grades should be carefully inspected at the time of excavation to ensure that foundations are constructed on suitable materials. Where over-excavation is required beneath foundations to remove unsuitable material, the excavation should extend horizontally beyond each side of the foundation a distance equal to at least one-half the depth of the undercut below the final bearing grade elevation. Any water which enters foundation excavations should be promptly removed, together with any softened bearing grade materials. All final bearing grades should be firm, stable, and free of any loose soil, mud, water or frost. Assuming that foundations are designed and constructed as recommended, total settlement is not expected to exceed one inch. Any such settlement should occur as construction proceeds and proportionally as loads are applied. Drilled Shaft Foundations Where drilled shaft (concrete pier) foundations are used for support of light poles, we recommend a minimum shaft diameter of two feet and a minimum embedment depth of 10 feet. An allowable end bearing pressure of 3,000 psf may be assumed at this depth or below. Side shear resistance for a drilled shaft foundation can be calculated based on an allowable unit side shear resistance of 50 psf for the embedded length of foundation below a depth of five feet bgs. In any event, foundations should be seated on or within undisturbed native soils as described above (or bedrock). Additionally, grade should be maintained at the top of foundation or higher for a minimum of five feet around the pole base in sloping areas. 4.2 Resistance to Lateral, Overturning and Uplift Loads Lateral Movement and Overturning Foundations should be designed for a minimum factor of safety of 2.0 (FS 2.0) against lateral movement and overturning. Consideration may be given to relaxing the required factor of safety to 1.5 for temporary or transient loads (or as stipulated by any governing Empire Geo-Services Project No.: AE Beacon High School - Beacon, NY Page 6 of 11

7 codes). Lateral resistance for spread/mat foundations which are backfilled with a suitable granular fill can be calculated based on a passive earth pressure coefficient (K p) of 3.0 and a moist soil unit weight of 120 pounds per cubic foot (pcf). Sliding resistance can be calculated based on an unfactored soil/foundation interface friction factor of 0.35 where foundations are seated on native soil subgrades. Lateral soil resistance for drilled shafts in overburden can be calculated based on a passive earth pressure coefficient (K p) of 2.8 and a moist soil unit weight of 115 pcf to represent the native silts and sands. Uplift Foundations should be designed for a minimum factor of safety of 3.0 against uplift. Where anticipated uplift is due solely to wind or seismic loading, consideration may be given to relaxing the required factor of safety to 2.0 (again, or as stipulated by any governing codes). Uplift design for spread/mat foundations may be based on the dead weight of the backfill soils and the foundation structure itself. The weight of the trapezoidal soil column above the foundation, extending out at a maximum angle of 20 degrees above its edges, can be added to the weight of the foundation when calculating uplift resistance. The weight of the soil column may be calculated based on a moist unit weight of 120 pcf provided the backfill is a suitable granular fill which is placed and compacted as outlined in Attachment D. The uplift capacity of drilled shafts may include the resistance developed by the dead weight of the shaft itself along with that contributed by side shear resistance. Uplift side shear resistance in the native overburden soils can be calculated based on an allowable unit side resistance of 25 psf (based on FS = 3.0) for the embedded length of foundation below a depth of five feet bgs. For design purposes, we recommend that groundwater be assumed at a depth of three feet below the ground surface. Accordingly, submerged (i.e., buoyant) unit weights should be used for soil and foundation materials below these depths. 4.3 Site Preparation and Construction Construction Dewatering Some groundwater will likely be encountered in foundation excavations. We expect that for the most part, it will occur as relatively slow seepage and be of limited volume, and that standard sump and pump methods will be adequate to dewater shallow foundation excavations during construction. Empire Geo-Services Project No.: AE Beacon High School - Beacon, NY Page 7 of 11

