Attachment 2 - EHRM CWM - Geotechnical Engineering Report.pdf

One Beacon Street, Suite 8100 Boston, MA 02108 ▪ 617-497-7800 ▪ www.kleinfelder.com

GEOTECHNICAL ENGINEERING REPORT

DEPARTMENT OF VETERANS AFFAIRS

EDWARD P. BOLAND VA MEDICAL CENTER

LEEDS, MASSACHUSETTS

PREPARED FOR:

MR. BO ZHANG, P.E. NABCEP PVIP, LEED GREEN ASSOCIATE

ELECTRICAL ENGINEER

ACELA ARCHITECTS + ENGINEERS, P.C.

2633 MORAVIAN AVENUE

ALLENTOWN, PA 18103

PREPARED BY:

TREVOR DOMBACH

PROJECT MANAGER

MASSIMILIANO (MAX) ROLANDI, PHD, P.E.

PRINCIPAL PROFESSIONAL

MA LICENSE NO: PE-50928

PROJECT NUMBER – 20226065.001A

MAY 5, 2022

TABLE OF CONTENTS

SECTION PAGE

1.0 INTRODUCTION

2.0 SITE AND PROJECT DESCRIPTION

3.0 SITE GEOLOGY

4.0 SUBSURFACE EXPLORATION PROGRAM

5.0 LABORATORY TESTING

6.0 DESCRIPTION OF SUBSURFACE CONDITIONS

6.1 SOIL

6.2 GROUNDWATER

7.0 GEOTECHNICAL RECOMMENDATIONS

7.1 SHALLOW FOUNDATIONS

7.2 SETTLEMENT

7.3 RESISTANCE TO UNBALANCED LOADS

7.4 FLOOR SLABS

7.5 SEISMIC SITE CLASS

8.0 CONSTRUCTION CONSIDERATIONS

8.1 SITE PREPARATION

8.2 PROOF-ROLLING

8.3 BACKFILL GRADATION

8.4 EXCAVATION CONSIDERATIONS

8.5 COMPACTION & PLACEMENT REQUIREMENTS

8.6 FOUNDATION CONSTRUCTION

8.7 GENERAL PAVEMENT CONSIDERATIONS

8.8 SLAB CONSTRUCTION

8.9 WET WEATHER CONSTRUCTION

8.10 CONSTRUCTION DEWATERING

9.0 CONSTRUCTION OBSERVATION AND TESTING

10.0 LIMITATIONS

11.0 CLOSING

Appendix

Figure 1 – Topographic Map

Figure 2 – Geologic Map

Figure 3, 3A – Exploration Plan

Figure 4 – Test Boring Profiles

Laboratory Test Results

Test Boring Logs

Geotechnical Engineering Report Department of Veterans Affairs Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022

1.0 INTRODUCTION

This Geotechnical Report was prepared by Kleinfelder, Inc. (Kleinfelder), on behalf of Acela Architects + Engineers, P.C., (Acela), of Allentown, Pennsylvania, and contains the results of a geotechnical engineering exploration conducted for the proposed Edward P. Boland Medical Center additions. The purpose of this exploration has been to evaluate the suitability of the existing subsurface conditions to support the proposed improvements. The scope of work for this project included a subsurface exploration, laboratory testing program and geotechnical engineering analysis. This report summarizes the results of the work performed and provides geotechnical and general construction recommendations.

Our understanding of the proposed project is based on a request for Proposal (RFP) by Acela, dated April 2022. A survey plan was not provided by Acela at the time of this report. Elevations (El.) in this report, when noted, were obtained from available online sources. Therefore, elevations herein should be considered approximate.

This report was prepared in general accordance with the provision of the Massachusetts amendments to the 2015 International Building Code, 9th Edition (collectively MSBC, the Code). This report is subject to the limitations included in the following sections and in the Limitations Section at the end of this memorandum.

2.0 SITE AND PROJECT DESCRIPTION

The project site currently consists of the existing Edward P. Boland Medical Center located in Leeds, Massachusetts. Topography across the project site is relatively flat with minimal grade variation (±5 feet) across the footprints of the proposed additions. The site is bordered to the north and east by wooded parcels, to the south by residential properties, and to the west by North Main Street. The approximate location of the site in relation to the surrounding area is presented on the Topographic Map (Figure 1) within the Appendix.

The project will include the construction of six new data center buildings on the existing medical center campus that range from about 200 square feet (sf) to 3,500 sf in plan area, with most of the buildings ranging from about 2,500 sf to 3,500 sf in plan area. The proposed additions are anticipated to be comprised of load-bearing masonry walls with slab-on-grade floor systems matching the adjacent structure.

Based on existing site grades, site regrading is anticipated to be minimal to reach the finished floor elevations. Maximum proposed wall loads have been noted to be 2.8 or 7 kilo-pounds (kips) per linear foot, depending on the building size. Slab loads were unknown at the time of this report; therefore, they have been assumed to range from 250 to 500 pounds per square foot (psf). Should building loads vary from what indicated herein, Kleinfelder should be notified immediately to perform the necessary revisions of the recommendations included in this report.

We understand that excavations for the proposed building additions will not extend underneath the bottom level of footings and walls of the existing structures (i.e., the proposed additions will not have a basement).

3.0 SITE GEOLOGY

Based on the Bedrock Geologic Map of Massachusetts from the United States Geologic Survey (USGS), the project site is underlain by the Devonian Littleton Formation (geologic symbol Dl). The project site within its geologic setting is presented on the Geologic Map (Figure 2) within the Appendix. The Littleton Formation is part of the Merrimack Belt. This formation includes metamorphic rocks such as aluminous mica shist, quartzite schist and aluminous phyllite (Silurian, Devonian and Pennsylvanian Rocks).

4.0 SUBSURFACE EXPLORATION PROGRAM

To evaluate subsurface conditions across the project site, 12 test borings were completed on April 3 through April 6, 2022. Supervision and monitoring of the subsurface exploration were provided by a representative

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022 of Kleinfelder, who located the test borings utilizing a hand-held GPS unit. The approximate test locations are shown on the Exploration Plan (Figure 3 and Figure 3A) presented within the Appendix.

