WIXLIB

final six (6) inch increment that the spoon is driven is not included in the determination of N.Sampler refusal is defined as a resistance of greater than 50 blows per six (6) inches of penetration.An NX size core barrel was used to collect five (5) foot bedrock samples. The Rock QualityDesignation (RQD) values were then determined in the field for the bedrock core samples. RQD isdefined as the sum of the length of core pieces 4 inches and longer, divided by the length of the corerun, expressed as a percentage. The RQD values provide an indication of the relative degree ofjointing or fracturing of the bedrock.4.0SUBSURFACE CONDITIONS4.1Regional GeologyAccording to the Surficial Geologic Map of New York, Lower Hudson Sheet (Donald H. Cadwell,1989), the surficial soils at the project site are mapped as kame deposits or outwash generallycomprised of fine to course gravel and sand.According to the Bedrock Geologic Map of New York, Lower Hudson Sheet (Donald W. Fisher,Yngvar W. Isachsen, & Lawrence V. Rickard, 1970), the bedrock underlying the project site ismapped as the Wappinger Group, consisting of Fishkill limestone and dolostone.4.2Subsurface StratigraphyThe subsurface conditions encountered within the footprints of the proposed structures are describedon the subsurface logs, included in Appendix B. The subsurface conditions encountered cangenerally be described as follows, in order of increasing depth:Topsoil: A 2.0 ft. thick layer of topsoil was encountered at the ground surface in boring B-2.Fill: A brown to orange deposit of fill was encountered at the ground surface in boring B-1extending to an approximate depth of 2.0 feet below the ground surface. The primary component ofClough Harbour & Associates LLP-3-Green Haven Correctional FacilityStormville, New York

the fill is fine to coarse sand. This deposit also contains little silt and trace fine gravel. The fill wasvisually classified as moist. Based on the SPT resistance value (N value) of 15 blows per foot (bpf),the granular fill soil is considered medium compact in relative density.Sand: A brown to gray deposit of fine to coarse sand was encountered beneath the topsoil layer inboring B-2 extending to a depth of 10.0 feet below the ground surface. The sand contained varyingamounts of silt and fine to coarse gravel. This deposit was visually classified as moist. Based onSPT resistance values ranging from 10 to 56 bpf, the sand ranged from loose to very compact inrelative density.Weathered Bedrock: Brown to gray weathered bedrock was encountered beneath the fill and sandlayers in both borings, and extended to the top of bedrock at depths of 4.0 feet to 12.5 feet below theground surface. The weathered bedrock contained varying amounts of silt, fine to coarse sand, andgravel. This deposit was visually classified as moist to wet. The SPT resistance values were greaterthan 50 bpf indicating that the weathered bedrock is very compact in relative density.Bedrock: Gray Limestone and Sandstone was encountered below the weathered bedrock in bothborings. The bedrock was hard, slightly to moderately weathered, close to very closely fractured,and had RQD values ranging from 0% to 50% denoting poor to very poor rock quality.4.3GroundwaterGroundwater was encountered at a depth of 11.0 feet below ground surface in boring B-2. Theboreholes were only open a short time; therefore, groundwater observations recorded during drillingoperations may not represent static conditions.Seasonal factors such as temperature andprecipitation also affect groundwater levels; therefore, water levels may differ from those shown onthe boring logs and described in this report.Clough Harbour & Associates LLP-4-Green Haven Correctional FacilityStormville, New York

5.0CONCLUSIONS AND RECOMMENDATIONS5.1FoundationsThe proposed structures can be adequately supported on shallow spread footings bearing on the insitu subsurface materials. Shallow spread footings founded on the sand or weathered bedrock shouldbe designed using a net-allowable bearing pressure of 3,000 pounds per square foot (psf). Werecommend that all footings be founded a minimum of four (4.0) feet below final grade.Additionally, isolated footings should be no less than 3.0 feet in least dimension and continuousfootings should be a minimum of 1.5 feet wide. Foundation subgrade soils should be protected fromfreezing during construction operations.A detailed settlement analysis was beyond the scope of this study; however, based on theinformation obtained during the subsurface investigation and the recommendations detailed in thesubsequent sections, we anticipate that total settlement of the proposed footings will be less than oneinch, with differential settlements across new foundations no greater than 0.5 inches.5.1.1Water Treatment Plant AdditionBased on the boring performed within the footprint of the proposed addition to the water treatmentplant, bedrock is anticipated at or within four feet of the existing ground surface. As a result of thebedrock’s proximity to the existing ground surface, some amount of bedrock removal will benecessary in order to establish the proposed bearing grades of the various below-grade features ofthe proposed construction. The proposed clearwell will likely require the excavation/removal of aminimum of eight feet of bedrock. Based on the competency of the bedrock encountered in theboring and the anticipated area to be excavated, pneumatic spades or similar equipment isrecommended for bedrock removal.Spread footings for the proposed addition should be founded on a consistent bearing material acrossthe footprint in order to limit the potential for differential settlement; either entirely on bedrock orClough Harbour & Associates LLP-5-Green Haven Correctional FacilityStormville, New York

