Attachment 11 - 01 00 00.I - Appendix I - K9245005 EHRM Montrose NY GeoReport 4.12.2024.pdf

Report Cover Page

VAMC EHRM Montrose NY Geotechnical Engineering Report

April 12, 2024 | Terracon Project No. K9245005

Prepared for:

Triple C – The A&E Group

410 Grand Avenue, Suite 201C

Laramie, WY 82070

930 Harvest Drive, Suite 460

Blue Bell, PA 19422

P (267) 512-7050

Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

April 12, 2024

Triple C – The A&E Group

410 Grand Avenue, Suite 201C

Laramie, WY 82070

Attn: Mr. Mat Perkins

P: (307) 460-2054

E: mat.perkins@triplecaeg.com

Re: Geotechnical Engineering Report

VAMC EHRM Montrose NY

2094 Albany Post Road

Montrose, New York

Terracon Project No. K9245005

Dear Mr. Perkins:

We have completed the scope of Geotechnical Engineering services for the above referenced project in general accordance with Terracon Proposal No. PK9245005 dated

January 24, 2024. This report presents the findings of the subsurface exploration performed to provide geotechnical recommendations concerning earthwork and the design and construction of foundations and floor slabs for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon Consultants-NY Inc.

Shengkai Tu, P.E. Erich L. Christiansen, P.E. (NJ)

Senior Engineer Principal/Department Manager

Geotechnical Engineering Report

VAMC EHRM Montrose NY | Montrose, New York

Facilities | Environmental | Geotechnical | Materials i

Table of Contents Introduction

Project Description

Site Conditions

Geotechnical Characterization

Groundwater Conditions

Seismic Site Class

Geotechnical Overview

Earthwork

Site Preparation

Subgrade Preparation

Excavation

Fill Material Types

Fill Placement and Compaction Requirements

Grading and Drainage

Earthwork Construction Considerations

Construction Observation and Testing

Shallow Foundations

Design Parameters – Compressive Loads

Foundation Construction Considerations

Floor Slabs

Floor Slab Design Parameters

Floor Slab Construction Considerations

General Comments

Figures

Attachments

Figures GeoModel

Attachments

Exploration and Testing Procedures Photography Log

Site Location and Exploration Plans

Exploration and Laboratory Results

Supporting Information

Note: This report was originally delivered in a web-based format. Blue Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks

Facilities | Environmental | Geotechnical | Materials ii which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

Refer to each individual Attachment for a listing of contents.

http://client.terracon.com/

Facilities | Environmental | Geotechnical | Materials 1

Introduction

This report presents the results of our subsurface exploration and Geotechnical

Engineering services performed for the proposed new Electronic Health Record (EHR) building at the existing Veteran Affairs Medical Center located at 2094 Albany Post Road in Montrose, New York. The purpose of these services was to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil conditions

■ Groundwater conditions

■ Seismic site classification per IBC

■ Site preparation and earthwork

■ Foundation design and construction

■ Floor slab design and construction

The geotechnical engineering Scope of Services for this project included the advancement of test borings, laboratory testing, engineering analysis, and preparation of this report.

Drawings showing the site and boring locations are shown on the Site Location and

Exploration Plan, respectively. The results of the laboratory testing performed on soil samples obtained from the site during our field exploration are included on the boring logs and as separate graphs in the Exploration and Laboratory Results section.

Project Description

Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows:

Item Description

Information

Provided

A request for proposal email prepared by Triple C was received on January 11, 2024. A snapshot of the floor plan with proposed boring locations was included in the email.

Project

Description

The project includes the construction of a new Electronic Health

Record (EHR) building and associated trenching and tunnels for utilities.

Facilities | Environmental | Geotechnical | Materials 2

Item Description

Proposed

Structure

The project includes a new building with a footprint of approximately 4,543 square feet (SF). The building is assumed to have a slab-on-grade (non-basement). The locations of the associated trenching for utilities were not available at the time of this report.

Building

Construction

Unknown at the time of this report but anticipated to be steel framed with masonry walls and slab-on-grade construction.

Finished Floor

Elevation

Finished floor elevation (FEE) is expected to be at elevation (El)

+115.88.

