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Home My WebLink About(3) PWGC Geotechnical Memo August 3, 2021 Jeffrey Strong Strong’s Yacht Center, LLC 5780 West Mill Road Mattituck, New York 11952 Re: Geotechnical Engineering Memo Report 5780 Mill Road Mattituck NY, 11952 This Geotechnical Engineering Memo Report summarizes the results of our initial subsurface investigation and presents our findings on geotechnical aspects of design and construction for the proposed development. PWGC has provided recommendations within this report that addresses comments received on the DEIS (Draft Environmental Impact Statement), such as construction vibrations and slope stability. Our understanding of the project scope is based on design plans from Young & Young dated 5/4/2021 and Jeffrey Butler PE P.C. This Memo Report covers the following portions of the proposed development: soil characterization for excavation and permanent retaining wall. We also provided an evaluation of the soil cut material with an approximate breakdown of the volumes of the various soil deposits. A second geotechnical investigation will be performed following the excavation work that will address the design and construction of the two (2) boat storage buildings. EXPLORATION SCOPE AND PROCEDURE Thirteen (13) soil borings were advanced to explore the subsurface conditions at the property. The boring locations were coordinated with the site plan to correspond to the locations of the proposed retaining wall, cut slope, boat storage buildings and haul road. Standard Penetration Testing (SPT) was conducted per ASTM 1586 with a 2’’ diameter, 2’0’’ long split spoon sampler. SPT blow counts and soil samples were taken continuously from the surface down to 12’ or 16’ below grade surface (bgs) and at five (5) foot intervals thereafter. Borings B-1 and B-2 were conducted for archeological characterization. The borings were conducted using a Geoprobe drill rig equipped with an automatic hammer and split-spoon sampling unit. The drill rig was contracted from Land Air Water Environmental Services (LAWES) based in Center Moriches, New York. The borehole locations can be found in the attached Boring Location Plan. Field test results and soil descriptions can be found in the attached boring logs. Soil was classified based on the Unified Soil Classification System (USCS) per ASTM D2488. Boring surface elevations were determined by comparing the boring locations (located using the ArcGIS Collector app) with the survey contours and spot elevations available. The standard penetration value (N) is defined as the number of blows of a 140-pound hammer, falling 30 inches, required to advance the split-spoon sampler one foot into the soil (ASTM D-1586). The sampler is lowered to the bottom of the drill hole and the number of blows is recorded for each of the four successive increments of six inches of penetration. The "N" value is the sum of the number of blows required to advance the sampler through the second and third six-inch increment. The results of the standard penetration test indicate the relative density and comparative consistency of the soils and thereby provides a basis for estimating the relative strength of the soil profile. FINDINGS - SUBSURFACE CONDITIONS The subsurface was revealed to consist of: Stratum 1: Reddish-Brown Fine Sand (SP, SP-SM, SM): A surface layer of fine-grained reddish-brown sand was encountered below the topsoil. The material consisted of medium to fine grained sand with trace to little amounts of silty sand. The material was loose in terms of relative density. The sands were classified as SP, SP-SM and SM in accordance with USCS. Stratum 1 was generally found between 0 to 17 feet bgs, with thicker deposits encountered at higher elevation borings (B-2, B-12, B-13). This material is considered suitable for foundation bearing for deposits with low silt composition. Stratum 2: Tan Medium Sand (SP, SW): The material consisted of tan and light brown, fine to coarse grained sands with trace gravel and trace silt. The material was generally found between 4 to 55 feet bgs, extending into the groundwater table. The material was loose to dense in terms of relative density. The tan sands were classified as SP and SW in accordance with USCS. Boring B-13 found a deposit with high gravel content and was classified as GP. The material is considered suitable for foundation bearing. This material was present in each boring. Stratum 3: Grey Sand with Shells, Possible Dredge Spoils (SP): A layer of coarse to medium grained grey sand was encountered at shallow depths at lower elevation borings (B-9, B-10, B-11). The material was generally found between EL. 0’ and El. +8’ NAVD88. The grey sands included trace to little amounts of shells. The material was loose in terms of relative density. The material was classified as SP in accordance with USCS. This material is considered unsuitable for foundation bearing based on the loose blow counts. PWGC believes that this material was deposited onsite as dredge spoils as it was found where the spoils were suspected of being. Additionally, this material was generally found above the groundwater table yet contained a noticeable amount of shells. Stratum 4: Organic Clay (OL, SC): A thin layer of soft grey organic clay to clayey sand was encountered between at shallow depths at lower elevation borings (B-9, B-10). The material was generally found between EL. +3’ and El. +7’ NAVD88. The clay included trace amounts of shells. The material was soft or loose in terms of relative density. The material was classified as OL or SC in accordance with USCS. This material is considered unsuitable for foundation bearing based on the loose blow counts and high fine-grained content. Stratum 5: Dense Sand and Gravel (SP): A layer of very dense, brown sand and gravel with trace silt was encountered between EL. +43’ and El. +36’ NAVD88 in only one (1) boring, B-13. The material was very dense in terms of relative density and had an SPT value of above 66 blows/ft. The material was classified as SP in accordance with USCS. This material is considered possible fill and will be removed in the excavation phase when encountered. This material was not encountered in any other location onsite. Stratum 6: Uncontrolled Fill: The eastern boundary of the project area was observed to have a deposit of uncontrolled sandy fill with debris. The material appeared to be mostly grey and brown sand with gravel. A tire and other debris was also observed to be embedded within the deposit. This deposit appears to be limited to a narrow strip along the top of the upland slope. The area was not accessible by drill rig due to the steep slope and, therefore, PWGC did not find this Stratum within the soil borings. The thickness is unknown. Groundwater was generally encountered between El. +2.5’ and El. +1.0’ NAVD88. B-11 found groundwater as shallow as El. +3.0’. Groundwater