8 However, deeper excavations or those situated in sandier soils may yield more substantial amounts of water, potentially requiring more rigorous means of dewatering (e.g., the use of well points). Without adequate dewatering, excessive groundwater seepage and/or rapid instability of the trench sidewalls and bottom (such as sand boils) may occur, possibly compromising worker safety. The contractor should be encouraged to dig some tests pits in advance of construction to help plan dewatering efforts. Any seepage of groundwater or collected precipitation should be intercepted and maintained below the excavation bottom, such that construction proceeds in the dry. Groundwater associated impacts on construction may be lessened if site development is planned during seasonally dry periods. Excavation for Spread Foundation Construction Excavation to the proposed bearing grades for foundation construction should be performed using a method which limits disturbance to the bearing grade soils, such as a backhoe equipped with a smooth blade bucket. All topsoil should be removed from beneath proposed foundation bearing grades, along with any organic soils, existing fill, disturbed or otherwise unsuitable materials which may be found. Subgrades should be carefully inspected during construction to verify that foundations are constructed on suitable materials. The native soil bearing grades should be observed and evaluated by the geotechnical engineer prior to foundation construction, or where overexcavation is required, before placement of structural fill. Placement and compaction of any structural fill beneath foundations should be as outlined in Attachment D. All bearing grades for foundation construction should be protected from precipitation and surface water. Water should not be allowed to accumulate on the bearing grades and the bearing grades should not be allowed to freeze, either prior to or after construction of foundations. Any water which enters foundation excavations should be promptly removed, together with any softened bearing grade materials. All final bearing grades should be firm, stable, and free of any loose soil, mud, water or frost. Foundation excavations should be backfilled as soon as possible and prior to construction of the superstructure. We recommend that foundation backfill consist of structural fill or suitable granular fill. Drilled Shaft Construction Occasional cobbles and boulders may hinder drilled foundation construction, as may dense glacial till and/or bedrock in places. Such conditions should be anticipated by the contractor and the excavation equipment used should be capable of penetrating such materials to the required foundation embedment depths. Empire Geo-Services Project No.: AE Beacon High School - Beacon, NY Page 8 of 11

9 Groundwater will likely be encountered in drilled shaft excavations. Plans should therefore include dewatering of the shaft excavations as necessary to allow observation of the excavation and bearing surface, and to permit construction in the dry. Where drilled shafts are constructed in the dry, the holes should be maintained in that condition for observation and placement of concrete. Should appreciable amounts of groundwater be encountered, special procedures for placing concrete below water may be implemented. It should be understood, however, that installation below water allows less direct control over the drilling operation and diminished opportunity to identify any unsatisfactory subsurface conditions which may be present. Concrete must be placed in a way that preserves its integrity as it displaces water or slurry from the borehole, as with the use of a tremie pipe. It is recommended that these methods be employed only by contractors qualified and experienced in such work. In either case, installation of temporary casing as the shaft is drilled is recommended to prevent sloughing or collapse of the excavation, and to limit entry of groundwater. Upon reaching the proposed bearing grade, loose soil and rock should be removed from the drilled pier excavation. The final bearing surface should be level or nearly so. Careful inspection of the pier installation is recommended to verify the foundations bear on suitable materials and are constructed properly. Plumbness of the shaft or pier should be maintained within one percent of its total length. Casing removal during concrete placement should proceed in a manner which maintains the level of concrete above the bottom of the casing as it is withdrawn, so as not to include unwanted collapsed soil or groundwater in the space to be occupied by freshly placed concrete. Subgrade Preparation for Athletic Field Areas Beneath new athletic field areas, all existing topsoil should be removed, along with any stumps, roots, remains of former/existing structures, excessively coarse or otherwise unsuitable material that may be found. Following removal of surface materials and excavation to proposed subgrades, the exposed subgrades should be proof-rolled to evaluate their condition. The proof-rolling should be performed prior to any required fill placement, using a smooth drum roller with a static weight of at least seven tons. The roller should be operated in the static (non-vibratory) mode and complete at least two passes over the exposed subgrades in opposite directions. All subgrades and/or proof-rolling should be observed by the geotechnical engineer. Any areas which appear wet, loose, soft, unstable or otherwise unsuitable should be undercut. Over-excavation, which may be required as a result of the evaluation, should be performed based on guidance provided the engineer. Where undercut to remove unsuitable soils and improve stability, subgrades should be backfilled with a controlled structural fill. Empire Geo-Services Project No.: AE Beacon High School - Beacon, NY Page 9 of 11