Maximum Loads

(assumed)

Unknown at the time of this report. In the absence of information provided by the design team, we will use the following assumed loads in estimating settlement based on our experience with similar projects.:

■ Columns: 30 to 60 kips

■ Walls: 1 to 3 kips per linear foot (klf)

■ Slabs: 150 pounds per square foot (psf)

■ Maximum Allowable Total Settlement: ≤ 1-inch

■ Maximum Allowable Differential Settlement: ≤ ½-inch over 40 feet

Once the loads are available, Terracon should review and adjust our recommendations as appropriate.

Grading/Slopes Minimal changes to existing site grades are anticipated.

Below-Grade

Structures Possible utility tunnels

Free-Standing

Retaining Walls

Based on existing grades, retaining walls are not expected to be constructed as part of site development to achieve final grades.

Terracon should be notified if any of the above information is inconsistent with the planned construction, especially the grading limits, as modifications to our recommendations may be necessary.

Site Conditions

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Facilities | Environmental | Geotechnical | Materials 3

Parcel

Information

VA Medical Center is located at 2094 Albany Post Road in

Montrose, New York. The proposed building will be located between Building No. B07 and new CLC building. The site is located at approximate coordinates: 41.2377° N, 73.9309° W.

(See Site Location)

Existing

Improvements Grass and concrete sidewalk

Current Ground

Cover (from Google

EarthTM)

Grass

Existing

Topography

The site is relatively level between approximately elevations (El)

+112 and +115 feet over a span of about 60 feet.

We also collected photographs at the time of our field exploration program.

Representative photos are provided in our Photography Log.

Geotechnical Characterization

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting, and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of the site. Conditions observed at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration and Laboratory Results and the GeoModel can be found in the

Figures attachment of this report.

As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel.

Facilities | Environmental | Geotechnical | Materials 4

Model

Layer Layer Name General Description

1 Surficial Material Topsoil

2 Fill

Varying percentages of sand, silt, and gravel, occasional to frequent cobbles and boulders, dark brown to brown to dark gray

3 Native Material

Silt with sand to sandy silt or silty sand, trace gravel, occasional to frequent cobbles and boulders, brown to orange-brown, loose to medium dense

4 Weathered Bedrock

Weathered bedrock containing areas of poorly graded sand, with bedrock fragments or rock dust, gray, medium dense to very dense

5 Bedrock

DIORITE, unweathered to moderately weathered, fine to medium-grained, gray, very strong, intense to highly fractures, very poor to poor RQD

The site is blanketed with topsoil approximately 2 to 3 inches in thickness within the proposed building footprint. Specific attention should be directed to the conditions of the existing undocumented fill (Model Layer 3) to depths up to approximately 7.5 feet below current surface grades that may have an impact on the project construction.

Groundwater Conditions

The borings were advanced using continuous flight solid stem augers that allow short term groundwater observations to be made while drilling and after completion of drilling.

Groundwater was not encountered during our exploration to the maximum depths explored, 8.5 and 20 feet, and is not expected to impact construction activities.

Groundwater level fluctuations can occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed.

Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

Seismic Site Class

A seismic survey was performed at the site to measure the in-situ shear wave velocities of the subsurface, for use in determining the seismic site class in accordance with IBC

Facilities | Environmental | Geotechnical | Materials 5

2018 requirements. The seismic site class definitions based on the weighted average of shear wave velocity in the upper 100 feet of the soil profile are presented in the IBC and are presented below:

Site

Class Soil Profile Name

Weighted Average Shear Wave Velocity, sv (ft/s)

A Hard rock sv > 5,000 ft/s

B Rock 2,500 < sv ≤ 5,000 ft/s

C Very dense soil and soft rock 1,200 < sv ≤ 2,500 ft/s

D Stiff soil profile 600 ≤ sv ≤ 1,200 ft/s

E Soft soil profile sv < 600 ft/s

The results of the seismic shear wave survey are presented in Exploration and

Laboratory Results and are presented below. The approximate locations of the seismic arrays are shown on the Exploration Plan.

Seismic Array No.

Weighted Average Shear

Wave Velocity, sv (ft/s) Site Class

L-1 2,880 B

L-2 3,380 B

L-3 3,500 B

Based on the results of the shear wave testing, the site soils have been assigned to a site class B per the International Building Code (IBC) 2018. However, according to IBC, Site Classes A and B, shall not be used if there is more than 10 feet of soil between the rock surface and the bottom of the spread footing or mat foundation.