The test borings were advanced using a track-mounted Mobile B-53 drill rig equipped with an automatic hammer and hollow-stem augers. Split-spoon samples and Standard Penetration Test (SPT), conducted in general accordance with the American Society of Testing and Materials (ASTM) standard D1586, were taken continuously through the upper 8 feet and at standard 5-foot intervals thereafter in the borings. The sample recovery and the SPT blow counts were recorded for each sample obtained. The SPT blow counts are the number of blows required to drive a 2-inch outer diameter split-spoon sampler 2 feet using a 140-pound weight dropping 30 inches. The number of blows required to advance the sampler over the 12-inch interval from 6 to 18 inches is considered the "N" value, which represents a measure of density or consistency.

All the borings extended to a depth of 22 feet. The borings were backfilled with cuttings upon drilling completion. An asphalt cold patch was placed at the ground surface for borings drilled in paved areas.

Data collected during the subsurface exploration was documented in the field and is presented in detail on the Test Boring Profiles (Figure 4), and Test Boring Logs presented in the Appendix. The Test Boring Profiles depict cross-sections of the subsurface conditions encountered within each test boring and include soil types, depths of individual strata and recorded “N” values. The Test Boring Logs contain general information about the subsurface program and specific data including sample depths, blow counts per 6 inches of penetration and visual classifications of the subsurface materials encountered. Additional information relating to the graphic symbols used within the Test Boring Logs is presented on the Graphics Key in the Appendix.

5.0 LABORATORY TESTING

Soil samples from the borings were visually reviewed and classified by Kleinfelder. Two representative soil samples were selected for geotechnical laboratory testing to verify visual classifications and aid in establishing the engineering parameters for foundation design. The geotechnical testing consisted of particle-size distribution (gradation) tests performed in accordance with ASTM D6913.

A Unified Soil Classification System (USCS) Group Symbol and ASTM Group Name has been assigned to the soil analyzed. The results of the testing conducted is presented in the Table 1. Laboratory test results are provided in the Appendix.

Table 1 – Summary of Geotechnical Laboratory Test Results

Boring/Sample Depth

(ft) Soil Type

% Gravel % Sand % Fines

USCS

Group

Symbol

ASTM Group Name

SB-1/S-3 4 – 6 Stratum I 6.9 50.9 42.2 SC Clayey SAND

SB-5/S-3 4 – 6 Fill 14.1 51.9 34 SC Clayey SAND

6.0 DESCRIPTION OF SUBSURFACE CONDITIONS

A general description of the strata is presented below, in the order in which they were encountered in the borings:

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022

6.1 SOIL

Existing Fill – Gray to brown Poorly graded Silty SAND with Gravel

Existing Fill was encountered within each of the test borings and generally extended to depths ranging from approximately 2.5 to 4 feet below existing site grades, except in boring SB-12 where Existing Fill extended to a depth of 10 feet below site grades. The “N” values, recorded within this layer ranged from 2 to 23 blows per foot (bpf). The Existing Fill layer consisted of poorly graded, loose to medium dense SAND with varying amounts of Silt and Gravel.

The Existing Fill was found to be free of deleterious materials (i.e., ash, cinder, slag and/or organic debris). However, samples were taken from discrete boring locations and the possibility does exist for deleterious materials to be present in unexplored portions of the site.

Stratum I – Orange to brown Clayey SAND

Stratum I was encountered within each test boring and extended to their termination depths of approximately 22 feet below existing site grades. The “N” values recorded within this stratum ranged from 14 bpf to 98 bpf. Split spoon refusal on possible boulders, defined as 50 blows for a split spoon penetration of less than 6 inches, was encountered in boring SB-2 at approximately 8 feet below grade and in boring SB-11 at approximately 20 feet below grade. The Stratum layer consisted of medium dense to very dense Clayey SAND with varying amounts of Gravel.

Laboratory testing conducted on representative soil samples from the Stratum I show this soil layer is well graded and plastic. All the borings in the subsurface exploration were terminated within the Stratum I.

6.2 GROUNDWATER

Groundwater was encountered within test boring SB-7 at a depth of approximately 15 feet below the existing site grade, at the end of drilling.

The groundwater levels presented in this report only represent the conditions encountered at the location and time indicated. It should be noted that groundwater levels fluctuate due to local and regional factors including, but not limited to, site topography, seasonal changes, well pumping, and periods of wet or dry weather, nearby construction or other below grade activities, such as excavation, dewatering, infiltration basins, etc.

7.0 GEOTECHNICAL RECOMMENDATIONS

The analyses and recommendations submitted in this report are based on the data obtained from the relatively widely spaced borings and our understanding of the proposed construction. The nature and extent of variations between explorations may not become evident until construction. If significant variations from the subsurface conditions observed in the borings appear during construction, or if changes occur in the design of the proposed structures, it will be necessary to re-evaluate these recommendations. Our geotechnical recommendations are provided in the following sections.

7.1 SHALLOW FOUNDATIONS

Base on the data obtained from the test locations completed, portions of the proposed additions are underlain by Existing Fill, which extended to depths of up to 10 feet below existing site grades.

Based on the lack of historical data, coupled with the data obtained during our exploration, support of the proposed additions on conventional shallow foundations bearing directly on the Existing Fill is not recommended due to intolerable post-construction settlement.

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022

Therefore, it is recommended the Existing Fill be overexcavated from within the foundation bearing zone, to the top of the naturally deposited soils of Stratum and replaced with compacted structural fill or ¾” crushed stone wrapped in non-woven geotextile. The foundation bearing zone is defined as the volume of soil underneath footings defined by a 1-horizontal to 1-vertical (1H:1V) plane extending downward and outward from one foot beyond the edge of foundation. Details concerning the removal and replacement of the Existing Fill are presented below.

Once excavated, the excavation subgrade should be thoroughly proof-compacted utilizing appropriate equipment under the supervision of a qualified geotechnical professional.

Should any weak or yielding areas be encountered, excavation should continue until suitable stable soils are encountered.