10 Suitable granular fill may be used for general grade increases and to raise site grades beneath subbase courses. Placement of material to raise site grades should be monitored by a representative of the engineer to ensure the recommendations contained herein are adhered to. Material specification and placement guidelines for imported granular fill materials are provided in Attachment D. During construction, the contractor should take precautions to limit construction traffic over prepared subgrades. Any subgrades which become damaged, rutted, unstable or are otherwise degraded should be undercut and repaired as necessary prior to placement of the subbase course. Excavation Safety All excavations must be performed in accordance with federal Occupational Safety and Health Administration (OSHA) standards, along with state and local codes, as applicable. Site soils should be considered Type C pursuant to 29 CFR Part 1926 Subpart P. The contractor is solely responsible for all aspects of excavation safety. Empire Geo-Services Project No.: AE Beacon High School - Beacon, NY Page 10 of 11

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12 Figures Site Location Map Subsurface Investigation Plan

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15 ATTACHMENT A Test Boring Logs and Key

16 DATE: PROJ. NO. AE /29/2018 START SJB SERVICES, INC. HOLE NO. B-1 FINISH 3/29/2018 SUBSURFACE LOG SURF. ELEV. +/- 167' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Brown f. SAND & SILT, trace rootlets (little mottling noted) (Moist - Loose) becomes Gray-Brown SILT, little f. sand, clay, trace rootlets (Very Moist to Wet) 5.8' Brown f. SAND, little silt (Saturated - Loose) 7' Dark Brown Organic SILT, grades Gray SILT (Very Moist - Loose) / Glacial Till: Gray f-c SAND, some Silt, Gravel, Rock frags. (Wet - Very Compact) 9.5' Driller notes auger change at 9.5' (becomes more penetration resistant) / becomes Gray weathered Rock frags w/ Brown Clayey 7 50/ SILT & f. SAND (Very Moist - Very Compact) - no recovery Driller reports practical auger refusal at 17.9'. 20 End of Boring at 18.0' Little or no measurable groundwater in augers upon completion of sampling (mucky bottom) N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

17 DATE: PROJ. NO. AE /28/2018 START SJB SERVICES, INC. HOLE NO. B-2 FINISH 3/28/2018 SUBSURFACE LOG SURF. ELEV. +/- 166' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Brown SILT & f. SAND, little gravel, clay (Moist - Loose) becomes Brown-Gray SILT, some Clay, little f. sand 4' Driller notes occasional cobbles/boulders throughout much of borehole Brown f. SAND, little silt (Very Moist - Firm) - grades Gray f. SAND & SILT (Wet - Firm) 6.5' Gray SILT (Wet - Firm) similar, w/ little clay (Wet - Loose/Medium) 13' Glacial Till: Gray SILT & f. SAND, w/ some embedded coarser Sands, Gravel, Rock frags. (Moist - Compact) Driller notes auger change at 13' (becomes more penetration resistant) grades Brown-Gray f-c SAND, some Gravel, Rock frags., little silt (Wet - Compact) End of Boring at 21.0' Water level at 5.1' in augers upon completion of sampling N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

18 DATE: PROJ. NO. AE /29/2018 START SJB SERVICES, INC. HOLE NO. B-3 FINISH 3/29/2018 SUBSURFACE LOG SURF. ELEV. +/- 167' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH 5 SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION ' Topsoil, then: Brown f. SAND & SILT, trace rootlets (some mottling noted) (Moist - Loose) becomes Gray/Orange/Brown mottled SILT, some Clay, little f. sand (Very Moist to Wet - Loose/Soft) Dark Gray SILT w/ little embedded m-c sand, trace rock frags. (Wet - Loose) 6' Glacial Till: Gray SILT & f. SAND w/ some embedded coarser Sands, Gravel, Rock frags. (Wet - Compact) 5 50/ Gray f-c SAND & Rock frags., little silt (Damp - V. Cmpct.) NOTES Driller notes intermittent cobbles/boulders / Weathered Rock frags. (Dry - Very Compact) End of Boring at 10.3' Driller initially suspects auger refusal at 8.7', but continued and met actual refusal at 10.2' N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