soil. If necessary, bedrock removal should extend an additional one foot below the proposedfoundation bearing grade and selected fill should be placed on the exposed bedrock surface toreestablish the foundation bearing grade. Refer to Section 5.5 for gradation specifications andcompaction procedures for selected fill.In addition to assuring a consistent bearing material, spread footings for the proposed additionshould be founded at a depth equal to that of the existing adjacent foundations. Proposed footingsnot immediately adjacent to the existing water treatment plant can step-up in accordance withgenerally accepted foundation engineering practices.5.1.2Water Storage TankThe boring advanced within the footprint of the proposed 100,000 gallon water storage tankindicates that spread footings to support the new structure will bear on the in situ deposit of fine tocoarse sand. It is not anticipated that bedrock will be encountered during excavations to facilitatewater storage tank foundation construction.5.2Floor SlabsFloor slabs may be supported on the existing natural sand soils, or on properly compacted selectedfill. The following features are recommended as part of the floor slab construction: The subgrade soil beneath all floor slabs should be proof rolled using a smooth drum rollerwith a static weight of at least 10 tons. The roller should operate in its vibratory mode andcomplete at least six passes at a speed not exceeding three feet per second. Areas that tendto “pump” or “weave” under the passing roller should be undercut by at least 12 inches andreestablished with structural fill. If the vibratory roller tends to “bring up” moisture, thesubgrade should be proof-rolled with the roller operating in the static mode. Any deleterious material found below the floor slab area should be removed and replacedClough Harbour & Associates LLP-6-Green Haven Correctional FacilityStormville, New York

with compacted structural fill as described in Section 5.5. A subgrade modulus of 150 pounds per cubic inch should be used for design of concretefloor slabs on the existing site soils or compacted structural fill. A minimum of six inches of Item B-12 be placed beneath the slab to enhance support andprovide a working base above the soil subgrade. The actual thickness of the stone layershould be based on design requirements. The stone should be underlain by a six ounce persquare yard or heavier, non-woven filter fabric with an apparent opening size (AOS) equal toor smaller than the U.S. Standard sieve size of 70 such as a Mirafi 160N.5.3Lateral LoadsWalls that retain earth and are restrained against lateral movement, such as the walls of the proposedclearwell, should be designed to resist “at rest” earth pressures. Selected fill shall be used to backfillthe proposed laterally loaded clearwell walls. At a minimum, selected fill shall extend behind thenew clearwell a distance equal to half the wall height. Gradation and compaction requirements forselected fill are detailed in Section 5.5. The laterally loaded clearwell walls can be designed usingthe following material properties and design data: Unit Weight, Selected Fill: Angle of Internal Friction, Selected Fill: Coefficient of At-Rest Earth Pressure (K0):0.44 Friction Factor, Formed Concrete Against Native Rock Material:0.60125 pounds per cubic foot (pcf)34oDrain tile with crushed stone should be placed along the exterior walls of the clearwell adjacent toits base. The crushed stone shall consist of Item B-12 placed with a minimum width of 12 inches.All drain tiles should be connected to a storm sewer, daylighted at a lower elevation, or lead to asump equipped with duplex pumps.Clough Harbour & Associates LLP-7-Green Haven Correctional FacilityStormville, New York