Geotechnical Overview

The project location is a developed site adjacent to existing buildings and in a former basketball courtyard. The new EHR building is proposed to be constructed immediately southwest and connected to Building No. B07 and the new CLC building. The existing undocumented fill consisting of varying percentages of sand, silt, gravel, and occasional to frequent cobbles and boulders was encountered in all borings, except to EHRM-4, to depths

Facilities | Environmental | Geotechnical | Materials 6 ranging from approximately 1 to 7.5 feet below current surface grades. It is believed that the fill was likely placed during the original development of the site. It is our understanding that the finished grade will be below the depth of the fill. Therefore, these materials will be removed in their entirety within and 5 feet beyond the building pad area and replaced with structural fill for new foundations and interior slabs.

The granular portions of the existing fill materials excavated for building pad preparation, foundations and utilities can be reused as structural fill, provided these materials are moisture conditioned and any deleterious materials are removed prior to use.

Below the existing fill, native soils consisting of loose to medium dense silty sand with trace gravel and occasional to frequent cobbles and boulders were encountered over weathered bedrock and unweathered to moderately weathered diorite bedrock. In general, the explorations conducted for this site indicate that the subsurface conditions are generally suitable for supporting the proposed EHR building on conventional shallow foundations and slabs-on-grade on the undisturbed native soils or on compacted structural fill placed over the native soils. However, during construction if loose soils exist at the foundation depths or below slabs, they should be recompacted as detailed later in this report.

The Shallow Foundations section addresses support of the building using an allowable bearing pressure of 3,000 psf, at a minimum embedment depth of 3.0 feet below exterior grade (frost depth) or be appropriately stepped to match with the adjacent existing hallway foundation elevation if deeper. Reportedly, there is a utility tunnel below the hallway, therefore the depth and dimensions would need to be verified prior to finalizing the construction plans.

The Floor Slabs section addresses support of slabs-on-grade bearing on a minimum 6 inches of compacted Aggregate Base Course over native soil or compacted structural fill.

Groundwater was not encountered during our exploration and is not expected to impact construction. However, groundwater level fluctuations can occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed.

The sandy silt and lean clay soils are moisture sensitive and could become unstable with typical earthwork and construction traffic, especially after precipitation events. Effective site drainage should be completed early in the construction sequence and maintained after construction to avoid potential issues. If possible, the grading should be performed during the warmer and drier times of the year. If grading is performed during the winter months, an increased risk for possible undercutting and replacement of unstable subgrade will persist. Additional site preparation recommendations, including subgrade improvement and fill placement, are provided in the Earthwork section.

The recommendations contained in this report are based upon the results of field and laboratory testing (presented in the Exploration and Laboratory Results), engineering analyses, and our current understanding of the proposed project. The

General Comments section provides an understanding of the report limitations.

Facilities | Environmental | Geotechnical | Materials 7

Earthwork

Earthwork is expected to consist of site clearing, site and subgrade preparation, excavations, and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for foundations and floor slabs.

Site Preparation

The site is currently developed as a Veteran Affair Medical Center (VAMC) with numerous buildings, associated paved parking lots and underground utilities, as well as other ancillary site features. Prior to earthwork operations, underground utilities, if present, that conflict with the new construction should be relocated and/or removed from the proposed construction area. Mature trees located within or near the footprint of the proposed building area will require removal at the onset of construction. Tree root systems can remove substantial moisture from surrounding soils. Where trees are removed, the full root ball and all associated dry and desiccated soils should be removed. The soil materials which contain less than 5 percent organics can be reused as structural fill provided the material is moisture conditioned and properly compacted.

Areas disturbed during clearing should be undercut to undisturbed native material and backfilled with structural fill as described below.

Following the clearing activities, any remaining vegetation and topsoil should then be stripped from within and 5 feet beyond the limits of construction. The vegetation and topsoil will not be suitable for reuse as structural fill and should be legally disposed offsite. As an alternative, the topsoil could be stockpiled onsite for future reuse in landscaped areas.

