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20210755 269 Broadway Geotechnical Report
Terracon Consultants – NY, Inc. 30 Corporate Circle, Suite 201 Albany, NY 12203 p (518) 266-0310 f (518) 266-9238 terracon.com November 3, 2022 Prime Group Holdings, LLC 85 Railroad Avenue Saratoga Springs, NY 12866 Attn: Mr. Gerard Moser e: gerard.moser@goprimegroup.com c/o: Mr. Michael Roman, RA, AIA C2 Design Group Re: Supplemental Geotechnical Engineering Report Proposed Mixed Use Building 269 Broadway Saratoga Springs, New York Terracon Project No. JB205029 Dear Mr. Moser: This report presents the results of a supplemental geotechnical investigation completed by Terracon at the referenced site. The purpose of this supplemental investigation was to better define existing soil, bedrock and groundwater conditions across the site, and with the benefit of this additional information, determine specific design parameters for use in planning for the proposed building foundation and excavation support systems, together with short and long term dewatering strategies. This supplemental work was performed under the terms of our original agreement for services as set forth in proposal no. PJB205029 dated February 5, 2020 and the supplement to agreement for services executed June 21, 2022. The supplemental agreement for services was developed pursuant to the conditions for project approval outlined in the Notice of Decision by the City of Saratoga Springs Planning Board dated June 15, 2022. Prior to the issuance of this report, Terracon completed a geotechnical engineering report in September 2019 which addressed the project as envisioned at that time, and another in February of this year which addresses the project as currently planned. Terracon also issued, in May of this year, a hydrogeological report with responses to initial recommendations for conditions of approval by CHA to the Planning Board. These previous reports should be reviewed for context, and for a general understanding of site geology and groundwater conditions and their relation to the project. Supplemental Geotechnical Report 269 Broadway ■ Saratoga Springs, NY October 7, 2022 ■ Terracon Project No. JB205029 2 At the time of this report, project plans include a secant pile wall around the entire building to serve as both temporary excavation support and a permanent foundation element. Plans also include a mat slab at the base of the building, with the mat seated on a layer of drainage stone two feet in thickness. Method of Investigation As a basis for this supplemental investigation, five additional test borings (B-9 thru B-13) were drilled across the site, each extending through the upper sand, clay and glacial till overburden soils and cored 10 feet into the underlying limestone bedrock. At each of these supplemental boring locations, a well cluster consisting of three individual observation wells (Casagrande type piezometers) was installed, with each screened discretely within a separate geologic unit, one in the upper fill/sands, another in the intermediate depth silt and clay, and the third in the bedrock at depth (hereinafter sand, clay and rock, respectively). Thus, a total of 15 groundwater observation wells were installed across the site between the dates of July 7 and 19, 2022. At each cluster, the deep well was installed in the test boring with rock core, while the shallow and intermediate wells were each installed in its own companion borehole located within a few feet of the test boring. Two inch diameter PVC machine slotted well screen with 0.010 inch openings was utilized in the construction of the wells, with screen lengths between 5 and 10 feet (as appropriate depending on formation thickness) and riser pipe extending to the ground surface. Bentonite seal(s) were included in the well construction as necessary to isolate the screened interval within its respective geologic unit. Refer to the attached subsurface investigation plan (Figure 1), which indicates the locations of the current and previous test borings completed at the site, together with the observation well locations. Note that each well includes a suffix of either S (shallow), I (intermediate) or D (deep), which indicates whether the well is screened within the sand, clay or rock, respectively. Also attached are subsurface logs for the supplemental test borings and schematic well diagrams for each of the wells installed, indicating depths, materials, and other relevant details of their construction. Subsequent to their installation, the wells were developed using surge and bail and/or pump methods on August 3, evacuating a minimum of three to five well volumes from each. On September 8, a rising head permeability test was performed at each well, whereby the water level in the well was drawn down with a mini submersible pump and recovery of the water level was measured over time. This data was used to derive the estimated hydraulic conductivity of the respective formation at each location using the Hvorslev basic time lag method. Supplemental Geotechnical Report 269 Broadway ■ Saratoga Springs, NY October 7, 2022 ■ Terracon Project No. JB205029 3 In addition to the above, the top of casing and ground surface elevation at each observation well were determined using differential leveling, with elevations referenced to Benchmark #1 (railroad spike in west face of utility pole along Hamilton Street – elevation = 295.44 feet) as shown on the Existing Conditions plan by MJ Engineering and Land Surveying, drawing C100 last revised March 30, 2022. Static water level in each well was measured on a number of dates between the time of their installation and the completion of this report. The water level and hydraulic conductivity data described above were used to calculate the anticipated groundwater flow velocity in the upper sand aquifer across the site, and also the expected transmissivity of the sand and clay units. This data was also used to estimate the rate/volume of long term groundwater infiltration into the basement parking level of the proposed structure, both laterally through the secant pile walls and upward into the drainage stone layer beneath the base of the mat slab. Finally, selected recovered soil and rock samples from the test borings were submitted for laboratory testing as part of the supplemental investigation, to confirm the visual classifications and to provide quantitative index properties for the purposes of evaluation. This testing was performed in general accordance with the following standard methods: ◼ ASTM D2216 - Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil - and Rock by Mass ◼ ASTM D422 - Standard Test Method for Particle-Size Analysis of Soils (w/o hydrometer) ◼ ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils ◼ ASTM D2938 - Standard Test Method for Unconfined Compressive Strength of Intact Rock Core Specimens Findings of Investigation Subsurface Conditions The supplemental investigation revealed subsurface conditions similar to those found in the previous test borings at the site and those described in Terracon’s May 2022 hydrogeological report. Taken together, the available information indicates the upper fill and sand layer extends to depths of approximately 6 to 16 feet below the existing ground surface, the intermediate clay deposit extends to depths of about 20 to 31 feet, and the glacial till which forms the terminal overburden stratum at the site extends to the bedrock surface at depths between 24.5 and 34 feet. More specifically, urban fill materials have been found in all of the boreholes advanced at the site, extending to depths between about 3 and 10 feet below the existing ground surface. The fills have been found to consist typically of sand with varying amounts of silt and gravel, along with pieces of brick and occasional cobbles, cinders, slag or other miscellaneous foreign Supplemental Geotechnical Report 269 Broadway ■ Saratoga Springs, NY October 7, 2022 ■ Terracon Project No. JB205029 4 matter. Test pits by others in 2017 revealed fills of similar composition to depths of approximately 5 to 9 feet. The upper fills are underlain by native sand with lesser amounts of silt and gravel at most locations (all but test borings B-1, B-5 and B-11). The lacustrine deposit beneath the upper fill and sand is composed of varved silt and clay of soft to very soft consistency. Laboratory index testing indicates these soils classify among the CL (Lean Clay) group using the Unified Soil Classification System (USCS). Measured liquid limits were between 34 and 45 percent, and corresponding plastic limits