Following subgrade proof-compaction the excavation may be backfilled with structural fill or ¾” crushed stone wrapped in non-woven geotextile. The placement and compaction of structural fill should be completed in accordance with this report.

Consideration to removing the Existing Fill within its entirety may allow for efficiencies to be gained in the schedule and budget.

Provided the overexcavation and replacement of the Existing Fill is satisfactorily completed, our foundation recommendations are provided as follows:

1. Firm and stable naturally occurring materials and/or properly placed structural fill or ¾” crushed stone wrapped in non-woven geotextile may be utilized for support of the proposed additions on conventional strip and/or spread footings.

2. A maximum allowable bearing pressure of 4,000 pounds per square foot (psf) should be considered in design of the foundation of the proposed additions.

3. To protect against frost heave, spread footing foundations, including internal footings in unheated areas, should extend to a minimum depth of 4 feet below finished exterior grades.

4. Foundation bottoms should be free of loose material or debris immediately prior to the placement of concrete.

5. Concrete should be placed in excavated foundation areas as quickly as possible to minimize disturbance of the prepared foundation subgrade due to exposure and construction equipment traffic.

6. The suitability of the materials encountered at the proposed foundation subgrade elevations should be confirmed during construction under the supervision of a Professional Engineer licensed in the Commonwealth of Massachusetts specializing in Geotechnical Engineering.

7. Column and wall foundations should be a minimum of 3.0 and 1.5 feet in width, respectively.

8. Excavation below the footings and load bearing walls of the existing building should not occur without adequate support (i.e., shoring, bracing or underpinning) of the existing foundations and walls.

9. If encountered, the bedrock surface should be over-excavated a minimum of 6 inches below the foundation subgrade elevation and be backfilled with ¾” crushed stone

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022 wrapped in non-woven geotextile. Proceeding in this manner will minimize the potential for point loading and allows for a uniform distribution of loads.

7.2 SETTLEMENT

At the recommended allowable bearing capacity, total and differential settlement of floorings bearing directly over naturally deposited soils or on compacted structural fill/ ¾” crushed stone over naturally deposited soils are 1 inch and 0.5 inches, respectively.

7.3 RESISTANCE TO UNBALANCED LOADS

For resistance to unbalanced loads, an ultimate coefficient of friction of 0.45 may be assumed for calculation of frictional resistance along the bottom of foundations bearing on naturally deposited soil or on structural fill. The vertical dead loads acting on the footing can be utilized to calculate the ultimate frictional resistance.

7.4 FLOOR SLABS

The base slab of the proposed additions may be constructed as a conventional slab-on-grade supported on a minimum of 12 inches of structural fill. A modulus of subgrade reaction of 150 pounds per cubic inch (pci) can be used for slab design, provided the structural fill is compacted to a minimum of 98 percent Standard Proctor maximum dry density (ASTM D698).

Additional design recommendations for the grade slabs are provided below:

The grade slabs should be jointed around columns and along footing-supported walls so that the grade slabs and foundations can settle differentially without damage.

Joints containing smooth dowels or keys may be used in the slabs to permit rotational movement between parts of the slabs without sharp vertical displacements or cracking.

7.5 SEISMIC SITE CLASS

Based on our review of the data and the soil descriptions provided in the International Building Code, latest Edition, it is our opinion the subsurface conditions encountered at the site can be classified as Site Class C.

The MSBC tabulated 2 percent probability of exceedance in 50 years with 5 percent critical damping ground motion accelerations at short periods (SS) and at 1-second period (S1) for the Town of Leeds (Northampton) are 0.171 and 0.066, respectively. The IBC 2015 mapped values for Ss and S1 were the same as the MSBC tabulated values. The peak ground acceleration (PGA) was evaluated based on the IBC 2015 mapped values and was 0.081.

The design spectral response accelerations adjusted for Seismic Site Class C are summarized in Table 2.

Table 2 – Summary of Seismic Design Parameters

Design Parameter Recommended Value

Site Class C

SDs 0.136

SD1 0.075

PGAM 0.097

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022

8.0 CONSTRUCTION CONSIDERATIONS

Based on the results of our geotechnical exploration and our experience with similar project sites, we have developed the following site-specific recommendations for construction of the proposed site improvements.

8.1 SITE PREPARATION

At the outset of the project, all surficial materials should be stripped from all structural areas.

Structural areas are defined as those areas to be covered by the proposed additions, extending to a minimum of 5 feet beyond all foundation lines and any portion of the site to be covered by asphalt or concrete pavements. Unstable or deleterious materials, if encountered, should also be removed in their entirety.

Topsoil will not be suitable for use as structural fill during construction. Any topsoil encountered may be stockpiled on site for future use in landscaped areas or as general fill material in non-structural portions of the site (i.e., landscaping berms, curbed islands, etc.).

8.2 PROOF-ROLLING

Following removal of the surficial materials, required excavation to reach proposed subgrade elevations, and prior to the placement of structural fill or construction of foundation elements, structural areas should be compacted using a steel-drum, vibratory roller, having a minimum static weight of 15 tons. A minimum of 5 overlapping passes of the roller should be completed across the entirety of the addition footprints and other structural areas.

Following the compaction procedures, proof-rolling should be performed using a loaded, tandem-axle dump truck under the direction of Kleinfelder. Proof-rolling and compaction procedures are necessary to compact and verify the integrity of the upper zones of the soils and allow for a uniform distribution of loads. Loose or unstable areas encountered during proof-rolling and compaction should be compacted in place or removed and replaced with structural fill or ¾” crushed stone wrapped in non-woven geotextile placed in accordance with the recommendations provided in this report.

In areas of the site where a cut or removal of soil is necessary to achieve the required soil subgrade elevation, proof-rolling of the surface may be waived until the proposed subgrade elevation is achieved.

The project site is underlain by Existing Fill. Proof-rolling of the project site is an integral part of the foundation design criteria for the project. Proof-rolling will allow for a final evaluation of subgrade conditions for indications of loose/soft soil conditions and conditions associated with improper or undocumented fill placement. Proof-rolling should be carried out as specified above under direction of Kleinfelder.