Subgrade Preparation

Building Pad: Following the site preparation activities, the existing undocumented fill materials must be removed in their entirety within and 5 feet beyond the footprint of the building addition. The exposed building pad subgrade should be evaluated, and proofrolled under the observation of a Terracon geotechnical engineer. The proofrolling should be performed at the discretion of Terracon after a suitable period of dry weather to avoid degrading the exposed subgrade and to reduce the amount of undercutting/remedial work required. If loose/unstable areas are encountered, they should be mitigated. If the areas are isolated, mitigation by limited overexcavation and replacement with competent soils approved by the geotechnical engineer at the time of construction, may suffice. Structural fill could then be placed to design subgrade elevations in the manner described below, if needed.

Facilities | Environmental | Geotechnical | Materials 8

Completed Subgrades: Construction traffic over completed subgrades should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If any subgrades should become frozen, wet, or disturbed, the affected materials should be removed to the surface of stable soils and replaced with controlled compacted fill, or if conditions permit may be scarified, moisture conditioned as necessary, and recompacted in place under the observation of the geotechnical engineer.

Excavation

We anticipate that excavations for the proposed construction and subgrade preparation activities can be accomplished with conventional earthmoving equipment. The bottom of excavations should be thoroughly cleaned of loose soils and disturbed materials prior to backfill placement and/or construction. Groundwater is not expected to be encountered during shallow excavations. Excavation of bedrock is not anticipated, however completely to highly weathered bedrock was encountered 5.5 to 8 feet below existing grades, which can be excavated several feet with conventional excavation equipment.

There could be sounder zones of bedrock encountered in deeper confined excavations such as utility trenches that may require hydraulic hammers to excavate.

Fill Material Types

The following section presents material property requirements and suitable placement locations for various types of fills. Regardless of its source, compacted fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade.

Reuse of On-Site Soil: It is our opinion that the granular portions of the on-site excavated soils, may be selectively reused as structural fill, provided it is within a suitable moisture range to achieve proper compaction, and is free of deleterious materials and oversized particles like cobbles and boulders. Reused material must be placed at moisture contents suitable for compaction purposes and be compacted to the densities recommended below.

Imported Fill Materials: In the event that imported structural fill is needed to complete the proposed site grades, we recommend that the material consist of inorganic, readily compactable, well-graded granular soils with no more than 15 percent fines (no more than 15 percent passing the No. 200 sieve). Additionally, we recommend excluding gradations greater than 6 inches. The moisture content of the fill material should be controlled to within 3% of the optimum moisture content by wetting, aeration, or blending, as necessary to achieve the required compaction.

Facilities | Environmental | Geotechnical | Materials 9

Fill Placement and Compaction Requirements

Structural fill should meet the following compaction requirements.

Item Structural Fill

Maximum Fill Layer

Thickness

■ 12 inches or less in loose thickness when heavy, self-propelled compaction equipment is used.

■ 6 inches in loose thickness when hand-guided equipment (i.e., jumping jack or plate compactor) is used.

Minimum Compaction

Requirements

At least 95% of the maximum dry density as determined by

ASTM D1557

Water Content

Range

Granular: ±3% of optimum

1. Maximum density and optimum water content as determined by the Modified Proctor test

(ASTM D1557). We recommend testing fill for moisture content and compaction during placement. If the results of in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested, as required, until the specified moisture and compaction requirements are achieved.

Grading and Drainage

All grades must provide effective drainage away from the buildings during and after construction and should be maintained throughout the life of the structure. Water retained next to the buildings can result in soil movements greater than those discussed in this report. Greater movements can result in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto splash blocks at a distance of at least 10 feet from the buildings or are tied into the storm drainage system.

Exposed ground should be sloped and maintained at a minimum 5% away from the buildings for at least 10 feet beyond the perimeter of the buildings. Locally, flatter grades may be necessary to transition ADA access requirements for flatwork. After building construction and landscaping have been completed, final grades should be verified to document effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted, as necessary, as part of the structure’s maintenance program. Where paving or flatwork abuts the structure, a maintenance program should be established to effectively seal and maintain joints and prevent surface water infiltration.

Facilities | Environmental | Geotechnical | Materials 10

Earthwork Construction Considerations

Excavations for the proposed structure are anticipated to be accomplished with conventional construction equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade water content prior to construction of floor slabs.

Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over or adjacent to construction areas should be removed.

If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted prior to floor slab construction.

We did not encounter groundwater in our study and do not anticipate the groundwater table affecting shallow excavation efforts. However, if dewatering becomes necessary, a temporary dewatering system could be necessary to achieve the desired depth of excavation. Dewatering is a means and methods consideration for the contractor.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part

1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or state regulations.

Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred.

Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the geotechnical engineer. Monitoring should include documentation of adequate removal of demolition debris, pavements, vegetation, topsoil, and unsuitable fill. Foundation excavations and subgrade preparation should also be observed by the geotechnical engineer. If unanticipated conditions are encountered, the geotechnical engineer should be notified to evaluate the need for supplemental mitigation recommendations.

Each layer, or lift, of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the geotechnical engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the building area.

In areas of foundation excavations, the bearing subgrade should be evaluated under the direction of the geotechnical engineer. If unanticipated conditions are encountered, the geotechnical engineer should prescribe mitigation options.

Facilities | Environmental | Geotechnical | Materials 11

In addition to the documentation of the essential parameters necessary for construction, the continuation of the geotechnical engineer into the construction phase of the project provides the continuity to maintain the geotechnical engineer’s evaluation of subsurface conditions, including assessing variations and associated design changes.

Shallow Foundations

If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations.

Design Parameters – Compressive Loads

Item Description

Maximum Net Allowable Bearing

Pressure 1, 2

3,000 pounds per square foot (psf)

Required Bearing Stratum

Undisturbed native soils or compacted structural fill placed over undisturbed native soils

Minimum Foundation Dimensions Columns: 30 inches

Continuous: 18 inches

Ultimate Passive Resistance

(equivalent fluid pressures) 390 pcf (Structural Fill)

Sliding Resistance 0.45

Minimum Embedment below

Finished Grade

Exterior footings: 36 inches

Interior footings in heated areas: 24 inches

Interior footings in unheated areas: 36 inches

Estimated Total Settlement from

Structural Loads 2, 7

Approximately 1 inch

Estimated Differential Settlement 2, 8

About ½ of total settlement

1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Values assume that exterior grades are no steeper than 20% within 10 feet of structure.

2. Values provided are for maximum loads noted in Project Description. Additional geotechnical consultation will be necessary if higher loads are anticipated.

3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations presented in Earthwork.

4. Use of passive earth pressures require the sides of the excavation for the spread footing foundation to be nearly vertical and the concrete placed neat against these vertical faces

Facilities | Environmental | Geotechnical | Materials 12 or that the footing forms be removed, and compacted structural fill be placed against the vertical footing face. Assumes no hydrostatic pressure.

5. Coefficient of friction can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Frictional resistance for granular materials is dependent on the bearing pressure which may vary due to load combinations. For fine-grained materials, lateral resistance using cohesion should not exceed ½ the dead load.

6. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure.

7. The estimated total settlement of 1 inch is based on the assumed maximum loads. A refined settlement evaluation should be performed once structural loads and foundation layout become available.

8. Differential settlements are as measured over a span of 40 feet. Differential settlement will be affected by variation in loading of adjacent foundation elements and bearing conditions. A refined settlement evaluation should be performed once structural loads and foundation layout become available.

Foundation Construction Considerations

Footing excavations should be evaluated under the observation of the geotechnical engineer. The base of all foundation excavations should be free of water and loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed.

If unsuitable bearing soils are observed at the base of the planned footing excavation, the excavation should be extended deeper to suitable soils, and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. The lean concrete replacement zone is illustrated on the sketch below.

Facilities | Environmental | Geotechnical | Materials 13

Overexcavation for structural fill placement below footings should be conducted as shown below. The overexcavation should be backfilled up to the footing base elevation, with structure fill placed.

Foundation bearing grades should be proof-compacted using a mechanical or large reversible plate tamper to densify the soils loosened by the excavation process unless otherwise directed by the geotechnical engineer observing the grades.

Floor Slabs

Design parameters for floor slabs assume the requirements in the Earthwork section have been followed. Specific attention should be given to positive drainage away from the structure and positive drainage of the aggregate base beneath the floor slab. It is our opinion that the floor slabs do not require specific design considerations for swell potential.