19 DATE: PROJ. NO. AE /30/2018 START SJB SERVICES, INC. HOLE NO. B-4 FINISH 3/30/2018 SUBSURFACE LOG SURF. ELEV. +/- 166' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Orange-Brown SILT, some Rock frags., little f. sand (Moist - Loose) ' Gray-Brown f. SAND, some Silt (Very Moist - Loose) becomes (Wet to Saturated) 5.5' Dark Brown Organic SILT w/ Peat seams (Wet to Moist - Loose) 6.5' Driller notes occasional cobbles/boulders throughout much of borehole. Gray SILT, little clay, trace rock frags. (Wet - Loose) 9' Glacial Till: Gray f. SAND w/ some embedded coarser Sands, Gravel, Rock frags. (Wet - Firm) similar / similar (Moist - Very Compact) End of Boring at 20.8' Water level at 17.1' in augers upon completion of sampling (sealed off) N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

20 DATE: PROJ. NO. AE /29/2018 START SJB SERVICES, INC. HOLE NO. I-1 FINISH 3/29/2018 SUBSURFACE LOG SURF. ELEV. +/- 168' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Brown SILT, little f. sand, clay (Moist - Loose) 2.5' Brown-Gray f. SAND, some Silt (Very Moist to Wet - Loose) grades little silt (Saturated) Gray f. SAND, little silt (Saturated - Loose) 10 End of Boring at 8.0' Upon completion of borehole, a 4" PVC pipe was installed alongside at a nominal depth of 6' for infiltration test I-1. Water added for presoak N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

21 DATE: PROJ. NO. AE /28/2018 START SJB SERVICES, INC. HOLE NO. I-2 FINISH 3/28/2018 SUBSURFACE LOG SURF. ELEV. +/ ' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Brown SILT & f. SAND, some Rock frags. (Moist - Loose) becomes Gray/Orange/Brown mottled SILT, little f. sand, clay (Very Moist) 4' Brown f. SAND, some Silt (Wet - Loose) Driller notes intermittent cobbles/boulders in upper portion of borehole (at most locations) Gray f. SAND, little silt (Saturated - Loose) 10 End of Boring at 8.0' Upon completion of borehole, a 4" PVC pipe was installed alongside at a nominal depth of 6' for infiltration test I-2. Water added for presoak N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

22 DATE: PROJ. NO. AE /27/2018 START SJB SERVICES, INC. HOLE NO. I-3 FINISH 3/27/2018 SUBSURFACE LOG SURF. ELEV. +/- 166' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Brown SILT, little f. sand, rock frags. (Moist - Loose) becomes Gray/Orange/Brown mottled SILT, little f. sand 4' Brown-Gray f. SAND, little silt (Wet - Loose) 6' Gray SILT, trace f. sand (Wet - Loose) 10 End of Boring at 8.0' Upon completion of borehole, a 4" PVC pipe was installed alongside at a nominal depth of 6' for infiltration test I-3. Water added for presoak N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

23 DATE: PROJ. NO. AE /28/2018 START SJB SERVICES, INC. HOLE NO. I-4 FINISH 3/28/2018 SUBSURFACE LOG SURF. ELEV. +/ ' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES Topsoil, then: Brown SILT, some f-m Sand, Rock frags. (Moist - Loose) becomes Gray/Orange/Brown mottled SILT, some f. Sand 5 3 (Very Moist - Firm) 4' Gray-Brown f. SAND, some Silt (Wet - Loose) Gray f. SAND, little silt (Saturated - Loose) 10 End of Boring at 8.0' Upon completion of borehole, a 4" PVC pipe was installed alongside at a nominal depth of 6' for infiltration test I-4. Water added for presoak N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

24 DATE: PROJ. NO. AE /29/2018 START SJB SERVICES, INC. HOLE NO. I-5 FINISH 3/29/2018 SUBSURFACE LOG SURF. ELEV. +/ ' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Brown f. SAND & SILT, trace gravel (Very Moist - Loose) becomes Brown SILT, some f-m Sand 5 3 4' Brown-Gray f. SAND, some Silt (Very Moist to Wet - Loose) becomes Gray SILT & f. SAND w/ some embedded coarser Sands, Gravel, Rock frags. (Very Moist) 10 End of Boring at 8.0' Upon completion of borehole, a 4" PVC pipe was installed alongside at a nominal depth of 6' for infiltration test I-5. Water added for presoak N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