levels may fluctuate with seasonal climatic variations, precipitation events, tidal periods and changes in the land use. RESULTS - RECOMMENDED SOIL DESIGN PARAMETERS Table 1 below summarizes the soil design parameter recommendations for the generalized soil layers described in the previous section. These parameters were evaluated based on a combination of the field exploration results, calculations and engineering judgement. Table 1 – Summary of Soil Design Parameters Stratum Unit Weight, Dry (pcf) Soil Friction Angle, (degrees) Undrained Shear Strength, Su (psf) Active Earth Coefficient Subgrade Modulus (pci) Stratum 1: Reddish-Brown Fine Sand 110 30 0 0.333 150 Stratum 2: Tan Medium Sand 115 34 0 0.283 250 Stratum 3: Grey Sand w/ Shells, Dredge Spoils 100 28 0 0.361 100 Stratum 4: Organic Clay 90 - 250 50 Stratum 5: Dense Sand and Gravel (SP) 125 34 0 0.283 250 RECOMMENDATIONS – DESIGN/CONSTRUCTION OF BOAT STORAGE BUILDINGS Conventional shallow foundations (spread/strip footings) appear feasible based on the soil conditions encountered during the investigation. Further borings will be conducted after the excavation phase to confirm this recommendation. PWGC is aware that the proposed Finished Floor Elevation for the two (2) Boat Storage Buildings are El. +10.0’ NAVD88. PWGC recommends a minimum allowable bearing capacity of 1.5 tons per square foot (tsf) for soils at foundation bearing elevations for Boat Storage Building No 1. PWGC recommends a minimum allowable bearing capacity of 0.75 tons per square foot (tsf) for soils at foundation bearing elevations for Boat Storage Building No 2. Additional geotechnical investigation is required for the Boat Storage Buildings, which is understood to be completed after the excavation. PWGC recommends close study of the south footprint of Boat Storage Building No. 2 as the borings the completed in this area, B-8, B10 and B-11, indicated loose soil deposits that may require improvement for foundation bearing. The bottom of footings are recommended to bear on soils below frost depth, which is considered to be 42” below surface grade. Footings and floor slabs founded on compacted structural fill should have post-construction settlements of less than 1 inch and maximum differential settlements of less than 1/4 inch. Areas below slabs on grade should be backfilled with free- draining compacted backfill. A layer of 3/4" gravel should be installed on top of the compacted backfill to the underside of the slab on grade. Preparation of soils for foundation construction can be found in the Earthwork and Structural Fill section below. RECOMMENDATIONS – DESIGN/CONSTRUCTION OF RETAINING WALLS The proposed site plan calls for the design of a permanent retaining along the north and west boundaries of the Boat Storage Buildings. PWGC has been informed that the permanent wall will be an Evergreen Wall system designed by the propriety engineer. The wall designer has assumed a soil friction angle of 34°, cohesion of 0 psf and moist unit weight of 125 pcf. PWGC finds that these soil parameters are suitable based on our characterization of Stratums 1, 2 and 5. PWGC is also in agreement with the 250 psf surcharge load. RECOMMENDATIONS – SEISMIC SITE CLASS Based on the properties of the soils encountered in the test boring (average N<15) and PWGC’s knowledge of geologic conditions in the area of the site, a site class of ‘E’ (“soft soil” profile) is considered appropriate as determined from Table 1613.5.5 of International Building Code (IBC). According to the USGS Seismic Design Maps Tool, ASCE 7-10 and the Building Code of New York, the suggested ground motion parameters for the project area are presented in the table below: Table 2 – Seismic Design Parameters PARAMETER Ss S1 SMS SM1 SDS SD1 VALUE 0.155g 0.056g 0.387 0.196 0.258 0.131 RECOMMENDATIONS – SITE PREPARATION Any debris observed during site preparation including demolition debris, new fill and excavation areas, vegetation, topsoil, roots, and other deleterious materials that are deemed unsuitable shall be removed from the proposed construction areas and replaced with controlled fill. Site clearing, grubbing, and stripping will need to be performed during dry weather conditions. Operation of heavy equipment on the site during wet conditions could result in excessive rutting and mixing of organic debris with the underlying soils. RECOMMENDATIONS – DRAINAGE The site should be graded to provide positive drainage to reduce storm water infiltration. A minimum gradient of one percent for asphalt areas should be maintained. A three percent gradient should be maintained for landscaped areas immediately adjacent (within 10 feet) to the foundation. In general, water should not be allowed to collect near the surface of the foundation or floor slab areas of the structures during or after construction. The soils of Stratum 1 and 3 can be considered to have fair to good drainage characteristics. Stratum 2 appears to be excellent in terms of drainage characteristics. Soils of Stratum 4, encountered in Borings B-9 and B-10, have high concentrations of fines and would have poor drainage characteristics. PWGC cautions that Stratums 3 and 4 were found to exist at locations in the vicinity of the proposed drywells in Leaching Field 3. Mitigation measures to avoid poorly draining soils on the south side of Boat Storage Building No. 2 may be necessary, such as shallower leaching pools or soil mixing. RECOMMENDATIONS – EARTHWORK AND STRUCTURAL FILL Structural engineered fill should be inorganic, low plastic clay, sand, or gravel. Any existing soils with a high organic content (browns) are suitable for reuse as fill in landscaping areas only as common fill. PWGC recommends that only granular, structural fill be used within footing footprints and within 5 feet of the footing footprint. The intent of these recommendations is to reduce the potential for consolidation and settlement of new fills. Laboratory testing should be performed on the fill materials to determine the appropriate moisture-density relationship of the fill being placed. Adjustments to the soil moisture by wetting or drying should be made as needed during fill placement. Suitable fill material should be placed in lifts (lift thickness depends on type of compaction equipment, but in general, lifts of 8-inch loose measurements are recommended). Granular fills (sands and gravels) with less than 10% clays and silts should be compacted with a smooth-drum vibratory compactor, vibratory plate or Rammax trench compactor. Table 3 – Structural Fill Placement Guidelines AREAS OF FILL PLACEMENT COMPACTION RECOMMENDATIONS (ASTM D698 – STANDARD PROCTOR) MOISTURE CONTENT (PERCENT OF OPTIMUM) STRUCTURAL FILL SUPPORTING FOUNDATION 98% 0 TO MINUS 5% STRUCTURAL FILL PLACED WITHIN 5 FEET BEYOND THE PERIMETER OF FOUNDATION 95% 0 TO MINUS 5% STRUCTURAL FILL OVER FOOTINGS 95% 0 TO MINUS 5% Compaction activities