Floor Slab Design Parameters

Item Description

Floor Slab Support 1 Minimum 6 inches of Aggregate Base Course, compacted to at least 95% of ASTM D1557 2

Estimated Modulus of Subgrade

Reaction 3

125 pounds per cubic inch (pci) for point loads

1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation.

Facilities | Environmental | Geotechnical | Materials 14

2. Free-draining Aggregate Base Course should have less than 5% fines (material passing the No. 200 sieve). Other design considerations such as cold temperatures and condensation development could warrant more extensive design provisions.

3. Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is provided for point loads. For large area loads the modulus of subgrade reaction would be lower.

It is common to reduce the k-value to account for dimensional effects of large, loaded areas. For such features, the value of Kc in the formula below is the corrected or design modulus value in units of pci, k is the table value above, and b is the mat width (short dimension) or tributary loaded area measured in units of feet. Soft or unstable subgrade will be remediated by scarifying and re-compacting or by over-excavation and replacement. For sand subgrades, this can be estimated as:

𝐾𝑐 = 𝑘 ( 𝑏 + 1

2𝑏

Our engineer can provide refined estimates of Kc if provided more detailed information regarding the loads and application area to conduct settlement analysis.

The use of a vapor retarder should be considered beneath concrete slabs on grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, when the project includes humidity-controlled areas, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder.

Saw-cut contraction joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations, refer to the ACI Design Manual.

Joints or cracks should be sealed with a waterproof, non-extruding compressible compound specifically recommended for heavy duty concrete pavement and wet environments.

Floor Slab Construction Considerations

Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become damaged or desiccated prior to construction of floor slabs, the affected material should be removed, and structural fill should be added to replace the resulting excavation. Final conditioning of the finished subgrade should be performed immediately prior to placement of the floor slab support course.

Facilities | Environmental | Geotechnical | Materials 15

The geotechnical engineer should approve the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located.

General Comments

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration.

Variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the

Geotechnical engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly affect excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety and cost estimating including excavation support and dewatering requirements/design are the responsibility of others.

Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface

Facilities | Environmental | Geotechnical | Materials 16 water flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in this report. The owner and contractor should consider a preconstruction/precondition survey of surrounding development. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

Figures

Contents:

GeoModel

-2

D ep th B el o w G ra d e (F ee t)

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:

EHRM-1 EHRM-2 EHRM-3 EHRM-4 EHRM-5

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

930 Harvest Dr, Ste 460

VAMC EHRM Montrose NY

2094 Albany Post Road | Montrose, New York

Blue Bell, PA

Terracon Project No. K9245005

GeoModel

Silt with sand to sandy silt or silty sand, trace gravel, occasional to frequent cobbles and boulders, brown to orange-brown, loose to medium dense

Weathered bedrock containing areas of poorly graded sand, with bedrock fragments or rock dust, gray, medium dense to very dense

DIORITE, unweathered to moderately weathered, fine to medium-grained, gray, very strong, intense to highly fractures, very poor to poor RQD

LEGEND

Topsoil

Fill

Weathered Rock

Silty Sand

Poorly-graded Sand

Bedrock

Silt with Sand

Sandy Silt

Model Layer General DescriptionLayer Name

Topsoil1

Varying percentages of sand, silt, and gravel, occasional to frequent cobbles and boulders, dark brown to brown to dark gray

Native Material

Weathered Bedrock

Bedrock

Surface Material

Fill

0.3

7.5

10.5

0.2

0.2

3.5

8.5

0.2

0.2

Attachments

Exploration and Testing Procedures

Photography Log

Exploration and Testing Procedures

Field Exploration

Number of Borings Boring Depth (feet) Location

5 8.5 to 20 Planned EHR building area

Boring Layout and Elevations: Terracon personnel provided the boring layout.

Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±15 feet) and approximate elevations were obtained by interpolation from topography indicated on Google EarthTM. If elevations and a more precise boring layout are desired, we recommend borings be surveyed following completion of fieldwork.

Subsurface Exploration Procedures: We advanced the borings with a track-mounted, rotary drill rig using solid stem continuous flight augers and rotary wash methods. Five samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon was driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test

(SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test depths. Rock cores were obtained using a NQ2 core barrel.