25 DATE: PROJ. NO. AE /28/2018 START SJB SERVICES, INC. HOLE NO. I-6 FINISH 3/28/2018 SUBSURFACE LOG SURF. ELEV. +/- 168' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Brown f. SAND & SILT (Moist - Loose) Brown-Gray f. SAND, some Silt (Very Moist to Wet - Loose) grades little silt (Saturated) Gray-Brown f. SAND, some Silt (Wet - Loose) 10 End of Boring at 8.0' Upon completion of borehole, a 4" PVC pipe was installed alongside at a nominal depth of 6' for infiltration test I-6. Water added for presoak N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

26 DATE: PROJ. NO. AE /27/2018 START SJB SERVICES, INC. HOLE NO. I-7 FINISH 3/27/2018 SUBSURFACE LOG SURF. ELEV. +/- 168' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Brown SILT & f-m SAND, little c. sand, gravel, rock frags. (Moist - Loose) Gray-Brown f. SAND, little silt (Very Moist - Loose) becomes Brown-Gray f. SAND & SILT (Wet - Loose) 6' Gray-Brown SILT, little clay, trace f. sand (Saturated - Loose/Medium) 10 End of Boring at 8.0' Upon completion of borehole, a 4" PVC pipe was installed alongside at a nominal depth of 6' for infiltration test I-7. Water added for presoak N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

27 DATE: PROJ. NO. AE /27/2018 START SJB SERVICES, INC. HOLE NO. I-8 FINISH 3/27/2018 SUBSURFACE LOG SURF. ELEV. +/- 166' SHEET 1 OF 1 G.W. DEPTH See notes PROJECT: Proposed Athletic Field Improvements LOCATION: 101 Matteawan Road Beacon High School Beacon, New York DEPTH SAMPLE NO. BLOWS ON SAMPLER 0/6 6/12 12/18 18/24 N REC. SOIL OR ROCK CLASSIFICATION NOTES ' Topsoil, then: Brown f-m SAND & SILT, little c. sand, gravel, rock frags. (Moist - Loose) becomes Gray/Orange/Brown mottled SILT, some f. Sand (Moist to Very Moist) ' Brown-Gray f. SAND, some Silt (Very Moist to Wet - Loose) ' Dark Gray SILT, some f. Sand (Very Moist - Loose) End of Boring at 8.0' Dark Gray Silt in sample no. 4 is slightly organic Upon completion of borehole, a 4" PVC pipe was installed alongside at a nominal depth of 6' for infiltration test I-8. Water added for presoak N = NO. BLOWS TO DRIVE 2-INCH SPOON 12-INCHES WITH A 140 LB. PIN WT. FALLING 30-INCHES PER BLOW DRILLER: T. Farrell DRILL RIG TYPE : CME-550X METHOD OF INVESTIGATION 4-1/4" hollow stem augers, AW rods CLASSIFICATION: Visual by Geotechnical Engineer - All recovered samples will be retained for approximately sixty () days, at which time the samples will be discarded unless directed otherwise -

28 ATTACHMENT B Infiltration Test Results

29 INFILTRATION TEST DATA SUMMARY PROJECT: Beacon High School Athletic Field LOCATION: City of Beacon, NY PROJECT NO.: AE INFILTRATION Diameter of Casing TEST POINT: I inches PRESOAK DATE: 3/29/18 PRESOAK TIME: 1 day TEST DATA Casing Stickup: 2.1 feet TEST DATE: 3/30/18 Existing Grade START OF TEST TIME: 9:00 ( El. ) IS THERE PRESOAK WATER IN TEST CASING? YES X NO Water level at start of IF YES, WHAT DEPTH: presoak from top of casing 3. FEET FROM TOP OF CASING. Total depth of feet +/- infiltration test pointfrom top of casing: NOTES: Light rain previous evening 7.6 feet Bottom of Casing 5.5 feet below ground surface DROP IN WATER LEVEL REFILLED WITH WATER, RUN START TIME END TIME ELAPSED TIME DURING TEST RUN LEVEL FROM TOP NUMBER (HOURS) (HOURS) (MIN) (FEET) OF CASING (FEET) START 3. RUN #1 9:00 10:00 3. RUN #2 10:00 11:00 3. RUN #3 11:00 12:00 3. RUN #4 12:00 1:00 AVERAGE OVER LAST TIMED INTERVAL INFILTRATION RATE (FEET PER HOUR) INFILTRATION RATE (INCHES PER HOUR) TESTED BY: D. Mullen / T. Michaud