should be conducted under full-time inspection with the Rubber Balloon (ASTM D2167), Nuclear Density Gauge (ASTM D2922 and D3012), or other moisture/density test methods. Compaction testing should be performed by an experienced geotechnical inspector at sufficient regularity to ensure proper compaction. Table 4 – Structural Fill Gradation Recommendations SIEVE SIZE STRUCTURAL FILL (PERCENT PASSING BY WEIGHT) COMMON FILL (PERCENT PASSING BY WEIGHT) 3 Inches 100 80-100 ½ Inch 50-100 - No. 4 35-100 20-100 No. 16 20-90 - No. 50 5-40 - No. 200 (Fines) 0-10 0-20 After the evaluations and any required remedial measures are performed, concrete should be placed as quickly as possible to avoid exposure of the foundation sub-soils to wetting, drying, or freezing. If soils in the areas of foundation support are subjected to such conditions, the footings should be re-evaluated. DEIS ITEMS The intent of this portion of the Geotechnical Memo Report is to address comments related to site concerns with respect to soil conditions, such as slope stability and vibrations during construction. PWGC is aware that the construction scope will require a soil cut in the existing upland slope of approximately 20 to 30 ft in height. Excavator and haul trucks will be accessing the site from the west via an entrance off of Mill Road. The amount of material removed via upland haul road would be 90% and the remaining 10% will be removed via routes through the existing SYC facility. Construction activities required to perform and maintain the soil cut should be planned in a manner that reduces and/or eliminates major impacts to the nearby residential properties, including the following measures: (1) Reduce vibrations by locating the haul road at sufficient distances from nearby residences. (2) Excavate and maintain the sides of soil cut at a 1.5:1 horizontal:vertical slope or shallower to prevent slope stability issues. (3) Select a permanent retaining wall system that will produce minimal vibrations to construct. (4) Select a foundation system for the Boat Storage Buildings that will produce minimal vibrations to construct. DEIS ITEM 1 – QUALITY AND QUANTITY OF CUT SOILS PWGC performed borings to investigate the soils that make up the planned excavation cut. Table 5 below shows the samples that were sent to the laboratory for sieve analysis and which Stratum they were representative of. Sieve analysis results are attached to the end of this report. Table 5 – Sieve Analysis Samples Stratum Sample Selected (Boring, Depth Interval) Stratum 1: Reddish-Brown Fine Sand Boring B-3, 4’-6’ Stratum 2: Tan Medium Sand Boring B-6, 10’-12’ Stratum 3: Grey Sand w/ Shells, Dredge Spoils Boring B-10, 6’-8’ Stratum 4: Organic Clay none Stratum 5: Dense Sand and Gravel (SP) Boring B-13, 8’-10’ Stratum 6: Uncontrolled Fill w/ Debris none PWGC evaluated the collected soil samples in terms of the soil quality for potential disposal locations and conclude the following: (1) The clean sands of Stratum 2 would likely have value as a sand material. (2) The sands of Stratums 1 and 5 would be too finely graded, have high silt content and, for Stratum 5, too high in gravel content. (3) Stratums 3 and 4 are mostly located at elevations and locations outside the soil cut. (4) Stratum 6 is uncontrolled fill with debris that is of poor quality. The soil cut volume was estimated by the design team to be approximately 123,000 CY for Phase 1 and 12,000 CY for Phase 2. These are the quantities listed on the Excavation Phasing Plan dated 5/4/21. PWGC performed calculations that break down the overall volume into the distinct Stratums that were encountered during field exploration. The calculations are based on the delineated area of the excavation, soil classifications from the field investigation and professional judgement on stratigraphy between the boring locations. Table 6 below shows the calculated anticipated volumes. Table 6 – Soil Type Breakdown of Cut Volume Stratum Phase 1: APPROXIMATE Quantity (Cubic Yards, CY) Phase 2: APPROXIMATE Quantity (Cubic Yards, CY) Total APPROXIMATE Quantity (Cubic Yards, CY) Quality as Sand Commodity Stratum 1: Reddish-Brown Fine Sand 39,240 4,611 43,851 Fair to Poor Stratum 2: Tan Medium Sand 78,985 5,867 84,852 Excellent Stratum 3: Grey Sand w/ Shells, Dredge Spoils 0 0 0 Fair Stratum 4: Organic Clay 0 0 0 Poor Stratum 5: Dense Sand and Gravel (SP) 2,675 1,522 4,197 Fair Stratum 6: Uncontrolled Fill w/ Debris 2,100 0 2,100 Poor 123,000 CY 12,000 CY DEIS ITEM 2 - SLOPE STABILITY PWGC performed soil borings B-12 and B-13 along the proposed retaining wall to characterize the soils representative at the slope of the soil cut. The boring results indicate that the soils at these locations are medium dense to dense sands with gravels (Stratum 2). Prior to the installation of the permanent retaining wall system, the soil cut is recommended to be sloped on 1.5:1 (Horizontal:Vertical) slope. This recommendation is based on OSHA guidelines for excavation safety in Type C (granular, i.e., sandy) soils. A 1.5:1 slope is a 34° angle, which is equivalent to the soil friction angle of the onsite soils as recommended previously in this report. Granular soils of this composition (sand with gravel) and relative compaction (medium dense to dense) are favorable for stable open cuts. A cut on a 34° angle taken from the base of the proposed retaining wall will not extend horizontally onto the property of the nearest resident, 5106 Mills Road. Therefore, slope stability is not a significant concern to nearby properties. DEIS ITEM 3 – VIBRATIONS Equipment and vehicles used for the soil excavation and construction will produce vibrations that are be imparted to the soils. Construction vibrations are typically recorded as Peak Particle Velocity (PPV) measured in units of in/second. The US Bureau of Mines RI 8507 report is the common reference for establishing safe construction vibration levels. Acceptable vibration levels for modern, wood-framed residential structures are established to be a maximum of 0.5 in/second. Offsite travel of the vibrations is dependent on the construction methods employed and in-situ relative density of the onsite soils. The medium dense to dense soils of Stratum 2 are favorable for limiting vibration effects. Vibrations of significant levels can be eliminated with avoiding disruptive practices such as installation of driven piles or sheet pile installation. These types of processes are not included in the proposed scope and are recommended to be avoided. Excavation and construction activity are anticipated to consist mostly of heavy vehicle traffic from excavators and haul trucks. The CALTrans Transportation and Construction Vibration Guidance Manual includes a table that lists expected vibration levels for different equipment. The equipment expected to be used during construction at this site, such as ‘Large Bulldozer’ and ‘Loaded Trucks’, are stated to have expected PPV’s at 25 ft away of 0.89 and 0.076 in/second, respectively. These PPV values are lower than the 0.5 in/sec threshold and will be separated from nearby residential properties at larger distances than 25 feet. PWGC notes the haul road layout is orientated along the west edge of the excavation, which maintains the separation distance between vehicle traffic and the closest residence. Should you have any questions or wish to discuss this report in further detail please do not hesitate to call. Very truly yours, P.W. GROSSER CONSULTING Brian Heflich, P.E. Project Manager 25 ' 50 ' 30 ' 50 ' 50 ' 15 ' 15 ' 30 ' 10 ' 10 ' 30 ' 50 ' 2. 