were between 14 and 23 percent. The natural moisture content of clay samples submitted for testing ranged between 25.5 and 41.3 percent, this typically nearer the liquid limit for a given sample. Glacial till beneath the clay and mantling the bedrock at most locations is medium dense to dense in composition and less than 1 to upwards of about 5.5 feet in thickness. Visual classification of the till indicates it is characteristically composed of silty sand with gravel, although laboratory index testing on a selected sample of the till indicates that sample classified as poorly graded sand with silt and gravel using the USCS. Occasional cobbles and boulders should be expected in the till deposit. Rock core sampling indicates that bedrock at the site consists of limestone which is lightly to moderately weathered and medium strong to strong with extremely close to moderate fracture spacing. Rock core recovery was 98 to 100 percent and measured RQD ranged from 0 to 97 percent, averaging about 64 percent, indicative of a “fair” overall rock mass quality as defined in the attached Description of Rock Properties. The laboratory unconfined compressive strength of intact rock core samples was determined to be 9,820 to 12,780 pounds per square inch (psi). Photographs of the recovered rock cores are included with the subsurface logs. Permeability The estimated coefficient of permeability, or hydraulic conductivity, for each of the sand, clay and rock units was determined through the rising head testing and analysis by the Hvorslev method as described. These estimates are presented in the table below, both as a range of values and the overall average as determined for each nominal geologic unit. Estimated Coefficient of Permeability Geologic Unit Range (cm/sec) Average (cm/sec) Sand 6.2 x 10-3 to 1.2 x 10-4 1.8 x 10-3 Clay 4.3 x 10-6 to 1.2 x 10-7 1.5 x 10-6 Rock 6.7 x 10-4 to 5.9 x 10-7 1.4 x 10-4 Note that similar permeability rates were determined for the upper sand aquifer at the Park Place development (located directly across Broadway from the subject site) as cited in Terracon’s May 2022 hydrogeological report (2 to 4 x 10-3 cm/sec). In addition, the Supplemental Geotechnical Report 269 Broadway ■ Saratoga Springs, NY October 7, 2022 ■ Terracon Project No. JB205029 5 permeability of the clay stratum is very low, and it is inferred that the clay acts as an aquiclude in the shallow aquifer and a confining layer to the fractured rock aquifer beneath it. Groundwater Levels Static water level measurements in the observation wells were collected on a number of dates between the time of their installation and the completion of this report and are presented in the table below, wherein the water level depth below the top of PVC well casing is shown for each reading along with its correlating elevation. Groundwater Level Summary Well ID Top of PVC Elev. (ft) 8/3/22 8/18/22 9/8/22 10/7/22 Depth (ft) Elev. (ft) Depth (ft) Elev. (ft) Depth (ft) Elev. (ft) Depth (ft) Elev. (ft) B-9S 294.09 5.21 288.88 5.21 288.88 4.68 289.41 4.92 289.17 B-9I 294.05 5.37 288.68 11.21 282.84 6.27 287.78 6.03 288.02 B-9D 293.98 9.26 284.72 9.71 284.27 9.38 284.60 9.29 284.69 B-10S 298.13 6.25 288.88 5.67 289.46 4.86 290.27 5.34 289.79 B-10I 295.14 5.50 289.64 5.96 289.18 5.15 289.99 5.58 289.56 B-10D 294.97 11.28 283.69 11.37 283.60 11.11 283.86 11.13 283.84 B-11S 295.71 5.07 290.64 5.35 290.36 4.63 291.08 5.08 290.63 B-11I 295.87 6.33 289.54 6.42 289.45 5.65 290.22 5.79 290.08 B-11D 295.97 8.02 287.95 13.72 282.25 12.47 283.50 12.22 283.75 B-12S 295.99 6.23 289.76 6.28 289.71 6.21 289.78 6.23 289.76 B-12I 296.51 6.67 289.84 6.84 289.67 6.71 289.80 6.79 289.72 B-12D 296.35 14.27 282.08 13.55 282.80 13.49 282.86 13.25 283.10 B-13S 300.54 9.36 291.18 DRY < 290.8 9.68 290.86 DRY < 290.8 B-13I 300.01 9.47 290.54 9.53 290.48 9.50 290.51 9.54 290.47 B-13D 300.11 17.20 282.91 17.25 282.86 17.02 283.09 16.88 283.23 Note: Well ID suffix S = shallow, I = intermediate and D = deep, indicating whether the well is screened within the sand, clay or rock, respectively. The September 8 water level readings were aggregated to derive an average water table elevation or piezometric surface within each geologic unit as applicable, and these are shown relative to elements of the proposed building on the attached Foundation Section Schematic (Figure 2). Also shown on this figure is the approximate depth/elevation of the interface between geologic units and the estimated permeability of the sand, clay and rock. Additionally, the September 8 water level readings were used to develop a water table contour map for the shallow wells along with piezometric surface contour maps for the intermediate and deep wells. These maps and the inferred groundwater flow direction(s) indicated thereon Supplemental Geotechnical Report 269 Broadway ■ Saratoga Springs, NY October 7, 2022 ■ Terracon Project No. JB205029 6 are presented as Figures 3, 4 and 5. As shown on the maps, the inferred groundwater flow direction in the shallow sand aquifer and the intermediate depth clay is to the north/northwest, while groundwater in the rock is inferred to flow in a general northeast direction. Representative water level readings from the other dates yielded similar findings, and the groundwater flow directions are as anticipated, with the sand and clay aquifers generally mirroring the site topography, and the groundwater in the rock following the bedrock surface topography. The findings also compare favorably with the hydrogeologic model as proposed by Hollocher, et al (2002)1. Groundwater Design Parameters The following parameters were derived from the observation well and permeability test data and may be used in the design of short term dewatering system(s) by the contractor, long term dewatering by the design team, or other aspects of the project as may be applicable. Transmissivity for a given aquifer is a function of the hydraulic conductivity of the geologic unit and the saturated thickness of the aquifer. For the upper sand at the project site, the calculated transmissivity is 19.3 ft3/day per foot or 144 gallons/day per foot. For the clay layer, the calculated transmissivity is comparatively negligible at 0.1 ft3/day per foot or 0.6 gallons/day per foot. The hydraulic gradient of the upper sand aquifer was determined considering the highest and lowest water elevation from the September 8 well readings and the horizontal distance between the wells exhibiting these levels, this indicating a slope of 0.01 ft/ft. Groundwater flow velocity as calculated from this hydraulic gradient and the estimated coefficient of permeability in the upper sand is estimated to be some 0.7 inches per day. Conclusions and Recommendations This supplemental study has confirmed the basic geology at the site and feasibility of the project while providing additional detail to further its design. With the lowest floor level and excavation limits extending some 15 to 20 feet below static water level at the site, dewatering will be a major factor in the project’s development, both during the construction phase in the short term and in the long term day-to-day operation of the building. Construction Period Dewatering It is our understanding the secant piles will be installed and socketed into bedrock prior to excavation at the site, thus effecting a cutoff to lateral entry of groundwater into the excavation. Construction period dewatering as required for excavation must nonetheless consider the saturated overburden materials below the water table to be excavated inside the building footprint. 