8.3 BACKFILL GRADATION

Backfill should be compacted to the minimum requirements indicated in this report. Boulders may be encountered during site preparation and during foundation excavation. If encountered at the excavation subgrade, boulders should be removed from within the zone of influence of the proposed building foundations and slab and replaced with structural fill or ¾” crushed stone wrapped in non-woven geotextile placed and compacted as described herein.

Extra care should be used when compacting adjacent to foundation walls and footings. Where walls are buried on both sides, backfill and compaction should proceed on both sides of the wall so that the difference in top of fill on either side of the wall does not exceed 2 feet. Where buried walls are backfilled only on one side, only hand-operated rollers or plate compactors weighing not more than

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022

250 pounds should be used within a lateral distance of 5 feet of walls. Table 3 presents the gradation requirement for imported material of for on-site material to be reused:

Table 3 – Gradation Requirements of Imported and On-Site Material

Sieve Size Common Fill Structural Fill

3/4" Crushed

Stone

Percent Finer by Weight

6-inch 100

3-inch 100

1-inch 100

3/4-inch 90-100

1/2-inch 50-100 10-50

3/8-inch 0-20

No.4 20-100 30-85

No.10 20-75

No.50 5-50

No.60 5-35

No.200 0-20 0-10

Structural fill should be used for replacement of unsuitable materials, such as soft organic soils or existing fill, below structures, as pavement base and for other over-excavations. Crushed stone may be used underneath structures in lieu of structural fill. Common fill should be used in landscaping areas or as trench backfill not underneath paved areas, or as backfill underneath paved area as subbase (i.e., underneath pavement base).

Existing Fill and Stratum I soils were found to be poorly graded, and predominantly comprised of SAND with secondary amounts of Silt, Clay and Gravel. Existing Fill and Stratum I soils are considered to be reusable as common fill, regardless of their gradation, provided any deleterious material, if encountered within the Existing Fill, is removed prior to placement. Due to high amounts of fines and to the plasticity of the fines, Existing Fill and Stratum I soils are not considered to be suitable for reuse as structural fill.

Our analysis of the suitability of the on-site soil for use as structural fill is based on data collected from the test locations completed at the site. Soil suitability should be confirmed in the field by Kleinfelder during construction.

8.4 EXCAVATION CONSIDERATIONS

The test borings completed for the proposed improvements indicate construction of the project will take place within the Existing Fill and naturally occurring soils of Stratum I, which may be removed using conventional earth moving equipment and techniques.

Care must be exercised to provide adequate temporary support to existing foundations and subsurface utilities as necessary. This may be accomplished with shoring, bracing, or underpinning. The Project Structural Engineer and Kleinfelder should be consulted prior to implementation of any temporary foundation support system.

All excavations should be adequately sloped, benched, or supported to minimize collapse and protect personnel. All excavations should be completed in accordance with OSHA requirements.

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022

8.5 COMPACTION & PLACEMENT REQUIREMENTS

Structural fill should be placed in lifts not exceeding 10 inches in loose thickness where heavy compaction equipment can be utilized and 6 inches in loose thickness where hand-operated equipment is necessary. Crushed Stone should be placed in loose lift thicknesses of maximum 12 inches and be compacted with heavy compaction equipment to achieve an unyielding subgrade.

The optimum lift thickness and number of repetitive passes with compaction equipment necessary to achieve the required percentage compaction values should be determined in the field with test passes of the chosen compaction equipment. New structural fill should be placed at or deviate nominally from (±2%) the optimum moisture content as determined in accordance with ASTM D698 or ASTM D1557 and compacted to the minimum percentages of maximum dry density as indicated in Table 4.

Table 4 – Summary of Backfill Compaction Requirements

Fill Area

Percent of Maximum Dry Density per

Standard Proctor

(ASTM D698)

Percent of Maximum Dry Density per Modified

Proctor (ASTM D1557)

Foundation Support Fill 98 95

Foundation Backfill 98 95

Slab-On-Grade, Parking Areas 98 95

Non-Structural Areas, Green Areas

92 90

8.6 FOUNDATION CONSTRUCTION

Prior to the placement of concrete, the foundation subgrade should be densified and compacted using a walk-behind vibratory roller, gas-powered automatic tamper, or similar equipment.

Densification should be performed to provide uniform density of the foundation subgrade and allow for proper distribution of loads. Proper compaction and densification of the foundation subgrade should be verified by Kleinfelder prior to placement of concrete.

It is emphasized that caution should be exercised to not disturb foundation subgrade soils. Should the subgrade be disturbed, the soil should be compacted in place or removed until firm soil is encountered, and the resulting excavation backfilled with concrete or controlled structural fill as described above. It is recommended to minimize the time between footing excavation and placement of concrete to limit subgrade disturbance.

8.7 GENERAL PAVEMENT CONSIDERATIONS

Areas to be paved should be thoroughly proof-rolled and compacted to a minimum of 98% of the soil’s maximum dry density, as determined by ASTM D698 or a minimum of 95% of the soil’s maximum dry density, as determined by ASTM D1557 prior to the placement of subbase materials.

The extent and magnitude of undercutting, if required, should be determined in the field by Kleinfelder during proof-rolling of the site. If, at the time of construction, the pavement subgrade is found to be excessively wet, soft or yielding, it may be possible to stabilize the subgrade soils by disking, aerating, removal and replacement, or chemical stabilization; and then subsequently re-compacting the subgrade soils.

We recommend the subbase be placed as soon as possible after the subgrade has been prepared.

The pavement system should also be placed as soon as possible after the subbase has been

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022 tested. These recommendations are provided in an effort to help prevent the subgrade and the subbase from being disturbed by weather and construction traffic.

Proper drainage will be an important consideration for the overall performance of the pavement.

We have assumed that proper grading to provide suitable runoff from the pavement surface and beyond the limits of the paved areas will be provided.

As minor cracking in the pavement section occurs with age, and if water is allowed to pond on the surface, seepage into the subbase material may weaken the subgrade, which can enhance degradation of the pavement section. Maintenance of this pavement will be critical to limiting its strength loss over the life of the pavement.