3 5 6.5 6 6.4 1 6. 4 2 6.4 2 7.4 2 7.1 7 7.2 5 7.0 6 7.0 9 6. 8 9 7.0 5 5. 7 24.3 3 4.2 2 5. 7 4 6.4 9 54 . 7 5 58 . 9 2 60 . 4 1 46 . 6 6 45 . 9 5 46 . 6 0 47 . 3 6 44. 6 5 42 . 5 7 32 . 3 3 28 . 2 4 37 . 1 3 44 . 5 4 41 . 6 7 43 . 5 1 45 . 5 1 48 . 4 7 47 . 4 6 46 . 9 0 26 . 0 0 16 . 4 4 11 . 7 7 10 . 3 2 11 . 3 7 11 . 9 8 11. 5 1 35 . 8 9 30 . 2 1 12. 5 1 13 . 3 5 11 . 4 2 11. 9 9 14 . 0 5 11 . 8 4 10 . 3 0 11 . 0 0 100 ' F R O M WE T L A N D S B - 2 B - 1 B - 3 B - 6 B - 5 B - 4 B - 1 1 B - 1 0 B - 8 B - 7 B - 9 B - 1 2 B - 1 3 CO N S U L T A N T S 630 J o h n s o n A v e n u e . ●Sui t e 7 Boh e m i a ●NY ●11 7 1 6 - 2 6 1 8 Ph o n e : ( 6 3 1 ) 5 8 9 - 6 3 5 3 ●Fa x : ( 6 3 1 ) 5 8 9 - 8 7 0 5 E-m a i l : I N F O @ P W G R O S S E R . C O M Draw i n g N u m b e r : Shee t o f PWG C P r o j e c t N u m b e r : Title o f D r a w i n g : Clien t : Regu l a t o r y R e f e r e n c e N u m b e r : Coun t y T a x M a p N u m b e r : Num b e r R e v i s i o n D e s c r i p t i o n R e v i s i o n D a t e Proje c t : Proje c t A d d r e s s : Una u t h o r i z e d a l t e r a t i o n o r a d d i t i o n to t h i s d r a w i n g a n d r e l a t e d d o c u m e n t s is a v i o l a t i o n o f S e c t i o n 7 2 0 9 of th e N e w Y o r k S t a t e E d u c a t i o n L a w Appr o v e d B y Draw n B y Desi g n e d B y Sca l e Date C r e a t e d Date S u b m i t t e d Con t r a c t N u m b e r : 1234675P GC P.W . G R O S S E R C O N S U L T I N G E N G I N E E R AN D H Y D R O G E O L O G I S T , P . C . ST R 2 0 0 1 3 - - - SU F F O L K C O U N T Y , N E W Y O R K 1 1 9 5 2 MA T T I T U C K W M I L L R O A D IN V E S T I G A T I O N GE O T E C H N I C A L ST R O N G M A R I N E MA T T I T U C K N Y 1 1 9 5 2 57 8 0 W E S T M I L L R O A D ST R O N G S W E S T M I L L L L C - - - - BH JJA BH - 5/0 4 / 2 0 2 1 AS N O T E D PH A S E 1 : B O R I N G LO C A T I O N P L A N 1 DR I L L I N G P H A S I N G 1. PH A S E 1 : C O N D U C T B O R I N G S F O R EX C A V A T I O N , A R C H E O L O G Y A N D R E T A I N I N G WA L L B E F O R E S T A R T O F E X C A V A T I O N . 2. PH A S E 2 ( N O T S H O W N ) : C O N D U C T GE O T E C H N I C A L B O R I N G S F O R B U I L D I N G S AF T E R E X C A V A T I O N I S C O N D U C T E D T O 1 0 ' EL E V A T I O N BO R I N G L O C A T I O N P L A N - P H A S E 1 SC A L E : 1 " = 1 0 0 ' KE Y B, E X : B O R I N G , E X C A V A T I O N B, A : B O R I N G , A R C H E O L O G Y B, G W : B O R I N G . G E O T E C H - R E T A I N I N G W A L L B, G B : B O R I N G , G E O T E C H - B U I L D I N G AR E A O F A R C H E O L O G I C A L S E N S I T I V I T Y PO T E N T I A L D R E D G E S P O I L S 30 ' 30 ' 30 ' 30 ' BO R E H O L E D E P T H S : B- 1 : 1 5 ' M A C R O C O R E B- 2 , & B - 4 : 3 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 3 : 2 7 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 5 : 5 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 6 : 5 7 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 7 : 3 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 8 , & B - 1 1 : 1 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 9 , & B - 1 0 : 1 7 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 1 3 : 4 2 ' D E E P , C O N T I N U O U S T O 1 2 ' [ R E F U S A L ] NO T E : S I T E P L A N I N F O R M A T I O N O B T A I N E D F R O M DR A W I N G S D A T E D M A Y 3 , 2 0 2 1 , P R E P A R E D B Y YO U N G & Y O U N G , E N G I N E E R S & S U R V E Y O R S 25 ' 50 ' 30 ' 50 ' 50 ' 15 ' 15 ' 30 ' 10 ' 10 ' 30 ' 50 ' B - 2 B - 1 B - 3 B - 6 B - 5 B - 4 B - 1 1 B - 1 0 B - 8 B - 7 B - 9 B - 1 2 B - 1 3 CO N S U L T A N T S 630 J o h n s o n A v e n u e . ●Sui t e 7 Boh e m i a ●NY ●11 7 1 6 - 2 6 1 8 Ph o n e : ( 6 3 1 ) 5 8 9 - 6 3 5 3 ●Fa x : ( 6 3 1 ) 5 8 9 - 8 7 0 5 E-m a i l : I N F O @ P W G R O S S E R . C O M Draw i n g N u m b e r : Shee t o f PWG C P r o j e c t N u m b e r : Title o f D r a w i n g : Clien t : Regu l a t o r y R e f e r e n c e N u m b e r : Coun t y T a x M a p N u m b e r : Num b e r R e v i s i o n D e s c r i p t i o n R e v i s i o n D a t e Proje c t : Proje c t A d d r e s s : Una u t h o r i z e d a l t e r a t i o n o r a d d i t i o n to t h i s d r a w i n g a n d r e l a t e d d o c u m e n t s is a v i o l a t i o n o f S e c t i o n 7 2 0 9 of th e N e w Y o r k S t a t e E d u c a t i o n L a w Appr o v e d B y Draw n B y Desi g n e d B y Sca l e Date C r e a t e d Date S u b m i t t e d Con t r a c t N u m b e r : 1234675P GC P.W . G R O S S E R C O N S U L T I N G E N G I N E E R AN D H Y D R O G E O L O G I S T , P . C . ST R 2 0 0 1 3 RE F E R E N C E N U M B E R CO N T R A C T N U M B E R TA X M A P N U M B E R SU F F O L K C O U N T Y , N E W Y O R K 1 1 9 5 2 MA T T I T U C K W M I L L R O A D IN V E S T I G A T I O N GE O T E C H N I C A L ST R O N G M A R I N E MA T T I T U C K N Y 1 1 9 5 2 57 8 0 W E S T M I L L R O A D ST R O N G S W E S T M I L L L L C - - - - BH MB / J J A BH - 5/0 4 / 2 0 2 1 AS N O T E D PH A S E 1 : B O R I N G LO C A T I O N P L A N 2 DR I L L I N G P H A S I N G 1. PH A S E 1 : C O N D U C T B O R I N G S F O R EX C A V A T I O N , A R C H E O L O G Y A N D R E T A I N I N G WA L L B E F O R E S T A R T O F E X C A V A T I O N . 