1Hollocher, K., Quintin, L. and D. Ruscitto, 2002, Geochemistry and Source of the Saratoga Springs, NYGSA. Supplemental Geotechnical Report 269 Broadway ■ Saratoga Springs, NY October 7, 2022 ■ Terracon Project No. JB205029 7 With the planned excavation limit at elevation 272 feet, it appears the base of the excavation will be situated mostly in clay, although the glacial till layer may be encountered in places, particularly at the west end of the building. Dewatering demands may be greater where the till is present at the excavation bottom. The highest observed rock elevation was at 269.9 feet, and accordingly, it appears that little or no rock excavation will be necessary. Note however that this investigation has determined that groundwater in the bedrock is under a hydraulic head or semi-confined condition, and hydrostatic pressure in the rock may therefore impact basal stability and groundwater inflow at the excavation bottom. The influence of any such upward pressure will likely be controlled by erratic jointing and/or fracturing in the rock and therefore localized in nature. It is recommended that excavation at the base of the building footprint proceed in a checkerboard type pattern, with limited exposure at any one time. It should be understood that local grouting of the rock or other such remedial efforts may be required to stabilize the base of the excavation or limit groundwater inflow. The contractor selected for this work shall submit an excavation plan cognizant of these subsurface conditions to the design team for review prior to starting work. Long Term Dewatering If long term lateral infiltration through the secant pile wall is assumed to be simply a function of the permeability of the concrete which forms the wall, conservatively estimated at say 1.0 x 10-9 cm/sec, the total volume of water entering the basement space in this way is theoretically less than 1 gallon per day. However, it is unlikely that all joints between piles will be uniformly watertight, and it should therefore be anticipated that some local or spot repair (by epoxy grouting or similar measures) will be required to arrest such lateral groundwater inflow through the wall. Long term groundwater inflow into the drainage layer beneath the mat was estimated assuming the rate of inflow will be a function of the hydrostatic head in the rock aquifer and the permeability of the clay at the base of the excavation. Inflow may be somewhat greater where glacial till is present at the excavation bottom, as permeability of the till may be greater than that of the clay. Taking these factors into account, we estimate the total volume of groundwater entering the drainage layer beneath the building on a long term basis will be on the order of 2,500 gallons per day. A suitable drainage/separation geotextile should be included between the drainage stone layer and the undercut subgrade, and collection and discharge piping should be incorporated in the stone layer as appropriate (recommended minimum 4-inch diameter perforated pipe with spacing of collection laterals no greater than 25 feet). The drainage stone should be an ASTM C33 Blend 57 aggregate and the geotextile a non-woven synthetic filter fabric meeting NYSDOT standard specifications section 737-01 for drainage geotextile. Supplemental Geotechnical Report 269 Broadway ■ Saratoga Springs, NY October 7, 2022 ■ Terracon Project No. JB205029 8 The stone may be placed as a single lift and should be consolidated in-place with a plate tamper or dual drum walk-behind vibratory roller. The system should be configured such that reliable positive drainage is provided, either to daylight, a stormwater system, or to a redundant sump pit and pump arrangement. Uplift Resistance Further, the semi-confined nature of the bedrock aquifer should be accounted for in the design of the building’s mat slab, in the event of failure of the subslab drainage system. In our estimation and based on the findings of this study, hydraulic head in the rock at elevation 285 feet should be considered in the design of mat with measures to resist uplift forces incorporated as appropriate. We understand the use of micropiles is planned to resist such uplift, and also to provide foundation axial resistance. Based on the findings of the supplemental study, an allowable bond stress of 100 pounds per square inch (psi) between the anchor grout and bedrock may be assumed for planning purposes when considering compressive loads. Uplift capacity can be calculated as 50 percent of the allowable compressive load to account for an increased factor of safety. Adjacent Groundwater Level Finally, in consideration of the relatively flat water table gradient, low groundwater flow velocity and the relatively high permeability sand that surrounds the proposed building (presumably allowing free drainage around it), little or no change in the water table head (i.e., groundwater mounding) is expected on the upgradient side of the secant pile foundation. Similarly, any groundwater related impact to surrounding structures resulting from the proposed construction is expected to be negligible, given the isolating effects of the building’s secant pile wall system from the local groundwater regime. No significant change in head or drawdown of groundwater around the proposed building is anticipated. Supplemental Geotechnical Report 269 Broadway ■ Saratoga Springs, NY October 7, 2022 ■ Terracon Project No. JB205029 9 Closing Remarks An instrumentation plan targeted at monitoring groundwater levels along with structure and ground movements during construction is being concurrently developed by Terracon at the time of this report and will be submitted under separate cover. Terracon will also provide to the City of Saratoga Springs the results of whatever construction services we provide (e.g., geotechnical instrumentation monitoring, special inspections, geotechnical consulting as applicable). We appreciate our continued involvement in the project and the opportunity to provide this supplemental geotechnical report. Should questions arise or if we may be of further service, please contact us at your convenience. Respectfully, Terracon Consultants - NY, Inc. John S. Hutchison, P.E. Joseph Robichaud Jr, P.E. Sr. Geotechnical Engineer Principal / Office Manager Robert K. Denton Jr., CPG, LPSS Senior Geologist FIGURES HAMILTON STREET"BROADWAY"U.S.ROUTE 9N.Y.S. ROUTE 50EXISTING CONDITIONS 010'20'20' THE ALTERATION OF THIS MATERIAL IN ANY WAY, UNLESS DONE UNDER THE DIRECTION OF A COMPARABLE PROFESSIONAL, (I.E.) ARCHITECT FOR AN ARCHITECT, ENGINEER FOR AN ENGINEER OR LANDSCAPE ARCHITECT FOR A LANDSCAPE ARCHITECT, IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW AND/OR REGULATIONS AND IS A CLASS "A" MISDEMEANOR. File Name: F:\MJ987\987.04 (269 Broadway)\C-100 EXISTING CONDITIONS.dwg (Layout: C-100 ) Date: Mon, Mar 28, 2022 - 1:56 PM (Name: aborza) DATE: MJ PROJ. No.: CONTRACT No.: SCALE: DATENo.DESCRIPTION SUBMITTAL / REVISIONS PROJ. MANAGER:REVIEWED BY: CHIEF DESIGNER: BY DATE DESIGNED BY: DRAWN BY: CHECKED BY:1533 Crescent Road - Clifton Park, NY 12065 Engineering and Land Surveying, P.C. C-100 269 BROADWAY PRIME GROUP HOLDINGS CITY OF SARATOGA NEW YORK - 987.04 JULY 2021 WL AJW AJW AJW WL 10/14/20211 CHA AND CITY COMMENTS WLAB 10/14/21 11/16/20212 DPS COMMENTS WLAB 11/16/21 11/16/20213 CITY COMMENTS WLAB 01/20/22 02/25/20224 CITY COMMENTS WLAB 02/25/22 03/30/20225 CITY COMMENTS WLAB 03/30/22 DEED REFERENCES: MAP REFERENCES: EASEMENT NOTE: GENERAL NOTES: PROVIDE SUGGESTIONS3'-0"? ± potential rock socketVARIES PER GEOTECHNICAL REPORT8'-4 1/2"± average depth to boring refusal9'-6" parking level P29'-6" parking level P1297.00287.50278.003'-0"± foundation275.006"1'-6"2'-0"1'-0"2'-0"UNDISTURBED EARTHASTM C33 BLEND 57 AGGREGATE (IMPORTED FILL)MAT FOUNDATIONAND CUTOFF WALL1'-8" SHOWNEARTH RETENTION266.63BRACE WALL AS REQUIRED BY SPECIALTY CONTRACTOR DESIGN289.00CROSS-LOT OR DIAGANAL BRACE (INTERNAL BRACING) AS REQUIRED BY SPECIALTY CONTRACTOR DESIGN8'-0" WATERTABLE FROM BORINGSPROPOSED FINAL GRADE/FINISHED FLOOR ELEVATIONROCK ANCHORS FOR BUOYANCY(DON'T INCLUDE IN PRICE FOR NOW)SOCKET AS REQUIRED FOR WATER CUTOFF BELOW GRADECAN WE "GROUT" FISSURES AND FRACTURES IN ROCK TO PREVENT WATER? IS THIS NECESSARY? PLEASE PROVIDE RECOMENDATIONSWALL CAP AND BUILDING STRUCTURE ABOVE BY EOR, TYPPLOT DATE:Copyright © 2020, C2| ARCHITECTURE, PC. The material and ideas contained in this document are confidential and are the proprietary property of C2 ARCHITECTURE, PC. These materials and ideas shall not be released or otherwise made available to any third party, or reproduced in whole or in part, without the express written consent of C2 ARCHITECTURE, PCSHEET:JOB NO:SCALE:DATE:SHEET TITLE:DRAWN BY:PROJECT:STAMP:AS NOTED,pcwww.C2-DesignGroup.com24 Airport Road | Schenectady, ny 12302 | 518.320.8250 5/7/2020 5:18:44 AMS501SLD 137190022020-05-07GENERAL FOUNDATION AND CONCRETE DETAILS269 BroadwayNew Construction For:Saratoga Office BuildingNo.SUBMITTAL / REVISIONDATE:EXIST. GRADE ELEV. RANGE 294' TO 302' (AVG. = 296.6')TILL/ROCK INTERFACE ELEV. RANGE 262.7' TO 269.9' (AVG. = 266.6')CLAY/TILL INTERFACE ELEV. RANGE 265.5' TO 274.4' (AVG. = 268.9')SAND/CLAY INTERFACE ELEV. RANGE 281.7' TO 288.5' (AVG. = 286.4') 289290291WATER TABLE ELEVATION IN OBSERVATION WELL.290WATER TABLE CONTOUR, INTERPOLATED FROMOBSERVATION WELL DATA. DASHED WHEREINFERRED.ARROW INDICATES INFERRED DIRECTION OFGROUNDWATER FLOW.LEGEND: 287290PIEZOMETRIC SURFACE ELEVATION IN OBSERVATION WELL.290PIEZOMETRIC SURFACE CONTOUR, INTERPOLATED FROMOBSERVATION WELL DATA. DASHED WHERE INFERRED.ARROW INDICATES INFERRED DIRECTION OFGROUNDWATER FLOW.LEGEND:291288289 283PIEZOMETRIC SURFACE ELEVATION IN OBSERVATION WELL.290PIEZOMETRIC SURFACE CONTOUR, INTERPOLATED FROMOBSERVATION WELL DATA. DASHED WHERE INFERRED.ARROW INDICATES INFERRED DIRECTION OFGROUNDWATER FLOW.LEGEND:284 GEOMODELS 260 265 270 275 280 285 290 295 300 305 ELEVATION (MSL) (feet)Proposed Mixed Use Building Saratoga Springs, New York Terracon Project No. JB195195 Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project. Numbers adjacent to soil column indicate depth below ground surface. NOTES: B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8 GEOMODEL This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions. Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time. Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details. First Water Observation Silt and clay, banded to varved, generally very soft to soft3 Silty sand with gravel, occasional cobbles and boulders, gray to black, generally medium dense to very dense4 Limestone5 LEGEND Asphalt Aggregate Base Course Fill Silty Clay Glacial Till Poorly-graded Sand Bedrock Silty Sand Poorly-graded Sand with Gravel Model Layer General DescriptionLayer Name Sand with varying amounts of silt and gravel, brown, pieces of brick, occasional cobbles, cinders, slag1 Native sand with lesser amounts gravel and silt, generally very loose to loose2 Lake Clays Glacial Till Bedrock Fill Native Sand 7.5 25 25.2 1 3 4 5.1 3 7 28 33 1 2 3 5 6.3 7 10 30 31.3 1 2 3 4 9 12 30 33.3 1 2 3 4 9.5 6 25.5 26.5 1 3 4 5.5 4 7 28.5 29 1 2 3 4 6.1 8 10 30 32.4 1 2 3 4 8 16 31 33.4 1 2 3 4 250 255 260 265 270 275 280 285 290 295 300 305 ELEVATION (MSL) (feet)269 Broadway Office Building Saratoga Springs, NY Terracon Project No. JB205029 Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project. Numbers adjacent to soil column indicate depth below ground surface. NOTES: B-9 B-10 B-11 B-12 B-13 GEOMODEL This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions. Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time. Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details. First Water Observation Second Water Observation Silt and clay, varved, generally very soft to soft3 Silty sand with gravel, occasional cobbles and boulders, gray, generally medium dense to very dense4 Limestone5 LEGEND Fill Silty Sand Lean Clay Glacial Till Bedrock Asphalt Topsoil Poorly-graded Sand Model Layer General DescriptionLayer Name Sand with varying amounts of silt and gravel, brown, pieces of brick, occasional cobbles, cinders1 Native sand with lesser amounts of gravel and silt, generally very loose to loose2 Lake Clays Glacial Till Bedrock Fill Native Sand 6 10 20 24.5 35.5 1 2 3 4 5 5 5 8 26.5 28.8 40 1 2 3 4 5 9.2 26.5 32 42.5 1 3 4 5 7.46.8 6 15 30 34 44 1 2 3 4 5 7.8 10 15 30 32 42 1 2 3 4 5 2019 TEST BORING LOGS 2-2-2-3 N=4 50/2" 1-1-1-1 N=2 1-2-2-2 N=4 WH/12"-1-2 N=1 WH/12"-2-2 N=2 WH-1-2-3 N=3 50/2" 19 0 21 24 24 24 24 1 ASPHALT PAVEMENT BASE FILL - SILTY SAND , pieces of brick, occasional cobbles, fine to medium grained, brown, moist to wet, very loose to very dense VARVED SILT AND CLAY (CL-ML), gray to brown, moist to wet, very soft to soft SILTY SAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to medium grained, gray to black, moist, very dense Auger Refusal at 25.3 Feet 0.2 0.5 7.5 25.0 25.2 294+/- 293.5+/- 286.5+/- 269+/- 269+/- WH = Weight of Hammer Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB195195 269 BROADWAY.GPJ TERRACON_DATATEMPLATE.GDT 9/5/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)LOCATION See Exploration Plan Latitude: 43.0776° Longitude: -73.7875°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 294 (Ft.) +/- Page 1 of 1 Advancement Method: 3 1/4" ID HSA Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Notes: Project No.: JB195195 Drill Rig: CME 45 BORING LOG NO. B-1 Roohan RealtyCLIENT: Saratoga Springs, New York Driller: S. Loiselle Boring Completed: 08-13-2019 PROJECT: Proposed Mixed Use Building Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 267-269 Broadway Saratoga Springs, New York SITE: Boring Started: 08-13-2019 594 Broadway Watervliet, NY 5.1 feet while drilling WATER LEVEL OBSERVATIONS 1 3 4 SAMPLE TYPE 2-3-3-4 N=6 4-3-4-3 N=7 2-2-2-2 N=4 2-2-1-2 N=3 WH-2-2-2 N=4 WH/18"-2 WH-1-2-3 N=3 1-1-2-2 N=3 50/0" REC=98% RQD=80% 19 21 21 24 24 24 24 24 0 59 10 ASPHALT PAVEMENT BASE FILL - SILTY SAND WITH GRAVEL , pieces of brick, fine to medium grained, brown to orange, moist, loose POORLY GRADED SAND (SP), fine to medium grained, orange to brown, moist to wet, loose VARVED SILT AND CLAY (CL-ML), trace fine sand, brown, wet, very soft to soft Grades to gray banded silt and clay LIMESTONE, with quartz veins and chert nodules, gray, slightly weathered, medium strong, very close to close fracture spacing, good RQD Boring Terminated at 33 Feet 0.2 0.5 3.0 7.0 28.0 33.0 295+/- 294.5+/- 292+/- 288+/- 267+/- 262+/- WH = Weight of Hammer Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB195195 269 BROADWAY.GPJ TERRACON_DATATEMPLATE.GDT 9/5/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 30 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)LOCATION See Exploration Plan Latitude: 43.0775° Longitude: -73.7872°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 295 (Ft.) +/- Page 1 of 1 Advancement Method: 3 1/4" ID HSA to 28 feet, NQ2-sized core barrel to 33 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Notes: Project No.: JB195195 Drill Rig: CME 45 BORING LOG NO. B-2 Roohan RealtyCLIENT: Saratoga Springs, New York Driller: S. Loiselle Boring Completed: 08-09-2019 PROJECT: Proposed Mixed Use Building Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 267-269 Broadway Saratoga Springs, New York SITE: Boring Started: 08-09-2019 594 Broadway Watervliet, NY 6.3 feet while drilling (prior to coring) WATER LEVEL OBSERVATIONS 1 2 3 5 SAMPLE TYPE Rock Core at B-2 3-7-6-5 N=13 3-3-6-8 N=9 2-3-3-2 N=6 WH-1-2-1 N=3 WH-1-1-1 N=2 2-3-5-5 N=8 1-1-2-3 N=3 WH/18"-2 WH-1-2-2 N=3 4-18-50/4" 19 4 14 22 12 22 24 24 24 17 FILL - SILTY SAND WITH GRAVEL (SM), pieces of brick, fine to medium grained, brown, moist, very loose to medium dense Grades to black at about 4 feet Cinders and pieces of debris at about 6 feet SILTY SAND (SM), trace gravel and rootlets, fine to medium grained, brown to black, wet, very loose VARVED SILT AND CLAY (CL-ML), trace fine sand, brown, moist to wet, very soft to medium stiff Grades to gray at about 15 feet Grades to wet at about 20 feet SILTY SAND WITH GRAVEL (SM), occasional cobbles, fine to medium grained, gray, wet, very dense Auger and Sampler Refusal at 31.3 Feet 7.0 10.0 30.0 31.3 288.5+/- 285.5+/- 265.5+/- 264+/- WH = Weight of Hammer Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB195195 269 BROADWAY.GPJ TERRACON_DATATEMPLATE.GDT 9/5/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 30 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)LOCATION See Exploration Plan Latitude: 43.0775° Longitude: -73.7869°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 295.5 (Ft.) +/- Page 1 of 1 Advancement Method: 3 1/4" ID HSA Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB195195 Drill Rig: CME 45 BORING LOG NO. B-3 Roohan RealtyCLIENT: Saratoga Springs, New York Driller: S. Loiselle Boring Completed: 08-13-2019 PROJECT: Proposed Mixed Use Building Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 267-269 Broadway Saratoga Springs, New York SITE: Boring Started: 08-13-2019 594 Broadway Watervliet, NY WATER LEVEL OBSERVATIONS No free water observed 1 2 3 4 SAMPLE TYPE 1-3-4-3 N=7 1-1-1-1 N=2 WH-1/18" 1-1-1-1 N=2 3-3-2-2 N=5 3-2-3-1 N=5 3-2-1-1 N=3 WH/12"-1-1 N=1 WH/12"-1-2 N=1 WH/12"-2-3 N=2 2-7-7-18 N=14 18 6 2 10 16 22 24 24 24 24 18 39 FILL - SILTY SAND (SM), pieces of brick, trace rootlets, fine to medium grained, brown, moist, very loose to loose POORLY GRADED SAND WITH GRAVEL (SP), fine to medium grained, brown, wet, loose VARVED SILT AND CLAY (CL-ML), gray to brown, wet, very soft to soft Grades to gray SILTY SAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to medium grained, gray, wet, medium dense Auger and Sampler Refusal at 33.3 Feet 9.0 12.0 30.0 33.3 290+/- 287+/- 269+/- 265.5+/- WH = Weight of Hammer Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB195195 269 BROADWAY.GPJ TERRACON_DATATEMPLATE.GDT 9/5/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 30 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)LOCATION See Exploration Plan Latitude: 43.0775° Longitude: -73.7866°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 299 (Ft.) +/- Page 1 of 1 Advancement