30 INFILTRATION TEST DATA SUMMARY PROJECT: Beacon High School Athletic Field LOCATION: City of Beacon, NY PROJECT NO.: AE INFILTRATION Diameter of Casing TEST POINT: I inches PRESOAK DATE: 3/29/18 PRESOAK TIME: 1 day TEST DATA Casing Stickup: 1.0 feet TEST DATE: 3/30/18 Existing Grade START OF TEST TIME: 9:03 ( El. ) IS THERE PRESOAK WATER IN TEST CASING? YES X NO Water level at start of IF YES, WHAT DEPTH: presoak from top of casing 3.70 FEET FROM TOP OF CASING. Total depth of feet +/- infiltration test pointfrom top of casing: NOTES: Light rain previous evening 7.3 feet Bottom of Casing 6.3 feet below ground surface DROP IN WATER LEVEL REFILLED WITH WATER, RUN START TIME END TIME ELAPSED TIME DURING TEST RUN LEVEL FROM TOP NUMBER (HOURS) (HOURS) (MIN) (FEET) OF CASING (FEET) START 3.70 RUN #1 9:03 10: RUN #2 10:03 11: RUN #3 11:03 12: RUN #4 12:03 1:03 AVERAGE OVER LAST TIMED INTERVAL INFILTRATION RATE (FEET PER HOUR) INFILTRATION RATE (INCHES PER HOUR) TESTED BY: D. Mullen / T. Michaud

31 INFILTRATION TEST DATA SUMMARY PROJECT: Beacon High School Athletic Field LOCATION: City of Beacon, NY PROJECT NO.: AE INFILTRATION Diameter of Casing TEST POINT: I inches PRESOAK DATE: 3/29/18 PRESOAK TIME: 1 day TEST DATA Casing Stickup: 1.2 feet TEST DATE: 3/30/18 Existing Grade START OF TEST TIME: 9:06 ( El. ) IS THERE PRESOAK WATER IN TEST CASING? YES X NO Water level at start of IF YES, WHAT DEPTH: presoak from top of casing 6.22 FEET FROM TOP OF CASING. Total depth of feet +/- infiltration test pointfrom top of casing: NOTES: Light rain previous evening 7.0 feet Bottom of Casing 5.8 feet below ground surface DROP IN WATER LEVEL REFILLED WITH WATER, RUN START TIME END TIME ELAPSED TIME DURING TEST RUN LEVEL FROM TOP NUMBER (HOURS) (HOURS) (MIN) (FEET) OF CASING (FEET) START 4.95 RUN #1 9:06 10: RUN #2 10:06 11: RUN #3 11:06 12: RUN #4 12:06 1:06 AVERAGE OVER LAST TIMED INTERVAL INFILTRATION RATE (FEET PER HOUR) INFILTRATION RATE (INCHES PER HOUR) TESTED BY: D. Mullen / T. Michaud

32 INFILTRATION TEST DATA SUMMARY PROJECT: Beacon High School Athletic Field LOCATION: City of Beacon, NY PROJECT NO.: AE INFILTRATION Diameter of Casing TEST POINT: I inches PRESOAK DATE: 3/29/18 PRESOAK TIME: 1 day TEST DATA Casing Stickup: 0.9 feet TEST DATE: 3/30/18 Existing Grade START OF TEST TIME: 9:09 ( El. ) IS THERE PRESOAK WATER IN TEST CASING? YES X NO Water level at start of IF YES, WHAT DEPTH: presoak from top of casing 3.30 FEET FROM TOP OF CASING. Total depth of feet +/- infiltration test pointfrom top of casing: NOTES: Light rain previous evening 7.3 feet Bottom of Casing 6.4 feet below ground surface DROP IN WATER LEVEL REFILLED WITH WATER, RUN START TIME END TIME ELAPSED TIME DURING TEST RUN LEVEL FROM TOP NUMBER (HOURS) (HOURS) (MIN) (FEET) OF CASING (FEET) START 3.30 RUN #1 9:09 10: RUN #2 10:09 11: RUN #3 11:09 12: RUN #4 12:09 1:09 AVERAGE OVER LAST TIMED INTERVAL INFILTRATION RATE (FEET PER HOUR) INFILTRATION RATE (INCHES PER HOUR) TESTED BY: D. Mullen / T. Michaud