2. PH A S E 2 ( N O T S H O W N ) : C O N D U C T GE O T E C H N I C A L B O R I N G S F O R B U I L D I N G S AF T E R E X C A V A T I O N I S C O N D U C T E D T O 1 0 ' EL E V A T I O N BO R I N G L O C A T I O N P L A N - P H A S E 1 SC A L E : 1 " = 1 0 0 ' KE Y B, E X : B O R I N G , E X C A V A T I O N B, A : B O R I N G , A R C H E O L O G Y B, G W : B O R I N G . G E O T E C H - R E T A I N I N G W A L L B, G B : B O R I N G , G E O T E C H - B U I L D I N G AR E A O F A R C H E O L O G I C A L S E N S I T I V I T Y PO T E N T I A L D R E D G E S P O I L S 30 ' 30 ' 30 ' 30 ' BO R E H O L E D E P T H S : B- 1 : 1 5 ' M A C R O C O R E B- 2 , & B - 4 : 3 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 3 : 2 7 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 5 : 5 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 6 : 5 7 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 7 : 3 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 8 , & B - 1 1 : 1 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 9 , & B - 1 0 : 1 7 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 1 3 : 4 2 ' D E E P , C O N T I N U O U S T O 1 2 ' [ R E F U S A L ] NO T E : S I T E P L A N I N F O R M A T I O N O B T A I N E D F R O M SI T E P L A N S E T D A T E D M A Y 4 , 2 0 2 1 , P R E P A R E D B Y YO U N G & Y O U N G , E N G I N E E R S & S U R V E Y O R S 25 ' 50 ' 30 ' 50 ' 50 ' 15 ' 15 ' 30 ' 10 ' 10 ' 30 ' 50 ' B - 2 B - 1 B - 3 B - 6 B - 5 B - 4 B - 1 1 B - 1 0 B - 8 B - 7 B - 9 B - 1 2 B - 1 3 CO N S U L T A N T S 630 J o h n s o n A v e n u e . ●Sui t e 7 Boh e m i a ●NY ●11 7 1 6 - 2 6 1 8 Ph o n e : ( 6 3 1 ) 5 8 9 - 6 3 5 3 ●Fa x : ( 6 3 1 ) 5 8 9 - 8 7 0 5 E-m a i l : I N F O @ P W G R O S S E R . C O M Draw i n g N u m b e r : Shee t o f PWG C P r o j e c t N u m b e r : Title o f D r a w i n g : Clien t : Regu l a t o r y R e f e r e n c e N u m b e r : Coun t y T a x M a p N u m b e r : Num b e r R e v i s i o n D e s c r i p t i o n R e v i s i o n D a t e Proje c t : Proje c t A d d r e s s : Una u t h o r i z e d a l t e r a t i o n o r a d d i t i o n to t h i s d r a w i n g a n d r e l a t e d d o c u m e n t s is a v i o l a t i o n o f S e c t i o n 7 2 0 9 of th e N e w Y o r k S t a t e E d u c a t i o n L a w Appr o v e d B y Draw n B y Desi g n e d B y Sca l e Date C r e a t e d Date S u b m i t t e d Con t r a c t N u m b e r : 1234675P GC P.W . G R O S S E R C O N S U L T I N G E N G I N E E R AN D H Y D R O G E O L O G I S T , P . C . ST R 2 0 0 1 3 RE F E R E N C E N U M B E R CO N T R A C T N U M B E R TA X M A P N U M B E R SU F F O L K C O U N T Y , N E W Y O R K 1 1 9 5 2 MA T T I T U C K W M I L L R O A D IN V E S T I G A T I O N GE O T E C H N I C A L ST R O N G M A R I N E MA T T I T U C K N Y 1 1 9 5 2 57 8 0 W E S T M I L L R O A D ST R O N G S W E S T M I L L L L C - - - - BH MB / J J A BH - 5/0 4 / 2 0 2 1 AS N O T E D PH A S E 1 : B O R I N G LO C A T I O N P L A N 3 DR I L L I N G P H A S I N G 1. PH A S E 1 : C O N D U C T B O R I N G S F O R EX C A V A T I O N , A R C H E O L O G Y A N D R E T A I N I N G WA L L B E F O R E S T A R T O F E X C A V A T I O N . 2. PH A S E 2 ( N O T S H O W N ) : C O N D U C T GE O T E C H N I C A L B O R I N G S F O R B U I L D I N G S AF T E R E X C A V A T I O N I S C O N D U C T E D T O 1 0 ' EL E V A T I O N BO R I N G L O C A T I O N P L A N - P H A S E 1 SC A L E : 1 " = 1 0 0 ' KE Y B, E X : B O R I N G , E X C A V A T I O N B, A : B O R I N G , A R C H E O L O G Y B, G W : B O R I N G . G E O T E C H - R E T A I N I N G W A L L B, G B : B O R I N G , G E O T E C H - B U I L D I N G AR E A O F A R C H E O L O G I C A L S E N S I T I V I T Y PO T E N T I A L D R E D G E S P O I L S 30 ' 30 ' 30 ' 30 ' BO R E H O L E D E P T H S : B- 1 : 1 5 ' M A C R O C O R E B- 2 , & B - 4 : 3 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 3 : 2 7 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 5 : 5 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 6 : 5 7 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 7 : 3 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 8 , & B - 1 1 : 1 2 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 9 , & B - 1 0 : 1 7 ' D E E P , C O N T I N U O U S T O 1 2 ' B- 1 3 : 4 2 ' D E E P , C O N T I N U O U S T O 1 2 ' [ R E F U S A L ] BA S E D R A W I N G S : E X C A V A T I O N P H A S I N G P L A N D A T E D 5 / 0 4 / 2 1 LA N D S C A P E P L A N D A T E D 5 / 2 / 1 8 USCS SOIL CLASSIFICATION GUIDE MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTIONS COARSE GRAINED SOILS (MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE) GRAVEL AND GRAVELLY SOILS (MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE) CLEAN GRAVELS (LITTLE OR NO FINES) GW WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES GP POORLY-GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES SAND AND SANDY SOILS (MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE) CLEAN SAND (LITTLE OR NO FINES) SW WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SP POORLY-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SM SILTY SANDS, SAND-SILT MIXTURES SC CLAYEY SANDS, SAND-CLAY MIXTURES FINE GRAINED SOILS (MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE) SILTS AND CLAYS (LIQUID LIMITS LESS THAN 50) ML INORGANIC SIILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS AND CLAYS (LIQUID LIMITS GREATER THAN 50) MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION For Sands, Gravels: For Clays, Silts, Organics: Non-Cohesive Soils N Value (Blows/ft) Very Loose 0 – 4 Loose 4 – 10 Medium Dense 10 – 30 Dense 30 – 50 Very Dense 50+ Cohesive Soils N Value (Blows/ft) Very Soft 0 – 2 Soft 2 – 4 Medium (Firm) 4 – 8 Stiff 8 – 15 Very Stiff 15 – 30 Hard 30+ DEFINITIONS OF IDENTIFICATION TERMS FOR GRANULAR SOILS Principal Component (All Capitalized) x GRAVEL More than 50% of the sample by weight is Gravel x SAND More than 50% of the sample by weight is Sand x SILT More than 50% of the sample by weight is Silt Minor Component (Proper Case) x Gravel Less than 50% of the sample by weight is Gravel x Sand Less than 50% of the sample by weight is Sand x Silt Less than 50% of the sample by weight is Silt Proportion terms, for Minor Components x and Component ranges from 35% to 50% of the sample by weight x Some Component ranges from 20% to 35% of the sample by weight x Little Component ranges from 10% to 20% of the sample by weight x trace Component ranges from 0% to 10% of the sample by weight Size of Soil Components Laboratory Test Abbreviation x Gravel o Coarse gravel ranges from 3 inches to 1 inch o Medium gravel ranges from 1 inch to 3 / 8 inch o Fine gravel ranges from 3 / 8 inch to No. 10 sieve x Sand o Coarse sand ranges from No. 10 sieve to No. 30 sieve o Medium sand ranges from No. 30 sieve to No. 60 sieve o Fine sand ranges from No. 60 sieve to No. 200 sieve x Silt o Material which passes the No. 200 sieve x Clay o Material which passes the No. 200 sieve o Exhibits varying degrees of plasticity Gradation Designations x Coarse to fine (c-f) All fractions greater than 10% of the component x Coarse to medium (c-m) Less than 10% of the component is fine x Medium to fine (m-f) Less than 10% of the component is coarse x Coarse (c) Less than 10% of the component is medium and fine x Medium (m) Less than 10% of the component is coarse and fine x Fine (f) Less than 10% of the component is coarse and medium Laboratory Tests Abbreviation Atterberg ATG Moisture Content MC Sieve Analysis SA Dark brown sandy topsoil (SM), trace gravel (Approx. Surface El. 52) Brown fine grained SILTY SAND (SM) Light brown fine grained SAND (SP) Brown SILTY SAND (SM) Light brown fine grained SAND (SP) Brown SILTY SAND (SM) Brown SAND (SP), trace silt Brown SAND (SP), trace clay. Groundwater not encountered. 