Method: 3 1/4" ID HSA Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB195195 Drill Rig: CME 45 BORING LOG NO. B-4 Roohan RealtyCLIENT: Saratoga Springs, New York Driller: S. Loiselle Boring Completed: 08-12-2019 PROJECT: Proposed Mixed Use Building Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 267-269 Broadway Saratoga Springs, New York SITE: Boring Started: 08-12-2019 594 Broadway Watervliet, NY 9.5 feet while drilling WATER LEVEL OBSERVATIONS 1 2 3 4 SAMPLE TYPE 2-5-5-4 N=10 4-2-3-4 N=5 2-1-1-1 N=2 2-1-2-2 N=3 WH/18"-2 WH/12"-1-2 N=1 1-2-4-7 N=6 3-7-50/4" 19 19 22 24 24 24 24 17 37 ASPHALT AGGREGATE BASE COURSE FILL - POORLY GRADED SAND (SP), pieces of brick, fine to medium grained, brown, moist, very loose to medium dense VARVED SILT AND CLAY (CL-ML), gray to brown, wet, very soft to medium stiff SILTY SAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to medium grained, gray, wet, very dense Sampler Refusal at 26.5 Feet 0.2 0.5 6.0 25.5 26.5 294.5+/- 294+/- 288.5+/- 269+/- 268+/- WH = Weight of Hammer Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB195195 269 BROADWAY.GPJ TERRACON_DATATEMPLATE.GDT 9/5/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)LOCATION See Exploration Plan Latitude: 43.0775° Longitude: -73.7875°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 294.5 (Ft.) +/- Page 1 of 1 Advancement Method: 3 1/4" ID HSA Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Notes: Project No.: JB195195 Drill Rig: CME 45 BORING LOG NO. B-5 Roohan RealtyCLIENT: Saratoga Springs, New York Driller: S. Loiselle Boring Completed: 08-08-2019 PROJECT: Proposed Mixed Use Building Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 267-269 Broadway Saratoga Springs, New York SITE: Boring Started: 08-08-2019 594 Broadway Watervliet, NY 5.5 feet while drilling WATER LEVEL OBSERVATIONS 1 3 4 SAMPLE TYPE 3-5-9-9 N=14 6-6-9-9 N=15 3-2-1-2 N=3 2-2-2-3 N=4 WH-2-2-3 N=4 WH-1-2-2 N=3 WH/12"-1-2 N=1 1-1-1-5 N=2 50/0" 19 22 21 24 24 24 24 24 0 ASPHALT PAVEMENT BASE FILL - POORLY GRADED SAND (SP), occasional cobbles, fine to medium grained, orange to brown, moist, medium dense POORLY GRADED SAND WITH GRAVEL (SP), trace silt, fine to medium grained, tan, wet, very loose to loose VARVED SILT AND CLAY (CL-ML), trace fine sand, brown, moist to wet, very soft to soft PROBABLE GLACIAL TILL - SILTY SAND WITH GRAVEL (SM), fine to medium grained, gray, very dense No sample recovery at this depth Auger and Sampler Refusal at 29 Feet 0.3 0.5 4.0 7.0 28.5 29.0 295.5+/- 295+/- 291.5+/- 288.5+/- 267+/- 266.5+/- WH = Weight of Hammer Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB195195 269 BROADWAY.GPJ TERRACON_DATATEMPLATE.GDT 9/5/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)LOCATION See Exploration Plan Latitude: 43.0774° Longitude: -73.7872°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 295.5 (Ft.) +/- Page 1 of 1 Advancement Method: 3 1/4" ID HSA Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Notes: Project No.: JB195195 Drill Rig: CME 45 BORING LOG NO. B-6 Roohan RealtyCLIENT: Saratoga Springs, New York Driller: S. Loiselle Boring Completed: 08-14-2019 PROJECT: Proposed Mixed Use Building Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 267-269 Broadway Saratoga Springs, New York SITE: Boring Started: 08-14-2019 594 Broadway Watervliet, NY 6.1 feet while drilling WATER LEVEL OBSERVATIONS 1 2 3 4 SAMPLE TYPE 2-4-5-6 N=9 4-4-4-4 N=8 3-4-7-4 N=11 11-11-10-9 N=21 3-4-4-3 N=8 WH-1-2-4 N=3 2-3-4-4 N=7 WH/12"-1-2 N=1 WH-1-2-3 N=3 4-5-4-7 N=9 50/0" 21 21 19 21 21 19 24 24 24 19 0 FILL - SILTY SAND WITH GRAVEL (SM), pieces of brick, trace slag, fine to medium grained, brown, moist to wet, loose to medium dense Grades to wet at about 7 feet SILTY SAND (SM), fine grained, brown, wet, medium dense VARVED SILT AND CLAY, brown, moist, very soft to medium stiff Grades to gray banded silt and clay SILTY SAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to medium grained, gray, moist, loose to very dense Auger and Sampler Refusal at 32.4 Feet 8.0 10.0 30.0 32.4 289+/- 287+/- 267+/- 264.5+/- WH = Weight of Hammer Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB195195 269 BROADWAY.GPJ TERRACON_DATATEMPLATE.GDT 9/5/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 30 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)LOCATION See Exploration Plan Latitude: 43.0774° Longitude: -73.7869°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 297 (Ft.) +/- Page 1 of 1 Advancement Method: 3 1/4" ID HSA Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB195195 Drill Rig: CME 45 BORING LOG NO. B-7 Roohan RealtyCLIENT: Saratoga Springs, New York Driller: S. Loiselle Boring Completed: 08-08-2019 PROJECT: Proposed Mixed Use Building Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 267-269 Broadway Saratoga Springs, New York SITE: Boring Started: 08-08-2019 594 Broadway Watervliet, NY WATER LEVEL OBSERVATIONS No free water observed 1 2 3 4 SAMPLE TYPE 2-4-4-4 N=8 2-2-5-10 N=7 5-3-2-2 N=5 1-2-4-6 N=6 1-2-3-2 N=5 3-2-2-2 N=4 2-1-2-4 N=3 WH/12"-1-2 N=1 2-2-1-2 N=3 WH-1-2-2 N=3 2-15-17-14 N=32 50/0" 14 19 1 5 21 19 22 24 24 24 24 0 FILL - POORLY GRADED SAND (SP), pieces of brick, trace rootlets, fine to medium grained, brown, moist, loose POORLY GRADED SAND (SP), fine to medium grained, orange to brown, moist to wet, very loose to loose Grades to wet at about 10 feet VARVED SILT AND CLAY (CL-ML), gray, wet, very soft to soft SILTY SAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to medium grained, gray, wet, dense to very dense Auger and Sampler Refusal at 33.4 Feet 8.0 16.0 31.0 33.4 294+/- 286+/- 271+/- 268.5+/- WH = Weight of Hammer Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB195195 269 BROADWAY.GPJ TERRACON_DATATEMPLATE.GDT 9/5/19WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 30 FIELD TESTRESULTSRECOVERY (In.)WATERCONTENT (%)LOCATION See Exploration Plan Latitude: 43.0773° Longitude: -73.7867°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 302 (Ft.) +/- Page 1 of 1 Advancement Method: 3 1/4" ID HSA Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Notes: Project No.: JB195195 Drill Rig: CME 45 BORING LOG NO. B-8 Roohan RealtyCLIENT: Saratoga Springs, New York Driller: S. Loiselle Boring Completed: 08-09-2019 PROJECT: Proposed Mixed Use Building Elevations were interpolated from a topographic site plan. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 267-269 Broadway Saratoga Springs, New York SITE: Boring Started: 08-09-2019 594 Broadway Watervliet, NY WATER LEVEL OBSERVATIONS No free water observed 1 2 3 4 SAMPLE TYPE 2022 TEST BORING LOGS 4-3-2-3 N=5 2-2-4-2 N=6 1-1-1-1 N=2 1/12"-1/12" N=1 1-1-1 N=2 1-2-1 N=3 5-7-14-17 N=21 10.7 39.7 NP 40-23-17 BRICKS FILL - POORLY GRADED SAND, trace silt, bricks noted, brown - becomes well-graded sand w/ silt, plastic also noted - similar, wood pieces noted SILTY SAND (SM), rootlets noted in 6'-8' sample, fine grained, very loose LEAN CLAY (CL), gray, soft, varved clay and silt w/ occasional fine sand partings SILTY SAND WITH GRAVEL (SM), gray, medium dense, fine sand and silt w/ embedded coarser sand, gravel, rock fragments, occasional cobbles and boulders (glacial till) 0.1 6.0 10.0 20.0 24.5 294.3 288.4 284.4 274.4 269.9 - logged by AEB - observation well B-9D was installed in borehole upon completion of sampling. Wells B-9S and B-9I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. 12 14 13 2 18 16 7 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)5 10 15 20 25 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0775° Longitude: -73.7875°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 294.4 (Ft.) Page 1 of 2 Advancement Method: 4 1/4" ID HSA to 24.5 feet, tri cone roller bit to 25.5 feet, and NQ2-sized core barrel to 35.5 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-9 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-14-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-14-2022 30 Corporate Cir Ste 201 Albany, NY 5' after 6'-8' sample WATER LEVEL OBSERVATIONS RECOVERY (In.)1 2 3 4 5 SAMPLE TYPE REC=98% RQD=75% REC=100% RQD=33% LIMESTONE, light gray, with quartz veins and chert nodules, slightly weathered, close to moderate joint spacing at generally low angle, good RQD (continued) - joint spacing becomes extremely close to moderate, poor RQD Boring Terminated at 35.5 Feet 35.5 258.9 - logged by AEB - observation well B-9D was installed in borehole upon completion of sampling. Wells B-9S and B-9I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. 