33 INFILTRATION TEST DATA SUMMARY PROJECT: Beacon High School Athletic Field LOCATION: City of Beacon, NY PROJECT NO.: AE INFILTRATION Diameter of Casing TEST POINT: I inches PRESOAK DATE: 3/29/18 PRESOAK TIME: 1 day TEST DATA Casing Stickup: 1.2 feet TEST DATE: 3/30/18 Existing Grade START OF TEST TIME: 9:12 ( El. ) IS THERE PRESOAK WATER IN TEST CASING? YES X NO Water level at start of IF YES, WHAT DEPTH: presoak from top of casing 2.20 FEET FROM TOP OF CASING. Total depth of feet +/- infiltration test pointfrom top of casing: NOTES: Light rain previous evening 7.0 feet Bottom of Casing 5.8 feet below ground surface DROP IN WATER LEVEL REFILLED WITH WATER, RUN START TIME END TIME ELAPSED TIME DURING TEST RUN LEVEL FROM TOP NUMBER (HOURS) (HOURS) (MIN) (FEET) OF CASING (FEET) START 3.80 RUN #1 9:12 10: RUN #2 10:12 11: RUN #3 11:12 12: RUN #4 12:12 1:12 AVERAGE OVER LAST TIMED INTERVAL INFILTRATION RATE (FEET PER HOUR) INFILTRATION RATE (INCHES PER HOUR) TESTED BY: D. Mullen / T. Michaud

34 INFILTRATION TEST DATA SUMMARY PROJECT: Beacon High School Athletic Field LOCATION: City of Beacon, NY PROJECT NO.: AE INFILTRATION Diameter of Casing TEST POINT: I inches PRESOAK DATE: 3/29/18 PRESOAK TIME: 1 day TEST DATA Casing Stickup: 0.4 feet TEST DATE: 3/30/18 Existing Grade START OF TEST TIME: 9:15 ( El. ) IS THERE PRESOAK WATER IN TEST CASING? YES X NO Water level at start of IF YES, WHAT DEPTH: presoak from top of casing 2.20 FEET FROM TOP OF CASING. Total depth of feet +/- infiltration test pointfrom top of casing: NOTES: Light rain previous evening 6.6 feet Bottom of Casing 6.2 feet below ground surface DROP IN WATER LEVEL REFILLED WITH WATER, RUN START TIME END TIME ELAPSED TIME DURING TEST RUN LEVEL FROM TOP NUMBER (HOURS) (HOURS) (MIN) (FEET) OF CASING (FEET) START 2.20 RUN #1 9:15 10: RUN #2 10:15 11: RUN #3 11:15 12: RUN #4 12:15 1:15 AVERAGE OVER LAST TIMED INTERVAL INFILTRATION RATE (FEET PER HOUR) INFILTRATION RATE (INCHES PER HOUR) TESTED BY: D. Mullen / T. Michaud

35 INFILTRATION TEST DATA SUMMARY PROJECT: Beacon High School Athletic Field LOCATION: City of Beacon, NY PROJECT NO.: AE INFILTRATION Diameter of Casing TEST POINT: I inches PRESOAK DATE: 3/29/18 PRESOAK TIME: 1 day TEST DATA Casing Stickup: 1.3 feet TEST DATE: 3/30/18 Existing Grade START OF TEST TIME: 9:18 ( El. ) IS THERE PRESOAK WATER IN TEST CASING? YES X NO Water level at start of IF YES, WHAT DEPTH: presoak from top of casing 4.70 FEET FROM TOP OF CASING. Total depth of feet +/- infiltration test pointfrom top of casing: NOTES: Light rain previous evening 7.2 feet Bottom of Casing Run #1 seems anomalous 5.9 feet below ground surface DROP IN WATER LEVEL REFILLED WITH WATER, RUN START TIME END TIME ELAPSED TIME DURING TEST RUN LEVEL FROM TOP NUMBER (HOURS) (HOURS) (MIN) (FEET) OF CASING (FEET) START 4.70 RUN #1 9:18 10: RUN #2 10:18 11: RUN #3 11:18 12: RUN #4 12:18 1:18 AVERAGE OVER LAST TIMED INTERVAL INFILTRATION RATE (FEET PER HOUR) 0.13 INFILTRATION RATE (INCHES PER HOUR) TESTED BY: D. Mullen / T. Michaud