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 SPT, N-values (blows/ft.) 6040200 STR2001 B-01 Land Air Water Direct Push Geoprobe 7822DT Macrocore 04/28/2021 04/28/2021 09:00 09:55 N/A Mike BrignoniBrian Heflich N/A 15 5780 West Mill Road, Mattituck NY 1 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):15 Water Table Symbol: Very loose, dark brown sandy topsoil (SM), trace gravel (Approx. Surface El. 50) Loose, reddish brown medium to fine grained SAND (SP), trace silt and organics Loose, reddish brown medium to fine grained SAND (SP), trace silt and organics Reddish brown medium to fine grained SILTY SAND (SM), trace gravel Reddish brown medium to coarse grained SAND (SP), trace gravel Brown medium to coarse grained SAND (SP), trace gravel and silt Brown coarse to fine grained SAND (SW), light brown sand lenses within bottom 4" of sample Light brown medium to coarse grained SAND (SP), trace gravel Wet, loose, light brown medium to coarse grained SAND (SP), trace gravel Light brown coarse to fine grained SAND (SW), trace gravel. Groundwater not encountered. 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 spt=WOH,->,1,1 spt=1,1,1,1 spt=2,5,10,12 spt=12,12,13,14 spt=16,13,11,12 spt=13,12,12,11 spt=9,13,15,20 spt=10,11,9,10 spt=8,8,11,16 spt=7,8,10,11 1 2 15 25 24 24 28 20 19 18 15 28 19 SPT, N-values (blows/ft.) 6040200 STR2001 B-02 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/28/2021 04/28/2021 10:20 12:00 N/A Mike BrignoniBrian Heflich N/A 32 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):32 Water Table Symbol: Very loose, dark brown sandy topsoil (SM), trace organics (Approx. Surface El. 31) Loose, reddish brown fine grained SAND (SP), trace silt Loose, reddish brown medium to fine grained SAND (SP), trace organics Loose, reddish brown medium to fine grained SAND (SP), trace silt Loose, reddish brown-light brown medium to fine grained SAND (SP), trace silt Light brown medium to fine grained SAND (SP), iron banding Light brown medium to fine grained SAND (SP), trace gravel Light brown coarse to fine grained SAND (SW), trace gravel and siliceous shale, iron banding Light brown coarse to fine grained SAND (SW), trace gravel and iron. Groundwater not encountered.26 24 22 20 18 16 14 12 10 8 6 4 2 0 30 28 26 24 22 20 18 16 14 12 10 8 6 4 spt=1, ->,1,-> spt=1, -, -, -> spt=1,1,1,1 spt=1,1,2,1 spt=2,2,2,2 spt=3,3,8,2 spt=15,17,16,16 spt=15,16,18,18 spt=10,12,11,18 1 0 2 3 4 11 33 34 23 11 33 34 3333 23 SPT, N-values (blows/ft.) 6040200 STR2001 B-03 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/28/2021 04/28/2021 12:15 13:30 N/A Mike BrignoniBrian Heflich N/A 27 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):27 Water Table Symbol: Very loose, dark brown sandy topsoil (SM) (Approx. Surface El. 33) Loose, reddish brown medium to fine grained SAND (SP), trace silt Loose, light reddish brown medium to fine grained SAND (SP), trace gravel Loose, reddish brown medium to fine grained SAND (SP), trace gravel and organics Loose, tan medium to fine grained SAND (SP), trace gravel Loose, tan medium to fine grained SAND (SP), trace gravel and organics Tan medium to fine grained SAND (SP), trace gravel Tan medium to fine grained SAND (SP), trace gravel Light brown medium to fine grained SAND (SP), trace gravel. Groundwater encountered at 31.6' bgs. (Approx. El. 1.3') 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 spt=W.O.H.,-,-,-> spt=1, ->,1,-> spt=1,1,2,2 spt=2,2,2,3 spt=3,3,3,4 spt=6,7,7,7 spt=3,2,3,4 spt=8,9,10,8 spt=8,7,7,8 spt=8,7,7,8 0 1 3 4 6 14 5 19 14 14 14 14 14 5 1414 SPT, N-values (blows/ft.) 6040200 STR2001 B-04 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/28/2021 04/28/2021 13:50 15:15 N/A Mike BrignoniBrian Heflich N/A 32 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):32 Water Table Symbol: Very loose, dark brown sandy topsoil (SM) (Approx. Surface El. 48) Very loose, light reddish brown medium to fine grained SAND (SP), trace silt Very loose, light reddish brown medium to fine grained SAND (SP), trace gravel, trace silt Loose, tan medium to fine grained SAND (SP), some gravel, crushed rock Tan coarse to fine grained SAND (SP), little gravel Light brown and tan medium to fine grained SAND (SP-SM), some silty sand Tan medium to fine grained SAND (SP), little gravel, trace silty sand Tan coarse to fine grained SAND (SP), trace gravel Dense, light brown coarse to fine grained SAND (SP), trace gravel Tan coarse to fine grained SAND (SP), little gravel, trace quartz fragments, trace light brown sand Dense, interbedded tan and light brown coarse to fine grained SAND (SP), trace gravel Dense, light brown medium to fine grained SAND (SP), trace gravel Wet, light brown coarse to fine grained SAND (SP), trace gravel. Groundwater encountered at 45.5' bgs. (Approx. El. 2.5') Wet, dense, light brown medium to fine grained SAND (SP), trace gravel52 48 44 40 36 32 28 24 20 16 12 8 4 0 48 44 40 36 32 28 24 20 16 12 8 4 0 -4 spt=W.O.H.,-,-,-> spt=1,->,1,1 spt=3,3,5,6 spt=6,6,10,10 spt=11,12,15,16 spt=11,13,11,11 spt=8,9,10,12 spt=19,18,19,17 spt=18,15,14,19 spt=16,15,16,17 spt=23,22,20,23 spt=24,20,24,26 spt=18,15,16,19 spt=20,21,19,20 1 1 8 16 27 24 19 37 29 31 42 44 31 40 1 3 31 31 19 42 SPT, N-values (blows/ft.) 6040200 STR2001 B-05 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/29/2021 04/29/2021 08:23 11:32 N/A Jayce AcevedoBrian Heflich N/A 52 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):52 Water Table Symbol: Very loose, dark brown sandy topsoil (SM) (Approx. Surface El. 44) Very loose, light reddish brown medium to fine grained SAND (SP), trace gravel, trace silt Loose, light reddish brown coarse to fine grained SAND (SP), little gravel Light brown coarse to fine grained SAND (SP), little gravel, quartz Light brown coarse to fine grained SAND (SP), trace gravel (crushed rock in shoe) Light brown medium to fine grained SAND (SP), trace gravel Tan and light brown medium to fine grained SAND (SP), little gravel Loose, light brown coarse to fine grained SAND (SP), little gravel Light brown coarse to fine grained SAND (SP), trace gravel, trace silt Light brown coarse to fine grained SAND (SP), trace gravel Interbedded tan and light brown medium to fine grained SAND (SP), trace gravel, iron Light brown medium to fine grained SAND (SP), trace gravel Wet, light brown medium to fine grained SAND (SP), trace gravel. Groundwater encountered at 45.6' bgs. (Approx. El. -1.6') 56 52 48 44 40 36 32 28 24 20 16 12 8 4 0 44 40 36 32 28 24 20 16 12 8 4 0 -4 -8 -12 spt=1,1,1,1 spt=2,2,3,2 spt=3,4,6,6 spt=7,8,8,8 spt=9,8,8,9 spt=7,7,4,8 spt=4,3,3,2 spt=6,5,6,7 spt=9,9,8,8 spt=8,9,10,8 spt=9,9,8,9 spt=10,8,9,13 spt=8,6,7,11 spt=11,11,11,13 spt=8,10,13,15 2 5 10 16 16 11 6 11 17 19 17 17 13 22 23 10 1 1 11 11 1 1 1 13 6 171 23 SPT, N-values (blows/ft.) 6040200 STR2001 B-06 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/29/2021 04/29/2021 12:10 15:12 N/A Jayce AcevedoBrian Heflich N/A 57 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):57 Water Table Symbol: Very