For safety purposes, all borings were backfilled with auger cuttings after their completion. We also observed the boreholes while drilling and at the completion of drilling for the presence of groundwater. Groundwater was not observed at these times in the boreholes.

The sampling depths, penetration distances, and other sampling information were recorded on the field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification by a geotechnical engineer. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the geotechnical engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory.

Geophysical Survey

A seismic refraction system setup was used to derive subsurface shear wave velocity information. Linear arrays of 24 geophones were placed at 10-foot spacing at 3 locations in order to determine the seismic site class in accordance with IBC 2018 requirements.

The following types of seismic data were recorded:

■ Refraction microtremors (ReMi Survey) produced by ambient seismic noise are recorded. The data is then processed using a wavefield-transformation data-processing technique and an interactive Rayleigh-wave dispersion-modeling tool.

The refraction microtremor exploits aspects of spectral analysis of surface waves

(SASW) and multi-channel analysis of surface waves (MASW) to derive a shear wave (s-wave) profile and an average shear-wave velocity along the array for a corresponding depth.

■ Multi-channel analysis of surface waves (MASW) is performed by collecting surface waves created by a hitting a metal plate in contact with the ground. The data is then processed using dispersion analysis software (SurfSeis, engineered by the Kansas Geological Survey) that extracts the fundamental-mode dispersion curve(s). The curves are inverted and modeled to yield a 1D shear-wave velocity profile along the array for a corresponding depth.

As with any geophysical testing method, these processes rely on instrument signals to indicate physical conditions in the field. Signal information can be affected by on-site conditions beyond the control of the operator such as but not limited to, frost depth, cultural objects, and/or soil types. Interpretation of those signals is based on a combination of known factors combined with the experience of the operator and geophysical scientist evaluating the results. As with all geophysical methods, the geophysical results provide a level of confidence but should not be considered absolute.

Laboratory Testing

The project engineer reviewed the field data and assigned laboratory tests. The laboratory testing program included the following types of tests:

■ ASTM D2216 Standard Test Methods for Laboratory Determination of Water

(Moisture) Content of Soil by Mass

■ ASTM C136 Standard Test Method for Particle-Size Analysis of Soils

The laboratory testing program included examination of soil samples by an engineer.

Based on the results of our field and laboratory programs, we described and classified the soil samples in accordance with the Unified Soil Classification System.

Rock classification was conducted using locally accepted practices for engineering purposes; petrographic analysis may reveal other rock types. Rock core samples typically provide an improved specimen for this classification. Boring log rock classification was determined using the Description of Rock Properties.

Photography Log

Figure 1: Drill rig setup at EHRM-4 Figure 2: Drill rig setup at EHRM-5

Figure 3: Example of backfilled borehole Figure 4: Example of rock dust in auger cuttings

Figure 5: Drill rig setup at EHRM-1

Figure 6: Rock cores

Site Location and Exploration Plans

Site Location

Exploration Plan

Exploration Plan with Overlay

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Site Location

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration Plan

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration Plan (cont.)

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration Plan with Overlay

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration and Laboratory Results

Test Boring Logs (EHRM-1 to EHRM-5)

Grain Size Distribution

Seismic Site Class Plots

114.7

107.5

104.5

TOPSOIL

FILL - SANDY SILT, trace roots, dark brown to brown FILL - SILTY SAND, trace gravel, occasional to frequent cobbles and boulders, brown

FILL - POORLY GRADED SAND, contains cobble fragments, brown

WEATHERED BEDROCK, contains rock dust, gray, very dense

Auger Refusal on Probable Bedrock at 10.5 Feet

Boring Log No. EHRM-1

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

M o d el

L ay er

0.3

7.5

10.5

1-2-7-6 N=9

2-20-8-8 N=28

10-10-9-20 N=19

50/5"

50/1"

Water Level Observations

Abandonment Method Boring backfilled with soil cuttings upon completion.

Advancement Method 0-10.5 ft: 2 1/4-inch continuous flight solid stem augers

Notes

Elevation Reference: Elevations were interpolated from topography indicated on Google Earth

Auger refusal at 7.5 ft; offset once.