8.8 SLAB CONSTRUCTION

Prior to the placement of structural fill, Kleinfelder should review slab subgrade conditions prior to grade slab construction and provide recommendations for any unsuitable or unstable conditions identified. The subgrade should be proof-rolled as described in this report.

Depending upon grading requirements and seasonal conditions, slab subgrades in some areas may be wet, soft or yielding at the time of construction. If, at the time of construction, the slab subgrade is found to be excessively wet, soft or yielding, it may be possible to stabilize the subgrade soils by disking, aerating, removal and replacement, or chemical stabilization; and then subsequently re-compacting the subgrade soils. However, if it is not possible to improve the subgrade soils in this manner because of weather conditions, scheduling or other conditions, it is recommended that the subgrade soils may need to be improved or modified. The preferred method for stabilizing the slab subgrade should be determined in the field at the time of construction based upon the actual field conditions in conjunction with the specific soil type encountered at the locations requiring stabilization, the size of the areas requiring stabilization and the construction schedule.

8.9 WET WEATHER CONSTRUCTION

Construction during extended wet weather periods could create the need to over-excavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and/or weather conditions. The need for over-excavation should be confirmed through continuous observation and testing by a qualified geotechnical representative. Selective drying and re-compaction of unsuitable subgrades may be accomplished by scarifying or windrowing surficial material during extended periods of dry and warm weather. Otherwise, the use of imported material could become necessary at an additional cost. The need for subgrade over-excavation and/or stabilization will be dependent, in part, on the subgrade protection effort exercised by the contractor. Similar subgrade stability problems may develop after completion of subgrade preparation due to weather and construction traffic effects, requiring stabilization prior to floor slab and pavement construction.

8.10 CONSTRUCTION DEWATERING

Groundwater was encountered during the subsurface exploration within test boring SB-7 at a depth of 15 feet below existing site grade. Based upon this finding, groundwater is not anticipated to be an issue during construction. However, consideration should be given to implementing a dewatering specification should groundwater and/or perched water be encountered during construction. A dewatering specification should require the contractor to provide an adequate dewatering system capable of maintaining the groundwater table a minimum of 2 feet below subgrade elevations during earthwork, foundation construction, concrete placement, and backfilling operations. The specifications should also require that the dewatering system be designed such that adjacent structures will not be impacted.

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022

9.0 CONSTRUCTION OBSERVATION AND TESTING

At the time of this report, Kleinfelder is the Geotechnical Engineer of Record for this project. Regardless of the thoroughness of a geotechnical engineering exploration, there is always a possibility that conditions between the test locations and below the depths explored may be different from those encountered, that conditions are not as anticipated by the designers, or that the construction process has altered the subsurface conditions. Kleinfelder should be retained to provide foundation inspection and materials testing and observation services during construction to ensure continuation of geotechnical interpretation and to verify that the recommendations prepared for geotechnical aspects of site development are adhered to during construction.

If an outside firm is selected to provide foundation inspection and/or construction materials testing and observation services for this project, the engaged firm should prepare a letter indicating their intent to assume the responsibility as Geotechnical Engineer of Record. The selected firm should also provide a written acknowledgement of their concurrence with the recommendations presented in our report or revised recommendations concerning the geotechnical aspects of the proposed development. Additional soil and foundation engineering, testing, and consulting services recommended for this project are summarized below:

• Review of Final Project Plans and Specifications: As finalized project documents were not available at the time of this report, we recommend that Kleinfelder be engaged to review the final project plans and specifications to ensure that our recommendations are appropriately incorporated into the project documents.

• Special Inspections/Backfill Placement and Compaction: An experienced and certified soils engineering technician should witness any required filling and wall backfilling operations and should perform sufficient in place density tests to verify that the specified degree of compaction is achieved. The technician should also evaluate borrow materials used and determine if their existing moisture contents are suitable.

• Foundation Excavation Examination and Testing: The Geotechnical Engineer or an experienced and qualified soils engineering technician should examine all foundation excavations.

Significant differences between field observations and our test location records should be brought to the attention of the Owner's representative along with appropriate recommendations.

10.0 LIMITATIONS

This work was performed in a manner consistent with that level of care and skill ordinarily exercised by other members of Kleinfelder’s profession practicing in the same locality, under similar conditions and at the date the services are provided. Our conclusions, opinions, and recommendations are based on a limited number of observations and data. It is possible that conditions could vary between or beyond the data evaluated. Kleinfelder makes no other representation, guarantee, or warranty, express or implied, regarding the services, communication (oral or written), report, opinion, or instrument of service provided. This report may be used only by the Client and the registered design professional in responsible charge and only for the purposes stated for this specific engagement within a reasonable time from its issuance, but in no event later than two (2) years from the date of the report.

Kleinfelder offers various levels of investigative and engineering services to suit the varying needs of our clients. Although risk can never be eliminated, more detailed and extensive studies yield more information, which may help understand and manage the level of risk. Since detailed study and analysis involves greater expense, our clients participate in determining levels of service, which provide information for their purposes at acceptable levels of risk. Client and key members of the design team should discuss the issues addressed in this report with Kleinfelder, so that the issues are understood and applied in a manner consistent with the Client’s budget, tolerance of risk and expectations for future performance and maintenance.

Edward P. Boland Medical Center Leeds, Massachusetts Kleinfelder Project Number: 20226065.001A May 5, 2022

The varied nature of carbonate geology precludes absolute certainty in assessing karst formations.

Therefore, the Client/Owner should be aware that conditions could be encountered during construction that would require modifications to our recommendations. Kleinfelder makes no warranty or guarantee with regard to the development of sinkholes on the project site. The Client/Owner must recognize the risks associated with development in areas underlain by karst geologic formations. Contingencies should be made in the construction schedule and budget for the repair of sinkholes and unstable soil conditions encountered during development of the site.