loose, dark brown sandy topsoil (SM) (Approx. Surface El. 16) Very loose, reddish brown SILTY SAND (SM), trace gravel, roots Very loose, light reddish brown medium to fine grained SAND (SP), trace gravel Loose, light reddish brown coarse to fine grained SAND (SP), trace gravel Loose, tan coarse to fine grained SAND (SP), trace gravel Tan medium to fine grained SAND (SP), trace gravel Tan coarse to fine grained SAND (SP), trace gravel, trace silt. Groundwater encountered at 14' bgs. (Approx. El. 2.0') Wet, loose, light brown medium to fine grained SAND (SP), trace gravel Wet, tan medium to fine grained SAND (SP), trace gravel Wet, tan coarse to fine grained SAND (SP), trace gravel, mica flakes Wet, tan coarse to fine grained SAND (SP), little gravel 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 16 14 12 10 8 6 4 2 0 -2 -4 -6 -8 -10 -12 -14 -16 spt=W.O.H.,-,->,1 spt=1,->,2,2 spt=2,3,3,3 spt=3,3,5,4 spt=5,5,5,6 spt=6,5,5,4 spt=4,3,4,3 spt=3,5,7,9 spt=2,5,7,8 spt=4,5,7,8 1 2 6 8 10 10 7 12 12 12 10 10 12 12 12 7 1212 SPT, N-values (blows/ft.) 6040200 STR2001 B-07 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/30/2021 04/30/2021 08:29 10:00 N/A Jayce AcevedoBrian Heflich N/A 32 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):32 Water Table Symbol: Very loose, dark brown sandy topsoil (SM) (Approx. Surface El. 11.5) Very loose, reddish brown medium to fine grained SAND (SP), trace silt, roots Very loose, reddish brown fine grained SAND (SP), trace silt, roots, mica flakes Loose, brown and tan coarse to fine grained SAND (SP), little gravel, trace silt Loose, brown and tan coarse to fine grained SAND (SP), little gravel Loose, tan coarse to fine grained SAND (SP), trace gravel Loose, tan medium to fine grained SAND (SP), trace gravel Wet, loose, tan coarse to fine grained SAND (SP), trace gravel. Groundwater encountered at 11' bgs. (Approx. El. 0.5') 12 11 10 9 8 7 6 5 4 3 2 1 0 11 10 9 8 7 6 5 4 3 2 1 0 spt=W.O.H spt=W.O.H.,-,->,1 spt=2,2,3,3 spt=4,4,4,5 spt=5,5,4,5 spt=4,3,4,4 1 1 5 8 9 7 1 1 5 8 9 7 SPT, N-values (blows/ft.) 6040200 STR2001 B-08 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/30/2021 04/30/2021 10:19 10:53 N/A Jayce AcevedoBrian Heflich N/A 12 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):12 Water Table Symbol: Very loose, dark brown sandy topsoil (SM), roots (Approx. Surface El. 11) Very loose, light brown medium to fine grained SAND (SP), trace gravel, trace roots Very loose, grey medium to fine grained SAND (SP), trace shells Loose, light grey and grey coarse to fine grained SAND (SP), trace gravel, trace shells (Potential Dredge Spoils) Very loose, greyish brown CLAYEY SAND (SC), little clay, trace shells Very soft, grey ORGANIC CLAY (OL) Wet, very loose, dark brown and brown medium to fine grained SAND (SP-SM), little silt. Groundwater encountered at 8.83' bgs. (Approx. El. 2.2') Wet, very loose, brown coarse to fine grained SAND (SP), little gravel, trace silt Wet, loose, light brown coarse to fine grained SAND (SP), trace gravel 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 11 10 9 8 7 6 5 4 3 2 1 0 -1 -2 -3 -4 -5 -6 spt=W.O.H.,->,1,- > spt=1,->,1,2 spt=2,2,2,1 spt=1,-,1,1 spt=1,-,-,-> spt=1,1,1,1 spt=3,4,4,6 1 1 4 1 1 2 8 1 1 4 1 1 2 8 SPT, N-values (blows/ft.) 6040200 STR2001 B-09 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/30/2021 04/30/2021 11:18 12:11 N/A Jayce AcevedoBrian Heflich N/A 17 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):17 Water Table Symbol: Very loose, brown medium to fine grained SAND (SP) (Approx. Surface El. 10.7) Very loose, light brown medium to fine grained SAND (SP), trace clayey sand Very loose, light brown medium to fine grained SAND (SP) Very loose, tan medium to fine grained SAND (SP) Very loose, grey SAND (SP-SC), little grey clay, roots (Potential Dredge Spoils) Loose, grey coarse to fine grained SAND (SP), little light brown sand, trace gravel, trace shells (Potential Dredge Spoils) Loose, dark brown SILTY SAND (SM) (Potential Dredge Spoils) Light brown medium to fine grained SAND (SP), trace silt, trace tan sand Wet, brown medium to fine grained SAND (SP), trace gravel, trace silt. Groundwater encountered at 9.3' bgs. (Approx. El. 1.4') Wet, very loose, brown coarse to fine grained SAND (SP), trace gravel Wet, loose, brown medium to fine grained SAND (SP), trace gravel 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 10 9 8 7 6 5 4 3 2 1 0 -1 -2 -3 -4 -5 -6 spt=W.O.H.,-,-,-> spt=1,1,1,1 spt=1,1,1,1 spt=4,5,3,2 spt=2,3,7,6 spt=5,1,1,-> spt=2,2,4,4 1 2 2 8 10 2 6 10 1 2 2 8 1010 2 6 SPT, N-values (blows/ft.) 6040200 STR2001 B-10 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/30/2021 04/30/2021 13:13 13:57 N/A Jayce AcevedoBrian Heflich N/A 17 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):17 Water Table Symbol: Very loose, dark brown sandy topsoil (SM), roots (Approx. Surface El. 11) Very loose, light brown and tan medium to fine grained SAND (SP), roots Very loose, tan coarse to fine grained SAND (SP), trace gravel, trace silt Loose, tan medium to fine grained SAND (SP), mica flakes Very loose, tan medium to fine grained SAND (SP), trace gravel, trace organics, mica flakes Moist, very loose, tan medium to fine grained SAND (SP), trace gravel, trace organics, mica flakes Wet, very loose, grey medium to fine grained SAND (SP), trace silt, trace clay, trace shells (Potential Dredge Spoils) Groundwater encountered at 8' bgs. (Approx. El. 3.0') Wet, very loose, light grey and dark grey medium to fine grained SAND (SP), trace gravel, little shells, trace organics (Potential Dredge Spoils) 12 11 10 9 8 7 6 5 4 3 2 1 0 11 10 9 8 7 6 5 4 3 2 1 0 -1 spt=W.O.H.,->,1,- > spt=1,1,2,3 spt=3,3,3,3 spt=1,1,1,2 spt=2,1,2,2 spt=1,-,-,-> 1 3 6 2 3 1 1 3 6 2 3 1 SPT, N-values (blows/ft.) 6040200 STR2001 B-11 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 04/30/2021 04/30/2021 14:13 14:46 N/A Jayce AcevedoBrian Heflich N/A 12 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):12 Water Table Symbol: Very loose, dark brown sandy topsoil (SM), roots (Approx. Surface El. 50) Very loose, light reddish brown SILTY SAND (SM) Loose, light reddish brown SILTY SAND (SM), little gravel, crushed rock Light reddish brown SILTY SAND (SM), trace gravel Light reddish brown fine grained SAND (SP-SM), little silt, trace gravel Dense, light reddish brown medium to fine grained SAND (SP-SM), little gravel, little silt, trace red clay Dense, light reddish brown medium to fine grained SAND (SP-SM), little gravel, little silt, trace tan sand Light reddish brown coarse to fine grained SAND (SP), little bands of silt 3", trace gravel, trace tan sand Tan coarse to fine grained SAND (SP), trace gravel Dense, tan coarse to fine grained SAND (SP), little gravel Dense, light brown coarse to fine grained SAND (SP), little gravel Dense, light brown coarse to fine grained SAND (SP), trace gravel Dense, interbedded tan and light