Hammer Type Automatic

Driller EnviroProbe

Logged by J. Jurnack

Boring Started 02-16-2024

Boring Completed 02-16-2024

930 Harvest Dr, Ste 460

Drill Rig Geoprobe 7822DT

VAMC EHRM Montrose NY

Blue Bell, PA

2094 Albany Post Road | Montrose, New York

Terracon Project No. K9245005

No free water observed

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.

S am pl e

T yp e

Elevation: 115 (Ft.) +/-

Location:

Latitude: 41.2378° Longitude: -73.9308°

See Exploration Plan

Depth (Ft.)

R ec o ve ry

In

R o ck

C o re

R es u lt s

Fi el d T es t

R es u lt s

112.8

102.5

TOPSOIL

FILL - SANDY SILT, trace roots and gravel, dark brown to brown FILL - BEDROCK FRAGMENTS, frequent cobbles and boulders, gray

FILL - SILTY SAND, micaceous and contains bedrock fragments, frequent cobbles and boulders, dark gray to brown

SILTY SAND (SM), trace gravel, brown to orange-brown, medium dense

SILTY SAND (SM), with fine sand, frequent cobbles and boulders, brown, loose

POORLY GRADED SAND (SP), trace bedrock fragments, oxidized, brown, very dense C1: Unweathered to moderately weathered, fine to medium-grained, gray, very strong, hornblende-biotite-DIORITE, horizontal to high angle fractures, intense to highly fractured, Poor RQD, contains soil pockets, trace oxidation.

Boring Terminated at 16 Feet

Boring Log No. EHRM-2

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

M o d el

L ay er

REC:

55" / 92%

RQD:

20.5" / 37%

1-2-50/5"

6-7-9-5 N=16

5-6-5-3 N=11

2-2-1-2 N=3

6-50/5"

0.2

5.0

7.0

10.5

11.0

16.0

Water Level Observations

Abandonment Method Boring backfilled with soil cuttings upon completion.

Advancement Method 0-11 ft: 2 1/4-inch continuous flight solid stem augers 11-16 ft: NQ2 core barrel

Notes

Elevation Reference: Elevations were interpolated from topography indicated on Google Earth

Hammer Type Automatic

Driller EnviroProbe

Logged by J. Jurnack

Boring Started 02-15-2024

Boring Completed 02-15-2024

930 Harvest Dr, Ste 460

Drill Rig Geoprobe 7822DT

VAMC EHRM Montrose NY

Blue Bell, PA

2094 Albany Post Road | Montrose, New York

Terracon Project No. K9245005

No free water observed

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.

S am pl e

T yp e

Elevation: 113 (Ft.) +/-

Location:

Latitude: 41.2378° Longitude: -73.9310°

Fi el d T es t

R es u lt s

See Exploration Plan

Depth (Ft.)

R ec o ve ry

In

R o ck

C o re

R es u lt s

111.8

108.5

103.5

TOPSOIL

FILL - SILTY SAND, trace roots and gravel, brown FILL - SILTY GRAVEL, with sand, dark brown to brown

FILL - POORLY GRADED GRAVEL WITH SAND, gray

SILT WITH SAND (ML), trace roots, brown, loose occasional to frequent cobbles and boulders

WEATHERED BEDROCK, very dense contains rock dust, gray

Auger Refusal on Probable Bedrock at 8.5 Feet

Boring Log No. EHRM-3

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

M o d el

L ay er

0.2

3.5

5.0

8.5

5-7-9-10 N=16

8-8-6-5 N=14

50/4"

32-50/4"

Water Level Observations

Abandonment Method Boring backfilled with soil cuttings upon completion.

Advancement Method 0-8.5 ft: 2 1/4-inch continuous flight solid stem augers

Notes

Elevation Reference: Elevations were interpolated from topography indicated on Google Earth

Auger refusal at 8.5 ft; offset once. Auger refusal at 8 ft.

Hammer Type Automatic

Driller EnviroProbe

Logged by J. Jurnack

Boring Started 02-16-2024

Boring Completed 02-16-2024

930 Harvest Dr, Ste 460

Drill Rig Geoprobe 7822DT

VAMC EHRM Montrose NY

Blue Bell, PA

2094 Albany Post Road | Montrose, New York

Terracon Project No. K9245005

No free water observed

See…