59 60 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)30 35 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0775° Longitude: -73.7875°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 294.4 (Ft.) Page 2 of 2 Advancement Method: 4 1/4" ID HSA to 24.5 feet, tri cone roller bit to 25.5 feet, and NQ2-sized core barrel to 35.5 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-9 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-14-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-14-2022 30 Corporate Cir Ste 201 Albany, NY 5' after 6'-8' sample WATER LEVEL OBSERVATIONS RECOVERY (In.)5 SAMPLE TYPE 5-12-20-8 N=32 6-7-4-6 N=11 2-1-2-2 N=3 1-1-1-1 N=2 1-1-1 N=2 WH/18" N=WH WH-1-1 N=2 18.8 41.3 NP 45-22-23 ASPHALT FILL - POORLY GRADED SAND, trace silt, bricks noted, brown SILTY SAND (SM), rootlets noted, fine to medium grained, brown, very loose to medium dense - similar, grades grayish brown LEAN CLAY (CL), gray, very soft to soft, varved clay and silt w/ occasional fine sand partings 0.2 5.0 8.0 295.2 290.4 287.4 - logged by AEB - WH = Weight of Hammer - observation well B-10D was installed in borehole upon completion of sampling. Wells B-10S and B-10I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)5 10 15 20 25 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0774° Longitude: -73.7873°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 295.4 (Ft.) Page 1 of 2 Advancement Method: 4 1/4" ID HSA to 29 feet, tri cone roller bit to 30 feet, and NQ2-sized core barrel to 40 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-10 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-18-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-18-2022 30 Corporate Cir Ste 201 Albany, NY WATER LEVEL OBSERVATIONS No free water observed during augering RECOVERY (In.)1 2 3 SAMPLE TYPE 1-1-6 N=7 REC=100% RQD=0% REC=98% RQD=7% LEAN CLAY (CL), gray, very soft to soft, varved clay and silt w/ occasional fine sand partings (continued) SILTY SAND WITH GRAVEL (SM), gray, fine sand and silt w/ embedded coarser sand, gravel, rock fragments, occasional cobbles and boulders (glacial till) LIMESTONE, light gray, with quartz veins and chert nodules, slightly weathered, close to moderate joint spacing at generally low angle, vertical fracture runs through both core runs, very poor RQD (when considering vertical fracture) - joint spacing becomes very close to moderate Boring Terminated at 40 Feet 26.5 28.8 40.0 268.9 266.6 255.4 - logged by AEB - observation well B-10D was installed in borehole upon completion of sampling. Wells B-10S and B-10I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. - RQD measurement reflects vertical fracture present through both core runs 60 59 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)30 35 40 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0774° Longitude: -73.7873°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 295.4 (Ft.) Page 2 of 2 Advancement Method: 4 1/4" ID HSA to 29 feet, tri cone roller bit to 30 feet, and NQ2-sized core barrel to 40 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-10 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-18-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-18-2022 30 Corporate Cir Ste 201 Albany, NY WATER LEVEL OBSERVATIONS No free water observed during augering RECOVERY (In.)3 4 5 SAMPLE TYPE 2-8-4-2 N=12 3-3-3-3 N=6 3-4-3-4 N=7 6-4-4-2 N=8 1-3-2-4 N=5 1-1-1 N=2 1-2-1 N=3 WH/18" N=WH 37.9 25.5 NP 35-18-17 TOPSOIL FILL - POORLY GRADED SAND WITH GRAVEL, trace silt, bricks, asphalt, and rootlets noted, brown FILL - POORLY GRADED SAND, trace silt and gravel, asphalt and cinders noted FILL - SILTY SAND, bricks noted LEAN CLAY (CL), rootlets noted in 8'-10' sample, trace fine sand, olive to gray at 15', very soft to soft, varved clay and silt w/ occasional fine sand partings 0.3 9.2 296.2 287.2 - logged by AEB - WH = Weight of Hammer - observation well B-11D was installed in borehole upon completion of sampling. Wells B-11S and B-11I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. 10 12 18 12 11 10 18 18 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)5 10 15 20 25 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0773° Longitude: -73.7870°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 296.4 (Ft.) Page 1 of 2 Advancement Method: 4 1/4" ID HSA to 32 feet, tri cone roller bit to 32.5 feet, and NQ2-sized core barrel to 42.5 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-11 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-19-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-19-2022 30 Corporate Cir Ste 201 Albany, NY 6.8' after 8'-10' sample 7.4' level overnight WATER LEVEL OBSERVATIONS RECOVERY (In.)1 3 SAMPLE TYPE 1-2-4-9 N=6 3-3-12-50 N=15 REC=100% RQD=97% REC=100% RQD=48% SILTY SAND WITH GRAVEL (SM), gray, medium dense, fine sand and silt w/ embedded coarser sand, gravel, rock fragments, occasional cobbles and boulders (glacial till) LIMESTONE, light gray, with quartz veins and chert nodules, slightly weathered, very close to moderate joint spacing at generally low angle, excellent RQD - RQD becomes poor with occasional vertical fractures Boring Terminated at 42.5 Feet 26.5 32.0 42.5 269.9 264.4 253.9 - logged by AEB - observation well B-11D was installed in borehole upon completion of sampling. Wells B-11S and B-11I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. 24 12 60 60 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)30 35 40 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0773° Longitude: -73.7870°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 296.4 (Ft.) Page 2 of 2 Advancement Method: 4 1/4" ID HSA to 32 feet, tri cone roller bit to 32.5 feet, and NQ2-sized core barrel to 42.5 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-11 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-19-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-19-2022 30 Corporate Cir Ste 201 Albany, NY 6.8' after 8'-10' sample 7.4' level overnight WATER LEVEL OBSERVATIONS RECOVERY (In.)3 4 5 SAMPLE TYPE 5-10-6-8 N=16 5-9-3-4 N=12 1-1-6-2 N=7 1-1-WH/12" N=1 WH-1-1 N=2 1/12"-1 N=1 WH/18" N=WH FILL - BRICKS FILL - POORLY GRADED SAND AND BRICKS, brown and red FILL - SILTY SAND, rootlets and asphalt noted, black SILTY SAND, fine to medium grained, brown, very loose POORLY GRADED SAND (SP), fine to medium grained, gray, very loose LEAN CLAY (CL), gray, very soft to soft, varved clay and silt w/ occasional fine sand partings 6.0 10.0 15.0 290.7 286.7 281.7 - logged by AEB - WH = Weight of Hammer - observation well B-12D was installed in borehole upon completion of sampling. Wells B-12S and B-12I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. 6 7 6 11 10 11 18 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)5 10 15 20 25 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0775° Longitude: -73.7867°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 296.7 (Ft.) Page 1 of 2 Advancement Method: 4 1/4" ID HSA to 34 feet, cleaned out with tri cone roller bit at 34 feet, and NQ2-sized core barrel to 44 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-12 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-11-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-11-2022 30 Corporate Cir Ste 201 Albany, NY 7.8' after 8'-10' sample WATER LEVEL OBSERVATIONS RECOVERY (In.)1 2 3 SAMPLE TYPE WH/12"-2 N=2 5-12-14-19 N=26 REC=100% RQD=83% REC=100% RQD=96% 36.7 7.7 35-14-21 NP LEAN CLAY (CL), gray, very soft to soft, varved clay and silt w/ occasional fine sand partings (continued) POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), gray, medium dense, fine sand and silt w/ embedded coarser sand, gravel, rock fragments, occasional cobbles and boulders (glacial till) LIMESTONE, light gray, with quartz veins and chert nodules, slightly weathered, close to moderate joint spacing at generally low angle, vertical fracture near bedrock surface, good RQD - RQD becomes excellent Boring Terminated at 44 Feet 30.0 34.0 44.0 266.7 262.7 252.7 - logged by AEB - WH = Weight of Hammer - observation well B-12D was installed in borehole upon completion of sampling. Wells B-12S and B-12I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. 