This report, and any future addenda or reports regarding this site, may be made available to bidders to supply them with only the data contained in the report regarding subsurface conditions and laboratory test results at the point and time noted. Bidders may not rely on interpretations, opinion, recommendations, or conclusions contained in the report. Further, Kleinfelder assumes no liability for interpolation of data between the specific testing locations discussed herein. Because of the limited nature of any subsurface study, the contractor may encounter conditions during construction which differ from those presented in this report. In such event, the contractor should promptly notify the owner so that Kleinfelder’s geotechnical engineer can be contacted to confirm those conditions. We recommend the contractor describe the nature and extent of the differing conditions in writing and that the construction contract include provisions for dealing with differing conditions. Contingency funds should be reserved for potential problems during earthwork and foundation construction.

The work performed was based on project information provided by the Client. If there are any changes in the field to the plans and specifications, the Client must obtain written approval from Kleinfelder’s engineer that such changes do not affect our recommendations. Failure to do so will vitiate Kleinfelder’s recommendations.

11.0 CLOSING

We thank you for the opportunity to work on this project with you. Should you have any questions or require any additional information, please do not hesitate to contact us.

TOPOGRAPHIC MAP

DEPARTMENT OF VETERAN AFFAIRS

EDWARD P. BOLAND VA MEDICAL CENTER

PREPARED FOR

MUNICIPALITY COUNTY PENNSYLVANIA

SCALE: DRAWING NUMBER:

DRAWN BY: CHECKED BY:

APPROVED BY: DATE:

AS SHOWN FIGURE 1

B. MOSSER T. DOMBACH

M. GIUNTA 3-23-2022

0 2,000 4,0001,000 Feet

Legend

N

Service Layer Credits: Copyright:© 2013 National Geographic Society, i-cubed

Site

6330 HEDGEWOOD DR. SUITE 310

ALLENTOWN, PA, 18106

PH (610) 366-7120

FAX (610) 366-7121

Dl

GEOLOGIC MAP

DEPARTMENT OF VETERAN AFFAIRS

EDWARD P. BOLAND VA MEDICAL CENTER

PREPARED FOR

LEEDS MASSACHUSETTS

SCALE: DRAWING NUMBER:

DRAWN BY: CHECKED BY:

APPROVED BY: DATE:

AS SHOWN FIGURE 2

B. MOSSER T. DOMBACH

M. GIUNTA 3-23-2022

0 500 1,000250 Feet

Legend

*Source - Map 61 - Atlas of Preliminary Geologic Quadrangle Maps of Pennsylvania, 1981, Pa Geological Survey

N

6330 HEDGEWOOD DR. SUITE 310

ALLENTOWN, PA, 18106

PH (610) 366-7120

FAX (610) 366-7121

Site Littleton FormationDl

B-5

B-4

B-3

B-2

B-1

EXPLORATION PLAN

DEPARTMENT OF VETERAN AFFAIRS

EDWARD P. BOLAND VA MEDICAL CENTER

PREPARED FOR

LEEDS MASSACHUSETTS

SCALE: DRAWING NUMBER:

DRAWN BY: CHECKED BY:

APPROVED BY: DATE:

AS SHOWN FIGURE 3

B. MOSSER T. DOMBACH

M. GIUNTA 3-23-2022

0 300 600150 Feet

Legend

N

Service Layer Credits: Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

6330 HEDGEWOOD DR. SUITE 310

ALLENTOWN, PA, 18106

PH (610) 366-7120

Approximate Test Boring Location

B-9B-8 B-7B-6

B-12 B-11 B-10

EXPLORATION PLAN

DEPARTMENT OF VETERAN AFFAIRS

EDWARD P. BOLAND VA MEDICAL CENTER

PREPARED FOR

LEEDS MASSACHUSETTS

SCALE: DRAWING NUMBER:

DRAWN BY: CHECKED BY:

APPROVED BY: DATE:

AS SHOWN FIGURE 3A

B. MOSSER T. DOMBACH

M. GIUNTA 3-23-2022

0 50 10025 Feet

Legend

N

Service Layer Credits: Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

6330 HEDGEWOOD DR. SUITE 310

ALLENTOWN, PA, 18106

PH (610) 366-7120

Approximate Test Boring Location

-22

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

-22

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0N= 6

N= 9

N= 23

N= 20

N= 53

N= 30

N= 40

N= 3

N= 28

N= 23

N= 31

N= 50/2"

N= 44

N= 45

N= 11

N= 16

N= 38

N= 36

N= 39

N= 69"

N= 54

N= 7

N= 9

N= 34

N= 39

N= 27

N= 29

N= 48

N= 20

N= 15

N= 23

N= 26

N= 27

N= 27

N= 46

N= 4

N= 3

N= 33

N= 41

N= 14

N= 34

N= 41

N= 2

N= 2

N= 55

N= 33

N= 18

N= 34

N= 44

N= 14

N= 13

N= 26

N= 31

N= 31

N= 50

N= 51

N= 4

N= 4

N= 53

N= 31

N= 19

N= 31

N= 43

N= 10

N= 4

N= 29

N= 21

N= 98"

N= 35

N= 48

N= 11

N= 23

N= 23

N= 42

N= 44

N= 74"

N= 50/2"

N= 5

N= 6

N= 9

N= 5

N= 12

N= 32

N= 49

NOTE:

REFER TO INDIVIDUAL LOGS FOR DETAILED INFORMATION AND THE GRAPHIC LEGEND KEYS FOR GRAPHICAL SYMBOL INFORMATION.

D E

P T

H fe et

D E

P T

H fe et

FIGURE 4 - TEST BORING PROFILES

gINT FILE: Klf_gint_master_2022 PROJECT NUMBER: 20226065.001A OFFICE FILTER: ALLENTOWN gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2022.GLB [_11X17 PROFILE] PLOTTED: 05/04/2022 02:37 PM BY: BMosser

Department of Veterans Affairs - Edward P. Boland VA Medical Hospital Leeds

Massachusetts

SB-1

El. .0

SB-2

El. .0

SB-3

El. .0

SB-4

El. .0

SB-5

El. .0

SB-6

El. .0

SB-7

El. .0

SB-8

El. .0

SB-9

El. .0

SB-10

El. .0

SB-11

El. .0

SB-12

El. .0

PROJECT NO.:

DATE:

DRAWN BY:

CHECKED BY:

20226065.001A

04.22.22

Depth (Ft)

As

Received

Moisture

Content

LL

PL

Gravel

Sand

Fines

Org.