5.4Seismic Site Classification and Design ParametersBased on the information available from the subsurface investigation and in accordance with Section1615 of the New York State Building Code, the soil seismic site class for the proposed addition isdefined as D. In addition, the following seismic design coefficients were determined for the site: Mapped Spectral Response Acceleration for Short Periods (SS)0.281g Mapped Spectral Response Acceleration for 1.0-Second Period (S1)0.067g Site Coefficient Fa1.60 Site coefficient Fv2.40Appropriate seismic use group and occupancy factors should be assigned in accordance with theNew York State Building Code for the seismic design of the proposed structures.5.5Selected FillIn accordance with OGS Specification Section 02300, selected fill should be used for backfillingexcavations, around structures and when raising grades. Material suitable for use as selected fillshould consist of sound, durable, non-plastic sand and gravel free of stumps, roots, organic, frozenor other deleterious material. Selected fill should conform to the gradation presented on thefollowing table:Table 1: Gradation Requirements for Selected FillSieve SizePercent Passing byWeight4 inch100No. 400 to 70No. 2000 to 15The on-site soils may not meet the requirements for selected fill.Clough Harbour & Associates LLP-8-Green Haven Correctional FacilityStormville, New York

Selected fill shall be placed in loose lifts not exceeding eight (8) inches in thickness and compactedto within 95 percent of the material’s maximum dry density as determined by modified Proctor(ASTM D 1557).5.6Site PreparationThe areas within the footprint of proposed construction should be stripped of any vegetation, topsoiland deleterious materials. Subsequent to stripping the project site, the contractor shall establish theproposed grades in accordance with the recommendations detailed in this document. The exposedgrades should be cleared of any remaining loose rock and soils prior to construction. The site shouldthen be brought to grade where necessary using the materials and procedures detailed elsewhere inthis report. Selected fill should meet the gradation requirements and be compacted as indicated inSection 5.5.5.7Control of WaterThe project specifications should require that the contractor maintain dry and stable conditions at alltimes during construction operations. Suitable methods for the control of water at this site includethe use of sumps, diversion and drainage ditches and other similar methods. Pumps should be ofsufficient capacity to control the groundwater and operated in a manner which will limit thewithdrawal of fines. It is recommended that pumps be installed in sumps lined with filter fabric andcrushed stone. The crushed stone shall be comprised of Item B-12 placed on a product such asMirafi 160N or an approved equal.Surface runoff should be diverted away from excavations during construction.Clough Harbour & Associates LLP-9-Green Haven Correctional FacilityStormville, New York

6.0EXCAVATIONSAll excavations should be performed in accordance with the Occupational Safety and HealthAdministration (OSHA) standards, and applicable state and local codes. In areas where sufficientsloping of excavation cuts is not possible, the excavation should be shored, sheeted and braced. Thedesign of temporary excavation support systems shall be by a registered Professional Engineer in theState of New York.7.0OBSERVATION DURING CONSTRUCTIONThe final bearing surface for all structures shall be carefully inspected by a qualified geotechnicalengineer to ascertain that the subgrade has been properly prepared. The materials used as fill shallbe tested by a qualified soils laboratory to verify they meet the specified gradations, and todetermine their optimum moisture content and maximum dry density for compaction. In-placedensity tests should be performed to verify that compaction methods and equipment achieve therequired densities.8.0CLOSUREThe geotechnical recommendations presented in this report are based, in part, on project andsubsurface information available at the time this report was prepared, and in accordance withgenerally accepted soil and foundation engineering practices. No other warranty, expressed orimplied, is made. Some variation of the subsurface conditions may occur at locations not exploredduring the subsurface investigation, and may not become evident until construction. Depending onthe nature and extent of the variations, it may be necessary to reevaluate the recommendationspresented in this report.Clough Harbour & Associates LLP- 10 -Green Haven Correctional FacilityStormville, New York

APPENDIX AFIGURESClough Harbour & Associates, LLPGreen Haven Correctional FacilityStormville, New York

Figure 1Project Location MapScale 1" 2000'CHA File No:18663.3000.1502Green Haven Correctional Facility, Stormville, NYWater Treatment Plant – OGS Project No. 43458Poughquag USGS Quad

APPENDIX BSUBSURFACE LOGSClough Harbour & Associates, LLPGreen Haven Correctional FacilityStormville, New York