brown coarse to fine grained SAND (SP), trace gravel Light brown coarse to fine grained SAND (SP), trace gravel, trace tan sand Wet, light brown coarse to fine grained SAND (SP), trace gravel, trace tan sand. Groundwater encountered at 51.416' bgs. (Approx. El. -1.4') 52 48 44 40 36 32 28 24 20 16 12 8 4 0 48 44 40 36 32 28 24 20 16 12 8 4 0 -4 spt=W.O.H.,->,1,- > spt=->,1,3,5 spt=11,7,5,6 spt=7,8,16,26 spt=34,24,25,24 spt=27,19,20,21 spt=9,8,12,13 spt=13,10,9,13 spt=22,18,20,24 spt=25,23,26,27 spt=24,19,19,22 spt=24,15,16,17 spt=25,18,21,21 spt=18,12,14,15 1 4 12 24 49 39 20 19 38 49 38 31 39 26 12 31 20 38 SPT, N-values (blows/ft.) 6040200 STR2001 B-12 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 05/03/2021 05/03/2021 08:1212:07 N/A Jayce AcevedoBrian Heflich N/A 52 5780 West Mill Road, Mattituck NY 3.25 In Situ/ Lab Test BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L SA M P L E IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):52 Water Table Symbol: Very loose, dark brown sandy topsoil (SM), roots (Approx. Surface El. 51) Very loose, light reddish brown medium to fine grained SAND (SP), trace gravel, trace silt Loose, light reddish brown coarse to fine grained SAND (SP), little gravel Loose, light reddish brown coarse to fine grained SAND (SP), trace gravel, trace silt Light reddish brown medium to fine grained SAND (SP), trace silt Very dense, brown SAND AND GRAVEL (SP), trace silt Tan coarse to fine grained SAND (SP), trace gravel Light brown coarse to fine grained SAND (SP), trace gravel Light brown medium to fine grained SAND (SP), trace gravel, trace coarse sand Dense, light brown coarse to fine grained SAND (SP), trace gravel Light brown coarse to fine grained SAND (SP), trace gravel, trace silt Dense, light brown medium to fine grained SAND (SP), trace coarse sand [Rod refusal] Groundwater not encountered. 44 40 36 32 28 24 20 16 12 8 4 0 48 44 40 36 32 28 24 20 16 12 8 spt=W.O.H,-,->,1 spt=1,2,3,3 spt=4,4,2,2 spt=4,18,40,41 spt=36,41,25,31 spt=22,43,37,27 spt=17,14,12,12 spt=10,10,11,13 spt=14,13,16,18 spt=21,16,14,17 spt=15,13,13,19 spt=26,18,20,23 1 5 6 26 21 29 30 26 38 30 26 26 SPT, N-values (blows/ft.) 6040200 STR2001 B-13 Land Air Water Direct Push Geoprobe 7822DT Split Spoon 05/03/2021 05/03/2021 12:30 14:57 N/A Jayce AcevedoBrian Heflich N/A 42 5780 West Mill Road, Mattituck NY 3.25 SPT, BLOWCOUNTS BORING DIAMETER (IN): DE P T H (f e e t ) RE C O V E R Y IN T E R V A L LA B T E S T IN T E R V A L DESCRIPTION NAME (USCS): saturation, color, texture, plasticity, minor components SAMPLING METHOD: PROJECT #: BORING ID: DRILLING CONTRACTOR: DRILLING METHOD: DRILLING EQUIPMENT: DATE STARTED:DATE FINISHED: TIME STARTED:TIME FINISHED: LATITUDE:LONGITUDE: LOGGED BY:PROJECT MANAGER: SITE ADDRESS: BORING DEPTH (FT): GR A P H I C LO G EL E V A T I O N (f e e t ) P.W. Grosser Consulting Page 1 of 1End of Boring Depth (feet):42 Water Table Symbol: B-3 4'-6'Client ID: 04/28/21 00:00Date Collected: 06/17/21Date Received: ParameterResult Dilution Factor Matrix:Soil 3430 MILL ROAD, MATTITUCK, NY 11952Sample Location: L2132915-01Lab ID: QualifierUnitsRL SAMPLE RESULTS Project Name: Project Number: Lab Number: Report Date: STR2001 STR2001 L2132915 Field Prep: Date Analyzed Analytical Method Analyst Not Specified Grain Size Analysis - Mansfield Lab General Chemistry - Mansfield Lab Cobbles % Coarse Gravel % Fine Gravel % Total Gravel % Coarse Sand % Medium Sand % Fine Sand % Total Sand % Total Fines Solids, Total ND ND ND ND 0.400 29.4 57.5 87.3 12.7 91.7 % % % % % % % % % % 1 1 1 1 1 1 1 1 1 1 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/23/21 11:48 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 121,2540G ,S ,S ,S ,S ,S ,S ,S ,S ,S MC Date Prepared - - - - - - - - - - 06/29/21 MDL NA NA NA NA NA NA NA NA NA 0.100 Sample Depth: Serial_No:06292110:59 Page 6 of 28 Serial_No:06292110:59 Page 17 of 28 B-6 10'-12'Client ID: 04/29/21 00:00Date Collected: 06/17/21Date Received: ParameterResult Dilution Factor Matrix:Soil 3430 MILL ROAD, MATTITUCK, NY 11952Sample Location: L2132915-02Lab ID: QualifierUnitsRL SAMPLE RESULTS Project Name: Project Number: Lab Number: Report Date: STR2001 STR2001 L2132915 Field Prep: Date Analyzed Analytical Method Analyst Not Specified Grain Size Analysis - Mansfield Lab General Chemistry - Mansfield Lab Cobbles % Coarse Gravel % Fine Gravel % Total Gravel % Coarse Sand % Medium Sand % Fine Sand % Total Sand % Total Fines Solids, Total ND 10.5 5.10 15.6 3.10 40.4 33.0 76.5 7.90 95.1 % % % % % % % % % % 1 1 1 1 1 1 1 1 1 1 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/23/21 11:48 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 121,2540G SJ SJ SJ SJ SJ SJ SJ SJ SJ MC Date Prepared - - - - - - - - - - 06/29/21 MDL NA NA NA NA NA NA NA NA NA 0.100 Sample Depth: Serial_No:06292110:59 Page 7 of 28 Serial_No:06292110:59 Page 21 of 28 B-10 6'-8'Client ID: 04/30/21 00:00Date Collected: 06/17/21Date Received: ParameterResult Dilution Factor Matrix:Soil 3430 MILL ROAD, MATTITUCK, NY 11952Sample Location: L2132915-03Lab ID: QualifierUnitsRL SAMPLE RESULTS Project Name: Project Number: Lab Number: Report Date: STR2001 STR2001 L2132915 Field Prep: Date Analyzed Analytical Method Analyst Not Specified Grain Size Analysis - Mansfield Lab General Chemistry - Mansfield Lab Cobbles % Coarse Gravel % Fine Gravel % Total Gravel % Coarse Sand % Medium Sand % Fine Sand % Total Sand % Total Fines Solids, Total ND ND 15.7 15.7 9.60 30.6 34.0 74.2 10.1 90.0 % % % % % % % % % % 1 1 1 1 1 1 1 1 1 1 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/23/21 11:48 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 121,2540G SJ SJ SJ SJ SJ SJ SJ SJ SJ MC Date Prepared - - - - - - - - - - 06/29/21 MDL NA NA NA NA NA NA NA NA NA 0.100 Sample Depth: Serial_No:06292110:59 Page 8 of 28 Serial_No:06292110:59 Page 23 of 28 B-13 8'-10'Client ID: 05/03/21 00:00Date Collected: 06/17/21Date Received: ParameterResult Dilution Factor Matrix:Soil 3430 MILL ROAD, MATTITUCK, NY 11952Sample Location: L2132915-04Lab ID: QualifierUnitsRL SAMPLE RESULTS Project Name: Project Number: Lab Number: Report Date: STR2001 STR2001 L2132915 Field Prep: Date Analyzed Analytical Method Analyst Not Specified Grain Size Analysis - Mansfield Lab General Chemistry - Mansfield Lab Cobbles % Coarse Gravel % Fine Gravel % Total Gravel % Coarse Sand % Medium Sand % Fine Sand % Total Sand % Total Fines Solids, Total ND 9.00 17.4 26.4 10.3 27.9 28.7 66.9 6.70 93.1 % % % % % % % % % % 1 1 1 1 1 1 1 1 1 1 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 0.100 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/21/21 13:13 06/23/21 11:48 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 12,D6913/D7928 121,2540G SJ SJ SJ SJ SJ SJ SJ SJ SJ MC Date Prepared - - - - - - - - - - 06/29/21 MDL NA NA NA NA NA NA NA NA NA 0.100 Sample Depth: Serial_No:06292110:59 Page 9 of 28 Serial_No:06292110:59 Page 25 of 28