Gs

Dry unit

wt. pcf

Test

Moisture

Content gd

MAX

(pcf)

Wopt (%) gd

MAX (pcf)

Wopt (%)

(Corr.)

Target

Test Setup as % of

Proctor

CBR @

0.1"

CBR @

0.2"

Permeability cm/sec

D2216 D2974 D854

SB-1 S-3 4-6 22-S-B270 6.9 50.9 42.2 Brown clayey sand (SC)

SB-5 S-3 4-6 22-S-B271 14.1 51.9 34.0 Brown clayey sand (SC)

Date Reviewed: 04.22.22Reviewed By:04.14.22Date Received:

Laboratory

No.

Source Boring No.

Laboratory Log and

Soil Description

D6913 D1557D4318

Summary Page:

Fax: (401)-467-2398 PM: Nerivaldo Jamba Kleinfelder Project Number: 20226065.001A cts.thielsch.com Assigned By: Nerivaldo Jamba

LABORATORY TESTING DATA SHEET, Report No.: 7422-D-B011, Rev. 1

Identification Tests Proctor / CBR / Permeability Tests

Project Information:

Cranston RI, 02910 Kleinfelder Edward P. Boland Medical Center

Phone: (401)-467-6454 Boston, MA

195 Frances Avenue Client Information:

Let's Build a Solid Foundation Collected By: Client Report Date:

This report only relates to items inspect and/or tested. No warranty, expressed or implied, is made.

This report shall not be reproduced, except in full, without prior written approval from the Agency, as defined in ASTM E329.

http://www.thielsch.com/ http://www.thielsch.com/ http://www.thielsch.com/ http://www.thielsch.com/ http://www.thielsch.com/ http://www.thielsch.com/

Th es e re su lt s ar e fo r th e ex cl u si ve u se o f th e cl ie n t fo r w h o m t h ey w er e o b ta in ed . T h ey a p p ly o n ly t o t h e sa m p le s te st ed a n d a re n o t in d ic at iv e o f ap p ar en tl y id en ti ca l s am p le s.

Tested By: DN Checked By:

Particle Size Distribution Report P

E R

C E

N T

F

IN

E R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 4.0 2.9 4.1 17.1 29.7 42.2 in in in

½ in in

¾ in

½ in

/8 in

SIEVE SIZE PERCENT SPEC.* PASS?

OR DIAMETER FINER PERCENT (X=NO)

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Boring Depth: 4-6' Sample Number: SB-1, S-3 Date:

Client:

Project:

Project No: Figure

Brown clayey sand (SC) 1"

3/4" 1/2" 3/8" #4 #10 #20 #40 #60

#100 #200

100.0 96.0 96.0 96.0 93.1 89.0 80.2 71.9 64.0 54.1 42.2

2.3275 1.3026 0.2026 0.1190

SC

Sample visually classified as plastic. Sample rolled to 1/16".

Kleinfelder

Edward P. Boland Medical Center

20226065.001A

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

4/18/22

22-S-B270

Thielsch Engineering Inc.

Cranston, RI

Th es e re su lt s ar e fo r th e ex cl u si ve u se o f th e cl ie n t fo r w h o m t h ey w er e o b ta in ed . T h ey a p p ly o n ly t o t h e sa m p le s te st ed a n d a re n o t in d ic at iv e o f ap p ar en tl y id en ti ca l s am p le s.

Tested By: DN Checked By:

Particle Size Distribution Report P

E R

C E

N T

F

IN

E R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 8.4 5.7 5.7 16.7 29.5 34.0 in in in

½ in in

¾ in

½ in

/8 in

SIEVE SIZE PERCENT SPEC.* PASS?

OR DIAMETER FINER PERCENT (X=NO)

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Boring Depth: 4-6' Sample Number: SB-5, S-3 Date:

Client:

Project:

Project No: Figure

Brown clayey sand (SC) 1"

3/4" 1/2" 3/8" #4 #10 #20 #40 #60

#100 #200

100.0 91.6 91.6 90.9 85.9 80.2 71.9 63.5 56.3 45.7 34.0

8.1673 4.1210 0.3218 0.1845

SC

Sample visually classified as plastic. Sample rolled to 1/8".

Kleinfelder

Edward P. Boland Medical Center

20226065.001A

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

4/18/22

22-S-B271

Thielsch Engineering Inc.

Cranston, RI

Edward P. Boland VA Medical Center

Leeds, Massachusetts

MR

TD

5/5/2022

Edward P. Boland VA Medical Center

Leeds, Massachusetts

MR

TD

6" dark brown organic soil

Fill Poorly Graded SAND with Gravel (SP): dark gray, moist, loose

Stratum I Clayey SAND (SC): dark gray, moist, medium dense to dense

The boring was terminated at approximately 22 ft.

below ground surface. The boring was backfilled with auger cuttings on April 05, 2022.

BC=3

BC=2

BC=9

BC=3

BC=25

BC=10

BC=10

16"

16"

22"

15"

23"

18"

18"

Groundwater was not observed during drilling or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:

Lithologic Description

Page: 1 of 1

LABORATORY RESULTS

U n.

C om pr es s.

S tr en gt h

FIELD EXPLORATION

P as si ng

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

BORING LOG SB-1

BORING LOG SB-1

Department of Veterans Affairs - Edward P. Boland VA Medical Hospital Leeds

Massachusetts

Surface Condition: Grass

Not Available

Sea Board DrillingDrilling Company:

Drilling Method:

Drilling Equipment:

Cloudy, 40's Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Mobile B-53

2.5 in. I.D.

N. Jamba

Hollow Stem AugerPlunge: -90 degrees

J. Mitsch

4/05/2022

B lo w C ou nt s( B

C

U nc or r.

B lo w s/ in

U S

C S

S ym bo l

D ry

U ni t W t.