LOCATION:CLIENT:06/09/2008Stormville, NYDRILL FLUID:Water @ 4'New York State Office of General ServicesCONTRACTOR:DRILLER:18663.1000.1502TIMENew England Boring ContractorsK. GolubSTART DATE and TIME:K. ArmstrongINSPECTOR:6/8/2008 10:15:00 AMGRAPHICSDEPTH(Feet)Blows Per 6"on Split SpoonSampler"N" Valueor RQD%SAMPLEFINISH DATE and TIME: 6/8/2008 11:45:00 AMSURFACEELEV:356.00 (ft; Estimated) CHECKED BY:SAMP./CORENUMBERSAMP. ADV. (ft)LEN. CORE (ft)RECOVERY(ft)DATEDRILLING METHOD:6-8-08 11:45 AMREADINGTYPEDuring Drilling4" SSAWATER CASING HOLEDEPTH BOTTOM BOTTOM(ft)(ft)(ft)NONE20.73-6-7-6DESCRIPTION AND CLASSIFICATIONRemarks onCharacter ofDrilling, WaterReturn, etc.132f.m.c. SAND, little silt, little f.c. gravel,brown/tan/gray/orange, very compact, moist(COMPLETELY WEATHERED BEDROCK)354The soil in S-2 isstratified, and appears tobe decomposed rock.S-2 1.8 1.5 5-50-22-100/0.3 72SUBSURFACE LOG GREEN HAVEN CORRECTIONAL FACILITY.GPJ UPDATEDCHA.GDT 12/16/084LIMESTONE, gray/tan, hard, slightlyweathered, closely fractured, poor RQD352Auger refusal at 4'.R-1 cored at a rate ofapproximately 5 minutesper foot.R-153.36350834850%Boring terminated inLimestone at 9'.End of Boring at 9 ft1049W. Harrisf.m.c. SAND, little silt, trace f. gravel,brown/orange/tan, medium compact, moist(FILL)S-1of 1WATER LEVELOBSERVATIONSELEVATION(Feet)PROJECT NUMBER:Green Haven Correctional FacilityWater Treatment Plant - OGS Project No. 43458SUBSURFACE LOGHOLE NUMBER B-1Page 1346WATERLEVELSAND/ORWELL DATA

LOCATION:CLIENT:06/09/2008Stormville, NYDRILL FLUID:Water @ 12.5'New York State Office of General ServicesCONTRACTOR:DRILLER:18663.1000.1502START DATE and TIME:K. ArmstrongINSPECTOR:6/8/2008 12:30:00 PMGRAPHICSDEPTH(Feet)Blows Per 6"on Split SpoonSampler"N" Valueor RQD%SAMPLEFINISH DATE and TIME: 6/8/2008 3:45:00 PMSURFACEELEV:359.50 (ft; Estimated) CHECKED BY:SAMP./CORENUMBERSAMP. ADV. (ft)LEN. CORE (ft)RECOVERY(ft)DATETIMEREADINGTYPE6-8-084:00 PMEstimatedNew England Boring ContractorsK. GolubDRILLING METHOD:4" SSAWATER CASING HOLEDEPTH BOTTOM BOTTOM(ft)(ft)(ft)111121.23-6-9-10DESCRIPTION AND CLASSIFICATIONRemarks onCharacter ofDrilling, WaterReturn, etc.153582S-221.619-11-12-12f.m.c. SAND, little silt, trace f.c. gravel, brown,medium compact, moist (SM)233564SUBSURFACE LOG GREEN HAVEN CORRECTIONAL FACILITY.GPJ UPDATEDCHA.GDT 12/16/08S-321.54-4-6-7f.m.c. SAND, Some Silt, trace f.c. gravel,brown, loose, moist (SM)103546S-421.114-17-19-21f.m.c. SAND, little f.c. gravel, trace silt,brown/gray/tan, compact, moist (SP)363528S-521.814-26-30-28f.m.c. SAND, little f.c. gravel, trace silt,brown/orange/gray/tan, very compact, moist(SP)56350S-6 0.3 0.2100/0.3RS-7 0.2 0.1100/0.2R1011.2W. Harrisf.m.c. SAND, little silt, trace f. gravel, traceroots, brown/orange, medium compact, moist(SM)S-1of 2WATER LEVELOBSERVATIONSELEVATION(Feet)PROJECT NUMBER:Green Haven Correctional FacilityWater Treatment Plant - OGS Project No. 43458SUBSURFACE

a. Water Softener Skid Elevation, 6-inch DIP Water Softener Skid Outlet Piping, Delete: "6-inch OSY Gate Valve." APPENDIX - CONSTRUCTION 10. REFERENCE DRAWINGS: Add the attached Documents (Project Number 43458 - Provide Water Treatment Plant, Building No. 91 - Sheet Nos. A-201, A-301, S-101, S-102) to the Project Manual, for Reference .