36 INFILTRATION TEST DATA SUMMARY PROJECT: Beacon High School Athletic Field LOCATION: City of Beacon, NY PROJECT NO.: AE INFILTRATION Diameter of Casing TEST POINT: I inches PRESOAK DATE: 3/29/18 PRESOAK TIME: 1 day TEST DATA Casing Stickup: 1.3 feet TEST DATE: 3/30/18 Existing Grade START OF TEST TIME: 9:21 ( El. ) IS THERE PRESOAK WATER IN TEST CASING? YES X NO Water level at start of IF YES, WHAT DEPTH: presoak from top of casing 5.40 FEET FROM TOP OF CASING. Total depth of feet +/- infiltration test pointfrom top of casing: NOTES: Light rain previous evening 7.2 feet Bottom of Casing Run #1 disregarded as anomalous 5.9 feet below (water level rose in pipe) ground surface DROP IN WATER LEVEL REFILLED WITH WATER, RUN START TIME END TIME ELAPSED TIME DURING TEST RUN LEVEL FROM TOP NUMBER (HOURS) (HOURS) (MIN) (FEET) OF CASING (FEET) START 5.20 RUN #1 9:21 10:21 (0.40) 4.80 RUN #2 10:21 11: RUN #3 11:21 12: RUN #4 12:21 1:21 AVERAGE OVER LAST TIMED INTERVAL INFILTRATION RATE (FEET PER HOUR) INFILTRATION RATE (INCHES PER HOUR) TESTED BY: D. Mullen / T. Michaud

37 ATTACHMENT C Laboratory Test Results

38 Laboratory Test Report Project: Client: Proposed Athletic Field Improvements Beacon High School Beacon, New York Beacon City School District / Rhinebeck Architecture Date: April 20, 2018 Project No.: AE Report No.: LTR-1 Soil samples collected by SJB drill crew between March 27 and 30, ASTM D Laboratory Determination of Water (Moisture) Content of Soil and Rock Sample Identification Natural Moisture Content, % B-1, S-4, 6'-8' 42.9 B-2, S-5, 9'-11' 27.3 B-4, S-5, 9'-11' 7.3 I-1, S-3, 4'-6' 25.3 ASTM D Test Methods for Moisture, Ash and Organic Matter of Peat and Other Organic Soils Sample Identification Organic Matter Content, % B-1, S-4, 6'-8' 6.0 P.O. Box 2199 Ballston Spa, New York t (518) f (518)

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42 ATTACHMENT D General Fill Material and Earthwork Recommendations

43 ATTACHMENT D GENERAL FILL MATERIAL AND EARTHWORK RECOMMENDATIONS I. Material Recommendations A. Structural Fill Structural Fill should consist of processed sand and gravel or crusher run stone, free of clay, organics and friable or deleterious particles. As a minimum, the material should meet the requirements of NYS Department of Transportation Standard Specifications, Item or B Type 2 or 4 Subbase, with the following general gradation limits. Sieve Size Percent Finer Distribution by Weight 2 inch inch No No B. Suitable Granular Fill Suitable soil material, classified as GW, GP, GM, SW, SP and SM soils using the Unified Soil Classification System (ASTM D-2487) and having no more than 85- percent material by weight passing the No. 40 sieve, no more than 20- percent material by weight passing the No. 200 sieve and which is generally free of particles greater than 6 inches, will be acceptable as Suitable Granular Fill. It should also be free of topsoil, asphalt, concrete rubble, wood, debris, clay and other deleterious materials. Suitable Granular Fill should be used as foundation backfill. II. Placement and Compaction Requirements All controlled fill placed beneath foundations, and all foundation backfill should be compacted to a minimum 95 percent of the maximum dry density as determined by the modified Proctor test (ASTM D1557). During placement, individual fill layers should not exceed a loose lift thickness of 6 to 9 inches, and lift thickness should be limited as necessary to ensure that adequate compaction is achieved with the compaction equipment in use. Fill should have a moisture content within two percent of the optimum moisture content prior to compaction. Subgrades should be properly drained and protected from moisture and frost. Placement of fill on frozen subgrades is not acceptable. It is recommended that all fill placement and compaction be monitored and tested by D-1