18 12 60 60 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)30 35 40 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0775° Longitude: -73.7867°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 296.7 (Ft.) Page 2 of 2 Advancement Method: 4 1/4" ID HSA to 34 feet, cleaned out with tri cone roller bit at 34 feet, and NQ2-sized core barrel to 44 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-12 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-11-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-11-2022 30 Corporate Cir Ste 201 Albany, NY 7.8' after 8'-10' sample WATER LEVEL OBSERVATIONS RECOVERY (In.)3 4 5 SAMPLE TYPE 1-10-6-4 N=16 4-4-1-1 N=5 2-1-1-1 N=2 1-1-1-6 N=2 1-1-1-1 N=2 1-1-1 N=2 WH-WH-1 N=1 6.6 32.9 NP 34-20-14 TOPSOIL FILL - POORLY GRADED SAND AND BRICKS, brown and red - becomes silty sand w/ gravel POORLY GRADED SAND (SP), trace gravel, fine to medium grained, brown, very loose LEAN CLAY (CL), gray, very soft to soft, varved clay and silt w/ occasional fine sand partings 0.4 10.0 15.0 300.2 290.6 285.6 - logged by AEB - WH = Weight of Hammer - observation well B-13D was installed in borehole upon completion of sampling. Wells B-13S and B-13I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)5 10 15 20 25 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0774° Longitude: -73.7866°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 300.6 (Ft.) Page 1 of 2 Advancement Method: 4 1/4" ID HSA to 31.2 feet, tri cone roller bit to 32 feet, and NQ2-sized core barrel to 42 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-13 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-07-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-07-2022 30 Corporate Cir Ste 201 Albany, NY WATER LEVEL OBSERVATIONS No free water observed during augering RECOVERY (In.)1 2 3 SAMPLE TYPE 1-2-2 N=4 WH-2-50/.3 N=50+ REC=100% RQD=88% REC=100% RQD=84% REC=100% RQD=95% LEAN CLAY (CL), gray, very soft to soft, varved clay and silt w/ occasional fine sand partings (continued) SILTY SAND WITH GRAVEL (SM), gray, very dense, fine sand and silt w/ embedded coarser sand, gravel, rock fragments, occasional cobbles and boulders (glacial till) LIMESTONE, light gray, with quartz veins and chert nodules, slightly weathered, very close to moderate joint spacing at generally low angle, good RQD - becomes slightly to moderately weathered, with extremely close to moderate joint spacing - moderately to slightly weathered, very close to moderate joint spacing, excellent RQD Boring Terminated at 42 Feet 30.0 32.0 42.0 270.6 268.6 258.6 - logged by AEB - WH = Weight of Hammer - observation well B-13D was installed in borehole upon completion of sampling. Wells B-13S and B-13I were installed in separate boreholes adjacent to this boring. Refer to the observation well diagrams for more information. 40 19 60 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 9/13/22DEPTH (Ft.)30 35 40 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)LL-PL-PI ATTERBERG LIMITSLOCATIONSee Exploration Plan Latitude: 43.0774° Longitude: -73.7866°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Surface Elev.: 300.6 (Ft.) Page 2 of 2 Advancement Method: 4 1/4" ID HSA to 31.2 feet, tri cone roller bit to 32 feet, and NQ2-sized core barrel to 42 feet. Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: JB205029 Drill Rig: CME 750X BORING LOG NO. B-13 Prime Group Holdings LLCCLIENT: Saratoga Springs, NY Driller: C. Schindler Boring Completed: 07-07-2022 PROJECT: 269 Broadway Office Building Elevations were determined in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 269 Broadway Saratoga Springs, NY SITE: Boring Started: 07-07-2022 30 Corporate Cir Ste 201 Albany, NY WATER LEVEL OBSERVATIONS No free water observed during augering RECOVERY (In.)3 4 5 SAMPLE TYPE Proposed Office Building Saratoga Springs, New York Terracon Project No. JB205029 0.25 to 0.50 > 4.00 2.00 to 4.00 1.00 to 2.00 0.50 to 1.00 less than 0.25 Unconfined Compressive Strength Qu, (tsf) Rock Core Split Spoon Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. GRAIN SIZE TERMINOLOGY RELATIVE PROPORTIONS OF FINESRELATIVE PROPORTIONS OF SAND AND GRAVEL DESCRIPTIVE SOIL CLASSIFICATION LOCATION AND ELEVATION NOTES SAMPLING WATER LEVEL FIELD TESTS N (HP) (T) (DCP) UC (PID) (OVA) Standard Penetration Test Resistance (Blows/Ft.) Hand Penetrometer Torvane Dynamic Cone Penetrometer Unconfined Compressive Strength Photo-Ionization Detector Organic Vapor Analyzer Medium 0Over 12 in. (300 mm) >12 5-12 <5 Percent of Dry Weight TermMajor Component of Sample Modifier With Trace Descriptive Term(s) of other constituents >30Modifier <15 Percent of Dry Weight Descriptive Term(s) of other constituents With 15-29 High Trace PLASTICITY DESCRIPTION Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. DESCRIPTION OF SYMBOLS AND ABBREVIATIONS GENERAL NOTES > 30 11 - 30 1 - 10Low Non-plastic Plasticity Index #4 to #200 sieve (4.75mm to 0.075mm Boulders 12 in. to 3 in. (300mm to 75mm)Cobbles 3 in. to #4 sieve (75mm to 4.75 mm)Gravel Sand Passing #200 sieve (0.075mm)Silt or Clay Particle Size Water Level After a Specified Period of Time Water Level After a Specified Period of Time Water Initially Encountered Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. Standard Penetration or N-Value Blows/Ft. Descriptive Term (Density) CONSISTENCY OF FINE-GRAINED SOILS Hard 15 - 30Very Stiff> 50Very Dense 8 - 15Stiff30 - 50Dense 4 - 8Medium Stiff10 - 29Medium Dense 2 - 4Soft4 - 9Loose 0 - 1Very Soft0 - 3Very Loose (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance STRENGTH TERMS > 30 Descriptive Term (Consistency) Standard Penetration or N-Value Blows/Ft. RELATIVE DENSITY OF COARSE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance UNIFIED SOIL CLASSIFICATION SYSTEM Responsive ■ Resourceful ■ Reliable UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse-Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu 4 and 1 Cc 3 E GW Well-graded gravel F Cu 4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F, G, H Fines classify as CL or CH GC Clayey gravel F, G, H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu 6 and 1 Cc 3 E SW Well-graded sand I Cu 6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G, H, I Fines classify as CL or CH SC Clayey sand G, H, I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI 7 and plots on or above “A” line J CL Lean clay K, L, M PI 4 or plots below “A” line J ML Silt K, L, M Organic: Liquid limit - oven dried 0.75 OL Organic clay K, L, M, N Liquid limit - not dried Organic silt K, L, M, O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K, L, M PI plots below “A” line MH Elastic Silt K, L, M Organic: Liquid limit - oven dried 0.75 OH Organic clay K, L, M, P Liquid limit - not dried Organic silt K, L, M, Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve. B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay. E Cu = D60/D10 Cc = 6010 2 30 DxD )(D F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains 30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. DESCRIPTION OF ROCK PROPERTIES ROCK VERSION 1 WEATHERING Term Description Unweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces. Slightly weathered Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discolored by weathering and may be somewhat weaker externally than in its fresh condition. Moderately weathered Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones. Highly weathered More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones. Completely weathered All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported. STRENGTH OR HARDNESS Description Field Identification Uniaxial Compressive Strength, psi (MPa) Extremely weak Indented by thumbnail 40-150 (0.3-1) Very weak Crumbles under firm blows with point of geological hammer, can be peeled by a pocket knife 150-700 (1-5) Weak rock Can be peeled by a pocket knife with difficulty, shallow indentations made by firm blow with point of geological hammer 700-4,000 (5-30) Medium strong Cannot be scraped or peeled with a pocket knife, specimen can be fractured with single firm blow of geological hammer 4,000-7,000 (30-50) Strong rock Specimen requires more than one blow of geological hammer to fracture it 7,000-15,000 (50-100) Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000 (100-250) Extremely strong Specimen can only be chipped with geological hammer >36,000 (>250) DISCONTINUITY DESCRIPTION Fracture Spacing (Joints, Faults, Other Fractures) Bedding Spacing (May Include Foliation or Banding) Description Spacing Description Spacing Extremely close < ¾ in (<19 mm) Laminated < ½ in (<12 mm) Very close ¾ in – 2-1/2 in (19 - 60 mm) Very thin ½ in – 2 in (12 – 50 mm) Close 2-1/2 in – 8 in (60 – 200 mm) Thin 2 in – 1 ft. (50 – 300 mm) Moderate 8 in – 2 ft. (200 – 600 mm) Medium 1 ft. – 3 ft. (300 – 900 mm) Wide 2 ft. – 6 ft. (600 mm – 2.0 m) Thick 3 ft. – 10 ft. (900 mm – 3 m) Very Wide 6 ft. – 20 ft. (2.0 – 6 m) Massive > 10 ft. (3 m) Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the core. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) For example, a horizontal bedding plane would have a 0-degree angle. ROCK QUALITY DESIGNATION (RQD) 1 Description RQD Value (%) Very Poor 0 - 25 Poor 25 – 50 Fair 50 – 75 Good 75 – 90 Excellent 90 - 100 1. The combined length of all sound and intact core segments equal to or greater than 4 inches in length, expressed as a percentage of the total core run length. Reference: U.S. Department of Transportation, Federal Highway Administration, Publication No FHWA-NHI-10-034, December 2009 Technical Manual for Design and Construction of Road Tunnels – Civil Elements ROCK CORE PHOTOGRAPHS WELL CONSTRUCTION DIAGRAMS Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Static Water Level (below t/o PVC) Depth (below GS) Casagrande Type Piezometer (screened in upper sandy deposits) Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in intermediate clay deposit) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Rock: Depth, Top of Sandpack: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in bedrock stratum) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Depth, Top of Screen: Depth, Shale Basket: Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Static Water Level (below t/o PVC) Depth (below GS) Casagrande Type Piezometer (screened in upper sandy deposits) Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in intermediate clay deposit) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Rock: Depth, Top of Sandpack: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in bedrock stratum) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Depth, Top of Screen: Depth, Shale Basket: Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Static Water Level (below t/o PVC) Depth (below GS) Casagrande Type Piezometer (screened in upper sandy deposits) Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in intermediate clay deposit) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Rock: Depth, Top of Sandpack: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in bedrock stratum) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Depth, Top of Screen: Depth, Shale Basket: Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Static Water Level (below t/o PVC) Depth (below GS) Casagrande Type Piezometer (screened in upper sandy deposits) Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in intermediate clay deposit) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Rock: Depth, Top of Sandpack: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in bedrock stratum) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Depth, Top of Screen: Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Static Water Level (below t/o PVC) Depth (below GS) Casagrande Type Piezometer (screened in upper sandy deposits) Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Depth, Top of Sandpack: Depth, Top of Screen: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Depth, Bottom of Sandpack: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in intermediate clay deposit) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Well Number: Project: Location: Project Number: Drilling Method: Driller: Installation Date(s): Type of Surface Seal: Type of Backfill: Borehole Diameter: I.D. of Riser Pipe: Type of Riser Pipe: Depth, Top of Seal: Type of Seal: Type of Screen: Slot Size x Length: I.D. of Screen: Type of Sandpack: Depth, Bottom of Screen: Total Depth of Hole: Elevation/Top of Riser Pipe (ft): Ground Surf. Elev. (ft):8" Dia. Curb Box Casagrande Type Piezometer (screened in bedrock stratum) Static Water Level (below t/o PVC) Depth (below GS) Depth, Top of Backfill: Not to Scale Depth, Top of Screen: Depth, Top of Rock: Depth, Top of Sandpack: LABORATORY TEST RESULTS 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 ASTM D422 / ASTM C136 6 16 20 30 40 501.5 200681014413/4 1/2 60 GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHTHYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 4 3/8 3 100 14032 GRAIN SIZE DISTRIBUTION SILT OR CLAY B-9 B-10 B-11 B-12 B-13 mediumcoarse coarsefine fineCOBBLESGRAVEL SAND WELL-GRADED SAND with SILT (SW-SM) SILTY SAND (SM) SILTY SAND (SM) POORLY GRADED SAND with SILT and GRAVEL (SP-SM) SILTY SAND with GRAVEL (SM) NP NP NP NP NP 1.15 0.82 NP NP NP NP NP NP NP NP NP NP 8.54 4.35 2 - 4 5 - 7 6 - 8 30 - 32 2 - 4 10.7 18.8 37.9 7.7 6.6 B-9 B-10 B-11 B-12 B-13 9.4 14.7 39.2 9.5 39.0 2 - 4 5 - 7 6 - 8 30 - 32 2 - 4 3.3 11.3 0.0 22.9 22.2 87.2 74.0 60.8 67.5 38.7 12.5 19 4.75 37.5 37.5 0.69 0.63 0.192 0.331 0.403 0.253 0.211 0.144 0.081 0.076 30 Corporate Cir Ste 201 Albany, NY PROJECT NUMBER: JB205029 SITE: 269 Broadway Saratoga Springs, NY PROJECT: 269 Broadway Office Building CLIENT: Prime Group Holdings LLC Saratoga Springs, NY LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 8/31/22WC (%)LL PL PI Cc Cu %Clay%Fines%Silt%Sand%GravelD100D60D30D10 USCS Classification %Cobbles 0.0 0.0 0.0 0.0 0.0 Boring ID Depth (Ft) Boring ID Depth (Ft) 0 10 20 30 40 50 60 0 20 40 60 80 100CH or OHCL or OLML or OL MH or OH"U" Line"A" Line ATTERBERG LIMITS RESULTS ASTM D4318 P L A S T I C I T Y I N D E X LIQUID LIMIT 30 Corporate Cir Ste 201 Albany, NY PROJECT NUMBER: JB205029 SITE: 269 Broadway Saratoga Springs, NY PROJECT: 269 Broadway Office Building CLIENT: Prime Group Holdings LLC Saratoga Springs, NY LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 8/31/22 40 23 17 PIPLLL B-9 Fines 10 - 11.5 CL Lean Clay DescriptionUSCSBoring ID Depth (Ft) CL-ML 0 10 20 30 40 50 60 0 20 40 60 80 100CH or OHCL or OLML or OL MH or OH"U" Line"A" Line ATTERBERG LIMITS RESULTS ASTM D4318 P L A S T I C I T Y I N D E X LIQUID LIMIT 30 Corporate Cir Ste 201 Albany, NY PROJECT NUMBER: JB205029 SITE: 269 Broadway Saratoga Springs, NY PROJECT: 269 Broadway Office Building CLIENT: Prime Group Holdings LLC Saratoga Springs, NY LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 8/31/22 45 22 23 PIPLLL B-10 Fines 15 - 16.5 CL Lean Clay DescriptionUSCSBoring ID Depth (Ft) CL-ML 0 10 20 30 40 50 60 0 20 40 60 80 100CH or OHCL or OLML or OL MH or OH"U" Line"A" Line ATTERBERG LIMITS RESULTS ASTM D4318 P L A S T I C I T Y I N D E X LIQUID LIMIT 30 Corporate Cir Ste 201 Albany, NY PROJECT NUMBER: JB205029 SITE: 269 Broadway Saratoga Springs, NY PROJECT: 269 Broadway Office Building CLIENT: Prime Group Holdings LLC Saratoga Springs, NY LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 8/31/22 35 18 17 PIPLLL B-11 Fines 20 - 21.5 CL Lean Clay DescriptionUSCSBoring ID Depth (Ft) CL-ML 0 10 20 30 40 50 60 0 20 40 60 80 100CH or OHCL or OLML or OL MH or OH"U" Line"A" Line ATTERBERG LIMITS RESULTS ASTM D4318 P L A S T I C I T Y I N D E X LIQUID LIMIT 30 Corporate Cir Ste 201 Albany, NY PROJECT NUMBER: JB205029 SITE: 269 Broadway Saratoga Springs, NY PROJECT: 269 Broadway Office Building CLIENT: Prime Group Holdings LLC Saratoga Springs, NY LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 8/31/22 35 14 21 PIPLLL B-12 Fines 25 - 26.5 CL Lean Clay DescriptionUSCSBoring ID Depth (Ft) CL-ML 0 10 20 30 40 50 60 0 20 40 60 80 100CH or OHCL or OLML or OL MH or OH"U" Line"A" Line ATTERBERG LIMITS RESULTS ASTM D4318 P L A S T I C I T Y I N D E X LIQUID LIMIT 30 Corporate Cir Ste 201 Albany, NY PROJECT NUMBER: JB205029 SITE: 269 Broadway Saratoga Springs, NY PROJECT: 269 Broadway Office Building CLIENT: Prime Group Holdings LLC Saratoga Springs, NY LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 8/31/22 34 20 14 PIPLLL B-13 Fines 15 - 16.5 CL Lean Clay DescriptionUSCSBoring ID Depth (Ft) CL-ML B-9 2-4 10.7 B-9 10-11.5 39.7 B-10 5-7 18.8 B-10 15-16.5 41.3 B-11 6-8 37.9 B-11 20-21.5 25.5 B-12 25-26.5 36.7 B-12 30-32 7.7 B-13 2-4 6.6 B-13 15-16.5 32.9 Sheet 1 of 1 Summary of Laboratory Results 30 Corporate Cir Ste 201 Albany, NY PROJECT NUMBER: JB205029 SITE: 269 Broadway Saratoga Springs, NY PROJECT: 269 Broadway Office Building CLIENT: Prime Group Holdings LLC Saratoga Springs, NY LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART LAB SUMMARY-PORTRAIT JB205029 269 BROADWAY OFFI.GPJ TERRACON_DATATEMPLATE.GDT 8/31/22BORING ID Water Content (%)Depth (Ft.) COMPRESSIVE STRENGTH REPORT ¨ ASTM D2938 ( DRILLED CORES ) PROJECT: 269 Broadway Office Building PROJECT NO:JB205029 CLIENT: Prime Group Holdings LLC DATE: 8-24-2022 LABORATORY TEST DATA FIELD ID NO. DIAMETER (in.) AREA (in.) TRIMMED LENGTH (in.) CAPPED LENGTH (in.) L/D RATIO CORRECTION FACTOR APPLIED LOAD (lbs.) FRACTURE TYPE CORRECTED STRENGTH (psi) B-9 1.96 3.02 3.36 3.28 1.67 0.98 30,270 3 9,820 B-13 1.97 3.05 3.29 3.51 1.78 0.98 39,760 3 12,780 Note 1: B-9 29.3’ Note 2:B-13 37’ Note 3: Note 4: TESTED BY: Anthony Barron DATE: 8-24-2022