(p cf

D ep th fe et

A pp ro xi m at e E le va tio n

(f ee t)

-5

-10

-15

-20

R ec ov er y (N

R

N o

R ec ov er y)

W at er C on te nt

G ra ph ic al L og

P

LO

T T

E D

/0 4/

:2

P

M B

Y

B M os se r gI N

T F

IL

E

K lf_ gi nt _m as te r_

P

R O

JE

C

T N

U M

B E

R

.0

A

O

F F

IC

E

F

IL

T E

R

A

LL

E N

T O

W N gI N

T T

E M

P

LA

T E

E

:K

LF

_S T

A N

D A

R D

_G

IN

T _L

IB

R

A R

Y _2

.G

LB

K

LF

_B O

R

IN

G W

IT

H

N -P

LO

T

DATE:

CHECKED BY: T.D.

DRAWN BY: B.M.

PROJECT NO.:

20226065.001A

S am pl e

T yp e Uncorrected N-VALUE (blows/ft)

10 20 30 40

Water Content Plot

10 20 30 40

Topsoil: 6" dark brown organic soil

Fill Poorly Graded SAND with Gravel (SP): grayish brown, moist, very loose

Stratum I Clayey SAND (SC): brown to reddish brown, moist, dense to very dense

The boring was terminated at approximately 22 ft.

below ground surface. The boring was backfilled with auger cuttings on April 04, 2022.

BC=2

BC=3

BC=11

BC=7

BC=5

50/2"

BC=20

BC=10

18"

18"

18"

12"

8"

18"

23"

Groundwater was not observed during drilling or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:

Lithologic Description

Page: 1 of 1

LABORATORY RESULTS

U n.

C om pr es s.

S tr en gt h

FIELD EXPLORATION

P as si ng

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

BORING LOG SB-2

BORING LOG SB-2

Department of Veterans Affairs - Edward P. Boland VA Medical Hospital Leeds

Massachusetts

Surface Condition: Grass

Not Available

Sea Board DrillingDrilling Company:

Drilling Method:

Drilling Equipment:

Cloudy, 40's Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Mobile B-53

2.5 in. I.D.

N. Jamba

Hollow Stem AugerPlunge: -90 degrees

J. Mitsch

4/04/2022

B lo w C ou nt s( B

C

U nc or r.

B lo w s/ in

U S

C S

S ym bo l

D ry

U ni t W t.

(p cf

D ep th fe et

A pp ro xi m at e E le va tio n

(f ee t)

-5

-10

-15

-20

R ec ov er y (N

R

N o

R ec ov er y)

W at er C on te nt

G ra ph ic al L og

P

LO

T T

E D

/0 4/

:2

P

M B

Y

B M os se r gI N

T F

IL

E

K lf_ gi nt _m as te r_

O

JE

C

T N

U M

B E

R

.0

F

IC

E

F

IL

T E

R

A

LL

E N

T O

W N gI N

T T

E M

P

LA

T E

E

:K

LF

_S T

A N

D A

R D

_G

IN

T _L

IB

R

A R

Y _2

LF

_B O

R

IN

G W

IT

H

N -P

LO

T

DATE:

CHECKED BY: T.D.

DRAWN BY: B.M.

PROJECT NO.:

20226065.001A

S am pl e

T yp e Uncorrected N-VALUE (blows/ft)

10 20 30 40

Water Content Plot

10 20 30 40

10050/2"

Concrete: 5" Concrete pad

Poorly Graded SAND with Gravel (SP): grayish brown, moist, medium dense

Stratum I Clayey SAND (SC): dark gray to brown, moist, dense to very dense

The boring was terminated at approximately 22 ft.

below ground surface. The boring was backfilled with auger cuttings on April 04, 2022.

BC=2

BC=3

BC=15

BC=14

BC=15

BC=10

BC=20

16"

17"

23"

17"

24"

21"

17"

Groundwater was not observed during drilling or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:

Lithologic Description

Page: 1 of 1

LABORATORY RESULTS

U n.

C om pr es s.

S tr en gt h

FIELD EXPLORATION

P as si ng

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

BORING LOG SB-3

BORING LOG SB-3

Department of Veterans Affairs - Edward P. Boland VA Medical Hospital Leeds

Massachusetts

Surface Condition: Grass

Not Available

Sea Board DrillingDrilling Company:

Drilling Method:

Drilling Equipment:

Cloudy, 40's Exploration Diameter:

Hammer Type - Drop: 140 lb. Auto - 30 in.

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Mobile B-53

2.5 in. I.D.

N. Jamba

Hollow Stem AugerPlunge: -90 degrees

J. Mitsch

4/04/2022

B lo w C ou nt s( B

C

U nc or r.

B lo w s/ in

U S

C S

S ym bo l

D ry

U ni t W t.

(p cf

D ep th fe et

A pp ro xi m at e E le va tio n

(f ee t)

-5

-10

-15

-20

R ec ov er y (N

R

N o

R ec ov er y)

W at er C on te nt

G ra ph ic al L og

P

LO

T T

E D

/0 4/

:2

P

M B

Y

B M os se r gI N

T F

IL

E

K lf_ gi nt _m as te r_

O

JE

C

T N

U M

B E

R

.0

F

IC

E

F

IL

T E

R

A

LL

E N

T O

W N gI N

T T

E M

P

LA

T E

E

:K

LF

_S T

A N

D A

R D

_G

IN

T _L

IB

R

A R

Y _2

LF

_B O

R

IN

G W

IT

H

N -P

LO

T

DATE:

CHECKED BY: T.D.

DRAWN BY: B.M.

PROJECT NO.:

20226065.001A

S am pl e

T yp e Uncorrected N-VALUE (blows/ft)

10 20 30 40

Water Content Plot

10 20 30 40

Poorly Graded SAND with Gravel (SP): brown to gray, moist, loose

Stratum I Clayey SAND (SC): grayish brown to gray, moist, medium dense to dense

The boring was terminated at approximately 22 ft.

below ground surface. The boring was backfilled with auger cuttings on April 04, 2022.

BC=2

BC=4

BC=11

BC=22

BC=8

BC=15

BC=17

15"

12"

23"

24"

18"

13"

23"

Groundwater was not observed during drilling or after completion.

GENERAL NOTES:

The exploration location and elevation are approximate and were estimated by Kleinfelder.

GROUNDWATER LEVEL INFORMATION:

Li…